DRC-2018-014331 - 0901a06880dbdebe

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July 12, 2018
VIA EXPRESS DELIVERY
Mr. Scott Anderson
Director
Division of Waste Management and Radiation Control
Utah Department of Environmental Quality
195 North 1950 West
P.O. Box 144880
Salt Lake City, UT 84114-4880
RE: White Mesa Uranium Mill, Blanding, Utah
Radioactive Materials License No. UT100479
Groundwater Discharge Permit No. UGW370004
Cells SA and SB License and GWDP Amendment Request
Dear Mr. Anderson:
Energy Fuels Resources (USA) Inc.
225 Union Blvd. Suite 600
Lakewood, CO, US, 80228
303 974 2140
www .energyfuels.com
Div of Waste Management
and Radiation Control
JUL 1 3 2018
PfZt-21){8--(J)b6b+
This is written to transmit a formal request by Energy Fuels Resources (USA) Inc. ("Energy Fuels") to
amend its Radioactive Materials License No. UT1900479 (the "License") and Groundwater Discharge
Permit No. UGW370004 (the "GWDP") in order to obtain approval of the Director (the "Director") of
the Division of Waste Management and Radiation Control (the "DWMRC") to construct, operate and
(when operations are complete) reclaim proposed new tailings impoundment Cells 5A and 5B at its
White Mesa Mill (the "Mill"). The construction of Cells 5A and 5B is an essential element of future
operations at the Mill as their construction is necessary in order to continue providing sufficient
impoundment surface area for the evaporation of Mill process water, and to provide additional tailings
capacity which is necessary to accommodate the tailings volume associated with routine ore processing
operations.
At this time, Energy Fuels does not anticipate the construction of Cells 5A and 5B immediately upon the
Director's approval of the License and GWDP amendments; however, authorization is being sought in
advance to allow the Mill to respond to expected improvements in uranium market conditions. While the
new cells have not yet been constructed, they were contemplated, described and assessed previously,
being a critical component of the U.S. Nuclear Regulatory Commission's initial 1979 Final
Environmental Statement and attendant licensing of the facility. More specifically, the initial
environmental analysis and license application for the facility contemplated a six-cell impoundment
system, including existing Cells 1, 2, 3 and 4 (comprised of two separate 40-acre cells), as well as Cell 5
( also comprised of two separate 40-acre cells) and Cell 1-E, which has not been constructed .
llPage
Letter to Mr. Scott Anderson
July 12, 2018
Page 2
In accordance with R313-22-33, a License application shall be approved if the Director determines that:
a) the applicant and all personnel who will be handling the radioactive material are qualified by
reason of training and experience to use the material in question for the purpose requested in
accordance with these rules in a manner as to minimize danger to public health and safety or the
environment;
b) the applicant's proposed equipment, facilities, and procedures are adequate to minimize danger to
public health and safety or the environment;
c) the applicant's facilities are permanently located in Utah, otherwise the applicant shall seek
reciprocal recognition as required by Section R313-19-30;
d) the issuance of the license will not be inimical to the health and safety of the public;
e) the applicant satisfies applicable special requirements in Sections R313-22-50, R313-22-54, and
R313-22-75, and Rules R313-24, R313-25, R313-32, R313-34, R313-36, or R313-38; and
f) in the case of an application for a license to receive and possess radioactive material for
commercial waste disposal by land burial, or for the conduct of other activities which the
Director determines will significantly affect the quality of the environment, the Director, before
co=encement of construction of the plant or facility in which the activity will be conducted,
has concluded, after weighing the environmental, economic, technical and other benefits against
environmental costs and considering available alternatives, that the action called for is the
issuance of the proposed license, with any appropriate conditions to protect environmental
values. The Director shall respond to the application within 60 days. Commencement of
construction prior to a response and conclusion shall be grounds for denial of a license to receive
and possess radioactive material in the plant or facility.
With regard to the forgoing requirements of R313-22-33, Energy Fuels' License Renewal Application
dated February 28, 2007, provided the information required above and is incorporated here by
reference.
In addition to these requirements, R313-24-3 requires that each new license application, renewal, or
major amendment shall contain an environmental report describing the proposed action, a statement of
its purposes, and the environment affected. The environmental report shall present a discussion of the
following:
a) An assessment of the radiological and nonradiological impacts to the public health from the
activities to be conducted pursuant to the license or amendment;
b) An assessment of any impact on waterways and groundwater resulting from the activities
conducted pursuant to the license or amendment;
c) Consideration of alternatives, including alternative sites and engineering methods, to the
activities to be conducted pursuant to the license or amendment; and
Letter to Mr. Scott Anderson
July 12, 2018
Page 3
d) Consideration of the long-term impacts including decommissioning, decontamination, and
reclamation impacts, associated with activities to be conducted pursuant to the license or
amendment.
In order to fulfill the requirements of R313-24-3 Energy Fuels' has prepared the attached
Environmental Report In Support of Construction, Cells 5A and 5B, White Mesa Mill Blanding, Utah.
To support this license amendment request, Energy Fuels has also completed and attached Form
DWMRC-01.
If you have any questions regarding this submittal, please contact me at [e-mail] or
303-389-4132.
Sincerely,
terAALT /•-r-------
ENERGY FUELS RESOURCES (USA) INC.
Scott A. Bakken
Sr. Director, Regulatory Affairs
Att Attachment A — Form DWMRC-01
Attachment B — Environmental Report in Support of Construction, Cells 5A and 5B
Volume I: Environmental Report, Appendices A through C
Volume 2: Appendix D
Volume 3: Appendices E through H
ec: D. Frydenlund, P. Goranson, K. Weinel, L. Shumway, D. Turk (EFRI)

Environmental Report
In Support of Construction

Cells 5A and 5B

White Mesa Uranium Mill
Blanding, Utah

Prepared by

Energy Fuels Resources (USA) Inc.
225 Union Blvd., Suite 600
Lakewood, Colorado 80228

July 2018

i

Introduction

Energy Fuels Resources (USA) Inc. (“Energy Fuels”) is seeking an amendment to its
Radioactive Materials License No. UT1900479 (the “License”) and Groundwater Discharge
Permit No. UGW370004 (the “GWDP”) in order to obtain the approval of the Director (the
“Director”) of the Division of Waste Management and Radiation Control (the “DWMRC”) to
construct, operate and (when operations are complete) reclaim proposed new tailings
impoundment Cells 5A and 5B at its White Mesa Uranium Mill (the “Mill”). The construction
of Cells 5A and 5B are an essential element of future operations at the Mill as their construction
and operation is necessary in order to continue providing sufficient impoundment surface area
for the evaporation of Mill process water. These cells will also provide additional tailings
capacity, which is necessary to accommodate the tailings volume associated with routine ore
processing operations.

At this time, Energy Fuels does not anticipate the construction of Cells 5A and 5B immediately
upon the Director’s approval of the License and GWDP amendments; however, authorization is
being sought in advance to allow the Mill to respond to expected improvements in uranium
market conditions.

While the new cells have not yet been constructed, they were contemplated, described and
assessed previously, being a critical component of the initial environmental analysis and
attendant licensing of the facility. See the Environmental Report, White Mesa Uranium Project
San Juan County, Utah, January 30, 1978, prepared by Dames & Moore (the “1978 ER”) and the
Final Environmental Statement Related to Operation of the White Mesa Uranium Project Energy
Fuels Inc., May 1979 (the “FES”), prepared by the United States Nuclear Regulatory
Commission (“NRC”).

These initial environmental analyses and the License contemplated a six-cell impoundment
system (see Section 3.2.4.7 of the FES). These cells are Cell 1-I (now referred to as Cell 1), Cell
1-E, which has not been constructed, existing Cells 2, 3 and 4 (comprised of two separate 40-
acre cells) and Cell 5, which will also be comprised of two separate 40-acre cells (Cells 5A and
5B). Cells 5A and 5B have therefore been specifically contemplated and included in the License
(see Figure 3.4 of the FES). As depicted in this figure, the size and location of the six-cell
impoundment system (Cells 1, 2, 3, 4, 5 and 1-E) is consistent with the original conceptual
design and licensing of the Mill.

The information required for an amendment to the License is found at R313-24-3. More
specifically, the regulations state the following:

(1) Each new license application, renewal, or major amendment shall contain
an environmental report describing the proposed action, a statement of its
purposes, and the environment affected. The environmental report shall present a
discussion of the following:

ii

(a) An assessment of the radiological and non-radiological impacts to the
public health from the activities to be conducted pursuant to the license or
amendment;

(b) An assessment of any impact on waterways and groundwater resulting
from the activities conducted pursuant to the license or amendment;

(c) Consideration of alternatives, including alternative sites and engineering
methods, to the activities to be conducted pursuant to the license or amendment;
and

(d) Consideration of the long-term impacts including decommissioning,
decontamination, and reclamation impacts, associated with activities to be
conducted pursuant to the license or amendment.

In order to fulfill the requirements above, Energy Fuels considered and used the information
topics and format cited by NRC in its guidance document Standard Review Plan for In Situ
Leach Uranium Extraction License Applications, Final Report, June 2003 (“NUREG 1569”) for
the recently approved White Mesa Uranium Mill License Renewal Application, State of Utah
Radioactive Materials License No. UT1900479, February 28, 2007 (the “License Renewal
Application”) and supporting Environmental Report, dated February 28, 2007 (the “2007 ER”).

This Report is not in support of an application for the License or renewal of the License as a
whole, which are addressed in the License Renewal Application and the 2007 ER, nor is it an
application for approval of the siting and use of Cells 5A and 5B, which have already been
evaluated and approved and are included in the License as part of the approval of the tailings
management system for the Mill. Rather, this Report is in support of the more detailed
amendments to the License required in connection with the actual construction and operation of
Cells 5A and 5B. Because the License Renewal Application provided current environmental
information and assessments, the scope of this Environmental Report can be limited in some
respects, focusing on pathways and assessments directly related to the construction and operation
of the new tailings cells. Accordingly, topical headings suggested by NUREG 1569 and the
guidance document Regulatory Guide 3.8, Preparation of Environmental Reports for Uranium
Mills, Revision 2, October 1982 (“Reg Guide 3.8”), have been included in this Report; however,
where previously provided information is sufficient and unaffected by this amendment request,
the prior information is incorporated by reference. Specifically, the following environmental
evaluations that have been performed for the Mill are incorporated by reference into, updated or
supplemented by this Report:

 the 1978 ER;
 the FES;
 the Environmental Assessment (“EA”) prepared by the NRC in September 1985 for the
Mill License renewal at that time (the “1985 EA”) (see NRC, 1985);
 the EA prepared by NRC in February 1997 for the Mill License renewal at that time (the
“1997 EA”) (see NRC, 1997);

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 the EA prepared by NRC in February 2000 for the Mill’s Reclamation Plan (the “2000
EA) (see NRC, 2000);
 the EA prepared by NRC in August 2002 in connection with a License amendment issued
by NRC authorizing receipt and processing at the Mill of certain alternate feed materials
from the Maywood site in New Jersey (the “2002 EA”) (see NRC, 2002);
 the Statements of Basis prepared in December 2004 by the State of Utah Department of
Environmental Quality (“UDEQ”) DWMRC in connection with the issuance of the
GWDP revisions (the “GWDP Statement of Basis”) (see UDEQ, 2004);
 the Environmental Report in Support of the License Renewal Application, State of Utah
Radioactive Materials License No. UT1900479, prepared by Denison Mines (USA) Inc.,
February 28, 2007 (the “2007 ER”) (see Denison, 2007);
 the Reclamation Plan, Revision 5.1B, Radioactive Materials License No. UT1900479,
prepared by Energy Fuels Resources (USA) Inc., February 2018 (“Reclamation Plan,
Rev. 5.1B”) (see Energy Fuels, 2018); and
 Background Groundwater Quality Reports, Sources Assessment Reports (SARs), Pyrite
Investigation Report and pH Report as discuss in Section 1.5.4.

Energy Fuels’ assessment of the pathways to be considered for construction and operation of
Cells 5A and 5B is principally focused on the examination of potential airborne releases from the
cells and the groundwater considerations typically attendant to the design of a tailings cell.
These are the only two significant pathways that could be impacted by Cells 5A and 5B
installation and operation. In addition, a cultural resource inventory has been performed on the
surface area that will be impacted by the construction of Cells 5A and 5B, as required by License
Condition 9.7, which will be provided to the Director in a separate report. It is important to note
that the Director has approved the design, construction, operation and (when operations are
complete) reclamation of directly adjacent Cells 4A and 4B. For Cells 5A and 5B, two liner
designs are being proposed in this amendment request with one option being identical to the liner
design and underlying ground conditions for Cells 4A and 4B. As demonstrated in this
amendment request, the second option provides equal protection to the environment while
offering efficiencies in the installation process, and also offers an additional leak detection layer.
The decision on which liner design to use will be made by Energy Fuels prior to the start of cell
construction.

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Contents
1. Proposed Activities ............................................................................................................................... 1
2. Site Characterization ............................................................................................................................. 1
2.1 Site Location and Layout ............................................................................................................... 1
2.2 Use of Adjacent Lands and Water ................................................................................................. 2
2.3 Population Distribution and Socioeconomic Profile ..................................................................... 2
2.4 Historic, Scenic and Cultural Resources ........................................................................................ 3
2.5 Geology and Soils .......................................................................................................................... 3
2.5.1 Regional Geology .................................................................................................................. 3
2.5.2 Local Geology ........................................................................................................................ 4
2.5.3 Site-Specific Geology ............................................................................................................. 4
2.5.4 Soils ....................................................................................................................................... 5
2.6 Seismology .................................................................................................................................... 5
2.7 Hydrology ...................................................................................................................................... 5
2.7.1 Ground Water ....................................................................................................................... 5
2.7.2 Surface Water ..................................................................................................................... 14
2.8 Climate and Meteorology ........................................................................................................... 14
2.9 Ecology ........................................................................................................................................ 14
2.10 Background Radiological and Non-Radiological Characteristics ................................................. 15
3.0 Design of Cells 5A and 5B ................................................................................................................ 15
3.1 Cell Design ................................................................................................................................... 15
3.2 Liner Compatibility ...................................................................................................................... 15
3.3 Modification of Restricted Area Boundary ................................................................................. 16
4.0 Environmental Effects Related to Construction of Cells 5A and 5B ................................................ 16
5.0 Environmental Effects Related to Operation of Cells 5A and 5B .................................................... 16
5.1 Groundwater Pathway Impact .................................................................................................... 16
5.2 Radiological Impact [RESERVED] ................................................................................................. 18
6.0 Effluent and Environmental Monitoring Programs ........................................................................ 18
6.1 Proposed Additional Groundwater Monitoring .......................................................................... 18
6.2 Proposed Additional Operational Environmental Monitoring .................................................... 19
7.0 Accidents ......................................................................................................................................... 19
7.1 Tornado ....................................................................................................................................... 19

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7.2 Major Earthquake ....................................................................................................................... 20
7.3 Tailings Accidents ........................................................................................................................ 20
7.3.1 Flood Water Breaching of Retention System ...................................................................... 20
7.3.2 Structural Failure of Tailings Dikes ...................................................................................... 21
7.3.3 Seismic Damage to Transport System ................................................................................. 21
7.4 Terrorist and/or Bomb Threat .................................................................................................... 22
8.0 Cost and Benefits ............................................................................................................................ 22
9.0 Decommissioning, Reclamation and Long Term Impacts ............................................................... 23
10.0 Alternatives ..................................................................................................................................... 23
10.1 Issuance of Amendment for Cells 5A and 5B .............................................................................. 24
10.2 No Action Alternative .................................................................................................................. 25
10.3 Alternatives Considered But Eliminated ..................................................................................... 25
10.3.1 Consideration of Alternative Sites ...................................................................................... 25
10.3.2 Consideration of Alternative Engineering Methods ........................................................... 26
10.4 Cumulative Effects ...................................................................................................................... 26
10.5 Comparison of the Predicted Environmental Impacts ................................................................ 26
10.6 Updates & Changes to Factors That May Cause Reconsideration of Alternatives ..................... 27
11.0 Environmental Approvals and Consultations .................................................................................. 27
12.0 References ...................................................................................................................................... 28

Tables
Table 2.3- 1 Population Centers within 50 Miles of the Mill Site ................................................................ 3
Table 2.7- 1 Groundwater Quality in the Vicinity of the Mill ...................................................................... 11
Figures
Figure 2.1-1 Regional Location Map
Figure 2.1-2 Land Map
Figure 2.5-1 Generalized Stratigraphy of White Mesa Mill
Figure 2.7-1 Kriged Top of Brushy Basin
Figure 2.7-2 Kriged 4th Quarter 2017 Water Levels
Figure 2.7-3 Seeps and Springs on USGS Topographic Base
Figure 2.7-4 4th Quarter 2017 Depths to Water

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Figure 2.7-5 4th Quarter 2017 Perched Zone Saturated Thickness and Brushy Basin Paleoridges and
Paleovalleys
Figure 2.7-6 Groundwater (Well or Spring) Sampling Stations in the White Mesa Vicinity

Appendices
Appendix A [RESERVED]
Appendix B Hydrogeology of the White Mesa Uranium Mill and Recommended Locations of New
Perched Wells to Monitor Proposed Tailings Cells 5A and 5B
Appendix C Annual Wind Rose Diagrams (2013-2017)
Appendix D Cells 5A & 5B Design Report
Appendix E Liner Compatibility
Appendix F [RESERVED]
Appendix G Review of Environmental Radiological Monitoring Program
Appendix H Attachment F to Reclamation Plan, Revision 5.1C, July 2018

1

1. Proposed Activities

This Report is in support of a License and GWDP amendment application to construct, operate
and (when operations are complete) reclaim proposed new tailings impoundment Cells 5A and
5B at the Mill. The construction of Cells 5A and 5B are an essential element of future operations
at the Mill as their construction is necessary in order to continue providing sufficient
impoundment surface area for the evaporation of Mill process water. These cells will also
provide additional tailings capacity which is necessary to accommodate the tailings volume
associated with routine ore processing operations.

At this time, Energy Fuels does not anticipate the construction of Cells 5A and 5B immediately
upon the Director’s approval of the License and GWDP amendments; however, authorization is
being sought in advance to allow the Mill to respond to expected improvements in uranium
market conditions.

While the new cells have not yet been constructed, they were contemplated, described and
assessed previously, being a critical component of the initial environmental analysis and
attendant licensing of the facility.

This Report is not in support of an application for the License or renewal of the License as a
whole, nor is it an application for approval of the siting and use of Cells 5A and 5B, which have
already been evaluated and approved and are included in the License as part of the approval of
the tailings management system for the Mill. Rather, this Report is in support of the more
detailed amendments to the License required in connection with the actual construction and
operation of Cells 5A and 5B. The scope of this Environmental Report is, therefore, limited in
some respects, focusing on pathways and assessments directly related to the construction and
operation of the new cells.
2. Site Characterization
2.1 Site Location and Layout

The Mill is regionally located in central San Juan County, Utah, approximately 6 miles (9.5 km)
south of the city of Blanding (see Figure 2.1-1). The Mill can be reached by taking a private
road for approximately 0.5 miles west of U.S. Highway 191. Within San Juan County, the Mill is
located on fee land and mill site claims, covering approximately 5,415 acres, encompassing all or
part of Sections 21, 22, 27, 28, 29, 32, and 33 of T37S, R22E, and Sections 4, 5, 6, 8, 9, and 16
of T38S, R22E, Salt Lake Base and Meridian (see Figure 2.1-2 ).

All operations authorized by the License are conducted within the confines of the existing site
boundary. The milling facility currently occupies approximately 50 acres and the current tailings
disposal cells encompass another approximately 290 acres (see Figure 2.1-2).

2

The Mill site is located on a gently sloping mesa that, from the air, appears similar to a
peninsula, as it is surrounded by steep canyons and washes and is connected to the Abajo
Mountains to the north by a narrow neck of land. On the mesa, the topography is relatively flat,
sloping at less than one (1) percent to the south and nearly horizontal from east to west (see
Figure 2.1-1).

2.2 Use of Adjacent Lands and Water

Approximately 61% of San Juan County is federally owned land administered by the U.S.
Bureau of Land Management (“BLM”), the National Park Service, and the U.S. Forest Service.
Primary land uses include livestock grazing, wildlife range, recreation, and exploration for
minerals, oil, and gas. Approximately 25% of the county is Native American land owned either
by the Navajo Nation or the Ute Mountain Ute Tribe. The area within 5 miles of the Mill site is
predominantly range land owned by Blanding residents. The Mill site, including tailings cells,
encompasses approximately 300 acres.
A more detailed discussion of land use at the Mill site, in surrounding areas, and in southeastern
Utah, is presented in the FES (Section 2.5). Results of archaeological studies conducted at the
site and in the surrounding areas as part of the 1978 ER are also documented in the FES (Section
2.5.2.3).

Source: BLM Utah Surface Management (6/1/2018)
2.3 Population Distribution and Socioeconomic Profile

Demographic information is generally derived from information obtained by the U.S. Census
Bureau. These records are updated on a five year frequency for population centers that exceed
65,000 people and on a ten year frequency for lesser populations. As such, the local population
update for the area of interest was last recorded in the year 2010, and it is that database which
was utilized to formulate the demographic information provided in this Report. According to the
2010 census, the population density of San Juan County, in which the Mill is located, is 1.9
individuals per square mile. The town of Blanding, UT, approximately 6 miles north of the Mill,
is the largest population center near the Mill site, with 3,375 persons, during the 2010 census, or
3,690 persons based on the July 1, 2017, census estimate. The White Mesa community is located
approximately five miles southeast of the Mill site. Approximately 242 Ute Mountain Ute tribal
members reside in the White Mesa community (see Figure 2.1-2). The Navajo Reservation is
located approximately 19 miles southeast of the Mill. The nearest community on the Navajo
Reservation is Montezuma Creek, a community of approximately 335 individuals in Utah. The
nearest residence to the Mill is located approximately 1.6 miles to the north-northeast of the Mill.
Table 2.3-1 provides population centers located within 50 miles of the Mill site.

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Table 2.3- 1 Population Centers within 50 Miles of the Mill Site

Population Center

Population Approximate Distance
from Mill Site (miles)
Blanding, UT 3,6902 6
White Mesa, UT 2421 4
Bluff, UT 2581 15
Montezuma Creek, UT 3351 20
Aneth, UT 5011 27
Mexican Hat, UT 311 30
Monticello, UT 1,9952 27
Eastland/Ucolo UT 2493 32
Dove Creek, UT 7332 37
Towaoc 1,0871 50
Source: 1, 2010 Census. 2, July 1, 2017 Census Estimate. 3, Based on 1978 population estimate.

San Juan County, Utah is the largest and poorest county in Utah. As of March 2018, the
unemployment rate in San Juan County was 7.3%, compared to 3.1% for Utah as a whole, and
3.9% for the nation as a whole. When operating, the Mill is one of the largest private employers
in San Juan County, employing up to 60 to 140 full time employees. As such, the Mill’s
employees represent a significant economic base for the city of Blanding and rural residents of
San Juan County. In addition, the Company pays local taxes to San Juan County, further
supporting the development t of the local economic base. The Mill also provides income to local
minorities, typically employing a high percentage of minority workers ranging from 45 to 75%
Native Americans.

Source: U.S. Bureau of Labor Statistics, web pages accessed June 2018
2.4 Historic, Scenic and Cultural Resources

A discussion of the historic, scenic, archaeological, cultural and natural significance of the Mill
site and nearby areas was included in Section 2.3 of the 1978 ER and Section 2.5.2 of the FES.
An updated discussion on archaeological sites (as adapted from Section 2.5.2.3 of the FES),
including the current status of excavation, was also most recently included in Section 1.3 of the
Reclamation Plan, Rev. 5.1B.
As part of this license amendment request, an archaeological survey is being performed on the
surface area that will be impacted by the construction of Cells 5A and 5B, as required by License
Condition 9.7. The results of this survey will be included in Appendix A and summarized in a
revised Report.
2.5 Geology and Soils
2.5.1 Regional Geology

The Mill site lies within a region designated as the Canyon Lands section of the Colorado
Plateau physiographic province. Elevations in the region range from approximately 3,000 feet in

4

the bottom of canyons to over 11,000 feet among the peaks of the Henry, Abajo and La Sal
Mountains. The average elevation for the area, excluding deeper canyons and isolated mountain
peaks, is about 5,000 feet.

The sedimentary rocks exposed in southeastern Utah have a total thickness of approximately
6,000 to 7,000 feet. These sedimentary units range in age from Pennsylvanian to Late
Cretaceous; older rock units which underlie those of Pennsylvanian age are not exposed in the
Mill site area.

Structural features in the Mill site area have been divided into three main categories on the basis
of origin or mechanism of the stress that created the structure. These categories are: (1) structures
related to large-scale regional uplifting or down warping directly related to movements in the
basement complex (the Monument Uplift and the Blanding Basin); (2) structures due to diapiric
deformation of thick sequences of evaporate deposits, salt plugs and salt anticlines (the Paradox
Fold and Fault Belt); and (3) structures formed due to magmatic intrusions (the Abajo
Mountains). A generalized stratigraphic column for the region is provided as Figure 2.5-1.

The Summerville Formation, Entrada Sandstone, and Navajo Sandstone are the deepest units of
concern encountered at the site.
2.5.2 Local Geology

The Mill site is located on the western edge of the Blanding Basin, sometimes referred to as the
Great Sage Plain, lying east of the north/south-trending Monument Uplift, south of the Abajo
Mountains and adjacent to the northwest-trending Paradox Fold and Fault Belt. The Abajo
Mountains are the most prominent topographic feature in the region, rising over 4,000 ft above
the surface of the plain. The lithology of the immediate area is composed of thousands of feet of
multi-colored pre-Tertiary age marine and non-marine sedimentary rocks. Erosion on the
regionally-uplifted sedimentary strata has produced an array of eroded canyons and mesas.

The Mill is more specifically located on White Mesa and rests on alluvial windblown silt and
sand, which covers sandstones and shales of Jurassic and Cretaceous age. The surface of the
mesa is nearly flat, with a surface relief of 98 feet. The maximum relief between White Mesa and
the adjacent Cottonwood Canyon is about 750 feet.
2.5.3 Site-Specific Geology

This section is based on the report titled Hydrogeology of the White Mesa Uranium Mill and
Recommended Locations of New Perched Wells to Monitor Proposed Cells 5A and 5B, July 11,
2018, prepared by Hydro Geo Chem, Inc. (“HGC”), a copy of which is attached to this Report as
Appendix B.

The Mill is located within the Blanding Basin of the Colorado Plateau physiographic province.
Typical of large portions of the Colorado Plateau province, the rocks underlying the site are
relatively underformed. The average elevation of the site is approximately 5,600 ft (1,707 m)
above mean sea level (amsl).

5

The site is underlain by unconsolidated alluvium and indurated sedimentary rocks consisting
primarily of sandstone and shale. The indurated rocks are relatively flat lying with dips generally
less than 3°. The alluvial materials consist mostly of aeolian silts and fine-grained aeolian sands
with a thickness varying from a few feet to as much as 25 to 30 ft (7.6 to 9.1 m) across the site.
The alluvium is underlain by the Dakota Sandstone and Burro Canyon Formation, which are
sandstones having a total thickness ranging from approximately 100 to 140 feet (31 to 43 m).
Beneath the Burro Canyon Formation lies the Morrison Formation, consisting, in descending
order, of the Brushy Basin Member, the Westwater Canyon Member, the Recapture Member,
and the Salt Wash Member. The Brushy Basin and Recapture Members of the Morrison
Formation, classified as shales, are very fine-grained and have a very low permeability. The
Westwater Canyon and Salt Wash Members also have a low average vertical permeability due to
the presence of interbedded shales. See Figure 2.5-1 for a generalized stratigraphic column for
the region.

Beneath the Morrison Formation lies the Summerville Formation, an argillaceous sandstone with
interbedded shales, and the Entrada Sandstone. Beneath the Entrada lies the Navajo Sandstone.
The Navajo and Entrada Sandstones constitute the primary aquifer in the area of the site. The
Entrada and Navajo Sandstones are separated from the Burro Canyon Formation by
approximately 1,000 to 1,100 feet (305 to 335 m) of materials having a low average vertical
permeability. Groundwater within this system is under artesian pressure in the vicinity of the site
and is used only as a secondary source of water at the site.
2.5.4 Soils

A discussion of the soils aspects of the Mill site was provided in Section 2.10.1 of the 1978 ER
and Section 2.8 of the FES. There have been no significant changes in soil conditions since that
time. A description of existing soil conditions, including the results of a geotechnical
investigation performed within the proposed limits of Cells 5A and 5B is provided in Section 2.4
of the Cells 5A and 5B Design Report in Appendix D.
2.6 Seismology

A discussion of the seismicity of the region was provided in Section 2.5 of the 1978 ER and
Section 2.7.3 of the FES. An updated discussion of physiography and topography; rock units;
structure; relationship of earthquakes to tectonic structures; and potential earthquake hazards to
the Mill area (as reproduced from the 1978 ER), was also most recently included in Section 1.6.2
of the Reclamation Plan, Rev. 5.1B. Further, Section 1.6.3 of the Reclamation Plan, Rev. 5.1B
provides a discussion of a site-specific probabilistic seismic hazard analysis that was conducted
for the Mill site.
2.7 Hydrology
2.7.1 Ground Water

The site is located within a region that has a dry to arid continental climate, with average annual
precipitation of approximately 13.3 inches and an average annual lake evaporation rate of
approximately 47.6 inches. Recharge to aquifers occurs primarily along the mountain fronts

6

(e.g., the Henry, Abajo, and La Sal Mountains), and along the flanks of folds such as Comb
Ridge Monocline.

Although the water quality and productivity of the Navajo/Entrada aquifer are generally good,
the depth of the aquifer (approximately 1,200 feet below land surface (“bls”) makes access
difficult. The Navajo/Entrada aquifer is capable of yielding significant quantities of water to
wells (hundreds of gallons per minute (“gpm”)). Water in wells completed across these units at
the site rises approximately 800 feet above the base of the overlying Summerville Formation.

Sections 2.7.1.1 through 2.7.1.3 below are based on the Report titled Hydrogeology of the White
Mesa Uranium Mill and Recommended Locations of New Perched Wells to Monitor Proposed
Cells 5A and 5B, July 11, 2018, prepared by Hydro Geo Chem, Inc. (“HGC”), a copy of which is
attached to this Report as Appendix B.

2.7.1.1 Perched Zone Hydrogeology (Site-Specific)

Perched groundwater beneath the site occurs primarily within the Burro Canyon Formation.
Where saturated thicknesses are large, perched water may extend into the overlying Dakota
Sandstone. Perched groundwater at the site has a generally low quality due to high total
dissolved solids (“TDS”) in the range of approximately 1,100 to 7,900 milligrams per liter
(“mg/L”), and is used primarily for stock watering and irrigation in the areas upgradient (north)
of the site.

The quality of the perched groundwater is affected locally by elevated chloroform and nitrate, as
detailed in Appendix B. The chloroform plume (defined by concentrations exceeding 70
micrograms per liter (“µg/L”), located up- to cross-gradient (northeast to east) of the tailings
management system, likely originated from two sanitary leach field sources that accepted
laboratory wastes prior to construction and operation of the Mill. The nitrate plume (defined by
concentrations exceeding 10 mg/L commingles with a chloride plume (defined by concentrations
exceeding 100 mg/L, and extends from upgradient of the tailings management system (in the
vicinity of TWN-2 and TWN-3) to beneath a portion of the tailings management system (to
MW-30 and MW-31). A former stock pond located near TWN-2, referred to as the ‘historical
pond’, that predated Mill construction and operation, is considered a primary source to the
plume. Both chloroform and nitrate plumes are under remediation by pumping. Wells MW-4,
MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37, and TW4-39
are chloroform pumping wells; and TWN-2, TW4-22, TW4-24, and TW4-25 are nitrate pumping
wells. As discussed in Appendix B, even in the absence of mass removal by pumping, both
plumes are expected to degrade naturally within less than 200 years.

The saturated thickness of the perched water zone generally increases to the north of the site,
increasing the yield of the perched zone to wells installed north of the site. Perched water is
supported within the Burro Canyon Formation by the underlying, fine-grained, and bentonitic
Brushy Basin Member, considered an aquiclude. Figure 2.7-1 is a contour map showing the
approximate elevation of the contact of the Burro Canyon Formation with the Brushy Basin
Member, which essentially forms the base of the perched water zone at the site. Contact
elevations are based on monitoring well drilling and geophysical logs and surveyed land surface

7

elevations. The surveyed elevations of Westwater Seep and Ruin Spring, which occur at the
contact between the Burro Canyon Formation and Brushy Basin Member, are also included. As
indicated, the contact generally dips to the south/southwest beneath the site.

The permeability of the Dakota Sandstone and Burro Canyon Formation at the site is generally
low. No significant joints or fractures within the Dakota Sandstone or Burro Canyon Formation
have been documented in any wells or borings installed across the site (Knight Piesold, 1998).
Any fractures observed in cores collected from site borings are typically cemented, showing no
open space. The Knight-Piésold findings are consistent with the evaluation of a 1994 drilling
program by HGC and with examination by HGC of drill core samples collected during
installation of MW-3A, MW-23, MW-24, MW-28, MW-30, and TW4-22 in 2005, as discussed
in Appendix B.

Based on samples collected during installation of wells MW-16 (abandoned) and MW-17 (the
locations of the various monitoring wells are indicated on Figure 2.7-1), porosities of the Dakota
Sandstone range from 13.4% to 26%, averaging 20%, and water saturations range from 3.7% to
27.2%, averaging 13.5%. The average volumetric water content is approximately 3%. MW-17 is
located cross-gradient of, and MW-16 was formerly located immediately downgradient of, the
tailings management system at the site. As reported in TITAN, July 1994, the permeability of the
Dakota Sandstone based on packer tests in borings installed at the site ranged from 2.71E-06
centimeters per second (“cm/s”) to 9.12E-04 cm/s, with a geometric average of 3.89E-05 cm/s.

The average porosity of the Burro Canyon Formation is similar to that of the Dakota Sandstone.
Based on samples collected from the Burro Canyon Formation at MW-16 (abandoned), porosity
ranges from 2% to 29.1%, averaging 18.3%, and water saturations of unsaturated materials range
from 0.6% to 77.2%, averaging 23.4%. TITAN, July 1994, reported that the hydraulic
conductivity of the Burro Canyon Formation ranges from 1.9E-07 to 1.6E-03 cm/s, with a
geometric mean of 1.1 E-05 cm/s, based on the results of 12 pump/recovery tests performed in
perched monitoring wells and 30 packer tests performed in borings prior to that time. Subsequent
testing by HGC of existing wells and wells installed subsequent to TITAN, 1994 yields a
hydraulic conductivity range of approximately 2 x 10-8 to 0.01 cm/s

In general, as discussed in Appendix B, the highest permeabilities and well yields are in the
portion of the site immediately northeast and east (upgradient to cross gradient) of the tailings
management system. A relatively continuous, higher permeability zone (associated with poorly
indurated coarser-grained materials in the general area of the chloroform plume) has been
inferred to exist in this portion of the site. Analysis of drawdown data collected from this zone
during long-term pumping of MW-4, MW-26 (TW4-15), and TW4-19 yielded estimates of
hydraulic conductivity ranging from approximately 4 x 10-5 to 1 x 10-3 cm/s. A slug test
performed at TW4-4 yielded a hydraulic conductivity of approximately 1.7 x 10-3 cm/s. The
decrease in perched zone permeability south to southwest of this area (south of TW4-4), based
on tests at TW4-6, TW4-26, TW4-27, TW4-29 through TW4-31, and TW4-33 and TW4-34,
indicates that this higher permeability zone “pinches out”.

Relatively high conductivities measured at MW-11, located on the southeastern margin of the
downgradient edge of tailings Cell 3, and at MW-14, located on the downgradient edge of

8

tailings Cell 4A, of 1.4 x 10-3 cm/s and 7.5 x 10-4 cm/s, respectively, may indicate that this higher
permeability zone extends beneath the southeastern portion of the tailings management system.
However, based on hydraulic tests conducted south and southwest of these wells, this zone of
higher permeability does not appear to exist within the saturated zone downgradient (south
southwest) of the tailings management system.

Slug tests performed at groups of wells and piezometers located northeast (upgradient) of, in the
immediate vicinity of, and southwest (downgradient) of the tailings management system indicate
generally lower permeabilities compared with the area of the chloroform plume. The following
results are based on analysis of automatically logged slug test data using the KGS solution as
discussed in Appendix B.

Testing of TWN-series wells installed in the northeast portion of the site as part of nitrate
investigation activities yielded a hydraulic conductivity range of approximately 3.6 x 10-7 to 0.01
cm/s with a geometric average of approximately 6 x 10-5 cm/s. The value of 0.014 cm/s
estimated for TWN-16 is the highest measured at the site, and the value of 3.6 x 10-7 cm/s
estimated for TWN-7 is one of the lowest measured at the site. Testing of MW-series wells MW-
23 through MW-32 installed within and at the margins of the tailings management system in
2005 (and using the higher estimate for MW-23) yielded a hydraulic conductivity range of
approximately 2 x 10-7 to 1 x 10-4 cm/s with a geometric average of approximately 2 x 10-5 cm/s.
Hydraulic tests conducted at DR-series piezometers installed as part of the southwest area
investigation downgradient of the tailings management system yielded hydraulic conductivities
ranging from approximately 2 x 10-8 to 4 x 10-4 cm/s with a geometric average of 9.6 x 10-6 cm/s.
The relatively low permeabilities and shallow hydraulic gradients downgradient of the tailings
management system result in average perched groundwater pore velocity estimates that are
among the lowest on site (approximately 0.26 feet per year (“ft/yr”) to 0.91 ft/yr.

The extensive hydraulic testing of perched zone wells at the site indicates that perched zone
permeabilities are generally low with the exception of the apparently isolated zone of higher
permeability associated with the chloroform plume east to northeast (cross-gradient to
upgradient) of the tailings management system. The geometric average hydraulic conductivity
(less than 1 x 10-5 cm/s) of the DR-series piezometers which cover an area nearly half the size of
the total monitored area at White Mesa (excluding MW-22), is nearly identical to the geometric
average hydraulic conductivity of 1.01 x 10-5 cm/s reported by TITAN, July 1994, and is within
the range of 5 to 10 ft/yr (approximately 5 x 10-6 cm/s to 1 x 10-5 cm/s) reported by Dames and
Moore, January 1978, for the (saturated) perched zone during the initial site investigation.

The generally low permeability of the perched zone limits well yields. Although sustainable
yields of as much as 4 gpm have been achieved in site wells penetrating higher transmissivity
zones near unlined wildlife ponds, yields are typically low (<1/2 gpm) due to the generally low
permeability of the perched zone. Even site wells that yielded as much as 4 gpm during the first
few months of pumping eventually saw yields drop to about 1 gpm or less. Many of the perched
monitoring wells purge dry and take several hours to more than a day to recover sufficiently for
groundwater samples to be collected. As noted in Appendix B, during the 2011 redevelopment
effort, many of the perched wells went dry during surging and bailing and required several
sessions on subsequent days to remove the proper volumes of water. Sufficient productivity from

9

the perched zone can generally be obtained only in areas where the saturated thickness is greater,
which is the primary reason that the perched zone has been used on a limited basis as a water
supply to the north (upgradient) of the site.

2.7.1.2 Perched Groundwater Flow

Perched groundwater flow at the site is generally to the south/southwest. Figure 2.7-2 displays
the local perched groundwater elevation contours at the Mill.

As shown in Figure 2.7-2, perched groundwater flow across the site is generally from northeast
to southwest. This general flow pattern has been consistent based on perched water level data
collected beginning with the initial site investigation described in Dames and Moore, January
1978. Perched water discharges in seeps and springs located to the west, southwest, east, and
southeast of the site. Perched groundwater flow is locally influenced by groundwater withdrawal
via chloroform and nitrate pumping wells, and by former recharge from three unlined wildlife
ponds (as discussed in Appendix B).

Beneath and south of the tailings management system, in the west central portion of the site,
perched water flow is south-southwest to west-southwest. Flow on the western margin of the
mesa south of the tailings management system is generally southerly, approximately parallel to
the mesa rim (where the Burro Canyon Formation is terminated by erosion). On the eastern side
of the site perched water flow is also generally southerly to southwesterly.

Perched water flow beneath and downgradient of the millsite and tailings management system is
influenced by perched water discharge points Westwater Seep, located west to west-southwest of
the tailings management system, and Ruin Spring, located south-southwest of the tailings
management system. As noted above, the overall southwesterly flow pattern is locally influenced
by former seepage from the unlined wildlife ponds. Because of relict mounding near the northern
wildlife ponds, flow direction ranges from locally westerly (west of the ponds) to locally easterly
(east of the ponds).

Perched water flowing beneath the tailings management system eventually discharges to
Westwater Seep, the closest discharge point, or to Ruin Spring, located approximately 9,600 feet
to the south-southwest, as shown in Figures 2.7-2 and 2.7-3. Ruin Spring is the primary
discharge point and is the only named spring appearing on United States Geological Survey
(“USGS”) topographic maps in the vicinity of the site. Any flow that does not discharge in seeps
or springs presumably exits as underflow to the southeast of Ruin Spring, along the southwest
extending lobe of White Mesa located between Ruin Spring and Corral Springs.

2.7.1.3 Perched Zone Hydrogeology (Beneath and Down-gradient of the Tailings Management
System)

As of the 4th Quarter, 2017, depths to perched water range from approximately 35 feet below top
of casing (“btoc”) northeast of the tailings management system (at TWN-2) to approximately
115 feet btoc at the southwestern margin of tailings Cell 3. In the vicinity of the tailings

10

management system at the site perched water was encountered at depths of approximately 63 to
115 feet btoc (Figure 2.7-4).

Depths to perched groundwater near tailings Cell 2 vary from approximately 63 feet btoc near
the northeast (upgradient) corner of the cell to approximately 112 feet btoc at the northwest
corner of the cell. Depths to water near tailings Cell 3 vary from approximately 69 feet btoc near
the northeast (upgradient) corner of the cell to approximately 115 feet btoc at the southwest
(downgradient) corner of the cell. Depths to water near Cells 4A and 4B vary from
approximately 79 feet btoc near the northeast (upgradient) corner of Cell 4A to approximately
112 feet btoc along the western margin of Cell 4B. The average depth to water near Cell 2 is
approximately 77 feet btoc; near Cell 3 approximately 92 feet btoc; and near Cells 4A and 4B
approximately 102 feet btoc. Because the cells are installed a maximum of approximately 25 feet
below grade, the average depth to perched water from the base of Cell 2 is approximately 52
feet; beneath Cell 3 approximately 67 feet; and beneath Cells 4A and 4B approximately 77 feet.

The saturated thicknesses of the perched zone as of the 4th Quarter, 2017 range from
approximately 80 feet at MW-19 near the northern wildlife ponds to less than 5 feet in the
southwest portion of the site, downgradient of the tailings management system (Figure 2.7-5). A
saturated thickness of approximately 2 feet occurs in well MW-34 along the south dike of Cell
4B, and the perched zone has been consistently dry at MW-33 located at the southwest corner of
Cell 4B, and at MW-21 located south-southwest of Cell 4B. Abandoned well MW-16, formerly
located beneath Cell 4B, was also consistently dry. MW-21, MW-33 and abandoned well MW-
16 are all located on a structural high in the top of Brushy Basin Member surface (Figure 2.7-1).
As discussed in detail within Appendix B, perched groundwater flow and saturated thicknesses
within the southwest portion of the site are influenced by this structural high.

Perched zone hydraulic gradients as of the 4th Quarter, 2017 range from a maximum of nearly
0.09 feet per foot (“ft/ft”) east of tailings Cell 2 (within the chloroform plume, between TW4-10
and TW4-11) to approximately 0.002 ft/ft in the northeast corner of the site (between TWN-19
and TWN-16). Hydraulic gradients in the southwest portion of the site are typically close to 0.01
ft/ft, but the gradient is less than 0.005 ft/ft to the west-southwest of Cell 4B, between Cell 4B
and DR-8. The overall average site hydraulic gradient, between TWN-19 in the extreme
northeast to Ruin Spring in the extreme southwest, is approximately 0.011 ft/ft.

As discussed in Section 7.1, hydraulic tests conducted at DR-series piezometers installed as part
of the southwest area investigation downgradient of the tailings management system yielded
hydraulic conductivities ranging from approximately 2 x 10-8 to 4 x 10-4 cm/s with a geometric
average of 9.6 x 10-6 cm/s. The relatively low permeabilities and shallow hydraulic gradients
downgradient of the tailings management system result in average perched groundwater pore
velocity estimates that are among the lowest on site.

11

2.7.1.4 Groundwater Quality
2.7.1.4.1 Entrada/Navajo Aquifer

The Entrada and Navajo Sandstones are prolific aquifers beneath and in the vicinity of the site.
Water wells at the site are screened in both of these units and, therefore, for the purposes of this
discussion, they will be treated as a single aquifer. Water in the Entrada/Navajo Aquifer is under
artesian pressure, rising 800 to 900 feet above the top of the Entrada's contact with the overlying
Summervillle Formation; static water levels are 390 to 500 feet below ground surface.

Within the region, this aquifer is capable of yielding domestic quality water at rates of 150 to 225
gpm and, for that reason, it serves as a secondary source of water for the Mill. Additionally, two
domestic water supply wells drawing from the Entrada/Navajo Aquifer are located 4.5 miles
southeast of the Mill site on the Ute Mountain Ute Reservation. Although the water quality and
productivity of the Navajo/Entrada aquifer are generally good, the depth of the aquifer (>1,000
feet bls) makes access difficult.

Table 2.7-1 is a tabulation of groundwater quality of the Navajo Sandstone aquifer as reported in
the FES and subsequent sampling. The TDS range from 244 to 1,110 mg/l in three samples taken
over a period from January 27, 1977, to May 4, 1977. High iron (0.057 mg/l) concentrations are
found in the Navajo Sandstone. Because the Navajo Sandstone aquifer is isolated from the
perched groundwater zone by approximately 1,000 to 1,100 feet of materials having a low
average vertical permeability, sampling of the Navajo Sandstone is not required under the Mill's
previous NRC Point of Compliance monitoring program or under the Mill’s GWDP. However,
samples were taken at two other deep aquifer wells (#2 and #5) on site (see Figure 2.7-6 for the
locations of these wells) on June 1, 1999, and June 8, 1999, respectively, and the results are
included in Table 2.7-1.

Table 2.7- 1 Groundwater Quality in the Vicinity of the Mill
Parameter FES, Test Well (G2R)
(1/27/77 - 3/23/781)
Well #2
6/01/991
Well #5
6/08/991
Field Conductivity (µmhos/cm) 310 to 400
Field pH 6.9 to 7.6
Temperature (ºC) 11 to 22
Estimated Flow m/hr (gpm) 109(20)
pH 7.9 to 8.16
Determination, mg/l
TDS (@180ºC) 216 to 1110
Redox Potential 211 to 220
Alkalinity (as CaCOS3) 180 to 224
Hardness, total (as CaCO3) 177 to 208
Bicarbonate 226 214
Carbonate (as CO3) 0.0 <1.0 <1.0

12

Parameter FES, Test Well (G2R)
(1/27/77 - 3/23/781)
Well #2
6/01/991
Well #5
6/08/991
Aluminum 0.003 0.058
Aluminum, dissolved <0.1
Ammonia (as N) 0.0 to 0.16 <0.05 <0.05
Antimony <0.001 <0.001
Arsenic, total .007 to 0.014 0.018 <0.001
Barium, total 0.0 to 0.15 0.119 0.005
Beryllium <0.001 <0.001
Boron, total <0.1 to 0.11
Cadmium, total <0.005 to 0.0 <0.001 0.018
Calcium 50.6 39.8
Calcium, dissolved 51 to 112
Chloride 0.0 to 50 <1.0 2.3
Sodium 7.3 9.8
Sodium, dissolved 5.3 to 23
Silver <0.001 <0.001
Silver, dissolved <0.002 to 0.0
Sulfate 28.8 23.6
Sulfate, dissolved (as SO4) 17 to 83
Vanadium 0.003 0.003
Vanadium, dissolved <.002 to 0.16
Manganese 0.011 0.032
Manganese, dissolved 0.03 to 0.020
Chromium, total 0.02 to 0.0 0.005 0.005
Copper, total 0.005 to 0.0 0.002 0.086
Fluoride 0.18 0.18
Fluoride, dissolved 0.1 to 0.22
Iron, total 0.35 to 2.1 0.43 0.20
Iron, dissolved 0.30 to 2.3
Lead, total 0.02 - 0.0 <0.001 0.018
Magnesium 20.4 21.3
Magnesium, dissolved 15 to 21
Mercury, total <.00002 to 0.0 <0.001 <0.001
Molybdenum 0.001 <0.001
Molybdenum, dissolved 0.004 to 0.010
Nickel <0.001 0.004
Nitrate + Nitrate as N <0.10 <0.10
Nitrate (as N) <.05 to 0.12

13

Parameter FES, Test Well (G2R)
(1/27/77 - 3/23/781)
Well #2
6/01/991
Well #5
6/08/991
Phosphorus, total (as P) <0.01 to 0.03
Potassium 3.1 3.3
Potassium, dissolved 2.4 to 3.2
Selenium <0.001 <0.001
Selenium, dissolved <.005 to 0.0
Silica, dissolved (as SiO2) 5.8 to 12
Strontium, total (as U) 0.5 to 0.67
Thallium <0.001 <0.001
Uranium, total (as U) <.002 to 0.16 0.0007 0.0042
Uranium, dissolved (as U) <.002 to 0.031
Zinc 0.010 0.126
Zinc, dissolved 0.007 to 0.39
Total Organic Carbon 1.1 to 16
Chemical Oxygen Demand <1 to 66
Oil and Grease 1
Total Suspended Solids 6 to 1940 <1.0 10.4
Turbidity 5.56 19.1
Determination (pCi/l)
Gross Alpha <1.0
Gross Alpha + precision 1.6+1.3 to 10.2+2.6
Gross Beta <2.0
Gross Beta + precision 8+8 to 73+19
Radium 226 + precision 0.3+0.2
Radium 228 <1.0
Ra – 226 + precision 0.1+.3 to 0.6+0.4
Th – 230 + precision 0.1+0.4 to 0.7+2.7
Pb – 210 + precision 0.0+4.0 to 1.0+2.0
Po – 210 + precision 0.0+0.3 to 0.0+0.8
Source: Adapted from FES Table 2.25 with additional Mill sampling data. 1, Zero values (0.0) are below
detection limits.
2.7.1.4.2 Perched Groundwater Zone

Perched groundwater in the Dakota/Burro Canyon Formation is used on a limited basis to the
north (upgradient) of the site because it is more easily accessible, and because the saturated
thickness of the perched zone generally increases to the north of the site, as discussed in
Appendix B. The quality of the Burro Canyon perched water beneath and downgradient from
the site is generally poor and extremely variable. The concentrations of TDS measured in water

14

sampled from upgradient and downgradient wells range between approximately 1,100 to 7,900
mg/l. Sulfate concentrations measured in three upgradient wells varied between 670 and 1,740
mg/l (Titan, July 1994). The perched groundwater, therefore, is used primarily for stock watering
and irrigation.

At the time of renewal of the Mill license by the NRC in March, 1997 and up until issuance of
the Mill's GWDP in March 2005, the Mill implemented a groundwater detection monitoring
program to ensure compliance to 10 CFR Part 40, Appendix A, in accordance with the
provisions of License condition 11.3A. The detection monitoring program was in accordance
with the report titled, Points of Compliance, White Mesa Uranium Mill, submitted by letter to the
NRC dated October 5, 1994 (Titan, September 1994). Under that program, the Mill sampled
monitoring wells MW-5, MW-l1, MW-12, MW-14, MW-15 and MW-17, on a quarterly basis.
Samples were analyzed for chloride, potassium, nickel and uranium, and the results of such
sampling were included in the Mill's Semi-Annual Effluent Monitoring Reports that were filed
with the NRC up until August 2004 and with the DWMRC subsequent thereto.

Prior to 1997, commencing in 1979, the Mill monitored up to 20 constituents in up to 13 wells.
That program was changed to the Points of Compliance Program in 1997 because:

 the Mill and tailings system had produced no impacts to the perched zone or deep
aquifer; and
 the most dependable indicators of water quality and potential cell failure were considered
to be chloride, nickel, potassium and natural uranium.
2.7.2 Surface Water

A description of the location, size, shape, and other hydrologic characteristics of water bodies in
the environs of the Mill site was included in Section 2.6.2 of the 1978 ER and Section 2.6.1 of
the FES. An updated discussion on surface water hydrology was also most recently included in
Section 1.4 of the Reclamation Plan, Rev. 5.1B.
2.8 Climate and Meteorology
There have been no significant changes of observed meteorological conditions at the site that
have occurred since the 1978 ER. Meteorological information for the site was most recently
updated in Section 1.1 of the Reclamation Plan, Rev. 5.1B.
On-site meteorological monitoring at the Mill was initiated in 1997 and continues today. The
diagrams included in Appendix C show the annual wind rose for the site for each of 2013
through 2017, which is the most recent full year of compiled meteorological data.
The updated MILDOS evaluation described in Section 5.2 is based on this most recent five-year
period (2013-2017) of on-site meteorological data.
2.9 Ecology

A description of the biota in the vicinity of the Mill site, including both terrestrial and aquatic
ecology, was provided in Section 2.8 of the 1978 ER and Section 2.9 of the FES. An updated
description of biota (as reproduced from the 1978 ER), including the results of the NRC’s

15

environmental analysis in the 2002 EA, was also most recently included in Section 1.7 of the
Reclamation Plan, Rev. 5.1B.
2.10 Background Radiological and Non-Radiological Characteristics

A discussion of natural background radiation levels and the results of measurements of
concentrations of radioactive materials occurring in biota, soil, air, surface water and ground
water were provided in Section 2.9 of the 1978 ER and Section 2.10 of the FES. Background
radiological and non-radiological effects were also evaluated, updated and reported extensively
in the recently-approved License renewal and accompanying 2007 ER.
3.0 Design of Cells 5A and 5B
3.1 Cell Design

As previously discussed in the Introduction section above, the initial environmental analyses and
the License contemplated a six-cell impoundment system (see Section 3.2.4.7 of the FES). These
cells are Cell 1-I (now referred to as Cell 1), Cell 1-E, which has not been constructed, existing
Cells 2, 3 and 4 (comprised of two separate 40-acre cells) and Cell 5, which will also be
comprised of two separate 40-acre cells (Cells 5A and 5B). Cells 5A and 5B have therefore been
specifically contemplated and included in the License (see Figure 3.4 of the FES). As depicted in
this figure, the size and location of the six-cell impoundment system (Cells 1, 2, 3, 4, 5 and 1-E)
is consistent with the original conceptual design and licensing of the Mill.

The design features for Cells 5A and 5B are included in the Cells 5A & 5B Design Report, White
Mesa Mill, Blanding, Utah, prepared by Geosyntec Consultants, which is included in Appendix
D. For Cells 5A and 5B, two liner designs are being proposed in this amendment request with
one option being identical to the liner design and underlying ground conditions for Cells 4A and
4B. The second option provides for three (3) 60 mil HDPE liners with geonet leak detection
layers between the primary and secondary liners. The second option provides equal protection to
the environment while offering efficiencies in the installation process, and also offers an
additional leak detection layer. The decision on which liner design to use will be made by
Energy Fuels prior to the start of cell construction. See Appendix D for specific liner system
details and liner characteristics.
3.2 Liner Compatibility

In order to evaluate potential liner compatibility and degradation issues, an evaluation was
completed by Tischler Consulting Services (“TCS”) and summarized in a Technical
Memorandum dated July 11, 2018 (see Appendix E). This evaluation determined that the HDPE
liner material to be used in either option, as described above, is expected to be sufficient for all
the components of tailings solutions and solids, under all anticipated conditions. Additional
information on the compatibility of the liner system is included in Section 3.4 of the Design
Report in Appendix D.

16

3.3 Modification of Restricted Area Boundary

The construction and operation of Cells 5A and 5B will require modification to the southern
boundary (fence line) of the existing restricted area boundary. The proposed (revised) restricted
area boundary for Cells 5A and 5B is shown on Figure 1 – Plan View of Reclamation Features in
Appendix H.
4.0 Environmental Effects Related to Construction of Cells 5A and 5B

The environmental effects of Cells 5A and 5B construction consist of surface disturbance
activities and the potential avoidance of, or data recovery programs for, cultural resources. As
described in License Condition 9.7, all development will be completed in compliance with the
National Historic Preservation Act (or amended) and its implementing regulations, and the
Archaeological Resources Protection Act (as amended) and its implementing regulations.

As described in Section 2.4 above, an archaeological survey is being performed on the surface
area that will be impacted by the construction of Cells 5A and 5B, as required by License
Condition 9.7. The results of this survey will be included in Appendix A and summarized in a
revised Report. The revised Report will include a description of any archaeological sites
identified, their status and a description of proposed mitigations as appropriate.
5.0 Environmental Effects Related to Operation of Cells 5A and 5B

The environmental effects of Cells 5A and 5B operation consist of the impact, if any, on
groundwater beneath the cells and the radiological effects on human beings. These evaluations
are discussed in the pertinent subsections below.
5.1 Groundwater Pathway Impact

In order to evaluate the environmental considerations associated with potential hydrogeological
impacts, an evaluation was completed by HGC and summarized in the report titled Site
Hydrogeology Estimation Of Groundwater Travel Times and Recommended Additional
Monitoring Wells For Proposed Cells 5A and 5B White Mesa Uranium Mill Site Near Blanding,
Utah, July 11, 2018 (see Appendix B). This evaluation finds that the travel time for any water
potentially exiting the existing tailings management system, including proposed Cells 5A and
5B, that may migrate to the perched water zone and then to the point(s) of perched zone
discharge is very long, far exceeding the time period of milling operations and closure of the
tailings management system when little free liquid is available for infiltration through the cell
liner system.

Specifically, based on fourth quarter 2017 water levels, the estimated time for perched
groundwater to travel from the western margin of the existing tailings management system to
Westwater Seep along the shortest flow path is approximately 3,015 years; and the estimated
time for perched groundwater to travel from the southern margin of the tailings management

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system to Ruin Spring along the shortest flow path is approximately 10,775 years. The time for
perched groundwater to travel from the western margin of the tailings management system to
DR-8, located on the mesa rim above Cottonwood Seep was estimated as approximately 15,860
years. Although, as detailed in Appendix B, Cottonwood Seep does not receive water from the
perched water system, the travel time to the edge of the perched water system near DR-8 was
estimated in case an as yet unidentified pathway should exist between the perched water system
and Cottonwood Seep.

Because proposed Cells 5A and 5B would extend the tailings management system farther to the
south-southwest, and thus closer to discharge point Ruin Spring, the time for perched
groundwater to travel from the downgradient (southern) margin of the proposed new cells would
be smaller. As discussed in Appendix B, using estimated fourth quarter, 2017 perched
groundwater elevations at the downgradient margin of proposed Cells 5A and 5B, the estimated
time for groundwater to migrate from the downgradient margin of proposed Cells 5A and 5B
along the shortest flow path to Ruin Spring is approximately 8,870 years.

These travel time estimates are conservatively small with respect to any conservative solute
hypothetically migrating from the base of the tailings management system to either Westwater
Seep, Ruin Spring, or the mesa rim above Cottonwood Seep because 1) the estimates do not
consider the travel times through the cell liners, which may be significant especially considering
the state of the art liner systems within Cells 4A and 4B (which are similar to those planned for
Cells 5A and 5B); 2) the estimates do not account for vadose zone travel times; and 3) the
estimates assume that the solute originated from the downgradient edge of the tailings
management system rather than from a location within the interior footprint of the system. In
addition, most dissolved constituents within the tailings management system solutions would be
retarded with respect to subsurface flow and would take longer to migrate through the vadose
zone and along a perched water flow path than would a conservative solute.

Travel times through pond liners has been evaluated extensively by MWH Americas, Inc. in their
report Infiltration and Contaminant Transport Modeling Report, Mill Site, Blanding Utah,
November, 2007, (MWH, 2007) incorporated here by reference. The infiltration modeling effort
revealed that the construction design for Cells 5A and 5B will meet the "Closed Cell
Performance Requirements" of the GWDP at Part I.D.6. More specifically, MWH concluded
that the approved reclamation plan for the cells will meet the following regulatory requirements
for a period of not less than 200 years:

a) Minimize infiltration of precipitation or other surface water into the tailings,
including but not limited to the radon barrier;
b) Prevent the accumulation of leachate head within the tailings waste layer that
could rise above or over-top the maximum flexible membrane liner elevation
internal to any disposal cell, i.e. create a "bathtub" effect; and,
c) Ensure that groundwater quality at the compliance monitoring wells does not
exceed Ground Water Quality Standards or Ground Water Compliance Limits
specified in Part 1.C.l and Table 2 of the GWDP.

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5.2 Radiological Impact [RESERVED]

This section is reserved for discussion of the updated dose assessment associated with the
proposed development of new tailings Cells 5A and 5B. Upon completion, the dose assessment
will be included in Appendix F and summarized in a revised Report.
6.0 Effluent and Environmental Monitoring Programs

Proposed new ground water monitoring wells and changes to operational environmental
monitoring programs associated with the construction and operation of Cells 5A and 5B are
discussed in the pertinent subsections below.
6.1 Proposed Additional Groundwater Monitoring

In order to monitor the performance of proposed Cells 5A and 5B, and consistent with United
States Environmental Protection Agency (“EPA”) guidance (USEPA, 1992), it was concluded by
HGC that additional wells will be needed to monitor the cell's performance at the downgradient
edges of the cells. This is in addition to the many wells already incorporated into the GWDP for
the facility. Accordingly, five additional wells (MW-41 through MW-45) are proposed, one on
the west dike of proposed Cell 5A; one at the southwest corner of proposed Cell 5A; and three
between the southwest corner of proposed Cell 5A and the southeast corner of proposed Cell 5B
(see Figure 38 of Appendix B). Existing well MW-17 will function as the up- to cross-gradient
well along the east dike of proposed Cell 5B. These installations will conservatively maintain the
approximate existing spacing as defined by the wells along the downgradient edge of Cells 4A
and 4B.

Cell 5A and associated groundwater monitoring wells are to be installed first. Therefore,
proposed groundwater monitoring wells MW-41 through MW-44 would be installed as part of
the construction of Cell 5A, and MW-45 would be installed later as part of the construction of
Cell 5B. As discussed in Appendix B, the spacing of the proposed wells (approximately 750 ft)
is conservative with regard to reliable detection of potential future impacts to groundwater that
may arise from any potential future seepage from the proposed cells, and proposed wells MW-41
through MW-44 are considered adequate to monitor proposed Cell 5A even if the construction of
Cell 5B is delayed indefinitely. Although five new wells at a conservative spacing are proposed,
the advanced design and leak detection systems to be incorporated in the construction of the
proposed cells makes it highly unlikely that any potential future seepage could bypass the leak
detection systems to an extent that could impact groundwater considering that the cell design will
include a triple liner and one or more leak detection systems installed between the liners.
Furthermore, as detailed in Appendix B, the vertical heterogeneity encountered within the
Dakota Sandstone and Burro Canyon Formation beneath proposed Cells 5A and 5B is expected
to enhance the likelihood for timely detection of any groundwater impacts from any potential
future seepage originating from the cells.

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6.2 Proposed Additional Operational Environmental Monitoring

As an element of evaluating potential off-site impacts related to the construction and operation of
Cells 5A and 5B, Energy Fuels commissioned a review of its operational environmental
monitoring programs in order to determine what, if any, additional monitoring would be needed
to accommodate the operation of Cells 5A and 5B. The review was conducted by Arcadis
Canada Inc. (“ARCADIS”) and summarized in the report titled Review of Environmental
Radiological Monitoring Program for the White Mesa Uranium Mill, July 11 2018, which is
included as Appendix G to this Report. ARCADIS concluded that the existing monitoring
programs are satisfactory, with the exception that, prior to the construction and operation of Cells
5A and 5B, the current environmental monitoring program be modified as follows:

 Relocate environmental monitoring station BHV-4 to the south-southwest of the new
cells, to cover the winds flowing predominantly from the north-northeast of the Mill.

The proposed new location of BHV-4 is presented in Appendix G.
7.0 Accidents

The following is a description of each type of radioactive materials and other accident involving
proposed Cells 5A and 5B, which could potentially occur at the Mill site that could require an
emergency response. The following paragraphs are excerpted from the Mill's draft Emergency
Response Plan Revision 4.0, dated February 8, 2018 (the "Emergency Response Plan").
7.1 Tornado

Although this is highly unlikely, a tornado could occur at the Mill. A severe tornado could cause
buildings and other structures to collapse, chemical or gas releases, major fires as well as general
panic. The environmental impacts from a tornado could be the transport of tailings solids and
liquids, ores or product from the Mill area into the environment. This dispersed material would
contain some uranium, radium, and thorium. An increase in background radiation could result,
and, if sufficient quantities are detected and isolated, they would be cleaned up. However, NRC
staff have concluded in A Regulatory Analysis on Emergency Preparedness for Fuel Cycle and
Other Radioactive Materials Licensees, S. A. McGuire, January 1988 ("NUREG-1140") that
while tornadoes could release a large amount of radioactive material, they spread the material so
greatly that resulting doses are very small. As a result, tornadoes are not discussed further in
NUREG-1140 and are not considered to be a significant radiological risk at uranium mills.

However, to the extent that a tornado has caused or is likely to result in an ammonia leak or
propane release, an SX building fire or a breach of the Mill's tailings cells, it would be classified
as a Site Area Emergency or Alert, as defined in the Emergency Response Plan, depending on
which one of those other accidents resulted from the tornado. All other tornadoes would be
classified as On-Site Emergencies, as defined in the Emergency Response Plan. See Section 4 of
the Emergency Response Plan for the significance of these classifications.

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In the event of a major tornado, the procedures outlined in Appendix G to the Emergency
Response Plan would be followed.
7.2 Major Earthquake

Although this is highly unlikely, an earthquake could occur at the Mill. A severe earthquake
could cause buildings and other structures to collapse, chemical and/or gas releases, major fires
as well as general panic. NRC staff concluded in NUREG-1140 that earthquakes were not
identified as leading to significant releases of radionuclides unless they were followed by a fire.

To the extent that an earthquake has caused or is likely to result in an ammonia leak or propane
release, an SX building fire or a breach of the Mill's tailings cells, it would be classified as a Site
Area Emergency or Alert, as defined in the Emergency Response Plan, depending on which one
of those accidents resulted from the earthquake. All other major earthquakes would be classified
as On-Site Emergencies, as defined in the Emergency Response Plan. See Section 4 of the
Emergency Response Plan, for the significance of those classifications.

In the event of a major earthquake the procedures outlined in Appendix G to the Emergency
Response Plan would be followed.
7.3 Tailings Accidents
7.3.1 Flood Water Breaching of Retention System

In general, flood water breaching of tailings embankments presents one of the greatest dangers
for the sudden release of tailings solids and impounded water. The tailings cells are designed
with sufficient freeboard (at least three feet) to withstand back-to-back 100-year storm events or
40% of the probable maximum flood (PMF) followed by the 100-year storm event. The flood
design is equivalent to 15 inches of rainfall. In addition, the tailings dikes were designed in
accordance with NRC regulations and allow a sufficient margin of safety even in the event of an
earthquake.

The possibility of floods in Westwater Creek, Corral Creek, or Cottonwood Wash causing
damage to the tailings retention facility is extremely remote. This is due to the approximately
200 foot elevation difference between the streambeds of the creeks and the toe of the tailings
dikes.

Flood water breaching a tailings embankment is classified as an On-Site Emergency, as defined
in the Emergency Response Plan, because it is unlikely that any releases to the environment
would leave the Mill property, and in the event that any contamination were to leave the
property, it is unlikely that the release would be expected to require a response by an offsite
response organization to protect persons offsite. See Section 4 of the Emergency Response Plan
for the significance of that classification.

In the event of a Flood Water Breach of the tailings retention system, the procedures in
Appendix H of the Emergency Response Plan would be followed.

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7.3.2 Structural Failure of Tailings Dikes

All tailings dikes have been designed with an ample margin of safety as per NRC regulations.
This has included design calculations showing dike stability even when the dike is saturated with
moisture during a seismic event, the most severe failure mode. In addition, the tailings discharge
system is checked at least once per shift during operation, or once per day during Mill standby.

NRC staff concluded in NUREG-1140 that tailings pond failures also release a large quantity of
material. However, NRC staff concluded that rapid emergency response is not needed to avoid
doses exceeding protection action guides because dose rates at a spill site are very low. NRC
staff concluded that an appropriate response would be to monitor drinking water, especially for
radium-226, to be sure that drinking water standards are met. Gamma monitoring of the ground
would also be appropriate to determine where the tailings have been deposited. However, NRC
staff concluded that ground contamination would present little immediate hazard to the public
because the gamma dose rates would be low. Gamma dose rates in contact with tailings should
be less than 0.1 mR/hr. A clean-up of the spilled tailings would be expected, but this could be
done effectively without pre-existing emergency preparedness.

Although the discharge from a dike failure would soon cross the restricted area boundary, the
flow path would be over three miles in length before leaving the Mill property. In the event of a
dam failure, large operating equipment would be mobilized to construct temporary earthen dikes
or berms downgradient of the failed dike. In addition, the Director, MSHA, and the State of
Utah, Department of Natural Resources, Division of Dam Safety would be notified. The
contamination from such an event would be cleaned up and returned to the tailings area.

A tailings dam failure is classified as an On-Site Emergency, as defined in the Emergency
Response Plan, because it would be unlikely that any releases to the environment would leave
the Mill property, and in the event that any contamination were to leave the property, it would be
unlikely that the release would be expected to require a response by an offsite response
organization to protect persons offsite. See Section 4 of the Emergency Response Plan, for the
significance of that classification.

In the event of a tailings dam failure the procedures outlined in Appendix H of the Emergency
Response Plan would be followed.
7.3.3 Seismic Damage to Transport System

In the event of a seismic rupture of a tailings slurry pipeline, the released slurry would be
contained in the tailings cells regardless of the quantity released. The tailings retention system
pipe is in the same drainage basin as the retention system. Any tailings slurry released by a pipe
rupture, no matter what the cause, would flow downhill where it would be impounded inside a
tailings cell.

If a break occurred, the pumping system would be shut off, personnel removed from the
immediate area, and the Director notified. The break would be repaired and the affected area

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cleaned up in the safest and most expeditious manner. The advice and direction of the Director
would be sought and heeded throughout the episode.

A seismic rupture in the tailings slurry pipeline would be classified as an On-Site Emergency, as
defined in the Emergency Response Plan. See Section 4 of the Emergency Response Plan for the
significance of that classification.

In the event of a rupture in the tailings slurry pipeline the procedures outlined in Appendix H of
the Emergency Response Plan would be followed.
7.4 Terrorist and/or Bomb Threat

In the event that any person should receive a threat of a bomb, the procedure set out in Appendix
I of the Emergency Response Plan would be followed.

Because of the unknown nature of the risk, a terrorist/bomb threat would be classified as an
Alert, as defined in the Emergency Response Plan. See Section 4 of the Emergency Response
Plan for the significance of that classification.

In the event of a terrorist/bomb threat, the procedures in Appendix I of the Emergency Response
Plan would be followed.
8.0 Cost and Benefits

There have been no significant changes to the costs associated with the Mill since the License
renewal in 2018. While there will a change to the currently disturbed area as a result of the Cells
5A and 5B construction, these additional cells were contemplated, described and assessed, as a
critical component of the initial FES and attendant licensing of the facility. As indicated in
Section 3 of the 2007 ER accompanying the renewal application, the Mill has operated in
accordance with applicable regulatory standards and ALARA goals since its inception, and
updated MILDOS modeling indicates that the Mill is capable of continuing to operate well
within those standards and goals. There have been no significant demographic changes that have
impacted the ability of the Mill to operate in a manner that will result in no significant impacts to
public health, safety or the environment. It is expected that continued Mill operations will
continue to draw primarily upon the existing work force in the area with little impact on social
services.

The Mill is the only licensed, operating conventional uranium mill in the United States and is
one of the largest private employers in San Juan County, Utah. The benefits of the Mill will
continue to be the provision of well-paying jobs to workers in San Juan County and the support
of the tax base in that County. Moreover, as the only operating uranium mill on the western slope
of the Rocky Mountains, the Mill is relied upon by the large number of independent uranium
miners in San Juan County and the Colorado Plateau as the only feasible uranium mill for their
uranium ores. The need for continued licensing of the Mill is crucial for such miners and for the
uranium industry in the United States as a whole.

23

In sum, the costs associated with the operation of the Mill have not changed significantly, but the
benefits have become more evident over time as the number of uranium mills has dwindled and
the demand for uranium milling services from local miners and the industry as a whole has
increased.
9.0 Decommissioning, Reclamation and Long Term Impacts

The Mill currently has an approved Reclamation Plan for Cells 1, 2, 3, 4A and 4B. This is
Revision 5.1B of the Reclamation Plan dated February 2018 that was approved by the DWMRC
on February 16, 2018. In addition, the financial surety arrangements, as well as the provisions in
the Mill's GWDP that relate to final reclamation of the site, are described in detail in Section 8 of
the February 2007 License Renewal Application. The current surety for the Mill, including
surety for the reclamation of Cells 1, 2, 3, 4A and 4B, is based on the application of approved
provisions of Reclamation Plan, Revision 5.1B.

The long term impacts, including decommissioning, decontamination, and reclamation impacts
associated with activities conducted pursuant to the License have been considered in detail by the
NRC and UDEQ in previous analyses, including the FES, the 2007 EA (UDEQ, 2007) and the
recently-approved Reclamation Plan, Revision 5.1B. The construction of Cells 5A and 5B will
not result in any changes to operations at the Mill that would impact decommissioning,
decontamination or reclamation aspects associated with Mill activities, or the previous analyses
of such aspects. As described in a letter dated June 15, 2018, from Stantec Consulting Services
Inc. (see Appendix H), Cells 5A and 5B will be reclaimed in a similar fashion to Cells 4A and
4B with the final reclamation cover being the same as the final reclamation cover for these cells.

At this time, Energy Fuels does not anticipate the construction of Cells 5A and 5B immediately
upon the Director’s approval of the License and GWDP amendments; however, authorization is
being sought in advance to allow the Mill to respond to expected improvements in uranium
market conditions. As a result, as there are no immediate reclamation or financial surety
implications associated with the authorization of Cells 5A and 5B, Energy Fuels has prepared an
addendum (as Attachment F) to Reclamation Plan, Revision 5.1C (see Appendix H of this
Report), to extend the currently approved provisions of the Reclamation Plan to Cells 5A and
5B. This addendum should be considered part of the Reclamation Plan and the redline pages
considered replacement pages to the Reclamation Plan. Prior to commencement of construction
of Cell 5A or 5B, these changes may be incorporated into a re-stated Reclamation Plan, and the
financial surety will be adjusted accordingly at that time.
10.0 Alternatives

The action under consideration is the construction of two already contemplated tailings cells
(Cell 5A and 5B) in order to accommodate continued operation of the Mill. The alternatives
available to the Director are to:

24

 amend the License to include the construction of Cells 5A and 5B with its existing
terms and conditions;

 amend the License to include the construction of Cells 5A and 5B with such
additional conditions as are considered necessary or appropriate to protect public
health, safety and the environment; or

 deny the addition of Cells 5A and 5B construction into the License.

As demonstrated in this Report, the environmental impacts associated with construction and
operation of Cells 5A and 5B do not warrant either limiting the Mill's future operations or
denying the construction approval request. As there are no significant public health, safety or
environmental impacts associated with the construction of Cells 5A and 5B, Energy Fuels asserts
that alternatives with equal or greater impacts need not be evaluated, and alternative a) is the
appropriate alternative for selection.
10.1 Issuance of Amendment for Cells 5A and 5B

The Mill is the only licensed, operating uranium mill in the United States and the only
operational uranium mill on the western slope of the Rocky Mountains. As a result, the Mill is
the only currently available opportunity for production of uranium from conventionally mined
ore in San Juan County and in the four corners area of the United States, including mines owned
by Energy Fuels and others in Colorado, Arizona, New Mexico and Utah. The Mill therefore
provides a benefit to the regional community and to the uranium industry as a whole in the
United States. The construction of Cells 5A and 5B as proposed would allow the Mill to
continue to provide these benefits for many more years and as contemplated in the original
licensing effort.

As was demonstrated in Section 3 of the 2008 ER in support of construction of tailings Cell 4B,
the Mill's equipment, facilities and procedures are adequate to minimize impacts to public health,
safety and the environment. More importantly, UDEQ has already approved the construction of
Cells 4A and 4B. Depending on the liner design used for Cells 5A and 5B, the liner system will
be identical and/or equivalent to Cells 4A and 4B with regard to its robust and state-of-the-art
protective design features. Also, the Mill has operated since its inception in compliance with all
applicable regulatory standards and ALARA goals and is capable of continuing to operate in
compliance with such standards and goals.

In addition to the License, the Mill has been issued the renewed GWDP in 2018, which provides
additional protection for public health and the environment, including a rigorous groundwater
monitoring program to monitor and assess the performance of tailings cells associated with the
facility. The Mill has demonstrate that it is capable of continuing to operate in a manner that
satisfies all regulatory standards and ALARA goals under the existing terms and conditions of
the License and GWDP. This amendment application has assessed and proposed additional
monitoring necessary to accommodate newly constructed Cells 5A and 5B. Based upon these
factors and considerations, Energy Fuels asserts that there is no need to add any additional

25

conditions to the License in order to protect public health, safety or the environment as a result of
the construction of Cells 5A and 5B.
10.2 No Action Alternative

A "no action" alternative would result in the amendment request being denied and the
immediately available processing opportunities for mined uranium ore being limited in the short
term, potentially impacting independent uranium miners in the area and lessening the United
States' capability to respond to the need for uranium for nuclear power generation.

Denying the request for construction of Cells 5A and 5B will limit the ability of the Mill to
respond to increased mining activity that would result from expected improvements in market
conditions, in the near term, and eliminate its ability to operate over the longer term. In addition,
the construction of Cells 5A and 5B will provide the opportunity for regular employment in an
economically depressed area of the United States. A large percentage of the workers at the Mill
are Native American, and this employment opportunity has significant direct impact in the local
Native American community. In addition to the direct hiring of employees at the Mill, local
miners and other western United States mining companies require access to an operating
uranium mill. The inability of these mining entities to gain access to local milling services will
prevent the mining industry from responding to any improvements in uranium market conditions.
Thus, secondary local economies will not enjoy the benefit of renewed mining income, and
national demand for uranium will continue to be reliant primarily on foreign supplies of uranium
for nuclear fuel. In order to respond to any improvements in uranium market conditions,
conventional mining companies will be forced to license and construct new uranium milling
facilities to engage in conventional ore processing, directly in opposition to the objective of non-
proliferation of new uranium mill tailings disposal facilities embodied by 10 CFR Part 40
Appendix A, Criterion 2.

As has been demonstrated by the forgoing assessments, the impacts associated with the
construction and operation of Cells 5A and 5B are well within the realm of impacts anticipated in
the FES, the EAs performed by NRC in 1985 (NRC, 1985) and 1997 (NRC, 1997) and by the
State of Utah in 2018 (Utah, 2018) in connection with previous License renewals, and UDEQ's
approval of Cells 5A and 5B construction will satisfy applicable criteria in R313-22-33 and
R313-24. Further, the siting and use of Cells 5A and 5B have already been approved and are part
of the License (see the discussion in the Introduction above). As a result, Energy Fuels asserts
that the Director should have no basis for denying the proposed action.
10.3 Alternatives Considered But Eliminated
10.3.1 Consideration of Alternative Sites

The Mill is already sited and in existence and has been operating for over 35 years. It is not
feasible to consider moving the Mill to an alternative site or to construct additional tailing cells at
a different location. Even if that were possible, it has been demonstrated in Section 3 of the 2007
ER that it is sited in a good hydrogeologic setting and is otherwise well sited for its operations,
including tailings cells contemplated at the time of the Mill's original licensing. This is evident
from the fact that the Mill has operated since its inception in compliance with applicable

26

regulatory standards and ALARA goals. See also Appendices H and I of the 1978 ER, which
address alternative tailings disposal systems and locations.

If the construction of Cells 5A and 5B is not approved as an element of continued milling
operations, there can be no assurance that, as an alternative, an equally well-suited site for
milling and tailings cell construction, that complies with the applicable siting requirements of 10
CFR Part 40 Appendix A, can be identified and obtained. Even if a suitable alternative site were
to be identified and obtained, licensing and construction of a new mill and tailings cells could not
be accomplished in a time frame that would ensure production could commence in a period of
suitable market conditions. Furthermore, as the existing Mill tailings would have to be
decommissioned in place, creation of a new mill site would result in unnecessary proliferation of
mill tailings disposal facilities in contravention of 10 CFR Part 40 Appendix A, Criterion 2.
10.3.2 Consideration of Alternative Engineering Methods

The existing Mill facilities, equipment, procedures and training of personnel have resulted in the
Mill operating since inception in compliance with all applicable regulatory standards and
ALARA goals. Current modeling demonstrates that the Mill is capable of continuing to operate
under the existing terms and conditions of the License in a manner that will continue to comply
with such standards and goals. Furthermore, the Mill's GWDP institutes additional protections
and engineering controls, including the requirement that any new construction of tailings cells
must meet current best available technology standards. Therefore, there is no need to consider
alternative engineering methods. The existing equipment and facilities, together with the existing
terms and conditions of the License and the GWDP are sufficient to ensure that all applicable
requirements will continue to be satisfied. More specifically, the proposed design of Cells 5A
and 5B is essentially the same as the design of Cells 4A and 4B, which incorporates Best
Available Technology and which has been approved by the Executive Secretary.
10.4 Cumulative Effects

There are no past, present, or reasonably foreseeable future actions which could result in
cumulative impacts that have not been contemplated and previously approved under the existing
License and the design of Cells 5A and 5B.

As stated throughout this License Amendment request, the construction of Cells 5A and 5B will
result in no activity with potential, significant, incremental impacts to public health, safety or the
environment over and above the actions contemplated in the FES and the 1985, 1997, and 2007
EAs. The activities contemplated with regard to ore processing and disposal of tailings remain
unchanged from those previously authorized under the License.
10.5 Comparison of the Predicted Environmental Impacts

There have been no observed significant impacts which were not previously quantified and
addressed to public health, safety or the environment resulting from the proposed construction of
Cells 5A and 5B. As there will be no significant changes in Mill operations if the License is
amended to accommodate construction of Cells 5A and 5B, possible impacts to public health,

27

safety or the environment will not exceed those predicted in the original License application and
periodic renewals.
10.6 Updates & Changes to Factors That May Cause Reconsideration of
Alternatives

As discussed in Section 8 above, Costs and Benefits, there have been no changes to factors that
may cause reconsideration of alternatives. There have been no significant changes in the costs
associated with operation of the Mill (including its impoundments), and the benefits associated
with continued operation and construction of already contemplated tailing cells have become
more evident over time as the number of uranium mills has dwindled. In addition, the demand
for uranium milling service capacity from local miners and the industry as a whole has increased
in alternatives to the services provided by the Mill and its impoundments have been identified
since the License renewal in 2018.
11.0 Environmental Approvals and Consultations

The Mill has the following licenses and permits in place which provide the regulatory framework
for Mill operations and environmental, health and safety procedures.

 State of Utah, Renewal of Radioactive Material License (“RML”) No. UT 1900479,
Amendment 8, Effective February 16, 2018;
 State of Utah, Renewal of GWDP No. UGW370004; Effective January 19, 2018; and
 State of Utah, Division of Air Quality, Approval Order (“AO”) No. DAQE-
AN0112050018-11, Effective March 2, 2011.

In addition to the RML and GWDP amendments, which are supported through this Report and
associated amendment requests, Energy Fuels will be submitting an application to the State of
Utah, Division of Air Quality, for approval of modification of an existing source pursuant to the
requirements of 40 CFR Part 61 – National Emission Standards for Hazardous Air Pollutants,
Subpart A, Section 61.07.

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12.0 References

Arcadis Canada Inc. July 11, 2018. Review of Environmental Radiological Monitoring Program
for the White Mesa Uranium Mill.
Dames & Moore. January 30, 1978. Environmental Report, White Mesa Uranium Project San
Juan County, Utah.
Denison Mines (USA) Corp. February 28, 2007. White Mesa Uranium Mill License Renewal
Application State of Utah Radioactive Materials License No. UT1900479.
Denison Mines (USA) Corp. February 28, 2007. Environmental Report in Support of the License
Renewal Application, State of Utah Radioactive Materials License No. UT1900479.
Energy Fuels Resources (USA) Inc. February 2018. Reclamation Plan, Revision 5.1B,
Radioactive Materials License No. UT1900479.
Environmental Protection Agency (EPA). February 2002. Code of Federal Regulations Title 40
Part 190 Environmental Radiation Protection for Nuclear Power Operations.
Geosyntec Consultants. December 2007. Cell 4B Design Report, White Mesa Mill Blanding,
Utah.
Geosyntec Consultants. June 2018. Cells 5A & 5B Design Report, White Mesa Mill, Blanding,
Utah.
Hydro Geo Chem, Inc. August 22, 2002. Hydraulic Testing at the White Mesa Uranium Mill
Near Blanding, Utah During July 2002.
Hydro Geo Chem, Inc. August 3, 2005. Perched Monitoring Well Installation and Testing at
the White Mesa Uranium Mill April Through June 2005.
Hydro Geo Chem, Inc. January 8, 2008. Site Hydrogeology Estimation of Groundwater Travel
Times and Recommended Additional Monitoring Wells For Proposed Tailings Cell 4B
White Mesa Uranium Mill Site Near Blanding, Utah.
Hydro Geo Chem, Inc. July 11, 2018. Site Hydrogeology Estimation of Groundwater Travel
Times and Recommended Additional Monitoring Wells For Proposed Cells 5A and 5B,
White Mesa Uranium Mill Site Near Blanding, Utah.
International Uranium (USA) Corporation and Hydro Geo Chem, Inc. November 9, 2001.
Update to Report “Investigation of Elevated Chloroform Concentrations in Perched
Groundwater at the White Mesa Uranium Mill Near Blanding, Utah.”
Knight-Piesold LLC. November 23, 1998. Evaluation of Potential for Tailings Cell Discharge
– White Mesa Mill.
MWH Americas, Inc. November 2007. Infiltration And Contaminant Transport Modeling
Report White Mesa Mill Site Blanding, Utah Denison Mines (USA) Corp.

29

NRC. May 1979. Final Environmental Statement related to operation of White Mesa Uranium
Project Energy Fuels Nuclear, Inc., Docket No. 40-8681, NUREG-0556, Office of
Nuclear Material Safety and Safeguards.
NRC. September 26, 1985. United States Nuclear Regulatory Commission Environmental
Assessment Prepared by the Uranium Recovery Field Office in Consideration of the
Renewal of Source Material License SUA-1358 for the Umetco Minerals Corporation
White Mesa Uranium Mill.

NRC, Office of Nuclear Material Safety and Safeguards Division of Waste Management.
February 1997. Environmental Assessment for Renewal of Source Material License No.
SUA-1358 Energy Fuels Nuclear, Inc. White Mesa Uranium Mill San Juan County, Utah

NRC, Division of Waste Management Office of Nuclear Material Safety and Safeguards.
February 10, 2000. Environmental Assessment for International Uranium Corporation’s
Uranium Mill Site White Mesa, San Juan County, Utah in Consideration of an
Amendment to Source Material License SUA-1358 for the Approval of the Proposed
Reclamation Plan.

NRC, Division of Fuel Cycle Safety and Safeguards, Office of Nuclear Material Safety and
Safeguards. August 22, 2002. Environmental Assessment For International Uranium
(USA) Corporation’s Uranium Mill Site White Mesa, San Juan County, Utah, In
Consideration of an Amendment to Source Material License SUA-1358 for the Receipt
and Processing of the Maywood Alternate Feed.

NRC, Division of Fuel Cycle Safety and Safeguards Office of Nuclear Material Safety and
Safeguards. June 2003. Standard Review Plan for In Situ Leach Uranium Extraction
License Applications, Final Report, NUREG-1569.

Tischler Consulting Services. July 11, 2018. Technical Memorandum.
TITAN Environmental Corporation. July 1994. Hydrogeological Evaluation of White Mesa
Uranium Mill.
TITAN Environmental Corporation. September 1994. Points of Compliance White Mesa
Uranium Mill.
Umetco Minerals Corporation and Peel Environmental Services. 1993. Groundwater Study,
White Mesa Facilities, Blanding, Utah.
U.S. Department of Commerce. 1977. Climatic Atlas of the United States, reprinted by the
National Oceanic and Atmospheric Administration.
U.S. Environmental Protection Agency. November 1992. RCRA Ground-Water Monitoring:
Draft Technical Guidance.
Utah Department of Environmental Quality, Division of Waste Management and Radiation
Control. December 2004. Groundwater Discharge Permit Statements of Basis.

FIGURES

White Mesa Mill
U t a h
White Mesa ^_
1 " = 5 miles A portion of USGS Map No NJ12-9 Cortez, CO-UTScale
S:\Environmental\UT\WhiteMesaMill\Cell 5A and 5B\Environmental Report\Figures\mxds\Regional_Location_Map.mxd
Project:County:State:
Drafted By:Design:Date:
San Juan UTWHITE MESA MILL
Jun 2018 D. Kapostasy
FIGURE 2.1-1REGIONAL LOCATION MAP
Energy Fuels Resources (USA) Inc.
Location:
County:State:
Project:
Date By
REVISIONS White Mesa Mill
San Juan UT
LAND MAP
FIGURE 2.1-2
UT83-SF
07-11 GM
0 5,000'2,500'2,500'
SCALE: 1" = 5,000'
N
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
5536
5492
5466
5479
54775473
5470
5518
5511
5449
5470
5396
5483
5502
5499
5537
5515
5491
5508
5489
5494
5491
5475
5487
5481
5506
5497
5509
5521
5511
5552
5536
5556
5501
5477
5544
5534
5542
5519
5507
5536
5545
5507
5552
5562
5543 5560
5518
5528
5525
5561
5536
5502
5555
5491
5494
5534
5522
5536
5517
5521
5517
5520
5525
5499
5515
5518
5526
55365481
5502
5494
5509
5532
5517
5512
5511
5513
5500
55165513
5515
5515
5523
5517
5520
5521 5519
5513
5464 5470 5483 5489
5466
5455
5479 5478 5487 5473
5447 5461 5451
5447 5467
5451 5425 5407
5425
5418
5400
5386
DR-02
DR-16
DR-18
DR-25
5380
5468
(not included)
(not included)
(not included)
(not included)
MW-165495
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
KRIGED TOP OF BRUSHY BASIN
WHITE MESA SITE
H:/718000/hydrpt2018/
cell5a5b/Ubbel1217ER.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5491
5521
5545
5552
PIEZ-3A
5556
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
TW4-38 temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl5513
DR-25
5386
abandoned piezometer showing
elevation in feet amsl
2.7-1seep or spring showing
elevation in feet amsl5380
5 3 8 0 kriged top of Brushy Basin elevation
contour and label (feet amsl)
approximate axis of Brushy Basin
paleoridge
approximate axis of Brushy Basin
paleovalley
SJS 6/19/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
5583
5503
5473
5525
54955494
5503
5585
5591
5451
dry
5451
5497
5509
5534
5572
5545
5514
5539
5548
dry
5492
5494
5493
5492
5557
5546
5566
5567
5578
5590
5587
5585
5529
5523
5583
5592
5593
5584
abandoned
5586
5565
abandoned
abandoned
abandoned
abandoned abandoned
abandoned
5589
abandoned
5605
abandoned
5584
5608
5503
5501
5573
5539
5573
5539
5575
5566
5534
5556
5559
5526
5533
5569
55315559
5573
5536
5530
5572
5533
5535
5575
5528
5527
55665557
5531
5529
5533
5526
5560
5568 5576
5561
5482 5485 5492
5474
5480
5482 5488 5489 5486
5466 5465
5454
5455 5443 5421
dry
5425
5417
5624
5383
5234
5560
5380
5468
(not included)
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
seep or spring showing
elevation in feet amsl
KRIGED 4th QUARTER, 2017 WATER LEVELS
WHITE MESA SITE
H:/718000/hydrpt2018/
cell5a5bUwl1217_detER.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5503
5575
5565
5590
5380
estimated dry area
PIEZ-3A
5585
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
TW4-38 temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl5576
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
2.7-2
5500 4th quarter 2017 water level
contour and label in feet amsl
saturated thickness estimated
to be < 5 feet
SJS 6/19/2018
!
!
!
!
!
!
!
CORRAL CANYON
5624
CORRAL SPRINGS
5383
COTTONWOOD
5234
ENTRANCE SPRING
5560
FROG POND
5590
RUIN SPRING
5380
WESTWATER
5468
Approved Date Author Date File Name Figure
HYDRO
GEO
CHEM, INC.
SEEPS AND SPRINGS
ON USGS TOPOGRAPHIC BASE
WHITE MESA
7180002G09/17/10SJS 07/16/10DRS
0.5 0 0.5 10.25
Mile
Cell No. 1
Cell No. 3
Cell No. 2
Cell No. 4A
NK:\718000\GIS\7180002G.mxd: Friday, September 17, 2010 1:02:59 PM
Cell No. 4B
WESTWATER
5468
Seep or Spring
Elevation (feet) above mean sea level 2.7-3
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
65
110
84
86
103106
72
73
64
89
dry
67
115
112
79
56
75
108
75
69
dry 108
112
110
108
68
79
66
72
67
66
41
53
62
62
65
35
41
58
Abandoned
79
84
Abandoned
Abandoned
Abandoned
Abandoned Abandoned
Abandoned
61
Abandoned
48
Abandoned
61
53
109
108
60
74
67
83
49
54
78
73
53
93
92
65
9270
68
72
73
65
68
74
42
75
78
6369
75
79
74
74
57
64 54
69
83 94 92
51
87
79 98 91 70
76 93
65
63 56 101
DRY
70
44
EXPLANATION
perched monitoring well showing
depth to water in feet
perched piezometer showing
depth to water in feet
seep or spring
4th QUARTER, 2017 DEPTHS TO WATER
WHITE MESA SITE
H:/718000/hydrpt2018/cell5a5b/Udtw1217ER.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing depth to water in feet
temporary perched nitrate monitoring
well showing depth to water n feet
TW4-12
TWN-7
estimated dry area
PIEZ-3A May, 2016 replacement of perched
piezometer Piez-03 showing
depth to water in feet
TW4-38 temporary perched monitoring well
installed October, 2016 showing
depth to water in feet
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
saturated thickness estimated
to be < 5 feet
54
53
109
49
84
66
2.7-4SJS6/19/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
47
11
12
47
1821
33
67
80
2
dry
55
14
7
36
35
30
24
31
58
dry 2
12
6
11
51
49
57
46
67
38
51
29
29
46
39
58
52
66
abandoned
50
21
abandoned
abandoned
abandoned
abandoned abandoned
abandoned
61
abandoned
44
abandoned
82
53
12
7
39
17
37
21
54
50
14
32
60
11
15
43
-577
71
41
21
40
16
22
64
14
27
5044
16
14
9
8
38
46 57
47
12 2 2
8
25
3 9 2 13
19 4
6
4 18 14
dry
8
17
EXPLANATION
perched monitoring well showing
saturated thickness in feet
perched piezometer showing
saturated thickness in feet
seep or spring
4th QUARTER, 2017 PERCHED ZONE
SATURATED THICKNESSES AND BRUSHY BASIN
PALEORIDGES AND PALEOVALLEYS
WHITE MESA SITE
H:/718000/hydrpt2018/cell5a5b/Usat1217ER.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing saturated thickness in feet
temporary perched nitrate monitoring
well showing saturated thickness in feet
TW4-12
TWN-7
estimated dry area
PIEZ-3A May, 2016 replacement of perched
piezometer Piez-03 showing
saturated thickness in feet
TW4-38 temporary perched monitoring well
installed October, 2016 showing
saturated thickness in feet
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
saturated thickness estimated
to be < 5 feet
57
29
12
54
21
38
approximate axis of Brushy Basin
paleoridge
approximate axis of Brushy Basin
paleovalley
SJS 6/19/2018 2.7-5

APPENDIX A

[RESERVED]

APPENDIX B

HYDROGEOLOGY OF THE WHITE MESA URANIUM MILL AND RECOMMENDED
LOCATIONS OF NEW PERCHED WELLS TO MONITOR PROPOSED CELLS 5A
AND 5B

HYDRO GEO CHEM, INC.
Environmental Science & Technology

HYDROGEOLOGY OF THE
WHITE MESA URANIUM MILL
AND RECOMMENDED LOCATIONS
OF NEW PERCHED WELLS TO MONITOR
PROPOSED CELLS 5A AND 5B

July 11, 2018

Prepared for:

ENERGY FUELS RESOURCES (USA) INC.
225 Union Boulevard, Suite 600
Lakewood, Colorado 80228

[phone]

Prepared by:

HYDRO GEO CHEM, INC.
51 W. Wetmore, Suite 101
Tucson, Arizona 85705-1678
[phone]

Project Number 7180000.00-02.0

Hydrogeology of the White Mesa Uranium Mill and
Recommended Locations of New Perched Wells to
Monitor Proposed Cells 5A and 5B
H:\718000\Hydrpt2018\Report\Final EFRI_Hydrorpt18.Docx
July 11, 2018
i
TABLE OF CONTENTS

1. INTRODUCTION .............................................................................................................. 1
2. BACKGROUND AND OVERVIEW ................................................................................ 3
2.1 Overview of Site Hydrogeology ............................................................................. 5
Geology/Stratigraphy .................................................................................. 5 2.1.1
Hydrogeologic Setting ................................................................................ 6 2.1.2
Perched Water Zone .................................................................................... 7 2.1.3
Seeps and Springs in Relation to Perched Zone Hydrogeology ............... 11 2.1.4
Tailings Management System ................................................................... 13 2.1.5
3. DETAILED SITE HYDROGEOLOGY ........................................................................... 15
3.1 Stratigraphy and Formation Characteristics .......................................................... 15
Brushy Basin Member .............................................................................. 15 3.1.1
Burro Canyon Formation/Dakota Sandstone ............................................ 15 3.1.2
3.1.2.1 Dakota Sandstone....................................................................... 16
3.1.2.2 Burro Canyon Formation ........................................................... 17
Mancos Shale ............................................................................................ 19 3.1.3
Pyrite Occurrence in the Dakota Sandstone and 3.1.4
Burro Canyon Formation .......................................................................... 21
3.2 Contact Descriptions ............................................................................................. 22
Brushy Basin Member/Burro Canyon Formation Contact Elevations ..... 22 3.2.1
Mancos Shale/Dakota Contact Elevations ................................................ 23 3.2.2
Soils Above The Dakota and /or Mancos ................................................. 24 3.2.3
3.3 Perched Water Elevations, Saturated Thicknesses, and Depths to Water ............ 24
3.4 Interpretation of Cross-Sections ........................................................................... 25
Central and Northeast Areas ..................................................................... 25 3.4.1
Southwest Area ......................................................................................... 26 3.4.2
3.5 Perched Water Occurrence and Flow ................................................................... 27
Overview ................................................................................................... 28 3.5.1
3.5.1.1 General Site Flow Pattern .......................................................... 28
3.5.1.2 Influence of Pumping and Wildlife Pond Seepage on
Flow and Dissolved Constituent Concentrations ...................... 30
Nitrate Investigation Area ......................................................................... 32 3.5.2
Vicinity of Chloroform Plume .................................................................. 34 3.5.3
Beneath and Downgradient of the Tailings Management System ............ 41 3.5.4
3.5.4.1 Overview .................................................................................... 41
3.5.4.2 Water Balance Near DR-2 and DR-5......................................... 42
3.5.4.3 Water Balance Near Ruin Spring and Westwater Seep ............. 44
3.6 Perched Water Migration Rates and Travel Times ............................................... 45
Nitrate Investigation Area ......................................................................... 46 3.6.1
Vicinity of Chloroform Plume .................................................................. 47 3.6.2
Beneath and Downgradient of Tailings Management System .................. 48 3.6.3

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TABLE OF CONTENTS (Continued)

3.6.3.1 Vadose Zone .............................................................................. 49
3.6.3.2 Perched Water Zone Downgradient of Tailings
Management System ................................................................. 50
3.7 Implications for Seeps and Springs....................................................................... 52
Westwater Seep and Ruin Spring ............................................................. 53 3.7.1
Cottonwood Seep ...................................................................................... 53 3.7.2
Potential Dilution of Perched Water Resulting from Local Recharge 3.7.3
of the Dakota and Burro Canyon Near Seeps and Springs ....................... 54
3.8 Implications for Transport of Chloroform and Nitrate ......................................... 55
4. COMPOSITION OF DAKOTA SANDSTONE AND BURRO
CANYON FORMATION ................................................................................................. 57
4.1 Mineralogy ............................................................................................................ 57
4.2 Pyrite Occurrence.................................................................................................. 57
4.3 Expected Influence of Transient Conditions, Oxygen Introduction, and the
Mancos and Brushy Basin Shales on Dakota/Burro Canyon Chemistry .............. 59
4.4 Implications for Perched Water Chemistry and Natural Attenuation of
Nitrate and Chloroform ......................................................................................... 62
Pyrite Degradation by Oxygen .................................................................. 63 4.4.1
Nitrate Degradation by Pyrite ................................................................... 63 4.4.2
Chloroform Reduction .............................................................................. 66 4.4.3
5. SUMMARY OF INTERA WORK AND FINDINGS...................................................... 67
6. SUMMARY AND CONCLUSIONS REGARDING MILL HYDROGEOLOGY ......... 69
6.1 Perched Water Pore Velocities in the Nitrate Plume Area ................................... 76
6.2 Perched Water Pore Velocities in the Vicinity of the Chloroform Plume ............ 77
6.3 Hydrogeology and Perched Water Pore Velocities in the Southwest Area .......... 78
6.4 Fate of Chloroform and Nitrate............................................................................. 79
7. HYDROGEOLOGY OF THE AREA NEAR PROPOSED CELLS 5A AND
5B AND RECOMMENDED LOCATIONS OF NEW PERCHED
MONITORING WELLS .................................................................................................. 81
7.1 Hydrogeology ....................................................................................................... 81
7.2 Recommended Well Locations ............................................................................. 82
8. REFERENCES ................................................................................................................. 87
9. LIMITATIONS STATEMENT ........................................................................................ 95

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TABLE OF CONTENTS (Continued)

TABLES

1 Results of Slug test Analyses Using KGS and Bouwer-Rice Solutions
2 Results of Recovery and Slug Test Analyses Using Moench Solution
3 Estimated Perched Zone Hydraulic Properties Based on Analysis of Observation Wells
Near MW-4 and TW4-19 During Long Term Pumping of MW-4 and TW4-19
4 Summary of Hydraulic Properties White Mesa Uranium Mill from TITAN (1994)
5 Properties of the Dakota/Burro Canyon Formation White Mesa Uranium Mill from
TITAN (1994)
6 Hydraulic Conductivity Estimates for Spring Flow Calculations
7 Hydraulic Conductivity Estimates for Travel Time Calculations Paths 1, 2A, and 2B
8 Hydraulic Conductivity Estimates for Travel Time Calculations Paths 3-6
9 Estimated Perched Zone Pore Velocities Along Path Lines
10 Results of XRD and Sulfur Analysis in Weight Percent
11 Tabulation of Presence of Pyrite, Iron Oxide, and Carbonaceous Fragments in Drill Logs
12 Sulfide Analysis by Optical Microscopy
13 Summary of Pyrite in Drill Cuttings and Core

FIGURES

1A White Mesa Site Plan Showing Location of Perched Wells, Piezometers, Lithologic
Cross-Sections (as of Q4, 2017) And Proposed New Cells 5A and 5B.
1B White Mesa Site Plan Showing Location of Perched Wells, Piezometers, and Nitrate and
Chloroform Plume Boundaries
2 Lithologic Column
3 White Mesa Stratigraphic Section Based on Lithology of WW-3 from TITAN (1994)
4 Photograph of the Contact Between the Burro Canyon formation and the Brushy Basin
Member
5 Kriged 4th Quarter, 2017 Water Levels, White Mesa Site
6 Annotated Photograph Showing East Side of Cottonwood Canyon (looking east toward
White Mesa from west side of Cottonwood Canyon)
7 Extent of the Western Interior Sea (Cretaceous)
8 Kriged Top of Brushy Basin, White Mesa Site
9 Kriged Top of Bedrock, White Mesa Site
10 Kriged Top of Dakota Sandstone, White Mesa Site
11 Kriged Top of Bedrock and Mancos Shale Thickness, White Mesa Site
12 Approximate Geoprobe Boring and Cross-Section Locations, White Mesa Site
13 Soil Cross Sections East of Ammonium Sulfate Crystal Tanks, White Mesa Site
14 4th Quarter, 2017 Perched Zone Saturated Thicknesses and Brushy Basin Paleoridges and
Paleovalleys, White Mesa Site
15 4th Quarter, 2017 Depths to Perched Water, White Mesa Site

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TABLE OF CONTENTS (Continued)

FIGURES (Continued)

16A Interpretive Northeast-Southeast Cross Section (NE-SW), White Mesa Site
16B Interpretive Northeast-Southwest Cross Section (NE2-SW2), White Mesa Site
17 Interpretive Northwest-Southeast Cross Section (NE-SE), White Mesa Site
18 Interpretive East-West Cross Sections (W-E and W2-E2) Southwest Investigation Area
19 Interpretive North-South Cross Sections (S-N) Southwest Investigation Area
20 DR Series Piezometer Depths to Water 2Q 2011 to 4Q 2017
21 Kriged 4thQuarter, 2017 Water Levels Showing Inferred Perched Water Pathlines and
Kriged Nitrate and Chloroform Plumes
22 Kriged 4th Quarter, 2017 Water Levels and Estimated Capture Zones, White Mesa Site
(detail map)
23 Kriged 4th Quarter, 2011 Water Levels, White Mesa Site
24 TW4-4 and TW4-6 Water Levels
25 Kriged 4th Quarter, 2017 Water Levels Showing Inferred Perched Water Pathlines
Downgradient of the Tailings Management System, White Mesa Site
26 Kriged 4th Quarter, 2017 Water Levels Showing Inferred Perched Water Flow Pathlines
Near Ruin Spring and Westwater Seep
27 Kriged 4th Quarter, 2017 Water Levels Showing Inferred Perched Water Flow used for
Travel Time Estimates and Kriged Nitrate and Chloroform Plumes
28 Photograph of the Westwater Seep Sampling Location July 2010
29 Photograph of the Contact Between the Burro Canyon Formation and the Brushy Basin
Member at Westwater Seep
30 Kriged 4th Quarter, 2017 Water Levels showing Kriged Nitrate and Chloroform Plums
and Inferred Perched Water Pathlines, White Mesa Site
31 Water Level in Wells Near TW4-27
32 White Mesa Site Plan Showing Pyrite Occurrence in Perched Borings
33 Proposed Cells 5A and 5B (showing kriged Q4 2017 perched water levels and cross
sections in proposed cell areas), White Mesa Site
34 Interpretive East-West Cross Section (WNW-ESE), Proposed Cell 5A/5B Area
35 Interpretive East-West Cross Section (W-E), Proposed Cell 5A/5B Area
36 Proposed Locations of Cells 5A and 5B (showing kriged Q4 2017 perched water levels and
inferred perched water flow paths downgradient of the tailings management system)
37 Proposed Locations of Cells 5A and 5B (showing kriged Q4 2017 perched water levels and
inferred shortest flow path to closest discharge point), White Mesa Site
38 Proposed Locations of New Perched Wells to Monitor Proposed Cells 5A and 5B (showing
kriged Q4 2017 perched water levels), White Mesa Site

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TABLE OF CONTENTS (Continued)

APPENDICES

A Lithologic Logs
B Well Construction Schematics
C INTERA Soil Boring Logs
D Historic Water Level Maps (Seep and Spring Elevations Not Considered in Contouring)
E Topographic and Geologic Maps

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1. INTRODUCTION
This report is prepared to support the addition of proposed new cells 5A and 5B to the existing
tailings management system at the White Mesa Uranium Mill (the Mill or the site) located near
Blanding, Utah. The proposed locations of these new cells are provided in Figure 1A. Cell 5A
and associated new perched groundwater monitoring wells are to be installed first as will be
discussed in Section 7.
In addition to making recommendations as to the locations of new perched groundwater wells to
monitor proposed cells 5A and 5B (discussed in Section 7), this report provides an update to the
June 6, 2014 report Hydrogeology of the White Mesa Uranium Mill, Blanding Utah (the 2014
hydrogeologic report; HGC [2014b]).
The present report, which incorporates all the elements of the 2014 hydrogeologic report, also
considers the additional hydrogeologic data collected at the site from the first quarter of 2014
through the fourth quarter of 2017. Calculations provided in the 2014 hydrogeologic report are
updated based on the more recent data. Some of the additional data and updated calculations
include:
Quarterly perched water level and analytical (chloroform and nitrate concentration) data; 1.
Lithologic data collected from wells TW4-35 through TW4-39; 2.
Hydraulic test data collected from wells TW4-35 through TW4-39; 3.
Rates of perched groundwater movement and conservative solute travel times, in 4.
particular within the southwest portion of the site (downgradient of the tailings
management system);
Perched water balance calculations in the southwest portion of the site; 5.
Pyrite occurrence; 6.
Changes in chloroform and nitrate plumes; and 7.
Chloroform and nitrate degradation rates. 8.

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2. BACKGROUND AND OVERVIEW
Figure 1A is a site map showing general site features and the locations of perched groundwater
wells and piezometers (as of the fourth quarter of 2017), springs, and lithologic cross-sections.
Figure 1B shows fourth quarter, 2017 kriged perched groundwater elevation contours and the
kriged fourth quarter 2017 boundaries of the chloroform and nitrate plumes at the site.
Although not shown in Figures 1A and 1B, three additional MW-series groundwater monitoring
wells (MW-38, MW-39, and MW-40) were installed in the southeastern portion of the site
(between MW-17 and MW-22) during the first quarter of 2018 (HGC, 2018c). These wells are
located far cross-gradient of the tailings management system. Also during the first quarter of
2018, two new chloroform wells (TW4-40 and TW4-41) were installed as discussed in HGC
(2018b). TW4-40 was installed approximately 200 feet south of TW4-26 and TW4-41 was
installed immediately north-northeast of TW4-4. Because of the recent installation and
development of these five wells, water level and chemical data are not yet likely to be
representative and are not discussed in this report. However, the preliminary water level data
collected from these wells indicates that incorporation of this data will have minimal impact on
groundwater flow patterns and hydraulic gradients at the site.
Hydrogeologic investigation of the site has been ongoing since the initial investigation in 1977-
1978 (Dames and Moore, 1978). Major hydrogeologic and groundwater investigations include
Dames and Moore (1978); UMETCO (1993); UMETCO (1994); TITAN (1994); International
Uranium (USA) Corporation (IUSA) and Hydro Geo Chem, Inc. (HGC) [2000]; IUSA and HGC
(2001); HGC (2004); HGC (2007); INTERA (2007a); INTERA (2007b); INTERA (2008); Hurst
and Solomon (2008); INTERA (2009); HGC (2010g); INTERA (2012a); INTERA (2012b);
HGC (2012b); HGC (2012c); HGC (2014a); and HGC (2014b).
Investigations to date and more than 37 years of perched groundwater monitoring indicate that
operation of the tailings management system (cells 1 through 4B in Figures 1A and 1B) has not
impacted perched groundwater. The lack of impact is detailed in Hurst and Solomon (2008) and
various INTERA documents (INTERA, 2007a; INTERA 2007b; INTERA, 2008; INTERA,
2010; INTERA, 2012a; INTERA 2012b; INTERA, 2013a; INTERA, 2013b; INTERA, 2014a;
INTERA, 2014b; INTERA, 2014c; INTERA, 2015; INTERA, 2016; and INTERA, 2017).
Perched groundwater was impacted by operation of a temporary laboratory facility that was
located at the site prior to and during the construction of the Mill, and from septic drain fields
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management system circa 1980 (HGC, 2007; HGC, 2018a). Laboratory wastes prior to 1980
were first disposed to the abandoned scale house leach field, and later to the former office leach
field. Disposal of laboratory wastes to the abandoned scale house and former office leach fields
is considered the source of the chloroform plume (defined by concentrations greater than 70
micrograms per liter [µg/L]) located upgradient to cross-gradient (northeast to east) of the tailings
management system (Figure 1B). The eastern portion of the chloroform plume likely originated
from the abandoned scale house leach field (located immediately north-northwest of TW4-18
[Figure 1B]), and the western portion from the former office leach field (located in the
immediate vicinity of TW4-19 [Figure 1B]).
Perched groundwater has also been impacted by nitrate (INTERA, 2009). The nitrate plume
(Figure 1B), defined by concentrations greater than 10 milligrams per liter (mg/L), contains
elevated chloride (exceeding 100 mg/L) and extends from upgradient (northeast) of the tailings
management system to a portion of the area beneath the tailings management system as
described in the Nitrate Corrective Action Plan (nitrate CAP)[HGC, 2012a]. The precise
source(s) of the nitrate plume are not well defined. However, the footprint of a former
agricultural/stock watering pond referred to as the ‘historical pond’ is located beneath the
upgradient portion of the nitrate plume and extends to the north of the plume (Figure 1B). This
pond was active from the early part of the 20th century until the area was re-graded as part of
Mill construction circa 1980 (HGC, 2012a). This pond is considered one of the likely historical
sources of nitrate and chloride to the nitrate plume. Ammonium sulfate handling in the vicinity
of the ammonium sulfate crystal tanks (southeast of TWN-2 [Figures 1A and 1B]) is considered
the only potential Mill contribution of nitrate to the nitrate plume and has been addressed
through implementation of Phase 1 of the nitrate CAP [HGC (2012a) and EFRI (2013)].
Both the chloroform and nitrate plumes are under remediation by pumping and are discussed in
more detail in Section 3.
Appendix A contains copies of lithologic logs from site perched monitoring wells and
piezometers. Appendix B contains copies of perched well construction schematics. Appendix C
contains logs of borings installed by INTERA as part of the nitrate investigation that supported
the nitrate CAP. Logs of soil borings installed per Phase I of the nitrate CAP are provided in
EFRI (2013).

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2.1 Overview of Site Hydrogeology
TITAN (1994) provides a detailed description of site hydrogeology based on information
available at that time. A brief summary of site hydrogeology that is based in part on TITAN
(1994) and updated with information from the literature and more recent site investigations is
provided below.
Geology/Stratigraphy 2.1.1
The White Mesa Uranium Mill is located within the Blanding Basin (the Basin) of the Colorado
Plateau physiographic province. Bedrock units exposed in the Basin include Upper Jurassic
through Cretaceous sedimentary rocks (Figure 2, from Doelling, 2004). The general succession,
in ascending order, is the Upper Jurassic Morrison Formation, the Lower Cretaceous Burro
Canyon Formation, and the Upper Cretaceous Dakota Sandstone and Mancos Shale. Most
exposures of the Morrison Formation consist of the Brushy Basin Member. Typical of large
portions of the Colorado Plateau province, the rocks within the Basin are relatively undeformed.
The Mill has an average elevation of approximately 5,600 feet above mean sea level (ft amsl)
and is underlain by unconsolidated alluvium and indurated sedimentary rocks. Indurated rocks
include those exposed within the Basin (described above), and consist primarily of sandstone and
shale. The indurated rocks are relatively flat lying with dips generally less than 3º. The alluvial
materials consist primarily of aeolian silts and fine-grained aeolian sands with a thickness
varying from a few feet to as much as 25 to 30 feet across the site. The alluvium is underlain by
the Dakota Sandstone and Burro Canyon Formation, and where present, the Mancos Shale. The
Dakota and Burro Canyon are sandstones having a total thickness ranging from approximately
55 to 140 feet, and, because of their similarity, are typically not distinguished in lithologic logs at
the site. Beneath the Burro Canyon Formation lies the Morrison Formation, consisting, in
descending order, of the Brushy Basin Member, the Westwater Canyon Member, the Recapture
Member, and the Salt Wash Member. The Brushy Basin and Recapture Members of the
Morrison Formation, classified as shales, are very fine-grained, have a very low permeability,
and are considered aquicludes. The Brushy Basin Member is primarily composed of bentonitic
mudstones, siltstones, and claystones. The Westwater Canyon and Salt Wash Members also have
a low average vertical permeability due to the presence of interbedded shales.
Beneath the Morrison Formation lie the Summerville Formation, an argillaceous sandstone with
interbedded shales, and the Entrada Sandstone. Beneath the Entrada lies the Navajo Sandstone.
The Navajo and Entrada Sandstones constitute the primary aquifer in the vicinity of the site. The
Entrada and Navajo Sandstones are separated from the Burro Canyon Formation by

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approximately 1,000 to 1,100 feet of materials having a low average vertical permeability.
Groundwater within this system is under artesian pressure in the vicinity of the site, is of
generally good quality, and is used as a secondary source of water at the site. Stratigraphic
relationships beneath the site are summarized in Figure 3 (adapted from TITAN, 1994 and based
on the lithology of water supply well WW-3, located just northwest of TWN-2 [Figure 1A]).
The Upper Jurassic Morrison Formation is the youngest Jurassic unit in the Basin. In many
places an unconformity separates the Morrison Formation from underlying Middle Jurassic
strata. The Morrison was deposited in a variety of depositional environments, ranging from
aeolian to fluvial and lacustrine. Much of the Morrison is composed of fluvial sandstone and
mudstone that have sources to the west and southwest of the Basin (Peterson and Turner-
Peterson, 1987). The upper Brushy Basin Member (a bentonitic shale), was deposited in a
combination of lacustrine and marginal lacustrine environments (Turner and Fishman, 1991).
The contact between the Morrison Formation and overlying strata has been subject to discussion.
In the southeastern part of the Basin, the Lower Cretaceous Burro Canyon Formation overlies the
Morrison Formation. The contact between the Burro Canyon Formation and the Morrison
Formation has been interpreted as a disconformity (Young, 1960); however, Tschudy et al.,
(1984) indicated that the Burro Canyon Formation may be a continuation of deposition of the
Morrison Formation. More recent studies by Aubrey (1992) also suggest interfingering between
the Morrison Formation and overlying units.
Kirby (2008) indicates that the contact between the Morrison Formation and the Burro Canyon
Formation (between the Brushy Basin Member of the Morrison and the Burro Canyon
Formation) near Blanding, Utah is disconformable with “local erosional relief of several feet”.
Data collected from perched borings at the site that penetrate the Brushy Basin Member are
consistent with a disconformable, erosional contact in agreement with Kirby (2008).
Hydrogeologic Setting 2.1.2
The site and vicinity has a dry to arid continental climate, with an average annual precipitation of
approximately 13.3 inches, and an average annual lake evaporation rate of approximately 47.6
inches. Recharge to major aquifers (such as the Entrada/Navajo) occurs primarily along the
mountain fronts (for example, the Henry, Abajo, and La Sal Mountains), and along the flanks of
folds such as Comb Ridge Monocline.
Although the water quality and productivity of the Navajo/Entrada aquifer are generally good,
the depth (approximately 1,200 feet below land surface [ft bls]) makes access difficult. The

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Navajo/Entrada aquifer is capable of yielding significant quantities of water to wells (hundreds
of gallons per minute [gpm]). Water in WW-series supply wells completed across these units at
the site rises approximately 800 feet above the base of the overlying Summerville Formation
(TITAN, 1994).
Perched Water Zone 2.1.3
Perched groundwater occurs within the Dakota Sandstone and Burro Canyon Formation beneath
the site and is used on a limited basis to the north (upgradient) of the site because it is more
easily accessible than the Navajo/Entrada aquifer. Perched groundwater originates mainly from
precipitation and local recharge sources such as unlined reservoirs (Kirby, 2008) and is
supported within the Burro Canyon Formation by the underlying aquiclude (Brushy Basin
Member of the Morrison Formation).
Water quality of the Dakota Sandstone and Burro Canyon Formation is generally poor due to
high total dissolved solids (TDS) in the range of approximately 1,100 to 7,900 milligrams per
liter (mg/L), and is used primarily for stock watering and irrigation. The saturated thickness of
the perched water zone generally increases to the north of the site, increasing the yield of the
perched zone to wells installed north of the site. The generally low permeability of the perched
zone limits well yields. Although sustainable yields of as much as 4 gallons per minute (gpm)
have been achieved in site wells penetrating higher transmissivity zones near unlined wildlife
ponds, yields are typically low (<1/2 gpm) due to the generally low permeability of the perched
zone. Even site wells that yielded as much as 4 gpm during the first few months of pumping
eventually saw yields drop to about 1 gpm or less. Many of the perched monitoring wells purge
dry and take several hours to more than a day to recover sufficiently for groundwater samples to
be collected. During redevelopment (HGC, 2011b) many of the perched wells went dry during
surging and bailing and required several sessions on subsequent days to remove the proper
volumes of water.
Although perched groundwater extends into the overlying Dakota Sandstone within areas having
greater saturated thicknesses, perched groundwater at the site is hosted primarily by the Burro
Canyon Formation, which consists of a relatively hard to hard, fine- to medium-grained
sandstone containing siltstone, shale and conglomeratic materials. As discussed above, the Burro
Canyon Formation is separated from the underlying regional Navajo/Entrada aquifer by
approximately 1,000 to 1,100 feet of Morrison Formation and Summerville Formation materials
having a low average vertical permeability. As discussed above, the Brushy Basin Member of the
Morrison Formation (a bentonitic shale), lying immediately beneath the Burro Canyon

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Formation, forms the base of the perched water zone at the site. Figure 4 is a photograph of the
contact between the Burro Canyon Formation and the underlying Brushy Basin Member taken
from a location along Highway 95 north of the Mill. This photograph illustrates the transition
from the cliff-forming sandstone of the Burro Canyon Formation to the slope-forming Brushy
Basin Member.
Figure 5 is a perched groundwater elevation contour map generated from fourth quarter, 2017
data. Historic water level maps based on data from 1990, 1994 and 2002 are provided in
Appendix D. Note that maps shown in Appendix D are based only on water levels from perched
zone wells and do not include seep and spring elevations.
As shown in Figure 5 and Appendix D, perched water flow across the site is generally from
northeast to southwest. This general flow pattern has been consistent based on perched water
level data collected beginning with the initial site investigation described in Dames and Moore
(1978). Perched water discharges in seeps and springs located to the west, southwest, east, and
southeast of the site.
Beneath and south of the tailings management system, in the west central portion of the site,
perched water flow is south-southwest to west-southwest. Flow on the western margin of the
mesa south of the tailings management system is generally southerly, approximately parallel to
the mesa rim (where the Burro Canyon Formation is terminated by erosion). On the eastern side
of the site perched water flow is also generally southerly to southwesterly.
Perched water flow beneath and downgradient of the millsite and tailings management system is
influenced by perched water discharge points Westwater Seep, located west to west-southwest of
the tailings management system, and Ruin Spring, located southwest of the tailings management
system. The overall southwesterly flow pattern is locally influenced by former seepage from the
unlined wildlife ponds. Because of relict mounding near the northern wildlife ponds, flow
direction ranges from locally westerly (west of the ponds) to locally easterly (east of the ponds).
In general, perched groundwater elevations have not changed significantly at most of the site
monitoring wells since installation, except in the vicinity of the three unlined wildlife ponds and
fifteen pumping wells (shown in Figures 1A and 1B). For example, relatively large increases in
water levels occurred between 1994 and 2002 at MW-4 and MW-19, located in the east and
northeast portions of the site, as discussed in HGC (2007). These water level increases in the
northeastern and eastern portions of the site were the result of seepage from the northern wildlife
ponds. Piezometers PIEZ-1 through PIEZ-5, shown in Figure 5, were installed in 2001 to
investigate these changes. The mounding associated with the wildlife ponds and the general

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increase in water levels in the northeastern portion of the site resulted in a local steepening of
groundwater gradients near the ponds.
Since the first quarter of 2012, after water delivery to the two northern wildlife ponds ceased, the
perched groundwater mound associated with these ponds (the northern mound) began to
diminish. In addition, reduced water delivery to the southern wildlife pond caused the associated
perched groundwater mound (the southern mound) to diminish. Since the first quarter of 2012,
water levels have declined within the northern mound by nearly 21 feet (at PIEZ-2), and within
the southern mound by more than 18 feet (at PIEZ-5). The decay of the groundwater mounds
associated with the wildlife ponds has caused reductions in hydraulic gradients over those
portions of the site that experienced prior increases resulting from former water delivery to the
ponds.
Although use of these ponds specifically as wildlife ponds began in the early 1990s, the
northernmost pond contained water as least as early as 1984 (based on aerial photography). The
1985 editions of United States Geological Survey (USGS) topographic maps covering the
western (Black Mesa Butte map) and eastern (Blanding South map) portions of the Mill property
show the Mill buildings but none of the cells within the future tailings management system. The
northern wildlife pond is shown as water-bearing, but the historical pond, which shows up on
pre-1978 aerial photography, is not shown. The absence of the historical pond is consistent with
the elimination of that pond during regrading as part of Mill construction circa 1979. The
features shown on these maps suggest that they are representative of the time period between
approximately 1979 and the year the maps were published, 1985. Therefore, based on the
features shown on these USGS topographic maps, the northern wildlife pond could have been
water bearing as early as about 1979.
In addition a perched groundwater mound extending beneath the future millsite was likely
present at the time of the initial site investigation. Dames and Moore (1978) indicated that the
depth to water beneath the future millsite was a relatively shallow 56 ft bls, while depths to water
beneath the future tailings management system were generally greater than 90 ft bls. Dames and
Moore (1978) also indicated that the hydraulic gradient beneath the future millsite was a
relatively large 0.03 feet per foot (ft/ft), while the hydraulic gradient beneath the future tailings
management system was a more typical 0.01 ft/ft. The relatively shallow depth to water and
relatively steep hydraulic gradient beneath the future millsite are consistent with a perched
groundwater mound originating from a source upgradient to the north (historical pond) or
northeast (northernmost wildlife pond).

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In addition to the impacts of wildlife and historical pond seepage on site water levels, pumping
of chloroform wells MW-4, TW4-4, TW4-19, TW4-20, and MW-26, and nitrate wells TW4-22,
TW4-24, TW4-25, and TWN-2 has depressed the perched water table locally and contributed to
reduced average hydraulic gradients to the south and southwest of these wells. Pumping is
designed to remove chloroform and nitrate associated with the chloroform and nitrate plumes
shown on Figure 1B.
Hydraulic testing of perched zone wells yields a hydraulic conductivity range of approximately 2
x 10-8 to 0.01 centimeters per second (cm/s) as discussed in HGC (2012b). Hydraulic
conductivity estimates obtained from perched wells installed and tested subsequent to HGC
(2012b) also fall within this range (HGC, 2013a; HGC, 2013b; HGC, 2014c; HGC, 2015; and
HGC, 2016). Hydraulic conductivity estimates are summarized in Tables 1 through 4. Table 1
provides estimates of hydraulic conductivity from slug test data analyzed using the KGS and
Bouwer-Rice solutions available in AQTESOLVE (HydroSOLVE, 2000). Table 2 summarizes
recovery and slug test data analyzed using the Moench solutions in WHIP (HGC, 1988) and
AQTESOLVE. The estimates provided in Tables 1 and 2 are based on HGC (2002); HGC
(2005); HGC (2010c); HGC (2010d); HGC (2010e); HGC (2010f); HGC (2011a); HGC (2011c);
HGC (2013a); HGC (2013b); HGC (2014c); HGC (2015); and HGC (2016). Table 3 summarizes
analyses of test data collected during long-term pumping within the chloroform plume area using
the Theis solutions available in AQTESOLVE (HGC, 2004). Table 4 (from TITAN, 1994)
summarizes hydraulic conductivity estimates based on testing prior to 1994.
In general, the highest perched zone permeabilities and well yields are in the area of the site
immediately northeast and east (upgradient to cross gradient) of the tailings management system.
A relatively continuous, higher permeability zone associated with the chloroform plume and
consisting of poorly indurated (poorly cemented) coarser-grained materials has been inferred to
exist in this portion of the site (HGC, 2007; HGC, 2018a). Because their existence requires both
coarse grain size and poor cementation, such relatively continuous, higher permeability zones are
expected to be relatively rare at the site.
Perched zone permeabilities downgradient (southwest) of the tailings management system are
generally low. The low permeabilities and relatively shallow hydraulic gradients downgradient
of the tailings management system result in average perched groundwater pore velocity estimates
that are among the lowest on site.

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Seeps and Springs in Relation to Perched Zone Hydrogeology 2.1.4
Hydro Geo Chem (2010g) discusses the relationships between the perched water zone and seeps
and springs at the margins of White Mesa. The relationships between seeps and springs and site
geology/stratigraphy are provided in Figure E.1 and Figure E.2 of Appendix E. Key findings of
HGC (2010g) include the following:
Incorporating the seep and spring elevations in perched water elevation contour maps 1.
produces little change with regard to perched water flow directions except in the area west
of the tailings management system and near Entrance Spring. West of the tailings
management system, incorporation of Westwater Seep creates a more westerly hydraulic
gradient. Westwater Seep appears to be downgradient of the western portion of the tailings
management system (Figure 5); and Ruin Spring is downgradient of the eastern portion of
the tailings management system (Figure 5). Westwater Seep is the closest apparent
discharge point west of the tailings management system and Ruin Spring is the closest
discharge point south-southwest of the tailings management system. Including the
Entrance Spring elevation on the east side of the site creates a more easterly gradient in the
perched water contours, and places Entrance Spring more directly downgradient of the
northern wildlife ponds. Seeps and springs on the east side of the mesa are either cross-
gradient of the tailings management system or are separated from the tailings management
system by a groundwater divide.
Ruin Spring and Westwater Seep are interpreted to occur at the contact between the Burro 2.
Canyon Formation and the Brushy Basin Member. Corral Canyon Seep, Entrance Spring,
and Corral Springs are interpreted to occur at elevations within the Burro Canyon
Formation at their respective locations but above the contact with the Brushy Basin
Member. All seeps and springs (except Cottonwood Seep which is located within the
Morrison Formation near the Brushy Basin Member/Westwater Canyon Member contact)
are associated with conglomeratic portions of the Burro Canyon Formation. Provided they
are poorly indurated (poorly cemented) the more conglomeratic portions of the Burro
Canyon Formation are likely to have higher permeabilities and the ability to transmit
water more readily than finer-grained portions. This behavior is consistent with on-site
drilling and hydraulic test data that associates higher permeability with the poorly
indurated coarser-grained horizons detected east and northeast of the tailings management
system that are associated with the chloroform plume).
Cottonwood Seep is located more than 1,500 feet west of the mesa rim in an area where 3.
the Dakota Sandstone and Burro Canyon Formation (which hosts the perched water
system) are absent due to erosion. Cottonwood Seep occurs near a transition from slope-
forming to bench-forming morphology (indicating a change in lithology). Cottonwood
Seep (and 2nd Seep located immediately to the north [annotated photograph provided in
Figure 6]) are interpreted to originate from coarser-grained materials within the lower
portion of the Brushy Basin Member (or upper portion of the Westwater Canyon Member)
and are therefore not (directly) connected to the perched water system at the site.

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Only Ruin Spring appears to receive a predominant and relatively consistent proportion of 4.
its flow from perched groundwater. Ruin Spring originates from conglomeratic Burro
Canyon Formation sandstone where it contacts the underlying Brushy Basin Member, at
an elevation above the alluvium in the associated drainage. Westwater Seep, which also
originates at the contact between the Burro Canyon Formation and the Brushy Basin
Member, likely receives a significant contribution from perched water. All seeps and
springs other than Ruin Spring (and 2nd Seep just north of Cottonwood Seep) are located
within alluvium occupying the basal portions of small drainages and canyons. The relative
contribution of flow to these features from bedrock and from alluvium is indeterminate.
All seeps and springs are reported to have enhanced flow during wet periods. For seeps 5.
and springs associated with alluvium, this behavior is consistent with an alluvial
contribution to flow. Enhanced flow during wet periods at Ruin Spring, which originates
from bedrock above the level of the alluvium, likely results from direct recharge of Burro
Canyon Formation and Dakota Sandstone outcropping near the mesa margin in the
vicinity of Ruin Spring. This recharge would be expected to temporarily increase the flow
at Ruin Spring (as well as other seeps and springs where associated bedrock is directly
recharged) after precipitation events.
The assumption that the seep or spring elevation is representative of the perched water 6.
elevation is likely to be correct only in cases where the feature receives most or all of its
flow from perched water and where the supply is relatively continuous (for example at
Ruin Spring). The perched water elevation at the location of a seep or spring that receives
a significant proportion of water from a source other than perched water may be different
from the elevation of the seep or spring. The elevations of seeps that are dry for at least
part of the year will not be representative of the perched water elevation when dry. Some
uncertainty therefore results from including these seeps and springs in the contouring of
perched water levels. However, even if such springs are sometimes dry, the presence of
cottonwoods suggests that perched groundwater is close to the surface at these locations.
Although there are uncertainties associated with incorporation of seep and spring elevations into
maps depicting perched water elevations or maps depicting the Burro Canyon Formation/Brushy
Basin Member contact elevations, post-2010 perched water elevation maps incorporate seep and
spring elevations other than Cottonwood Seep, and post-2010 contact elevation maps incorporate
Westwater Seep and Ruin Spring elevations.
As discussed above, Cottonwood Seep was interpreted in HGC (2010g) to be associated with
coarser-grained materials within the lower portion of the Brushy Basin Member. The
justification for this interpretation is based primarily on 1) the rate of flow at Cottonwood Seep,
which is typically estimated to range between approximately 1 and 10 gpm (consistent with
Dames and Moore, 1978), 2) the need for relatively permeable materials to transmit this rate of
flow, and 3) the change in morphology near Cottonwood Seep indicating a change in lithology.
The change in morphology from slope-former to bench-former just east of Cottonwood Seep can

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be seen in the topographic map included in Appendix E (Figure E.1) and the annotated
photograph provided in Figure 6.
The upper portion of the Brushy Basin Member, which hydraulically isolates the perched zone
from underlying materials, is composed primarily of bentonitic mudstone, claystone, and shale.
The rate of flow at Cottonwood Seep is inconsistent with the materials found within the upper
portion of the Brushy Basin Member but is consistent with coarser-grained materials expected
either within the lower portion of the Brushy Basin Member or within the upper portion of the
underlying Westwater Canyon (sandstone) Member. The relationship between Cottonwood Seep
and lithology is shown on the geologic map provided in Appendix E (Figure E.2) and Figure 6.
As shown in Figures 6 and E.1, Cottonwood Seep is located approximately 230 feet below the
base of the perched zone defined by the contact between the cliff-forming Burro Canyon
Formation and the underlying slope-forming Brushy Basin Member. The change in morphology
from slope-former to bench-former occurs within the lower portion of the Brushy Basin Member
(or the upper portion of the Westwater Canyon Member), between the termination of the perched
zone at the mesa rim and Cottonwood Seep. The bench-like area hosting Cottonwood Seep
begins at the change in morphology east of Cottonwood Seep and terminates west of
Cottonwood Seep where a cliff-forming sandstone, interpreted to be within the Westwater
Canyon Member, is exposed. The contact between the Westwater Canyon Member and the
Brushy Basin Member is interpreted to be located between this sandstone outcrop and the change
in morphology from slope-former to bench-former. This places Cottonwood Seep at the
transition between the Brushy Basin Member and the underlying Westwater Canyon Member.
This is consistent with the stratigraphy provided in Figure 3 which places the contact between
the Brushy Basin Member and the Westwater Canyon Member at elevations between
approximately 5,220 and 5,230 ft amsl in this portion of the site, within 5 to 15 feet of the
elevation of Cottonwood Seep (5,234 ft amsl).
Details of the coarse-grained nature of the lower portion of the Brushy Basin Member are
consistent with Shawe (2005) as will be discussed in Section 3.1.1.
Tailings Management System 2.1.5
The existing tailings management system includes cells 1 through 4B (Figure 1A). Details of the
construction of cells 2 though 4A are provided in UMETCO (1993). Mill tailings are disposed in
lined cells excavated below grade into the upper Dakota Sandstone. Cells 2 and 3 are underlain
by a synthetic liner placed over compacted bedding material. The bedding material serves as a
drain layer. The drain layer and a sand drain on the downstream embankment are connected to a

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leak detection lateral. Slime drains were installed above the liner in each cell within the area
having the lowest topographic elevation.
Cell 4A and cell 4B have a geoclay liner overlain by geotextile and a double synthetic liner. The
leak detection systems lie between the two synthetic liners.
Although the cells are equipped with leak detection systems, and monitoring activities have not
detected impacts to the perched aquifer from tailings disposal (as discussed in Section 2), the
Mill installed additional perched monitoring wells between existing wells on the downgradient
margin of the tailings management system and between existing cells to function as an ‘early
warning system’ for any potential impacts to perched water. These additional wells, MW-23
through MW-25, and MW-27 through MW-31, were installed and tested in 2005 (HGC 2005).
At this time, temporary wells TW4-15 and TW4-17, located at the eastern edge of the cell
complex and installed in 2002 (HGC, 2002), were converted to permanent status and renamed
MW-26 and MW-32, respectively. Subsequently, upon installation of cell 4B, MW-33 through
MW-37 were added to the west and south (downgradient) edges of the cell.

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3. DETAILED SITE HYDROGEOLOGY
A detailed description of site hydrogeology is provided in the following Sections.
3.1 Stratigraphy and Formation Characteristics
The site stratigraphy is summarized in Figure 3. Details of formations underlying the site that are
stratigraphically above the Westwater Canyon Member of the Morrison Formation are provided
in the following Sections.
Brushy Basin Member 3.1.1
As discussed in Sections 2.1.1 and 2.1.3, the upper portion of the Brushy Basin Member is
composed of bentonitic mudstone, claystone, and shale, which hydraulically support the perched
groundwater zone and isolate it from underlying materials.
The upper portion of the Brushy Basin Member is described by Shawe (2005) as “principally
mudstone; it contains only minor amounts of sandstone, conglomeratic sandstone, and
conglomerate as discontinuous lenses”. Shawe (2005) describes the lower portion of the Brushy
Basin as coarser-grained, having “mudstone layers which contain, near their base, lenses
lithologically similar to sandstone of the Salt Wash Member, and near their top, conglomeratic
sandstone lenses”.
With regard to the vicinity of Cottonwood Seep (discussed in Section 2.1.4), the expectation of
coarser-grained materials is consistent with its location near the transition from the lower
coarser-grained portion of the Brushy Basin Member into the underlying Westwater Canyon
Member. As discussed in Craig et al. (1955), and Flesch (1974), the Westwater Canyon Member
intertongues with the Brushy Basin Member. Craig et al. (1955) state “The Westwater Canyon
Member forms the lower portion of the upper part of the Morrison in northeastern Arizona,
northwestern New Mexico, and places in southeastern Utah and southwestern Colorado near the
Four Corners, and it intertongues and intergrades northward into the Brushy Basin Member”.
Burro Canyon Formation/Dakota Sandstone 3.1.2
Although the Dakota Sandstone and Burro Canyon Formations are often described as a single
unit due to their similarity, previous investigators at the site have distinguished between them.
The Dakota Sandstone is a relatively hard to hard, generally fine-to-medium grained sandstone
cemented by kaolinite clays. The Dakota Sandstone locally contains discontinuous interbeds of

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siltstone, shale, and conglomeratic materials. Porosity is primarily intergranular. The underlying
Burro Canyon Formation is the primary host of the perched groundwater at the site. The Burro
Canyon Formation is similar to the Dakota Sandstone but is generally more poorly sorted,
contains more conglomeratic materials, and becomes argillaceous near its contact with the
underlying Brushy Basin Member (TITAN, 1994). The permeabilities of the Dakota Sandstone
and Burro Canyon Formations at the site are generally low. Porosities and water contents
measured in samples of Dakota Sandstone and Burro Canyon Formation collected from borings
MW-16 and MW-17 are described in Sections 3.1.2.1 and 3.1.2.2 below. Porosity estimates from
these borings agree with measurements reported by MWH (MWH, 2010) for archived samples
collected from borings MW-23 and MW-30.
No significant joints or fractures within the Dakota Sandstone or Burro Canyon Formation have
been documented in any wells or borings installed across the site (Knight-Piésold, 1998). Any
fractures observed in cores collected from site borings are typically cemented, showing no open
space. The Knight-Piésold findings are consistent with the evaluation of a 1994 drilling program
provided in HGC (2001a) and with examination of drill core samples collected during
installation of MW-3A, MW-23, MW-24, MW-28, MW-30, and TW4-22 in 2005 (HGC, 2005).
3.1.2.1 Dakota Sandstone
The Dakota Sandstone, named by Meek and Hayden (1862) for exposures in northeastern
Nebraska, rests disconformably upon the Burro Canyon Formation where present. A three-fold
lithologic sequence occurs in many localities, and consists of a basal conglomeratic sandstone
with an underlying disconformity, a middle unit of carbonaceous shale and coal, and an upper
unit of evenly-bedded sandstone which intertongues with the overlying Mancos Shale. These
strata have been described as deposits of transitional environments which accompanied the
westward transgressing Mancos Sea (Young, 1973).
The basal conglomerate represents floodplain braided channel deposits which extend into the
adjacent paludal environment. The carbonaceous shales are partly marshy but most formed in
lagoon ponds, tidal flats and tidal channels of the lagoonal environment just seaward of the
marsh belt. The evenly-bedded sandstone was formed at the shoreline as a mainland or barrier
beach deposit of the littoral marine environment. Faunal evidence summarized by O'Sullivan et
al., (1972) indicates that the lower part of the Dakota Sandstone is of Early Cretaceous age and
the upper part is of Late Cretaceous age.
Based on samples collected during installation of wells MW-16 (abandoned) and MW-17,
located beneath and immediately downgradient of the tailings management system at the site

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(Figures 1A and 1B), porosities of the Dakota Sandstone range from 13.4% to 26%, and average
20% (Table 5) which is nearly the same as the average porosity of 19% reported by MWH
(MWH, 2010) for archived sandstone samples collected from MW-23 and MW-30.
Water saturations from MW-16 and MW-17 range from 3.7% to 27.2%, averaging 13.5%, and
the average volumetric water content is approximately 3% (Table 5). The permeability of the
Dakota Sandstone based on packer tests in borings installed at the site ranges from 2.71 x 10-6
cm/s to 9.12 x 10-4 cm/s, with a geometric average of 3.89 x 10-5 cm/s (TITAN, 1994).
3.1.2.2 Burro Canyon Formation
The Burro Canyon Formation, as defined by Stokes and Phoenix (1948) at its type locality near
Slick Rock, Colorado, consists of alternating conglomerate, sandstone, shale, limestone and chert
ranging in thickness from 150 to 260 feet. In the Blanding Basin, the Burro Canyon Formation
consists of deposits of alluvial and floodplain materials up to about 100 feet thick, consisting of
medium to coarse grained sandstone, conglomerate, pebbly sandstone, and claystone. Persistent,
widely traceable, conglomeratic sandstones, interpreted as deposits of a braided channel sub-
environment, occur within the formation. Sandwiched between these sandstones are variegated
mudstone units containing sandstone and siltstone lenses, the products of interchannel and
meandering channel subenvironments. Fossils collected from the Burro Canyon Formation at
various localities include freshwater invertebrates, dinosaur bones and plants. Although not truly
diagnostic, they suggest an Early Cretaceous (Aptian) age.
The average porosity of the Burro Canyon Formation is similar to that of the Dakota Sandstone.
Based on samples collected from the Burro Canyon Formation at MW-16 (abandoned, located
beneath cell 4B as shown in Figure 1A), porosity ranges from 2% to 29.1%, averaging 18.3%,
similar to the average porosity of 19% reported by MWH (MWH, 2010) for archived sandstone
samples collected from MW-23 and MW-30. Water saturations of unsaturated materials
collected from MW-16 range from 0.6% to 77.2%, and average 23.4% (Table 5).
TITAN (1994), reported that the hydraulic conductivity of the Burro Canyon Formation ranges
from 1.9 x 10-7 to 1.6 x 10-3 cm/s, with a geometric mean of 1.01 x 10-5 cm/s, based on the results
of 12 pumping/recovery tests performed in monitoring wells and 30 packer tests performed in
borings prior to 1994 (Table 4). As discussed in Section 2, subsequent testing of wells by HGC
yields a hydraulic conductivity range of approximately 2 x 10-8 to 0.01 cm/s (HGC, 2012b).
Hydraulic conductivity estimates obtained from perched wells installed and tested subsequent to
HGC (2012b) also fall within this range (HGC, 2013a; HGC, 2013b; HGC, 2014c; HGC, 2015;
and HGC, 2016).

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In general (as discussed in Section 2.1.3), the highest permeabilities and well yields are in the
portion of the site immediately northeast and east (upgradient to cross gradient) of the tailings
management system. A relatively continuous, higher permeability zone (associated with poorly
indurated coarser-grained materials in the general area of the chloroform plume) has been
inferred to exist in this portion of the site (HGC, 2007). As discussed in HGC (2004), analysis of
drawdown data collected from this zone during long-term pumping of MW-4, MW-26
(TW4-15), and TW4-19 (Figures 1A and 1B) yielded estimates of hydraulic conductivity ranging
from approximately 4 x 10-5 to 1 x 10-3 cm/s (Table 3). A slug test performed at TW4-4 yielded a
hydraulic conductivity of approximately 1.7 x 10-3 cm/s (Table 1). The decrease in perched zone
permeability south to southwest of this area (south of TW4-4), based on tests at TW4-6, TW4-
26, TW4-27, TW4-29 through TW4-31, and TW4-33 and TW4-34 (Table 1), indicates that this
higher permeability zone “pinches out”, consistent with the interpretation provided in HGC
(2007).
Relatively high conductivities measured at MW-11, located on the southeastern margin of the
downgradient edge of cell 3, and at MW-14, located on the downgradient edge of cell 4A, of 1.4
x 10-3 cm/s and 7.5 x 10-4 cm/s, respectively (UMETCO, 1993 and Table 4), may indicate that
this higher permeability zone extends beneath the southeastern portion of the tailings
management system. However, based on hydraulic tests conducted south and southwest of these
wells, this zone of higher permeability does not appear to exist within the saturated zone
downgradient (south-southwest) of the tailings management system.
Slug tests performed at groups of wells and piezometers located northeast (upgradient) of, in the
immediate vicinity of, and southwest (downgradient) of the tailings management system indicate
generally lower permeabilities compared with the area of the chloroform plume. The following
results are based on analysis of automatically logged slug test data using the KGS solution
available in AQTESOLVE (HydroSOLVE, 2000).
Testing of TWN-series wells installed in the northeast portion of the site as part of nitrate
investigation activities (HGC, 2009) yielded a hydraulic conductivity range of approximately 3.6
x 10-7 to 0.01 cm/s with a geometric average of approximately 6 x 10-5 cm/s. The value of 0.014
cm/s estimated for TWN-16 is the highest measured at the site, and the value of 3.6 x 10-7 cm/s
estimated for TWN-7 is one of the lowest measured at the site. Testing of MW-series wells MW-
23 through MW-32 (HGC, 2005) installed within and at the margins of the tailings management
system in 2005 (and using the higher estimate for MW-23) yielded a hydraulic conductivity
range of approximately 2 x 10-7 to 1 x 10-4 cm/s with a geometric average of approximately 2 x
10-5 cm/s. Hydraulic tests conducted at DR-series piezometers installed as part of the southwest

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area investigation (HGC 2012b) downgradient of the tailings management system yielded
hydraulic conductivities ranging from approximately 2 x 10-8 to 4 x 10-4 cm/s with a geometric
average of 9.6 x 10-6 cm/s. The relatively low permeabilities and shallow hydraulic gradients
downgradient of the tailings management system result in average perched groundwater pore
velocity estimates that are among the lowest on site (approximately 0.26 feet per year (ft/yr) to
0.91 ft/yr based on calculations presented in HGC, 2012b).
The extensive hydraulic testing of perched zone wells at the site indicates that perched zone
permeabilities are generally low with the exception of the apparently isolated zone of higher
permeability associated with the chloroform plume east to northeast (cross-gradient to
upgradient) of the tailings management system. The geometric average hydraulic conductivity
(less than 1 x 10-5 cm/s) of the DR-series piezometers which cover an area nearly half the size of
the total monitored area at White Mesa (excluding MW-22), is nearly identical to the geometric
average hydraulic conductivity of 1.01 x 10-5 cm/s reported by TITAN (1994), and is within the
range of 5 to 10 feet per year (ft/yr) [approximately 5 x 10-6 cm/s to 1 x 10-5 cm/s] reported by
Dames and Moore (1978) for the (saturated) perched zone during the initial site investigation.
Mancos Shale 3.1.3
Conformably overlying the Dakota Sandstone is the Upper Cretaceous Mancos Shale. The
Mancos Shale was deposited in the Western Interior Cretaceous seaway (Figure 7) and is
primarily composed of uniform, dark-gray mudstone, shale, and siltstone. It was deposited in
nearshore and offshore neritic subenvironments of the Late Cretaceous Sea during its overall
southwestern transgression and subsequent northeastward regression.
The Mancos Shale was named by Cross and Purington (1899) from exposures near Mancos,
Colorado. Outcrops of the Upper Cretaceous Mancos Shale occur as hills and slopes generally
near or directly beneath overlying Quaternary pediment remnants across portions of the Blanding
Basin. Mancos Shale is absent in most of the Blanding Basin (due to erosion) where rocks of the
Dakota Sandstone and Burro Canyon Formation are either exposed or mantled by thin
unconsolidated deposits.
The Mancos Shale in the Blanding Basin consists of marine shale and interbeds of thin (less than
2 feet thick) sandstone and siltstone beds. Various pelecypod fossils are common in Mancos
Shale outcrop areas (Huff and Lesure, 1965; Haynes et al., 1972). Total thickness is estimated at
30 to 40 feet, but is generally negligible to 20 feet, a small erosional remnant of its original
thickness of approximately 2,000 feet. The Mancos Shale was deposited during transgression and
highstand of the Cretaceous Interior Seaway during the Late Cretaceous (Elder and Kirkland,

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1994). Where present, the Mancos Shale may act as an important impermeable layer reducing the
amount of potential infiltration and recharge to the underlying Dakota-Burro Canyon perched
aquifer (Avery, 1986; Goodknight and Smith, 1996).
The Mancos Shale belongs to the group of thick marine organic muds (or black shales) generally
considered to be deposited in geosynclinal areas. Bentonitic volcanic ash layers are abundant in
the Mancos Shale (Shawe, 1968). An abundance of pyrite in the layers may indicate that iron
was an important constituent of the ash, possibly being liberated by devitrification of glass and
redeposited with the diagenetic development of pyrite. Hydrogen sulfide was abundant in the
organic rich sediments accumulating at the bottom of the Mancos Sea, if it was a typical
sapropelic marine environment, as seems likely, and may have been especially abundant in the
volcanic ash (Fenner, 1933).
Trapped sea water that is buried in the mud of the Mancos Shale likely had a high content of
organic material consistent with the abundance of diagenetic pyrite. Chemical reduction resulting
from hydrogen sulfide generated in carbon-rich sediments is characteristic of stagnant sea
bottoms.
In the Early Tertiary, the original clay and silt deposited in the Mancos Shale became compacted
to about a third to a tenth of its original water saturated volume by the time it was buried to a
depth of about 10,000 feet (Shawe, 1976). Pore water throughout the Colorado Plateau, driven
from compacting mud, moved largely upward into younger sediments (Yoder, 1955), but much
water must have moved into the lower more porous strata because of local conditions of rock
structure (Hedberg, 1936), because of the relatively high water density, and because of
abnormally high fluid pressures. Expulsion of water likely occurred throughout the deposition of
the Mancos Shale in the Late Cretaceous and during deposition of younger sediments in the
Early Tertiary. Therefore expulsion occurred during a period of many millions of years and at
depths ranging from near- surface to nearly maximum depths of burial.
Faulting occurred in many places on the Colorado Plateau, including the Blanding Basin during
the Late Cretaceous and Early Tertiary when the Mancos was undergoing deep burial by younger
strata. Faulting provided numerous avenues allowing water movement into underlying porous
strata. It seems likely therefore that the Dakota Sandstone at the base of the Mancos Shale, and
the dominantly sandy underlying Burro Canyon Formation, contained pore water which was
expelled from the Mancos and was under abnormally high fluid pressures (Shawe, 1976).
Compaction of bedding around pyrite crystals shows the early development of part of the
diagenetic pyrite, and indicates that pore fluids were being squeezed out of the Mancos Shale

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during the period of diagenesis. As pore fluids became trapped in the Mancos Shale following
deposition of sediment in the Late Cretaceous, they immediately began to react with black
opaque minerals, with magnetite deposited with the abundant ash fall material and possibly with
volcanic glass and other iron-bearing material to form pyrite. Faulting that occurred on the
Colorado Plateau in the Late Cretaceous and Early Tertiary facilitated movement of the Mancos
pore water into underlying beds, causing removal of hematite coating on sand grains, destruction
of detrital black opaque minerals, and growth of iron sulfide minerals (Shawe, 1976).
Pyrite Occurrence in the Dakota Sandstone and Burro Canyon Formation 3.1.4
As discussed above, downward movement of the Mancos Shale pore water into underlying beds
of the Dakota Sandstone and Burro Canyon Formations caused removal of hematite coatings on
sand grains, destruction of detrital black opaque minerals, and the growth of iron sulfide
minerals. Shawe (1976) classifies the Dakota Sandstone and Burro Canyon Formations as
“altered-facies” rocks primarily as a result of the invasion of pore waters expelled from the
overlying Mancos Shale during compaction. Shawe states that “altered facies rocks that
developed by solution attack are notable for their almost complete loss of black opaque minerals
and gain of significant pyrite.” Shawe further states that “altered-facies rocks contain only sparse
black opaque minerals but appreciable pyrite” and that “alteration caused destruction of most
detrital back opaque minerals, precipitation of substantial pyrite, and recrystallization of
carbonate minerals that took up much of the iron liberated from the solution of black opaque
minerals.”
According to Shawe (1976), “altered-facies sandstone is light gray or, where weathered, also
light buff to light brown. It contains only a small amount of black opaque heavy minerals and
may or may not contain carbonaceous material. The light buff to light brown colors are imparted
by limonite formed from oxidation of pyrite in weathered rock.”
Furthermore Shawe (1976) states “In weathered rocks as observed in thin sections pyrite has
been replaced by ‘limonite’, but preservation of original pyrite crystal forms and lack of
abundant limonite ‘wash’ or dustlike limonite suggest that the forms of most limonite are
indicative of the original forms of pyrite before oxidation. Pyrite (or limonite) in sandstone
occurs as isolated interstitial patches as much as 2 millimeters (mm) in diameter enclosing many
detrital grains, or as cubes 1 mm across and smaller that are mainly interstitial but that also
partially replace detrital grains.” Also “limonite pseudomorphs after marcasite have been
recognized in vugs in altered-facies sandstone of the Burro Canyon Formation.” Shawe (1976)
also notes that pyrite is more common below the water table and iron oxides (likely formed by

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oxidation of pyrite) are more common in the vadose zone. These observations are consistent with
the occurrence of and oxidation of pyrite in the formations hosting the perched water at the site
as will be discussed in Section 4.
3.2 Contact Descriptions
Lithologic contacts between the Brushy Basin Member of the Morrison Formation, and between
the Dakota Sandstone and the overlying soils and/or the Mancos Shale, are described in Sections
3.2.1 and 3.2.2. Cross-sections through soils based on soil borings installed per Phase I of the
nitrate CAP are presented and discussed in Section 3.2.3.
Brushy Basin Member/Burro Canyon Formation Contact Elevations 3.2.1
Figure 8 is a contour map of the Burro Canyon Formation/Brushy Basin Member contact
generated from perched well, piezometer, DR-series boring data and the locations and elevations
of Westwater Seep and Ruin Spring. Figure 8 was generated based on data indicating that only
Westwater Seep and Ruin Spring are located at the contact between the Burro Canyon Formation
and the Brushy Basin Member (HGC, 2012b). Other seeps and springs (except Cottonwood
Seep) shown on Figure 8 occur within generally conglomeratic horizons of the Burro Canyon
Formation but at elevations above the contact with the underlying Brushy basin Member.
As discussed in HGC (2012b) examination of the area near Cottonwood Seep in July 2010 and
re-examination in October 2011 revealed no evidence for a hydraulic connection with the
perched zone. The absence of any visible seeps or anomalous vegetation in the Brushy Basin
Member east and northeast of Cottonwood Seep is consistent with dry conditions in the upper
portion of the Brushy Basin Member.
Figure 8 shows that the erosional Brushy Basin/Burro Canyon contact surface dips generally to
the south-southwest and is very irregular in the northeast portion of the site. A paleoridge in the
Brushy Basin erosional paleosurface extends from beneath cell 4B to the southwest near
abandoned boring DR-18. To the east of this paleoridge, a paleovalley extends from south of cell
4A to the northeast, extending into the vicinity of the northern wildlife ponds. A paleovalley
subparallel to the cell 4B paleoridge is also present on the west side of the paleoridge, between
the paleoridge and the western mesa margin.
The approximate axes of these and other paleoridges and paleovalleys in the southwest portion of
the site are indicated on Figure 8. These features are especially important in this portion of the

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site due to the generally small saturated thicknesses and the consequently relatively large impacts
these features are expected to have on perched water flow in this area.
Other notable features include a paleoridge surrounded by paleovalleys that trend northwest –
southeast (rather than northeast – southwest) in the area northeast of the millsite, a paleovalley
extending from the area of cell 4B to Westwater Seep, and paleovalleys converging on Ruin
Spring.
Mancos Shale/Dakota Contact Elevations 3.2.2
Figures 9 through 11 are elevation contour maps of the top of bedrock (top of the Dakota
Sandstone or Mancos Shale [where present]), the top of the Dakota Sandstone, and the top of
bedrock showing Mancos thickness. The thickness of the Mancos Shale shown in Figure 11 is
based on the difference between the top of bedrock and top of Dakota Sandstone surfaces, and is
clipped in areas where erosion is expected to have removed the Mancos. Based on these maps,
the top of Dakota and top of bedrock surfaces dip generally to the south-southwest consistent
with the general dip of the top of Brushy Basin surface. In the northeast portion of the site these
surfaces are generally less irregular than the top of the Brushy Basin surface.
Notable features include a structural high in the top of Dakota and top of bedrock surfaces near
cell 4B, and a north-south trending structural high in the top of bedrock surface east to northeast
of the tailings management system. The latter feature is primarily the result of a ridge-like
remnant of the Mancos Shale that reaches thicknesses greater than 30 feet along the axis of the
feature.
Structural highs near cell 4B are present in the top of Brushy Basin surface (Figure 8), the top of
bedrock (Figure 9), and the top of Dakota (Figure 10) surface. These features are ridge-like in all
three surfaces but the paleoridge in the top of Brushy Basin is not coincident with the paleoridge
in the top of bedrock and top of Dakota surfaces except in the vicinity of cell 4B. The primary
axis of the paleoridge in the Brushy Basin surface extends from MW-33 at the southwest corner
of cell 4B through DR-10, MW-21 and DR-18. The axis of the paleoridge in the top of bedrock
surface extends from MW-35 through DR-11, DR-15, and DR-21. The axis of the paleoridge in
the top of Dakota surface appears to extend from the vicinity of MW-24 (at the southwest corner
of cell 1) through MW-33, DR-11, and possibly DR-15 (but is less well-defined near DR-15).

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Soils Above The Dakota and /or Mancos 3.2.3
Figure 12 depicts the locations of soil borings installed near the ammonium sulfate crystal tanks
as per Phase I of the nitrate CAP (HGC, 2012a). Borings were installed to depths of refusal using
a drive-point rig as described in EFRI (2013). The depth of refusal is assumed to represent
competent bedrock. Figure 13 depicts soils cross-sections developed from these borings.
Unconsolidated soils consist primarily of silts with interbedded sands and clays. Weathered
Mancos Shale was encountered in many of the borings. Detailed logs of all soil borings are
provided in EFRI (2013).
Soils present above the Mancos Shale in this portion of the site are dominated by the same fine-
grained materials typical of other portions of the site. Soil types encountered in borings installed
by INTERA (Appendix C) are generally consistent with those found in the vicinity of the
ammonium sulfate crystal tanks and other portions of the site.
3.3 Perched Water Elevations, Saturated Thicknesses, and Depths to
Water
As discussed in Section 2.1.3, Figure 5 is a contour map of perched water elevations generated
from fourth quarter, 2017 water level data. Figure 5 contains perched well and piezometer water
level data, and the elevations of all seeps and springs except Cottonwood Seep (for which there
is no evidence to establish a connection to the perched water system and which is located near
the Brushy Basin Member/Westwater Canyon Member contact, indicating that its elevation is
not representative of the perched potentiometric surface). Fill-in contours between the 10-foot
elevation contours are provided over portions of the site, including the area immediately west-
southwest of the tailings management system to allow detail in an area having relatively flat
hydraulic gradients.
Figure 5 was generated assuming that each seep or spring (except Cottonwood Seep) is a known
discharge point for perched groundwater and that the elevation of the seep or spring is
representative of the perched water elevation at that location (HGC, 2010g). As discussed in
Section 2.1.4, because of the presence of cottonwoods, perched groundwater elevations near
seeps/springs that are dry for portions of the year are likely to be near the surface.
Figure 14 shows the saturated thicknesses of the perched zone based on fourth quarter, 2017
water level data. Saturated thicknesses range from approximately 80 feet at MW-19 near the
northern wildlife ponds to less than 5 feet in the southwest portion of the site, downgradient of

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the tailings management system. A saturated thickness of approximately 2 feet occurs in well
MW-34 along the south dike of cell 4B, and the perched zone has been consistently dry at MW-
33 located at the southwest corner of cell 4B, and at MW-21 located south-southwest of cell 4B.
Abandoned well MW-16 (formerly located beneath cell 4B as shown in Figure 1A) was also
consistently dry. MW-21, MW-33 and abandoned well MW-16 are all located on a structural
high in the top of Brushy Basin Member surface (Figure 8).
Figure 15 shows depths to perched water as of the fourth quarter of 2017. Depths to perched
water range from approximately 35 feet below top of casing (btoc) northeast of the tailings
management system (at TWN-2, within the footprint of the historical pond) to approximately 115
feet btoc at the southwestern margin of cell 3. Prior to cessation of water delivery to the northern
wildlife ponds the shallowest depths to water were encountered in piezometers and wells near
these ponds.
3.4 Interpretation of Cross-Sections
Lithologic and soils cross-sections prepared for various portions of the site are discussed in the
following Sections. In general, the lithologies encountered in the borings used to construct the
cross-sections are consistent with the literature and with past investigations at the site (prior to
TITAN, 1994).
Central and Northeast Areas 3.4.1
Figures 16A, 16B and 17 are lithologic cross-sections in the central to northeast portions of the
site, as shown on Figure 1A. Figure 16A is a northeast-southwest oriented cross-section (NE-
SW) extending from abandoned well MW-3 to TWN-12. Figure 16B is a parallel cross section
(NE2-SW2) extending from TWN-18 to TWN-19. Figure 17 is a northwest-southeast cross-
section (NW-SE) extending from TWN-7 to abandoned piezometer Piez-3. Figures 16A, 16B,
and 17 indicate site features located near the cross-sections.
These cross-sections indicate that the top of Brushy Basin surface is irregular in the northeast
portion of the site and that, as discussed in Sections 3.1.2.1 and 3.1.2.2, the Burro Canyon
Formation and Dakota Sandstone contain shale/claystone and conglomerate interbeds of varying
thickness and continuity. Where poorly indurated (poorly cemented), coarser sand and
conglomeratic horizons are expected to be relatively permeable; shale/claystone horizons are
expected to be at least partial barriers to perched groundwater flow, and where present in the
vadose zone, to represent at least partial barriers to downward percolation of recharge. That local
saturated conditions have not been encountered above shale/claystone horizons during drilling

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within the Dakota Sandstone and Burro Canyon Formations suggests that recharge rates over
most of the site are generally low, except near unlined ponds or surface depressions, or other
areas having enhanced recharge due to their locations within drainages or due to relatively flat,
slowly drainable topography.
Figures 16A, 16B and 17 show that the perched water table surface remains relatively elevated in
the vicinities of the northern wildlife ponds and the historical pond. TWN-2 (Figure 1B) is
located within the footprint of the historical pond. As will be discussed in Section 3.5.2, the
persistently high water level at TWN-2 likely results from low permeability and possibly
enhanced recharge in the vicinity of TWN-2 due to graded areas of the millsite having relatively
flat topography and relatively slow runoff.
Southwest Area 3.4.2
Figures 18 and 19 are cross-sections showing the hydrogeology of the perched zone in the area
southwest of the tailings management system located as shown in Figure 1A. Figure 18 provides
west-east cross-sections (W-E and W2-E2) across the area immediately west and southwest of
cell 4B. Figure 19 is a south-north cross-section (S-N) from the south dike of cell 4B to Ruin
Spring. Cross-sections W-E and S-N are oriented approximately parallel to perched water flow
and W2-E2 is oriented roughly perpendicular to perched water flow. Except for abandoned DR-
series borings, water levels in the cross sections are based on fourth quarter, 2017 data. Water
levels for abandoned DR-series borings are from the second quarter, 2011. Water levels for DR-
series piezometers have not changed significantly between the third quarter of 2011 and the
fourth quarter of 2017 (as shown in Figure 20) suggesting that second quarter, 2011 water levels
for abandoned DR-series borings are likely representative of current conditions.
As shown in Figure 14, cross-sections W-E and W2-E2 in Figure 18, and cross section S-N in
figure 19, the saturated thickness of the perched zone in the southwest area of the site varies from
negligible to more than 20 feet. The variable saturated thickness has implications regarding the
flow of perched water to known discharge points Westwater Seep and Ruin Spring. Perched
water moving downgradient from the vicinity of the tailings management system westward
toward abandoned boring DR-2 must pass through a region of low saturated thickness occupied
by DR-6 and DR-7 (Figures 5, 14 and 18). By Darcy’s Law, downgradient areas affected by
groundwater discharge points such as Westwater Seep and Ruin Spring that have larger saturated
thicknesses must receive local recharge from precipitation because the water supplied by lateral
perched flow is inadequate to maintain the large saturated thicknesses in these areas.

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Two areas of relatively large saturated thickness that are downgradient of areas of small
saturated thickness are of particular interest: the area near DR-2 (abandoned) and DR-5 located
west of the area near DR-6 and DR-7 as shown in Figure 18 (cross-section W-E), and the area
near DR-25 located south of the area near MW-20 as shown in Figure 19 (cross-section S-N).
Each of the above areas of larger saturated thickness is downgradient of the corresponding area
of small saturated thickness, and each downgradient area of larger saturated thickness is affected
by a perched water sink or discharge point. The primary known perched groundwater discharge
point or sink downgradient of DR-2 (abandoned) and DR-5 are Westwater Seep to the northeast
and the paleovalley leading south to Ruin Spring (Figures 8 and 14). The primary discharge point
near abandoned boring DR-25 is Ruin Spring. Lateral flow from areas of larger saturated
thickness that may exist to the east of cross-section S-N may supply the water needed to maintain
the relatively large saturated thickness near DR-25. However, the reported temporary increases
in flow from Ruin Spring (and Westwater Seep) after precipitation events (HGC, 2010g) are
problematic unless flow is temporarily enhanced by local recharge.
As discussed in HGC (2010g), enhanced local recharge is likely near the mesa margins where
weathered Dakota Sandstone and Burro Canyon Formation are exposed by erosion (Figure E.2,
Appendix E). Lithologic Logs at DR-2 and DR-5 (Appendix A) show only a few feet of
unconsolidated material above the Dakota Sandstone and visual inspection of the mesa near DR-
2 (abandoned) and DR-5 shows that weathered Dakota is often exposed (consistent with the
geology presented in Dames and Moore (1978). Due to the thin veneer of alluvium overlying the
Dakota Sandstone, and thin or absent Mancos Shale, recharge near DR-2 and DR-5 (cross-
section W-E, Figure 18) will be facilitated. Similarly, in the area near abandoned boring DR-25
and Ruin Spring, recharge will be facilitated by the topography, the thinness or absence of the
Mancos Shale, and the surface exposure of the Dakota Sandstone and Burro Canyon Formation
between DR-25 and Ruin Spring (cross-section S-N, Figure 19).
3.5 Perched Water Occurrence and Flow
Description of the occurrence and flow of perched water at the site focuses on three general
areas: 1) the nitrate investigation area, 2) the vicinity of the chloroform plume, and 3) areas
beneath and downgradient of the tailings management system, as per Sections 3.5.2, 3.5.3, and
3.5.4 respectively.

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Overview 3.5.1
As discussed in Section 2.1.3, perched groundwater at the site occurs primarily within the Burro
Canyon Formation as well as the overlying Dakota sandstone where saturated thicknesses are
greater. Perched water flow is generally from northeast to southwest across the site. Flow onto
the site occurs as underflow from areas northeast of the millsite where perched zone saturated
thicknesses are generally greater. Flow exits the Mill property in seeps and springs to the east,
west, southwest and southeast. Any flow that does not discharge in seeps or springs presumably
exits as underflow to the southeast of Ruin Spring, along the southwest extending lobe of White
Mesa located between Ruin Spring and Corral Springs (Figure 1B).
3.5.1.1 General Site Flow Pattern
Fourth quarter 2017 perched water elevations (Figure 5) show the typical west-southwesterly to
south-southwesterly flow pattern at the site. The historic water level contour maps in Appendix
D demonstrate the persistence of the generally southwesterly perched flow pattern. As noted
previously, the Appendix D maps do not incorporate seep and spring elevations.
As discussed in Section 2.1.3, beneath and downgradient of the tailings management system, on
the west side of the site, perched water flow is south-southwest to west-southwest. On the eastern
side of the site perched water flow is generally southerly to south-southwesterly. Perched zone
hydraulic gradients currently range from a maximum of nearly 0.09 feet per foot (ft/ft) east of
cell 2 (within the chloroform plume, between TW4-10 and TW4-11) to approximately 0.002 ft/ft
in the northeast corner of the site (between TWN-19 and TWN-16). Hydraulic gradients in the
southwest portion of the site are typically close to 0.01 ft/ft, but the gradient is less than 0.005
ft/ft to the west-southwest of cell 4B, between cell 4B and DR-8. The overall average site
hydraulic gradient, between TWN-19 in the extreme northeast to Ruin Spring in the extreme
southwest, is approximately 0.011 ft/ft.
Perched groundwater discharges in springs and seeps along the mesa margins. These features are
located along Westwater Creek Canyon and Cottonwood Canyon to the west and southwest of
the site, and along Corral Canyon to the east of the site, where the Burro Canyon Formation is
exposed. Based on the data presented in Figure 5, the discharge points located most directly
downgradient of the tailings management system are Westwater Seep and Ruin Spring.
Westwater Seep is located approximately 2,200 feet west, and Ruin Spring is located
approximately 9,400 feet south-southwest, of the existing tailings management system
(Figure 1B).

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Dry areas beneath cell 4B and southwest of cell 4B (south of MW-21) affect perched water flow
and are defined in Figure 5 by areas where the kriged contact between the Burro Canyon
Formation and the Brushy Basin Member is higher in elevation than the kriged perched
groundwater elevation. The dry areas shown in Figure 5 encompass abandoned dry well MW-16,
dry well MW-21, dry well MW-33, and abandoned dry boring DR-18. The areas defined by the
heavy yellow dashed contour lines have saturated thicknesses estimated to be less than 5 feet. As
shown in Figure 5 and southwest area cross-sections (Figures 18 and 19), a large portion of the
perched zone west and southwest (downgradient) of the tailings management system has a
saturated thickness less than 5 feet. This zone has been persistent based on measurements since
the third quarter of 2011. An apparent perched water divide exists in the vicinity of DR-2
(abandoned, Figure 1A) and DR-5 (Figure 5). Perched water north of this apparent divide is
expected to flow primarily northeast toward Westwater Seep and perched water south of this
apparent divide is expected to flow primarily south toward Ruin Spring (as will be discussed in
Section 3.5.4).
Figure 14 shows the axes of paleoridges and paleovalleys in the Brushy Basin Member erosional
paleosurface and posted fourth quarter, 2017 saturated thicknesses. As indicated, paleoridges in
the southwest area of the site are associated with dry areas and with areas of low saturated
thicknesses; paleovalleys are associated with areas of higher saturated thicknesses. Westwater
Seep and Ruin Spring are located in paleovalleys. The average saturated thickness based on
measurements at MW-35, DR-7, and DR-6, which are the points closest to a line between the
southwest portion of cell 3 and Westwater Seep, is approximately 5 feet. The average saturated
thickness based on measurements at MW-37, DR-13, MW-3A, MW-20, and DR-21, which lay
close to a line between the southeast portion of cell 4B and Ruin Spring, is approximately 10
feet.
Perched groundwater mounding associated with the wildlife ponds locally changes the generally
southwesterly perched water flow patterns. For example, northeast of the Mill site, relict
mounding associated with the northern wildlife ponds results in locally northerly flow near
PIEZ-1. Mounding also causes the hydraulic gradient to be more westerly west of the ponds and
more easterly east of the ponds. The impact of the mounding associated with the northern ponds,
to which water has not been delivered since March 2012, continues to diminish as the mound
decays due to reduced recharge. Similarly, the impact of mounding associated with the southern
wildlife pond is diminishing due to reduced recharge. As discussed in Section 2.1.3, since the
first quarter of 2012, water levels have declined within the northern mound by as much as 21 feet
(at PIEZ-2), and within the southern mound by as much as 18 feet (at PIEZ-5).

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3.5.1.2 Influence of Pumping and Wildlife Pond Seepage on Flow and Dissolved
Constituent Concentrations
Figures 1A and 1B show the locations of chloroform and nitrate pumping wells at the site. MW-
4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37, and TW4-
39 are chloroform pumping wells; and TWN-2, TW4-22, TW4-24, and TW4-25 are nitrate
pumping wells. Figure 21 is a map showing kriged fourth quarter 2017 perched water levels, the
extents of the nitrate and chloroform plumes at the site, and inferred perched water flow paths.
Figure 22 is a detail map showing the locations of perched wells, fourth quarter, 2017 kriged
water levels, and inferred capture zones associated with pumping wells.
As discussed in Section 2 (although not shown on Figures 1A or 1B), two additional chloroform
wells, TW4-40 and TW4-41, were installed during February, 2018 (HGC, 2018b). TW4-40 was
installed approximately 200 feet south of TW4-26 and TW4-41 was installed immediately north-
northeast of TW4-4. TW4-41 was designed as a pumping well to augment chloroform mass
removal in the southern portion of the plume.
As described in HGC (2012a) the nitrate pumping system, which became operational in the first
quarter of 2013, is designed to (eventually) establish hydraulic capture of the nitrate plume
upgradient (north of) TW4-22 and TW4-24. MW-30 and MW-31, located at the downgradient
edge of the plume, are not pumped in order to minimize the potential for downgradient
chloroform migration. As described in HGC (2007) and HGC (2018b), the chloroform pumping
system, which became operational in 2003 with the pumping of MW-4, TW4-19, and MW-26
(TW4-15), and later enhanced by the addition of TW4-20 in 2005; TW4-4 in 2010; TW4-1,
TW4-2, TW4-11, TW4-21, and TW4-37 in 2015; and TW4-39 in 2016, is designed primarily to
reduce mass in upgradient portions of the plume where saturated thicknesses, concentrations, and
well productivities are higher. Mass reduction is thereby maximized, the source of chloroform to
downgradient areas cut off, and natural attenuation facilitated.
Local depression of the perched water table occurs near chloroform pumping wells MW-4, MW-
26, TW4-1, TW4-2, TW4-11, TW4-19, TW4-20, TW4-21, and TW4-39 (Figure 22). Pumping of
chloroform wells MW-4 and TW4-19 began in 2003 (HGC, 2004). Well-defined cones of
depression are evident near all chloroform pumping wells except TW4-4, which began pumping
in the first quarter of 2010, and TW4-37, which began pumping during 2015. Although operation
of chloroform pumping well TW4-4 has depressed the water table in the vicinity of TW4-4, a
well-defined cone of depression is not clearly evident. The lack of a well-defined cone of
depression near TW4-4 likely results from 1) variable permeability conditions in the vicinity of
TW4-4, and 2) persistent relatively low water levels at adjacent well TW4-14, as will be

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discussed in Section 3.5.3. The lack of a well-defined cone of depression near TW4-37 is likely
due to its close proximity to chloroform and nitrate pumping wells TW4-20 and TW4-22.
Local depression of the perched water table also occurs near nitrate pumping wells TW4-22,
TW4-24, and TW4-25 (Figure 22), which are operated to reduce nitrate mass in the perched
groundwater as per the nitrate CAP (HGC, 2012a). TWN-2 is also a nitrate pumping well but the
cone of depression associated with this well is apparently masked by its location on the edge of a
perched groundwater mound. Cones of depression may still be in the process of development in
the vicinities of nitrate pumping wells which were brought on-line in the first quarter of 2013.
Relatively slow development of capture zones is expected due to generally low permeability
within the nitrate plume.
The hydraulic effects of the chloroform and nitrate pumping systems overlap. Figure 22 shows
the inferred capture of both chloroform and nitrate pumping systems as of the fourth quarter,
2017. Capture zones are calculated by hand based on the kriged water level contours following
the rules for flow nets. From each pumping well, stream tubes that bound the capture zone are
reverse-tracked, and perpendicularity is maintained between each stream tube and the intersected
kriged water level contours.
Recharge from the wildlife ponds has impacted perched water elevations and flow directions at
the site by creating perched groundwater mounds as discussed in Section 3.5.1. Furthermore, the
March 2012 cessation of water delivery to the northern ponds, which are generally upgradient of
the nitrate and chloroform plumes at the site, has resulted in changing conditions that were
expected to impact constituent concentrations and migration rates within the plumes.
Specifically, past recharge from the ponds has helped limit many constituent concentrations
within the plumes by dilution while the associated groundwater mounding has increased
hydraulic gradients and contributed to plume migration. Since use of the northern ponds was
discontinued in March 2012, increases in constituent concentrations in many wells, and
decreases in hydraulic gradients within the plumes, are attributable to reduced recharge and the
decay of the associated groundwater mound.
The impacts associated with cessation of water delivery to the northern wildlife ponds were
expected to propagate downgradient (south and southwest) over time. Wells close to the ponds
were generally expected to be impacted sooner than wells farther downgradient of the ponds.
Therefore, constituent concentrations were generally expected to increase in downgradient wells
close to the ponds before increases were detected in wells farther downgradient of the ponds.
Although such increases were anticipated to result from reduced dilution, the magnitude and

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timing of the increases have been difficult to predict due to the complex permeability distribution
at the site and factors such as pumping and the rate of decay of the perched groundwater mound.
The potential exists for some wells completed in higher permeability materials to be impacted
sooner than some wells completed in lower permeability materials even though the latter may be
closer to the ponds. Localized increases in concentrations of constituents such as chloroform and
nitrate within and near the chloroform plume, and of nitrate and chloride within and near the
nitrate plume, may occur even when these plumes are under control. Ongoing mechanisms that
can be expected to increase constituent concentrations locally as a result of reduced wildlife pond
recharge include but are not limited to:
Reduced dilution - the mixing of low constituent concentration pond recharge into existing 1.
perched groundwater will be reduced over time.
Reduced saturated thicknesses – dewatering of any higher permeability layers receiving 2.
primarily low constituent concentration pond water will result in wells intercepting these
layers receiving a smaller proportion of the low constituent concentration water.
The combined impact of the above two mechanisms was considered to be especially likely at
chloroform and nitrate pumping wells and non-pumped wells adjacent to the pumped wells. The
expected overall impact was generally higher constituent concentrations in chloroform and
nitrate wells over time until mass reduction resulting from pumping and natural attenuation
eventually reduced concentrations. Short-term changes in concentrations at pumping wells and
wells adjacent to pumping wells are also expected to result from changes in pumping conditions.
Nitrate Investigation Area 3.5.2
The extent of the nitrate plume addressed by the nitrate CAP (HGC, 2012a) and referred to as the
‘nitrate plume’ (defined by nitrate as nitrogen concentrations exceeding 10 mg/L) is shown in
Figure 21. Figure 21 also displays kriged fourth quarter, 2017 perched water level contours and
inferred flow paths and shows the extent of the chloroform plume which overlaps the nitrate
plume in the vicinity of TW4-22. Nitrate exceeding 10 mg/L also occurs to the southeast of the
plume in relatively isolated pockets (near TW4-10, TW4-12, TW4-18, and TW4-27). As
discussed in HGC (2014a), this southeastern nitrate is attributed to sanitary leach field discharge
associated with the chloroform plume and potentially with former cattle ranching operations at
the site. Nitrate exceeding 10 mg/L at far down gradient location MW-20 is also potentially
associated with former cattle ranching operations. The potential for cattle to contribute nitrate to
soil is discussed in McFarland et al (2006). Elevated nitrate in soil can then act as a source to
groundwater.

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Perched groundwater flow within the area of the nitrate plume varies from southwest to west-
southwest. The generally southwesterly gradient typical of the majority of the site is influenced
by past recharge from the northern wildlife ponds, and elevated water levels in the vicinities of
wells TWN-2 and TWN-3. TWN-2 is within the footprint of the historical pond and TWN-3 is
immediately east of the footprint of the pond, as shown in Figure 1B. Recharge from the northern
wildlife ponds, located immediately northeast of the nitrate plume, caused a shift in gradient in
the northern portion of the plume from southwesterly to west-southwesterly (compare Appendix
D 1990 and 1994 water level maps with Figure 21). The persistently elevated water level at
TWN-2, which has functioned as a nitrate pumping well since the first quarter of 2013, likely
results from low permeability and possibly enhanced recharge in the vicinity of TWN-2 due to
graded areas of the millsite having relatively flat topography and relatively slow runoff.
Cones of depression associated with nitrate pumping wells TW4-22, TW4-24, TW4-25, and
TWN-2, have been developing since initiation of pumping during the first quarter of 2013.
Hydraulic capture associated with these wells is developing slowly due to low permeability
conditions. That sufficient capture will eventually develop is indicated by calculations presented
in HGC (2017) showing that nitrate pumping exceeds pre-pumping flow through the nitrate
plume by a factor of approximately 2.1.
Water level patterns near nitrate pumping wells are expected to be influenced by the presence of,
and the decay of, the groundwater mound associated with the northern wildlife ponds, and by the
persistently low water level elevation at TWN-7. Chloroform and nitrate pumping wells interact.
The long term interaction between nitrate and chloroform pumping systems continues to evolve.
Criteria regarding control and potential migration of the nitrate plume are detailed in the nitrate
CAP (HGC, 2012a). As stated in the CAP, MW-5, MW-11, MW-30, and MW-31 are located
downgradient of TW4-22 and TW4-24. MW-30 and MW-31 are within the nitrate plume near its
downgradient edge and MW-5 and MW-11 are outside and downgradient of the plume. Per the
CAP, hydraulic control based on concentration data is considered successful if the concentrations
of nitrate in MW-30 and MW-31 remain stable or decline, and concentrations of nitrate in
downgradient wells MW-5 and MW-11 do not exceed the 10 mg/L standard. Based on these
criteria, the nitrate plume is under control.
The plume has not migrated downgradient to MW-5 or MW-11 because nitrate has not been
detected at MW-11 and has been detected at concentrations less than 1 mg/L at MW-5. Nitrate
concentrations in both MW-30 and MW-31 at the downgradient edge of the plume have been
relatively stable, demonstrating that plume migration is minimal or absent (HGC, 2017).

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As discussed in Section 2, elevated chloride (exceeding 100 mg/L) commingles with the nitrate
plume. Chloride has been stable to increasing at MW-30 and is increasing at MW-31, consistent
with ongoing downgradient migration (HGC, 2017). The apparent increases in chloride and
stable nitrate at MW-30 and MW-31 suggest a natural attenuation process that is affecting nitrate
but not chloride. A likely process that would degrade nitrate but leave chloride unaffected is
reduction of nitrate by pyrite. The likelihood of this process in the perched zone is discussed in
HGC (2012c) and HGC (2017). Estimated natural nitrate degradation rates range from
approximately 172 pounds per year (lb/yr) to 200 lb/yr as discussed in HGC (2017). Based on
these rates, less than 200 years would be required to remediate the nitrate plume, even in the
absence of any direct mass removal by pumping.
Understanding of perched water level behavior in the area northeast of the millsite was enhanced
by the installation of TWN-series wells northeast of the nitrate plume in 2009. Prior to the
installation of these wells, upgradient information was limited to that provided by MW-1, MW-
18, MW-19, PIEZ-1, and PIEZ-2. As shown in Figure 1B, nitrate wells TWN-5, TWN-8, TWN-
9, TWN-10, TWN-11, TWN-12, TWN-13, TWN-15, and TWN-17 have been abandoned as per
the nitrate CAP.
In general, water level data provided by these TWN-series wells and existing wells and
piezometers in the northeast portion of the Mill property indicated that perched water flow is to
the southwest. Data from many of these wells helped to better define the extent of the perched
groundwater mound resulting from former recharge at the northern wildlife ponds. Figure 23 is a
water level contour map from the fourth quarter, 2011 constructed prior to both TWN well
abandonment and cessation of water delivery to the wildlife ponds. Comparing Figure 23 with
Figure 5 demonstrates the substantial reductions in the perched groundwater mounds associated
with the wildlife ponds between the fourth quarters of 2011 and 2017.
Vicinity of Chloroform Plume 3.5.3
As noted in Section 3.5.1.2, the footprint of the chloroform plume is shown in Figure 21. The
plume boundary is defined by the Groundwater Corrective Action Limit (GCAL) of 70 µg/L.
Water level and concentration data presented in this Section are from EFRI (2018b) or HGC
(2018a) unless otherwise indicated.
Perched groundwater flow within the area of the chloroform plume has been generally southerly
to southwesterly. The chloroform plume resulted from disposal of laboratory wastes to the
abandoned scale house and former office sanitary leach fields. The abandoned scale house leach
field is the likely source of the southeastern portion of the plume and the former office leach

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field is the likely source of the northwestern portion of the plume (HGC, 2007). Both of these
sources received laboratory wastes prior to operation of the tailings management system (circa
1980), and in the case of the abandoned scale house leachfield, prior to construction of the Mill.
Laboratory wastes prior to 1980 were first disposed to the abandoned scale house leach field and
later to the former office leach field. Laboratory wastes have been disposed to the tailings
management system since it became operational circa 1980.
The abandoned scale house leach field was located immediately north-northwest of well TW4-18
(Figure 1B). Historic perched water flow in this area was generally to the south (Appendix D).
Chloroform disposed in the abandoned scale house leach field migrated primarily southerly to
the vicinity of well MW-4 where it was detected in 1999. Hydraulic gradients and flow
directions in this area were impacted by pre-2012 recharge from the northern wildlife ponds
located north of MW-4.
The former office leach field is located in the immediate vicinity of well TW4-19 (a chloroform
pumping well) and immediately northeast of cell 2 (and chloroform pumping well TW4-20)
[Figure 1B]. Perched water flow in this area was historically southwest (Appendix D), and
hydraulic gradients were enhanced by pre-2012 recharge from the northern wildlife ponds
(located to the northeast).
Once chloroform pumping began in 2003 the flow regime, formerly dominated by wildlife pond
recharge in the vicinity of the chloroform plume, began to change locally under the influence of
the pumping. Reduced wildlife pond recharge since the first quarter of 2012 and the initiation of
nitrate pumping in the first quarter of 2013 have also impacted the flow regime.
Well defined cones of depression are evident in the vicinity of all chloroform pumping wells
except TW4-4, which began pumping in the first quarter of 2010, and TW4-37, which began
pumping during 2015. The lack of a well-defined cone of depression near TW4-37 is likely due
to its close proximity to chloroform pumping well TW4-20 and nitrate pumping well TW4-22.
The lack of a well-defined cone of depression near TW4-4 likely has causes other than proximity
of other pumping wells, although operation of chloroform pumping well TW4-4 has depressed
the water table in the vicinity of TW4-4.
As discussed in Section 3.5.1.2 variable permeability conditions likely contribute to the lack of a
well-defined cone of depression near chloroform pumping well TW4-4. Changes in water levels
at wells immediately south of TW4-4 resulting from TW4-4 pumping are expected to be muted
because TW4-4 is located at a transition from relatively high to relatively low permeability
conditions south (downgradient) of TW4-4. The permeability of the perched zone at TW4-6,

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TW4-26, and TW4-29 is approximately two orders of magnitude lower than at TW4-4 (Table 1).
Any drawdown of water levels at wells immediately south of TW4-4 resulting from TW4-4
pumping is also difficult to determine because of the general increase in water levels that
occurred in this area due to past recharge from the wildlife ponds.
Water levels at TW4-4 and TW4-6 increased by nearly 2.7 and 2.9 feet, respectively, between
the fourth quarter of 2007 and the fourth quarter of 2009 (just prior to the start of TW4-4
pumping) at rates of approximately 1.2 feet/year and 1.3 feet/year, respectively. However, the
increase in water level at TW4-6 was reduced after the start of pumping at TW4-4 (first quarter
of 2010) to approximately 0.5 feet/year suggesting that TW4-6 is within the hydraulic influence
of TW4-4 (Figure 24).
Since the fourth quarter of 2013, water levels in all wells currently within the chloroform plume
south of TW4-4 (TW4-6, TW4-29, and TW4-33) have been trending generally downward. This
downward trend is attributable to both the cessation of water delivery to the wildlife ponds and
pumping. Generally increasing water levels are now confined to some of the wells marginal to
the chloroform plume such as TW4-14, TW4-27, TW4-30, and TW4-31.
These spatially variable water level trends likely result from pumping conditions, the
permeability distribution, and distance from the wildlife ponds. Wells that are relatively
hydraulically isolated (due to completion in lower permeability materials or due to intervening
lower permeability materials) and that are more distant from pumping wells and the wildlife
ponds, are expected to respond more slowly to pumping and reduced recharge than wells that are
less hydraulically isolated and are closer to pumping wells and the wildlife ponds. Wells that are
more hydraulically isolated will also respond more slowly to changes in pumping.
The ongoing lack of a well-defined cone of depression at TW4-4 is also influenced by the
persistent, relatively low water level at non-pumping well TW4-14, located east of TW4-4 and
TW4-6. For the fourth quarter of 2017, the water level at TW4-14 (approximately 5534.3 ft
amsl) is less than 1 foot lower than the water level at TW4-6 (approximately 5534.5 ft amsl) and
nearly 5 feet lower than the water level at TW4-4 (approximately 5539.1 ft amsl), even though
TW4-4 is pumping. In general, water level differences among these wells are diminishing.
The static water levels at wells TW4-14 and downgradient well TW4-27 (installed south of
TW4-14 in the fourth quarter of 2011) were similar (within 1 to 2 feet) until the third quarter of
2014; both appeared anomalously low. TW4-27 was positioned at a location considered likely to
detect any chloroform present and/or to bound the chloroform plume to the southeast and east
(respectively) of TW4-4 and TW4-6. As will be discussed below, groundwater data collected

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since installation indicates that TW4-27 does indeed bound the chloroform plume to the
southeast and east of TW4-4 and TW4-6 (respectively); however chloroform exceeding 70 µg/L
has been detected at more recently installed temporary perched wells TW4-29 (located south of
TW4-27) and TW4-33 (located between TW4-4 and TW4-29).
Prior to the installation of TW4-27, the persistently low water level at TW4-14 was considered
anomalous because it appeared to be downgradient of all three wells TW4-4, TW4-6, and TW4-
26, yet chloroform had not been detected at TW4-14. Chloroform had apparently migrated from
TW4-4 to TW4-6 and from TW4-6 to TW4-26. This suggested that TW4-26 was actually
downgradient of TW4-6, and TW4-6 was actually downgradient of TW4-4, regardless of the
flow direction implied by the low water level at TW4-14. The water level at TW4-26 (5533.4
feet amsl) is, however, lower than water levels at adjacent wells TW4-6 (5534.5 feet amsl), and
TW4-23 (5535.7 feet amsl).
Hydraulic tests indicate that the permeability at TW4-27 is an order of magnitude lower than at
TW4-6 and three orders of magnitude lower than at TW4-4 (Table 1). Past similarity of water
levels at TW4-14 and TW4-27, and the low permeability estimate at TW4-27, suggested that
both wells were completed in materials having lower permeability than nearby wells. The low
permeability condition likely reduced the rate of long-term water level increase at TW4-14 and
TW4-27 compared to nearby wells, yielding water levels that appeared anomalously low. This
behavior is consistent with hydraulic test data collected from more recently installed wells TW4-
29, TW4-30, TW4-31, TW4-33, TW4-34 and TW4-35, which indicate that the permeability of
these wells is one to two orders of magnitude higher than the permeability of TW4-27 (Table 1).
Hydraulic tests also indicate that the permeability at TW4-36 is slightly higher than but
comparable to the low permeability at TW4-27, suggesting that TW4-36, TW4-14 and TW4-27
are completed in a continuous low permeability zone.
The fourth quarter, 2017 water level at TW4-27 (approximately 5528.9 ft. amsl) is more than 5
feet lower than the water level at TW4-14 (5534.3 ft. amsl). Increases in water level differences
between TW4-14 and TW4-27 since 2013 are attributable to more rapid increases in water levels
at TW4-14 compared to TW4-27. This behavior likely results primarily from: the relative
positions of the wells; past water delivery to the northern wildlife ponds; and the permeability
distribution. Past seepage from the ponds caused propagation of water level increases in all
directions including downgradient to the south. The relative hydraulic isolation of TW4-14 and
TW4-27 delayed responses at these locations to such an extent that they are still responding to
the past seepage. Water levels at these wells are still lower than in surrounding higher
permeability materials even though water levels in surrounding materials are now generally

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decreasing due to reduced wildlife pond seepage and pumping. As a result, water levels at TW4-
14 and TW4-27 are still increasing. Compared to TW4-27, the rate of increase is higher at TW4-
14 due to factors that include: closer proximity to the northern pond seepage source; a smaller
thickness of low permeability materials separating TW4-14 from surrounding higher
permeability materials; and hydraulic gradients between TW4-14 and surrounding higher
permeability materials that on average have been larger. Slowing of the rates of water level
increase at TW4-14 (since 2015) and TW4-27 (since early 2014) is attributable to reduced
hydraulic gradients as TW4-14 and TW4-27 water levels ‘catch up’ with water levels in
surrounding higher permeability materials.
In addition, water levels in this area may also be affected by reduced recharge at the southern
wildlife pond and the consequent decay of the associated groundwater mound. The decay of the
southern mound is likely to contribute to the reduction in hydraulic gradients between the low
permeability materials penetrated by TW4-14 and TW4-27 and the surrounding higher
permeability materials. TW4-27 is closer to the southern wildlife pond than TW4-14. Any
reduction in hydraulic gradients attributable to the southern pond is expected to impact TW4-27
sooner and to a greater extent than TW4-14, consistent with the lower rate of increase in water
levels at TW4-27, and the earlier reduction in the rate of increase (since early 2014) as discussed
above.
The low permeability at TW4-14 and TW4-27 is expected to retard the transport of chloroform
to these wells (compared to nearby wells). TW4-14 and TW4-27 remain outside the plume with
fourth quarter, 2017 chloroform concentrations of approximately 6.1 µg/L and 5.9 µg/L,
respectively.
Chloroform exceeding 70 µg/L detected at TW4-29 and TW4-33 since their installation in 2013
indicated that, in addition to migrating south from TW4-4 to TW4-6 and TW4-26, chloroform
also migrated along a relatively narrow path to the southeast from the vicinity of TW4-4 to TW4-
33 then TW4-29. Such migration was in a direction nearly cross-gradient with respect to the
direction of groundwater flow implied by the historic groundwater elevations in this area, which,
until relatively recently, placed TW4-14 almost directly downgradient of TW4-4. Such migration
was historically possible because the water levels at TW4-29 have been lower than the water
levels at TW4-4 (and TW4-6). The permeability and historic water level distributions are
generally consistent with the apparent nearly cross-gradient migration of chloroform from TW4-
4 around the low permeability zone defined by TW4-36, TW4-14, and TW4-27.

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During the fourth quarter of 2017 chloroform at TW4-30 (located east and downgradient of
TW4-29) was detected at approximately 13.4 µg/L, and was not detected at wells TW4-31
(located east of TW4-27), TW4-34 (located south and cross-gradient of TW4-29), nor TW4-35
(located southeast and generally cross- to downgradient of TW4-29).
Data from wells within and adjacent to the southern portion of the chloroform plume indicate
that:
Chloroform exceeding 70 µg/L at TW4-29 is bounded by concentrations below 70 µg/L at 1.
wells TW4-23, TW4-27, TW4-30, TW4-34, and TW4-35. TW4-30 is downgradient of
TW4-29; TW4-23 is generally cross- to upgradient of TW4-29; and TW4-27, TW4-34 and
TW4-35 are generally cross- to downgradient of TW4-29.
Chloroform concentrations at TW4-33 that are lower than concentrations at TW4-29, and 2.
the likelihood that a pathway exists from TW4-4 to TW4-33 to TW4-29, suggest that
concentrations in the vicinity of TW4-33 were likely higher prior to initiation of TW4-4
pumping, and that lower concentrations currently detected at TW4-33 are due to its closer
proximity to TW4-4.
Chloroform concentrations at TW4-26 exceeded 70 µg/L for the first time during the 3.
second quarter of 2017. Chloroform at TW4-26 is bounded by non-detectable
concentrations at TW4-23 (located up- to cross-gradient of TW4-26), and at TW4-34
(located downgradient of TW4-26). Chloroform at TW4-26 is bounded far to the south-
southwest (cross-gradient) by MW-17 (non-detect) and far to the south (cross- to
downgradient) by MW-22 (non-detect) but is not bounded directly to the south by any
nearby wells.
As discussed above, a new chloroform well (TW4-40) was installed during February, 4.
2018 in an attempt to bound the plume immediately to the south of TW4-26, and a new
pumping well, TW4-41, was installed near TW4-4 to improve chloroform mass removal
within the southern portion of the plume (HGC, 2018b).
Eventually, TW4-4 pumping (enhanced by pumping at TW4-41) is likely to reduce chloroform at
both TW4-33 and TW4-29 by cutting off the source. The decrease at TW4-33 is expected to be
faster than at TW4-29 because TW4-33 is in closer proximity to TW4-4 pumping. Such behavior
is expected by analogy with the temporary decreases in chloroform concentrations that occurred
at TW4-6 and TW4-26 once TW4-4 pumping began (discussed above). Since installation in
2013, however, concentrations at TW4-33 appear to be relatively stable; since the third quarter of
2014, concentrations at TW4-29 appear to be generally increasing.
Relatively stable chloroform at TW4-33 and generally increasing concentrations at TW4-29
suggest that chloroform migration has been arrested at TW4-33 by TW4-4 pumping and that
increasing chloroform at downgradient well TW4-29 results from a remnant of the plume that

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continues to migrate downgradient (toward TW4-30, which bounds the plume to the east). The
influence of TW4-4 pumping at the distal end of the plume is consistent with generally
decreasing water levels at both TW4-29 and TW4-33.
Decreasing water level trends at these wells are also consistent with reduced wildlife pond
seepage. The decay of the groundwater mound associated with the southern wildlife pond, which
is 3 to 4 times closer to the southern extremity of the chloroform plume than the northern ponds,
is likely to have an impact on water levels within and adjacent to this portion of the plume.
Similarly, decreasing water level trends (since about the fourth quarter of 2013) at TW4-6 and
TW4-26, and increased concentrations (since the first quarter of 2014 and the third quarter of
2016, respectively) are consistent with reduced wildlife pond seepage, in particular, reduced
seepage from the southern wildlife pond. As the groundwater mound associated with the
southern pond decays, groundwater flow directions in the southern extremity of the plume are
likely to become more southerly (rather than southeasterly), and plume migration is likely to turn
more to the south. An increasingly southerly direction of plume migration is consistent with
increasing concentrations at TW4-26. Continued decay of the southern mound is expected to
result in eventual restoration of the typical site southwesterly flow pattern within this portion of
the plume.
Detectable chloroform concentrations at TW4-14 (since the fourth quarter of 2014) and TW4-27
(since the third quarter of 2015) suggest ongoing, but slow, downgradient migration of
chloroform from the distal end of the plume (defined by TW4-29 and TW4-33) into the low
permeability materials penetrated by TW4-14 and TW4-27.
Although chloroform at the southeastern extremity of the plume may temporarily continue to
migrate to the southeast, the southeastern extremity of the plume is approximately 1,200 feet
from the closest (eastern) property boundary (Figure 1B). Site water level data suggest that the
plume is unlikely to reach the eastern property boundary as perched water flow along the
boundary to the east of the southeastern extremity of the plume appears to be generally south-
southwesterly and sub-parallel to the boundary (Figure 1B; Figure 21; HGC, 2014a). The
southern property boundary on the east side of the site is more than three miles to the south of
the plume and the nearest downgradient discharge point (Ruin Spring) is nearly two miles to the
south-southwest of the plume. Because of the large distance to the southern property boundary,
chloroform mass removal by pumping, and natural attenuation of chloroform, it is unlikely that
chloroform within the southern or southeastern extremities of the plume will ever reach the
southern property boundary at concentrations exceeding the GCAL.

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As discussed in HGC (2018a), reduced dilution from reduced wildlife pond recharge caused
average chloroform concentrations and calculated residual masses within the plume to increase
after 2012; however both average concentrations and calculated residual masses have been
trending downward since 2015. In addition, the more than doubling of the number of chloroform
pumping wells since 2014 has increased mass removal rates and has helped to maintain a
relatively large proportion of the plume mass under hydraulic capture (nearly 90%).
Furthermore, as will be discussed in Section 4.4.3, first-order chloroform biodegradation rate
calculations presented in HGC (2007) and HGC (2018a) indicate that less than 200 years would
be required to remediate the plume, even in the absence of any direct mass removal by pumping.
Beneath and Downgradient of the Tailings Management System 3.5.4
As discussed in Section 2, more than 37 years of groundwater monitoring beneath and
downgradient of the tailings management system indicates that the system has not impacted
groundwater. In the event that potential seepage from the tailings management system should
impact groundwater at a future date, the likely pathways to known discharge points Westwater
Seep and Ruin Spring are calculated in Section 3.5.4.1. Perched zone water balances within the
areas near DR-2 (abandoned) and DR-5, and flow within the vicinities of Westwater Seep and
Ruin Spring are calculated in Sections 3.5.4.2 and 3.5.4.3.
3.5.4.1 Overview
Figure 25 is a perched water level contour map showing inferred pathlines from various locations
on the west or south (downgradient) dikes of tailings management system cells toward known
discharge points Westwater Seep and Ruin Spring. These pathlines show the primary expected
directions of perched water flow. As indicated, perched water passing beneath the west dike of
cell 4B has the potential to travel to either of known discharge points Westwater Seep or to Ruin
Spring because of an apparent groundwater divide in the vicinity of DR-2 (abandoned; Figure
1A) and DR-5. Perched water north of this apparent divide is expected to flow primarily
northeast to Westwater Seep and perched water south of this apparent divide is expected to flow
primarily south toward Ruin Spring. The presence of this apparent divide is consistent with
enhanced recharge over this portion of the mesa.
The path to Ruin Spring from the area south of the apparent groundwater divide is sub-parallel to
the western rim of the mesa. The path is generally along a paleovalley between the mesa rim and
the dry portion of the Brushy Basin Member paleoridge defined by MW-21 and abandoned
boring DR-18. Perched water passing beneath the south dike of cell 4B is expected to travel

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south-southwest to Ruin Spring, to the east of the dry paleoridge defined by MW-21 and
abandoned boring DR-18.
As discussed previously, the data suggest that perched water flow in the southwest portion of the
site is influenced by paleotopography to a greater extent than in other areas of the site due to the
prevalence of relatively small saturated thicknesses.
As discussed in Section 2.1.4, there is no evidence to hydraulically connect Cottonwood Seep to
the perched water system; therefore no inferred flow pathway depicted in Figure 25 leads to
Cottonwood Seep. Section 3.6.3 posits a potential pathway that may hypothetically exist between
the perched zone near DR-8 and Cottonwood Seep for purposes of travel time calculations, and
to allow for the possibility that an as yet unidentified pathway may exist.
3.5.4.2 Water Balance Near DR-2 and DR-5
Enhanced recharge south/southwest of Westwater Seep near DR-2 (abandoned; Figure 1A) and
DR-5 is likely needed to maintain the relatively large saturated thicknesses there, considering the
slow rate of perched water flow into this area via the zone of small saturated thickness and the
presence of known discharge point Westwater Seep to the northeast and the paleovalley leading
south to Ruin Spring (acting as a sink).
Because the water columns in most piezometers penetrating the area of low saturated thicknesses
were inadequate for hydraulic testing, only one estimate of hydraulic conductivity was obtained,
at DR-10. As shown in Table 1, the KGS method hydraulic conductivity estimates at DR-10
(located within the area of low saturated thickness) were one to two orders of magnitude lower
than at DR-5 and DR-9, located west of the area of low saturated thickness. Assuming the
estimate at DR-10 is representative of the area of low saturated thickness, the transmissivity (the
product of hydraulic conductivity and saturated thickness) of the area of low saturated thickness
is two to three orders of magnitude lower than for the area of larger saturated thickness to the
west (near DR-2 [abandoned], DR-5, and DR-9). Figures 5 and 25 show that the hydraulic
gradient in this area is relatively flat; the gradient does not change significantly across the area of
low saturated thickness, but flattens to the west (downgradient) of the area.
Water flows westward from the area of the tailings management system through the area of low
saturated thickness between DR-6 and DR-10 (Figure 25). The fourth quarter, 2017 saturated
thicknesses at DR-6 and DR-10 are approximately 1.7 feet and 2.5 feet, respectively, averaging
2.1 feet. Using Darcy’s Law, and assuming a hydraulic conductivity of 3 x 10-6 cm/s (0.0084 feet
per day [ft/day], based on the KGS estimate provided for DR-10 in Table 1), an average

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hydraulic gradient of approximately 0.0056 ft/ft, an average saturated thickness of approximately
2.1 ft, and a width of approximately 1,600 feet (the approximate distance between DR-6 and DR-
10), the rate of perched water flow westward through the area of low saturated thickness is
approximately 0.16 cubic feet per day (ft3/day) or 0.00082 gpm.
Water flows out of the area of larger saturated thickness (near DR-2 [abandoned] and DR-5) to
the northeast toward known discharge point Westwater Seep and to the south through the
paleovalley leading towards known discharge point Ruin Spring. The rate of flow out of this area
northeast to Westwater Seep is expected to be smaller than the discharge rate at Westwater Seep
which also receives water from the east and northeast. The discharge rate at Westwater Seep is
too small for a reliable estimate. However, the rate of flow south through the paleovalley leading
towards Ruin Spring can be calculated using the geometric average hydraulic conductivity of
0.0089 ft/day (based on KGS estimates for DR-8 [October, 2012 estimate], DR-9, and DR-10 in
Table 1), an approximate hydraulic gradient of 0.0083 ft/ft (between DR-9 and DR-14), an
average saturated thickness of approximately 12 ft, and a width of approximately 2,250 ft
(between DR-8 and DR-10), as 2.0 ft3/day, or approximately 0.01 gpm, an order of magnitude
larger than the calculated flow into the area. The difference between calculated inflow and
outflow is approximately 0.009 gpm.
These calculations indicate that an additional water source is needed to maintain the relatively
large saturated thicknesses west of the area of low saturated thickness between DR-6 and DR-10;
otherwise Westwater Seep and the paleovalley to the south would drain the area of larger
saturated thickness more quickly than water was supplied. The most likely source of additional
water is infiltration of precipitation enhanced by the direct exposure of weathered Dakota
Sandstone and Burro Canyon Formation, and the thinness or absence of any overlying low
permeability materials such as the Mancos Shale. Assuming uniform recharge over the portion of
the mesa west of Westwater Seep and north of DR-8 and DR-9 (an area of approximately 175
acres, or 7.6 x 106 square feet [ft2]), the calculated difference of 0.009 gpm implies a
conservatively low recharge rate of approximately 0.001 inches per year (in/yr). Most of the
recharge likely occurs near the mesa rim where the Dakota Sandstone and Burro Canyon
Formation are exposed (Figure E.1 and Figure E.2, Appendix E). Such recharge is expected to be
enhanced within drainages where they cross weathered Dakota Sandstone and Burro Canyon
Formation.
Furthermore, these calculations indicate that perched water flow in the portion of the site south
of Westwater Seep is inadequate as a primary supply to Cottonwood Seep. Perched water flow
from the area of the tailings management system through the area of low saturated thickness

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towards Cottonwood Seep would have to be more than three orders of magnitude higher than
calculated above to provide a supply of between approximately 1 and 10 gpm. The required flow
would have to be even larger considering that some of the incoming flow is diverted to known
discharge point Westwater Seep and to the paleovalley that leads south to known discharge point
Ruin Spring. Even if this calculation were performed using the geometric average of the KGS
hydraulic conductivity estimates for all tested DR-series piezometers (approximately 1 x 10-5
cm/s or 0.028 ft/day) rather than the estimate for DR-10 (3 x 10-6 cm/s or 0.0084 ft/day), the
calculated rate of flow through the area of low saturated thickness would be approximately
0.0031 gpm, which is still approximately three orders of magnitude lower than the estimated
discharge rate of Cottonwood Seep. The inadequacy of the perched zone as the primary supply to
Cottonwood Seep indicates that the primary source or sources of Cottonwood Seep lie elsewhere.
3.5.4.3 Water Balance Near Ruin Spring and Westwater Seep
Figure 26 is a map showing inferred perched groundwater pathlines in the immediate vicinities
of Ruin Spring and Westwater Seep. These pathlines were used to estimate expected flow rates
to these features based on Darcy’s Law using local hydraulic gradients, saturated thicknesses,
and hydraulic conductivity estimates. Saturated thicknesses posted on Figure 26 were calculated
as the difference between kriged fourth quarter, 2017 water level and top of Brushy Basin
Member surfaces.
The water level contours plotted on Figure 26 do not demonstrate the increase in hydraulic
gradient that would generally be expected when groundwater approaches a discharge point such
as Ruin spring (or an extraction well). However, the increase in hydraulic gradient is evident if
an additional data point, DR-25 (Figure 1A), is considered. Boring DR-25 was abandoned during
2011; however, as shown in Figure 20, water levels at DR-series piezometers have been stable.
Therefore, the water level at abandoned boring DR-25 at the present time would likely be about
the same as the second quarter, 2011 water level that was included in Figure 19. As shown in
Figure 19 the water table (and hydraulic gradient) show the expected steepening approaching
Ruin Spring.
The area of the perched zone providing flow to Ruin Spring was estimated by assuming the flow
is approximately divided between Ruin Spring to the west and Corral Springs to the east. This
division coincides approximately with a groundwater divide that extends southwest from the
southern wildlife pond toward Ruin Spring, approximately parallel to the southeasternmost flow
path depicted on Figure 21. Using the geometric average hydraulic conductivity based on
estimates at DR-21, DR-23, and DR-24 (2.2 x 10-5 cm/s or 0.062 ft/day based on KGS analysis

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of automatically logged slug test data [Table 6]), which are closest to Ruin Spring, an average
hydraulic gradient of approximately 0.01 ft/ft, and an average saturated thickness of
approximately 17.5 feet over a width of approximately 7,700 feet (along the 5420 foot elevation
contour), yields a rate of perched flow of approximately 84 ft3/day or 0.44 gpm.
The calculated value of 0.44 gpm is slightly less than the estimated average flow for Ruin Spring
of approximately 0.5 gpm. Assuming that the difference between the calculated perched water
flow and the estimated flow at Ruin Spring (0.06 gpm or 12 ft3/day) is due to local recharge over
the area of Figure 26 covered by the inferred flow paths (approximately 420 acres or 18.3 x 106
ft2), then the local recharge rate needed to make up the difference is approximately 6.6 x 10-7
ft/day or 0.0029 in/yr. If the average flow for Ruin Spring were as high as 1 gpm, then
approximately 0.56 gpm, or 0.026 in/yr of local recharge would be needed to make up the
difference. Both estimates of local recharge are relatively small and within a range that is
reasonable considering the topography and surface lithology of this portion of the site.
Perched groundwater flow to Westwater Seep was similarly estimated. Hydraulic conductivities
used in the calculations are summarized in Table 6. Hydraulic conductivity estimates at DR-5,
DR-8, DR-9, DR-10, and DR-11 are based on automatically logged slug test data analyzed using
the KGS solution method; estimates at MW-12, MW-14, and MW-15 are based on pumping test
analyses reported in TITAN (1994) [Table 4]. Estimates from DR-2, DR-16, and DR-17 are not
available as hydraulic tests could not be performed because these borings were abandoned after
surveying and water level collection based on the criteria presented in HGC (2012b). Tests also
could not be performed at DR-6 nor DR-7 due to an insufficient water column.
Using a geometric average hydraulic conductivity of 9.8 x 10-6 cm/s (0.027 ft/day), an average
hydraulic gradient of 0.013 ft/ft, and an average saturated thickness of 4.8 feet over a width of
approximately 3,300 feet, yields a rate of perched flow of approximately 5.6 ft3/day or 0.029
gpm. If the geometric average of the hydraulic conductivities estimated at the four closest wells
(MW-23, MW-24, MW-35, and DR-5) is substituted (1.8 x 10-5 cm/s [0.05 ft/day]), the
calculated rate of perched flow is 10.3 ft3/day or 0.054 gpm. In calculating the latter average, the
highest estimate from the MW-24 test was used. Because the flow to Westwater Seep is too
small to be reliably measured (as discussed in Section 3.7), either result is considered reasonable.
3.6 Perched Water Migration Rates and Travel Times
Perched groundwater pore velocities and travel times along selected pathlines shown in Figure
27 were calculated using Darcy’s Law. The calculated pore velocities and travel times are

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representative of the movement of a conservative solute assuming no hydrodynamic dispersion.
Hydraulic conductivity estimates used for pathlines 1, 2A, and 2B are summarized in Table 7,
and for pathlines 3 through 6 in Table 8. Pore velocity estimates are summarized in Table 9.
Nitrate Investigation Area 3.6.1
Perched groundwater pore velocities and travel times were calculated along Path 1 (Figure 27)
located within the nitrate plume. Path 1 is approximately 1,425 feet long. Under current
conditions, a particle migrating along Path 1 would be captured by nitrate pumping well TW4-24
(near the center of the plume).
The average hydraulic conductivity along Path 1 is assumed to be the geometric average of the
conductivities of wells located within and immediately upgradient and downgradient of the
nitrate plume (wells TWN-2, TWN-3, TWN-18, TW4-21, TW4-22, TW4-24, TW4-37, MW-11,
MW-27, MW-30, and MW-31) as estimated by analyzing automatically logged slug test data
using the KGS solution (Table 7). Using a geometric average conductivity of 1.27 x 10-4 cm/s
(0.36 ft/day), a hydraulic gradient of 0.023 ft/ft, and a porosity of 0.18, the estimated average
pore velocity along Path 1 is approximately 17 ft/yr. This implies that, under current conditions,
approximately 84 years would be required to traverse Path 1.
Historic hydraulic gradients within the area of the nitrate plume were likely much larger than
0.023 ft/ft during the time prior to Mill construction when the historical pond was active (Figure
1B). The depth to water at TWN-2, located within the former footprint of the historical pond
(Figure 1B), was approximately 16 feet bls prior to its conversion to a nitrate pumping well. The
relatively small depth to water is interpreted to result from the relatively low perched zone
permeability at TWN-2 (approximately 1.5 x 10-5 cm/s) and slightly elevated recharge by
precipitation resulting from the relatively flat topography in that portion of the site. When the
historical pond was active and ponded water was present in the vicinity of TWN-2, depths to
water were likely negligible as the associated groundwater mound likely reached an elevation
just beneath the pond bottom.
Historic water level maps (Appendix D) show that water levels in the vicinities of MW-30 and
MW-31, located along the downgradient margin of cell 2, and at the downgradient margin of the
nitrate plume, were approximately 5,520 feet amsl. Assuming that the perched water level
beneath the historical pond was close to the pond bottom (approximately 5,625 feet amsl), the
perched water level at the downgradient edge of cell 2 was approximately 5,520 feet amsl, and
the distance between the southern edge of the historical pond and the downgradient edge of cell 2
was approximately 2,200 feet, the historic hydraulic gradient is calculated as approximately

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0.048 ft/ft. This estimate is more than four times the overall average site hydraulic gradient of
approximately 0.011 ft/ft (calculated between TWN-19 and Ruin Spring).
Using the geometric average hydraulic conductivity of 0.36 ft/day (as discussed above), the
estimated historic hydraulic gradient of 0.048 ft/ft, and a porosity of 0.18, the estimated historic
pore velocity downgradient of the historical pond is approximately 35 ft/yr, implying that nitrate
originating from the historical pond could have migrated to the downgradient edge of cell 2
within 63 years. Assuming the historical pond was active circa 1920, that nitrate was
conservative, and ignoring hydrodynamic dispersion, nitrate originating from the historical pond
could have reached the vicinities of MW-30 and MW-31 by 1983.
Vicinity of Chloroform Plume 3.6.2
Perched groundwater pore velocities and travel times along Paths 2A and 2B (Figure 27), located
within the vicinity of the chloroform plume, were calculated. Path 2A is approximately 1,045
feet long and path 2B is approximately 1,190 feet long. Under current conditions, a particle
migrating along Path 2A would be captured by chloroform pumping well MW-26, and. a particle
migrating along Path 2B would be captured by chloroform pumping well TW4-2. In evaluating
average hydraulic conductivities along these paths, estimates assuming both confined and
unconfined conditions were used. This methodology is considered appropriate for this area of the
site because of the potential for semi-confined conditions to exist at least locally (HGC, 2004).
The average hydraulic conductivity along Path 2A is assumed to be the geometric average of the
conductivities of nearby wells MW-26, TW4-5, TW4-9, TW4-10, and TW4-18 (Table 7). Using
a geometric average conductivity of 3.88 x 10-4 cm/s (1.1 ft/day), a hydraulic gradient of 0.022
ft/ft, and a porosity of 0.18, the estimated average pore velocity along Path 2A is approximately
48 ft/yr. This pore velocity implies that, under current conditions, approximately 22 years would
be required to traverse Path 2A.
The average hydraulic conductivity along Path 2B is assumed to be the geometric average of the
conductivities of nearby wells MW-4A, TW4-2, TW4-8, TW4-9, TW4-28 and TW4-38 (Table
7). Estimates based on the early time data for MW-4A (formerly located approximately 10 feet
south of MW-4) were used in calculating the averages because these data are considered more
representative of conditions in the immediate vicinity of MW-4. Using a geometric average
conductivity of 1.21 x 10-4 cm/s (0.34 ft/day), a hydraulic gradient of 0.039 ft/ft, and a porosity
of 0.18, the estimated average pore velocity along Path 2B is approximately 27 ft/yr. This pore
velocity implies that, under current conditions, approximately 44 years would be required to
traverse Path 2B.

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Historic hydraulic gradients within the northern (upgradient) areas of the eastern portion of the
chloroform plume (prior to about 1990) were likely larger and contributed to relatively rapid
movement of chloroform from the abandoned scale house leach field (located immediately north
of TW4-18) to MW-4 where chloroform was detected in 1999. The assumptions are made that 1)
water levels near the abandoned scale house leach field were affected relatively early by wildlife
and/or historical pond seepage (owing to the close proximity of the northern wildlife ponds and
historical pond); and 2) that the water level at TW4-18, which was relatively stable and averaged
approximately 5,586 ft amsl between installation in 2002 and cessation of water delivery to the
northern wildlife ponds in 2012, is representative of the water level at the leach field circa 1980.
Based on these assumptions and the historic water level maps provided in Appendix D, the
hydraulic gradient over the approximate 1,200 foot distance between the abandoned scale house
leach field and MW-4 was approximately 0.048 ft/ft in 1990 and approximately 0.029 ft/ft in
1999, averaging 0.038 ft/ft. This is more than three times the overall average site hydraulic
gradient of approximately 0.011 ft/ft (calculated between TWN-19 and Ruin Spring) but is
within the range of hydraulic gradients occurring at present within and adjacent to the
chloroform plume, and is similar to the current hydraulic gradient of approximately 0.041 ft/ft
just east the plume, between non-pumping wells TW4-36 and TW4-27.
Using a geometric average hydraulic conductivity of 1.1 ft/day based on Table 3 estimates from
wells MW-4A, TW4-5, TW4-9, TW4-10, and TW4-18 (located near a line connecting MW-4
with the abandoned scale house leach field), an estimated historic hydraulic gradient of 0.038
ft/ft, and a porosity of 0.18, the calculated average pore velocity prior to 1999 was approximately
84 ft/yr. This is sufficient for chloroform to have migrated from the abandoned scale house leach
field to MW-4 between 1978 and 1999. This calculation implies that chloroform could have
migrated nearly to TW4-4 by 1999.
Beneath and Downgradient of Tailings Management System 3.6.3
Estimated times for a hypothetical conservative solute originating from the tailings management
system to migrate downgradient to known discharge points Westwater Seep and Ruin Spring
assuming no dispersion are calculated in the following Sections. Because the hypothetical
conservative solute is assumed to originate from individual cells within the system, the time for
the solute to migrate downward from the base of a cell to the perched water must be taken into
account. Vadose zone travel times are estimated in Section 3.6.3.1. Total travel times are
estimated in Section 3.6.3.2.

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3.6.3.1 Vadose Zone
Depths to perched groundwater near cell 2 vary from approximately 63 feet btoc near the
northeast (upgradient) corner of the cell to approximately 112 feet btoc at the northwest corner of
the cell. Depths to water near cell 3 vary from approximately 69 feet btoc near the northeast
(upgradient) corner of the cell to approximately 115 feet btoc at the southwest (downgradient)
corner of the cell. Depths to water near cells 4A and 4B vary from approximately 79 feet btoc
near the northeast (upgradient) corner of cell 4A to approximately 112 feet btoc along the
western margin of cell 4B. The average depth to water near cell 2 is approximately 77 feet btoc;
near cell 3 approximately 92 feet btoc; and near cells 4A and 4B approximately 102 feet btoc.
Because the cells are installed a maximum of approximately 25 feet below grade, the average
depth to perched water from the base of cell 2 is approximately 52 feet; beneath cell 3
approximately 67 feet; and beneath cells 4A and 4B approximately 77 feet.
Any seepage through the cell liners would have to travel downward through approximately 52
feet of vadose materials to impact perched water beneath cell 2; through approximately 67 feet to
impact perched water beneath cell 3; and through approximately 77 feet to impact perched water
beneath cells 4A and 4B.
Knight-Piésold (1998) estimated a maximum volumetric seepage rate for cell 3 based on cell
construction and liner characteristics, of approximately 80 cubic feet per day (ft/day) or 0.42
gpm over the entire cell. Most of this seepage was estimated to be via diffusion through the liner.
This rate was estimated to decrease over time as the cell desaturates once the final cover is
emplaced. Assuming a cell footprint of 3.38 x 106 ft2, this maximum rate is equivalent to 2.37 x
10-5 ft/day or 0.0086 ft/yr.
The average saturation expected in vadose bedrock beneath the tailings management system is
approximately 20% based on saturations measured in bedrock samples presented in Table 5
(from TITAN, 1994).
Assuming that the Knight-Piésold estimates from cell 3 are also representative of cell 2 and cells
4A and 4B, and assuming that this rate of seepage would not significantly raise the average
saturation of the underlying vadose zone materials, the average rate of downward movement of a
conservative solute dissolved in the seepage, assuming 1) no hydrodynamic dispersion, 2) an
average water saturation of 0.20, and 3) an average porosity of 0.18, can be approximated as:
yrftyrft/24.0)18(.)20(.
/0086.0
=

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The average times to travel from cell liners to the perched water zone would then be
approximately 216 years beneath cell 2; 279 years beneath cell 3; and 320 years beneath cells 4A
and 4B. These are conservative estimates because the maximum estimated seepage rate is used,
and the average vadose zone water saturations would be likely to increase (because some of the
seepage would go into storage), thereby reducing the downward rates of travel, and increasing
the travel times.
Numerical modeling of potential tailings management system seepage and rates of downward
migration of solutes are provided in MWH (2010). Based on Figure A-3 from MWH (2010), the
simulated seepage rates beneath cells 2 and 3 would reach a maximum of approximately 7.7
millimeters per year (mm/yr) [0.025 ft/yr] by year 25, then drop to approximately 0.7 mm/yr
(0.0023 ft/yr) by year 70. The average seepage rate over the 240 year simulation period is
approximately 0.0043 ft/yr, half the estimate used in the above calculations. Using this rate with
the above assumptions would double the travel times estimated for seepage to reach perched
water beneath cells 2, 3, and 4A and 4B. However, the MWH analyses used smaller initial water
saturations for the vadose zone which correspondingly reduced travel time estimates. Based on
personal communication with MWH personnel, a 200+ year vadose zone travel time estimate for
cells 2 and 3 is considered reasonable.
The estimates calculated above for cell 2 (216 years), cell 3 (279 years) and cells 4A and 4B
(320 years) will be used in subsequent calculations. Because cells 2 and 3 are at least 34 years
old, the travel times starting from the present time will be 182 years for cell 2, and 245 years for
cell 3. Cell 4B was installed in 2010 and cell 4A refurbished and put into use shortly thereafter
so the effective travel time will be assumed to be 312 years for these cells. Furthermore, the
estimates for cells 4A and 4B are considered even more conservative because of improvements
in cell design and liner quality that were incorporated in these cells but were not available during
construction of cells 2 and 3.
3.6.3.2 Perched Water Zone Downgradient of Tailings Management System
Perched groundwater pore velocities and travel times along selected paths between the existing
tailings management system and perched water discharge points were calculated for pathlines 3
through 6 shown in Figure 27.
The Figure 27 pathlines were selected as the shortest Figure 25 paths from the tailings
management system to a) Westwater Seep (Path 3), b) Ruin Spring via the west side of the
Brushy Basin paleoridge (Path 5), and c) Ruin Spring via the east side of the Brushy Basin

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paleoridge (Path 6). A pathline from the tailings management system to the vicinity of DR-8
(Path 4) is also shown on Figure 27. From the vicinity of DR-8 perched water is expected to flow
primarily south (within a paleovalley) toward Ruin Spring. However, a potential pathline from
the vicinity of DR-8 is also shown in Figure 27 that posits a hypothetical connection between the
perched zone and Cottonwood Seep. Path 4 provides the shortest pathline between the tailings
management system and the western edge of the perched zone near DR-8, and the potential path
provides the shortest hypothetical connection between the western edge of Path 4 and
Cottonwood Seep.
Hydraulic conductivities used in the calculations are summarized in Table 8. Hydraulic
conductivity estimates are based on automatically logged slug test data analyzed using the KGS
solution method, except for MW-12, MW-14, and MW-15. Hydraulic conductivity estimates at
MW-12, MW-14, and MW-15 are based on pumping test analyses reported in Table 4 (from
TITAN, 1994). Hydraulic tests could not be performed at DR-2, DR-16, DR-18, nor DR-25.
These borings were abandoned after surveying and water level collection based on the criteria
presented in HGC (2012b). Tests also could not be performed at DR-6 nor DR-7 due to
insufficient water column height. Pore velocity calculations for pathlines 3 through 6 are
summarized in Table 9.
Path 3 is approximately 2,200 feet long with an average hydraulic gradient of 0.0132 feet per
foot (ft/ft) based on the fourth quarter, 2017 water level at MW-23 (5,497 ft amsl) and the
elevation of Westwater Seep (5,468 ft amsl). The geometric average hydraulic conductivity of
the perched zone in the vicinity of Path 3 (based on data from DR-5, DR-8, DR-9, DR-10, DR-
11, MW-12, MW-23, MW-24, and MW-36) is 9.8 x 10-6 cm/s (0.027 ft/day or 10 ft/yr).
Assuming an effective porosity of 0.18, the average perched water pore velocity along Path 3 is
0.73 feet per year (ft/yr), yielding a travel time of approximately 3,015 years. Including a vadose
zone travel time of approximately 245 years for cell 3, the total travel time is approximately
3,260 years.
Path 4 is approximately 4,125 feet long with an average hydraulic gradient of 0.0046 ft/ft based
on the fourth quarter, 2017 water level at MW-36 (5,493 ft amsl) and the water level at DR-8
(5,474 ft amsl). The geometric average hydraulic conductivity of the perched zone in the vicinity
of Path 4 (based on data from DR-5, DR-8, DR-9, DR-10, DR-11, MW-12, MW-23, MW-24,
and MW-36) is 9.8 x 10-6 cm/s (0.027 ft/day or 10 ft/yr). Assuming an effective porosity of 0.18,
the average perched water pore velocity along Path 4 is 0.26 feet per year (ft/yr), yielding a
travel time of approximately 15,860 years. Including a vadose zone travel time of approximately
312 years for cell 4A, the total travel time is approximately 16,170 years. The additional time to

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travel along the hypothetical pathway to Cottonwood Seep is not calculated because of the
hypothetical nature of the pathway and because the hypothetical pathway is through the Brushy
Basin Member which is considered an aquiclude. If such a pathway exists, the combined travel
time along Path 4 and the hypothetical pathway (which adds approximately 2,150 horizontal feet
to the total path length), would be significantly greater than 16,170 years.
Path 5 is approximately 11,800 feet long with an average hydraulic gradient of 0.0096 ft/ft based
on the fourth quarter, 2017 water level at MW-36 (5,493 ft amsl) and the elevation of Ruin
Spring (5,380 ft amsl). The geometric average hydraulic conductivity of the perched zone in the
vicinity of Path 5 (based on test data from DR-5, DR-8, DR-9, DR-10, DR-11, DR-14, DR-17,
DR-19, DR-20, DR-21, DR-23, DR-24, MW-23, MW-24, and MW-36) is 1.1 x 10-5 cm/s (0.031
ft/day or 11.3 ft/yr). Assuming an effective porosity of 0.18, the average perched water pore
velocity along Path 5 is 0.60 ft/yr, yielding a travel time of approximately 19,660 years.
Including a vadose zone travel time of approximately 312 years for cell 4A, the total travel time
is approximately 19,970 years.
Path 6 is approximately 9,700 feet long with an average hydraulic gradient of 0.0115 ft/ft based
on the first quarter, 2014 water level at MW-37 of 5,492 ft amsl and the elevation of Ruin Spring
(5,380 ft amsl). The geometric average hydraulic conductivity of the perched zone in the vicinity
of Path 6 (based on test data from DR-11, DR-13, DR-21, DR-23, DR-24, MW-3, MW-14, MW-
15, MW-20 and MW-37) is 1.38 x 10-5 cm/s (0.039 ft/day or 14.1 ft/yr). Assuming an effective
porosity of 0.18, the average perched water pore velocity along Path 6 is 0.90 ft/yr, yielding a
travel time of approximately 10,775 years. Including a vadose zone travel time of approximately
312 years for cell 4B, the total travel time is approximately 11,085 years.
3.7 Implications for Seeps and Springs
The lithologic and hydraulic data collected from the southwest area investigation (HGC 2012b)
allow a more comprehensive assessment of the hydrogeology of the site and have implications
with regard to seeps and springs southwest of the site. The data indicate that dilution of perched
water by local recharge is expected to occur in the vicinities of Westwater Seep and Ruin Spring,
and that perched zone permeabilities and flow rates in the southwestern portion of the site are too
low (by several orders of magnitude) for the perched zone to serve as the primary source of
water for Cottonwood Seep.

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Westwater Seep and Ruin Spring 3.7.1
As discussed in HGC (2010g) the water source for both Westwater Seep and Ruin Spring is
lateral flow from upgradient portions of the perched zone enhanced by local recharge near the
edge of the mesa. Most of this recharge likely occurs near the mesa rim where weathered Dakota
Sandstone and Burro Canyon Formation are exposed. Such recharge is likely to be enhanced
within drainages where they cross weathered Dakota Sandstone and Burro Canyon Formation.
The results of the southwest area investigation (HGC, 2012b) indicate that the permeability of
the perched zone in the southwest area of the site is on average lower than was estimated prior to
2010 (as in HGC, 2009) and that the contribution to flow at Westwater Seep and Ruin Spring by
local recharge may be more significant than previously thought.
Cottonwood Seep 3.7.2
The low perched zone permeabilities and small saturated thicknesses in the southwest area of the
site are consistent with low rates of perched water flow, as shown by the calculated flow through
the area of small saturated thickness southwest of the tailings management system (between DR-
6 and DR-10) provided in Section 3.5.4.2. This low rate of perched water flow (approximately
0.00082 gpm) is inadequate (by more than three orders of magnitude) to function as the primary
supply to Cottonwood Seep which has historic flows estimated to lie between 1 and 10 gpm. As
discussed in Section 3.5.4.2, the estimated flow of between 1 and 10 gpm at Cottonwood Seep is
consistent with Dames and Moore (1978).
In summary, the perched zone cannot be the primary source of water to Cottonwood Seep for the
following reasons:
Cottonwood Seep occurs in the lower third of Brushy Basin Member, approximately 230 1.
feet below the contact between the Burro Canyon Formation and the Brushy Basin
Member, more than 1,500 ft west of the termination of the perched zone, and just west of
a change in morphology from slope-former to bench-former. The change in morphology is
indicative of a change in lithology. As discussed in HGC (2010g) Cottonwood Seep likely
originates from coarser-grained materials within the lower portion of the Brushy Basin
Member. Alternatively, Cottonwood Seep may originate from coarser-grained materials of
the Westwater Canyon (sandstone) Member intertongueing with the overlying Brushy
Basin Member at the transition between the two Members. The presence of coarser-
grained materials similar to the Salt Wash (sandstone) Member within the lower portion of
the Brushy Basin member is discussed in Shawe (2005). The intertongueing of the
Westwater Canyon and Brushy Basin Members is discussed in Craig et al. (1955) and
Flesch (1974). Based on lithologic cross sections provided in TITAN (1994), the elevation
of Cottonwood Seep (5,234 ft amsl) is within 5 to 15 feet of the elevation of the contact

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between the Brushy Basin Member and the underlying Westwater Canyon Member (5,220
to 5,230 ft amsl). This is also shown in Figure 3.
The historic flow at Cottonwood Seep exceeds the flow in the perched zone in the area 2.
southwest of the tailings management system by several orders of magnitude. Historic
flows at Cottonwood Seep are relatively large compared to seeps and springs known to
originate from the perched zone, consistent with a primary source other than perched
water.
There is no evidence to establish a direct hydraulic connection between the perched zone 3.
and Cottonwood Seep, located more than 1,500 ft west of the termination of the Burro
Canyon Formation which hosts the perched water zone. Examination of the area between
Cottonwood Seep and mesa rim (the edge of the perched zone) reveals that the upper
portion of the Brushy Basin Member appears dry and no previously undiscovered seeps
originating from the Burro Canyon Formation near Cottonwood Seep were identified.
Because the results of the southwest area investigation do not provide evidence that Cottonwood
Seep is hydraulically connected to the perched water system at the site, and because the perched
zone near Cottonwood Seep is inadequate as a primary supply, the primary source (or sources) of
water to Cottonwood Seep must lie elsewhere. The primary source(s) must be significant to
supply consistent historic flows at rates between 1 and 10 gpm. By contrast, flows at Ruin Spring
(estimated at approximately 1/2 gpm, consistent with Dames and Moore, 1978) are lower than at
Cottonwood Seep (historically between 1 and 10 gpm), and flows at Westwater Seep are too
small to measure reliably. Westwater Seep generally consists of damp soil that can be sampled
only by excavating and waiting for enough water to seep in for sample collection (see Figures 28
and 29 taken from HGC, 2010g).
Although no evidence of a direct hydraulic connection between the perched zone and
Cottonwood Seep was provided by the southwest area investigation, the possibility of a
hypothetical, as yet unknown, connection was postulated for the purpose of calculating a travel
time from the tailings management system to the western edge of the perched zone (near DR-8),
and thence along a potential pathway to Cottonwood Seep. The total travel time from the tailings
management system to DR-8 was calculated as approximately 16,170 years. Should a potential
pathline such as that shown in Figure 27 exist, the total time needed to travel from the tailings
management system to Cottonwood Seep would be significantly larger than 16,170 years.
Potential Dilution of Perched Water Resulting from Local Recharge of the Dakota 3.7.3
and Burro Canyon Near Seeps and Springs
As discussed in Section 3.5.4.2, the rate of flow in the perched water zone in the southwest area
of the site is small and a contribution from local recharge is needed to explain many areas of

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relatively high saturated thickness near discharge points such as Westwater Seep and Ruin
Spring that are downgradient of areas of relatively low saturated thickness. The presence of local
recharge is expected to affect the water quality of seeps and springs and has the potential to
dilute any dissolved constituents that may migrate from upgradient areas.
3.8 Implications for Transport of Chloroform and Nitrate
Chloroform and nitrate plumes are under remediation by pumping. Pumping systems are
designed to remove chloroform and nitrate mass from the perched zone as quickly as is practical
to allow natural attenuation in the far downgradient portions of the plumes to be more effective.
Furthermore, nitrate pumping is designed to capture approximately the northern 2/3 of the nitrate
plume. Pumping at the downgradient margin of the chloroform plume has been impractical
primarily due to low permeability and low productivity conditions. Pumping at the downgradient
margin of the nitrate plume has also been impractical primarily because of the potential to draw
chloroform downgradient.
In the absence of remedial pumping, the western portion of the nitrate plume would eventually
migrate towards Westwater Seep and the eastern portion toward Ruin Spring (Figure 21 and
Figure 30). In the absence of remedial pumping, the western portion of the chloroform plume
would eventually migrate towards Ruin Spring and the eastern portion toward the perched
groundwater low centered on TW4-31 (located immediately east of TW4-27 near the
southeastern tip of the plume [Figure 30]). Should the low at TW4-31 eventually disappear,
chloroform within the eastern extremity of the plume would be expected to migrate towards the
lobe of the White Mesa between Ruin and Corral Springs. In addition, the continuing decay of
the perched groundwater mound associated with the southern wildlife pond and the resulting
more southerly to southwesterly flow within the southern portion of the plume, is expected to
place Ruin Spring downgradient of the entire plume.
As indicated by calculations in Section 3.6, thousands of years would be required for either the
chloroform or nitrate plume to reach a discharge point. That is sufficient time for both
chloroform and nitrate to degrade naturally prior to reaching a discharge point as will be
discussed in Section 4.4.
The groundwater low at TW4-31 is interpreted to result from partial hydraulic isolation from
upgradient and cross-gradient areas that were more strongly affected by wildlife pond seepage.
Prior to 2012, wildlife pond seepage resulted in increases in water levels at wells in the vicinity
of TW4-27 as shown in Figure 31. Prior to 2012, water levels in wells TW4-6, TW4-26, and

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TW4-13 rose relatively rapidly compared with water levels at TW4-14. The permeabilities of
TW4-6 and TW4-26 are similar (Table 1) and both exhibit similar water level behavior. The
permeability at TW4-27 is relatively low (Table 1), and the similar water level behavior at TW4-
14 and TW4-27 between 2012 and 2014 suggests that TW4-14 is also installed in low
permeability materials. After 2012, water levels at TW4-27 began to stabilize; however water
levels at TW4-14 continued to increase until 2016 before beginning to stabilize. These
differences are likely due to the relative distances of these wells from the northern and southern
wildlife ponds. That both wells are having a delayed response to reduced wildlife pond recharge
is also consistent with low permeability at both locations.
The low permeability at TW4-27, the inferred low permeability at TW4-14, and the low
permeability at TW4-36 (Table 1) suggests that a continuous low-permeability zone extends
from TW4-27 through TW4-14 to TW4-36. These low permeability materials are the likely
cause of the partial hydraulic isolation of TW4-31. Because the groundwater low at TW4-31 is
interpreted to result from variable permeability and from transient hydraulic conditions brought
on by former wildlife pond seepage, water levels in this area are expected to ‘catch up’
eventually with water levels in less hydraulically isolated areas.
Water balance calculations near Westwater Seep and Ruin Spring (Section 3.5.4.3) indicate that
local recharge is needed to maintain areas having relatively large saturated thicknesses that
supply water to known discharge points Westwater Seep and Ruin Spring but that are isolated
from other portions of the perched zone by areas of relatively low saturated thickness. The
presence of local recharge near these discharge points at least partly explains reported increased
flow at these features after precipitation events (HGC, 2010g). In the unlikely event that nitrate
or chloroform not removed by pumping did not degrade within the thousands of years needed to
reach a discharge point, local recharge would act to reduce concentrations prior to discharge.

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4. COMPOSITION OF DAKOTA SANDSTONE AND
BURRO CANYON FORMATION
As discussed in HGC (2012c), samples of selected archived drill core and drill cuttings were
analyzed visually and quantitatively by an analytical laboratory. Table 10 summarizes the
mineralogy of samples submitted to the contract laboratory for quantitative analysis. Table 11
summarizes the occurrence of pyrite, iron oxides, and carbonaceous material in site drilling logs
having sufficient detail. Table 12 summarizes the results of laboratory visual (microscopic)
analyses for sulfides. Table 13 and Figure 32 summarize the occurrence of pyrite in site borings
based on both lithologic logs and laboratory analyses.
4.1 Mineralogy
As discussed in Section 3.1.2, the Dakota Sandstone is a relatively hard to hard, generally fine-
to-medium grained sandstone cemented by kaolinite clays. The underlying Burro Canyon
Formation is similar to the Dakota Sandstone but is generally more poorly sorted, contains more
conglomeratic materials, and becomes argillaceous near its contact with the underlying Brushy
Basin Member of the Morrison Formation. Because of the similarity of the Burro Canyon
Formation and Dakota Sandstone they are typically not distinguished in lithologic logs at the
site.
Based on quantitative analysis of samples for major and minor mineralogy (Table 10), the
primary mineral occurring in the Burro Canyon Formation is quartz (greater than or equal to
80% in all analyzed samples except SS-26 which consisted of ‘play sand’). Other detected
minerals (not necessarily present in all the samples) include potassium feldspar, plagioclase,
mica, kaolinite, calcite, dolomite, anhydrite, gypsum, pyrite, hematite, and magnetite. Because of
their relatively high reactivity, pyrite, calcite and dolomite are expected to have the most
potential to impact perched water chemistry. The presence of carbonaceous matter (Table 11) is
also expected to impact perched water chemistry.
4.2 Pyrite Occurrence
As discussed in Section 3.1.4 pyrite occurs within the Dakota Sandstone and Burro Canyon
Formations which host the perched water at the site. Table 11 summarizes the occurrence of
pyrite, iron oxides, and carbonaceous material in site lithologic logs. These logs were based on
field logging of drill cuttings and/or core samples at the time of drilling. Pyrite has been noted in
approximately 2/3 of site borings having detailed lithologic logs. These borings are located

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upgradient, cross-gradient and downgradient of the millsite and tailings management system. In
addition, carbonaceous material has been noted at many locations which is consistent with at
least locally reducing conditions and the existence of pyrite (Table 11).
As discussed in HGC (2012c), samples of selected archived drill core and drill cuttings were
analyzed visually and quantitatively by a contract analytical laboratory. Table 13 and Figure 32
summarize the occurrence of pyrite in site borings based on lithologic logs and laboratory
analyses.
The results of the visual and quantitative analyses verify the site-wide, apparently ubiquitous
existence of pyrite in the perched zone at the site. The existence of pyrite is confirmed at
locations upgradient, cross-gradient, and downgradient of the millsite and tailings management
system. The results are consistent with Shawe’s (1976) description of the Dakota Sandstone and
Burro Canyon Formations as “altered-facies” rocks within which pyrite formed as a result of
invasion by pore waters originating from compaction of the overlying Mancos Shale.
Pyrite and/or marcasite were detected in all samples submitted for visual (microscopic) analysis
(Table 12) having pyrite noted in their respective lithologic logs. Pyrite occurs primarily as
individual grains and as a cementing material, and more rarely as inclusions in quartz grains.
Pyrite and/or marcasite were detected in the samples at volume percents ranging from
approximately 0.05 to 25. Grain sizes ranged from approximately one micrometer to nearly
2,000 micrometers. Small grain sizes suggest that much of the pyrite present in the formation
may not be detectable during field lithologic logging of boreholes and that the actual abundance
of pyrite is larger than indicated by the lithologic logs. The detection of marcasite (orthorhombic
crystalline FeS2), which is more reactive than pyrite (cubic crystalline FeS2), is an important
result of the investigation because its reaction rate with either oxygen or nitrate will likely be
higher. The laboratory visual (microscopic) analyses confirm the visual observations made
during field lithologic logging.
Pyrite was detected by quantitative x-ray diffraction (XRD) analysis in samples from MW-3A,
MW-24, MW-26, MW-27, MW-28, and MW-32 at concentrations ranging from 0.1% to 0.8%
by weight (Table 10). Based on the iron content via XRD analysis and the total sulfur analysis,
pyrite may also be present in samples from MW-23, MW-25, and MW-29 at concentrations
ranging from 0.1% to 0.3%. The presence of pyrite is not indicated in MW-30 or MW-31 by
either method of analysis, although it was noted in the lithologic logs. This suggests that the
samples submitted for analysis from these borings may not have been representative, or that

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pyrite degraded over time during storage. Except for MW-30 and MW-31, the quantitative
analyses confirm the visual observations made during field lithologic logging.
Although pyrite was not directly detected by XRD in samples from MW-23, MW-25, or MW-29,
the detected iron and sulfur in these samples is consistent with the presence of pyrite. While at
least a portion of the detected sulfur may result from the gypsum or anhydrite detected in some
of these samples (Table 10), iron not in the form of pyrite would be expected to exist primarily in
the form of iron oxides or perhaps iron carbonates. The absence of detected iron oxides or
carbonates in samples from these borings suggests iron in the form of pyrite.
Furthermore, pyrite was either directly detected or possibly detected based on the presence of
iron and sulfur in samples from MW-3A, MW-23, MW-24, MW-28, and MW-29, which did not
have pyrite noted in the associated lithologic logs. These results are consistent with the small
grain sizes noted via the laboratory visual (microscopic) analysis indicating the absence of pyrite
in a lithologic log does not necessarily mean pyrite is not present in the associated boring, and
that pyrite occurrence at the site has likely been underestimated based on the lithologic logs.
4.3 Expected Influence of Transient Conditions, Oxygen Introduction, and
the Mancos and Brushy Basin Shales on Dakota/Burro Canyon
Chemistry
Current conditions within the perched groundwater system hosted by the Burro Canyon
Formation and Dakota Sandstone do not approach steady state over much of the monitored area.
A large part of the site perched water system is transient and affected by long-term changes in
water levels due to past and current activities unrelated to the disposal of materials to the site
tailings management system. Changes in water levels have historically been related to seepage
from the wildlife ponds; however past impacts related to the historical pond, and to a lesser
extent the sanitary leach fields, are also expected. Water levels have decreased at some locations
due to chloroform and nitrate pumping and reduced recharge from the wildlife ponds.
The transient nature of a large portion of the perched water system, manifested in long-term
changes in saturated thicknesses and rates of groundwater flow, is expected to result in trends in
pH and in the concentrations of many dissolved constituents that are unrelated to site operations.
Changes in saturated thicknesses and rates of groundwater flow can result in changes in
concentrations of dissolved constituents (or pH) for many reasons. For example, as discussed in
HGC (2012c), groundwater rising into a vadose zone having a different chemistry than the
saturated zone can result in changes in pH and groundwater constituent concentrations. If the rise

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in groundwater represents a long-term trend, long-term changes in groundwater constituent
concentrations (or pH) may result.
Under conditions where vadose zone chemistry is not markedly different from saturated zone
chemistry, changing groundwater flow rates may result in changing constituent concentrations
due to changes in dilution. For example, relatively constant flux of a particular solute into the
groundwater zone, resulting in a relatively constant groundwater concentration under conditions
of steady groundwater flow, will likely result in changing concentrations should groundwater
flow become unsteady. If the change in flow rate is in one direction over a long period of time, a
long-term trend in the solute concentration is expected to result. Examples include oxygen
dissolved in recharge or a constituent present in vadose zone materials overlying perched
groundwater that dissolves in recharge and leaches into perched water at a steady rate. An
increase in perched flow may cause an increase in dilution and a reduction in constituent
concentration and vice-versa. For example, the decrease in dilution related to reduced wildlife
pond recharge has caused increases in dissolved constituent concentrations within the chloroform
plume and, to a lesser extent, the nitrate plume as discussed in Section 3.4.1.2.
Furthermore the lined cells within the tailings management system are expected to act as barriers
to natural recharge and exchange of gas with the atmosphere; their mere presence may thus result
in changes in perched water chemistry. Any such changes are likely to be relatively slow and in
one direction, potentially yielding long term trends in parameter values.
The perched groundwater chemistry at the Mill is also expected to be impacted by the following
factors:
The relatively low permeability of the perched zone. This condition increases groundwater 1.
residence times and the time available for groundwater to react with the formation.
The location of the perched system between two shales, the underlying Brushy Basin 2.
Member of the Morrison Formation and the overlying Mancos Shale. Both are potential
sources of numerous dissolved constituents. Potential interaction between the Brushy
Basin Member and perched water are discussed in TITAN (1994).
The rate of interaction between the Mancos and Brushy basin Member shales and the 3.
perched water. Interaction with the Mancos Shale at any particular location will depend on
the presence, thickness, and composition of the Mancos, the rate of recharge through the
Mancos into the perched zone, and the saturated thickness and rate of groundwater flow in
the perched zone. Interaction with the Brushy Basin Member at any particular location
will depend on the composition of the Brushy Basin, and the saturated thickness and rate
of flow in the perched zone. Oxygen introduced into site monitoring wells may also react

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with the Brushy Basin Member and affect the chemistry of perched groundwater in
contact with the Brushy Basin.
The rate of oxygen introduction into the perched zone via recharge or via site groundwater 4.
monitoring wells. Introduced oxygen is available to oxidize constituents such as pyrite,
which impacts the local groundwater chemistry near each recharge source and near each
well by releasing acid and sulfate. The resulting increased acidity can also destabilize
various mineral phases in the aquifer matrix. The degree of impact on perched
groundwater chemistry will depend on the amount of pyrite, the rate of oxygen transfer,
the neutralization capacity and saturated thickness of the perched zone, and the rate of
groundwater flow.
Elements other than iron and sulfur as contaminants in pyrite. Pyrite reacting with oxygen 5.
introduced into the formation will release these elements, potentially altering both the
vadose zone and the groundwater chemistry. The likelihood of pyrite having significant
contaminants (such as selenium) is enhanced considering its origin from fluids expelled
from the Mancos Shale.
Changes in perched zone constituent concentrations and pH are therefore expected to result from
the introduction of oxygen into the subsurface, the oxidation of pyrite and other constituents,
changes in recharge rates, and past and current recharge passing through the Mancos Shale.
For example, the Mancos Shale is a significant source of selenium (Baker, 2007; Colorado
Department of Health and Environment, 2011; Tuttle, 2005). Because the Mancos overlies the
perched zone over much of the site (Figure 11) it could represent a past and ongoing source of
selenium. Selenium originating from the Mancos Shale could potentially increase concentrations
in the perched zone by three mechanisms: 1) ongoing leaching from the Mancos Shale via
recharge; 2) oxidation of Mancos-derived selenium in the Burro Canyon Formation and Dakota
Sandstone by dissolved nitrate in the perched water and/or oxygen introduced into the perched
zone via perched well casings; and 3) oxidation of pyrite containing Mancos-derived selenium
by dissolved perched zone nitrate and/or oxygen introduced into the perched zone via perched
well casings. Selenium already present in the Dakota Sandstone and Burro Canyon Formation
(including as a constituent in pyrite) could have originated from the Mancos Shale in the past,
and could affect the entire formation rather than just the areas beneath the current erosional
remnants of the Mancos.
Precipitation percolating downward from the land surface is expected to leach selenium from the
Mancos Shale and carry it downward into the perched zone. Beneath the tailings management
system, any such leaching is expected to have occurred for the most part prior to the installation
of the individual cells which represent barriers to infiltration of precipitation. Vadose pore waters
in the Dakota Sandstone and Burro Canyon Formation beneath the tailings management system

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may thus be expected to contain selenium leached from the Mancos in the past. Perched water
rising into vadose pore waters containing selenium may enhance mass transfer and result in
increased selenium concentrations in the perched water.
Potentially increasing selenium concentrations may also result from the oxidation of selenium
already present in the Dakota Sandstone and Burro Canyon Formation. Oxidation of selenium by
nitrate present in perched water and/or by oxygen introduced into the formation via the well
casings may result in increasing dissolved selenium concentrations. The possibility of nitrate
oxidation of selenium is presented in Potoroff (2005).
A third potential source for increasing dissolved selenium concentrations in perched water is
oxidation of pyrite by nitrate and/or oxygen introduced into the formation via well casings.
Pyrite typically contains trace elements including selenium. Selenium has been measured at
concentrations as high as 0.2% by weight in pyrite (Deditius, 2011). As discussed in HGC
(2012c), pyrite oxidation is expected to result in other changes that include an increase in
dissolved sulfate (unless a sink for sulfate is present). Oxidation of pyrite by dissolved oxygen is
expected to result in a decrease in pH as acid is released in the reaction:
FeS2 + 33/4O2 + 31/2H2O = Fe(OH)3 + 2SO42- + 4H+

Oxidation of pyrite by nitrate may also occur as discussed in HGC (2012c). This process may
result in either an increase or decrease in pH depending on the reaction pathway:
5 FeS2 + 14NO3- + 4H+ = 7N2 + 10SO42- + 5Fe2+ + 2H2O; or

2 FeS2 + 6NO3
- + 2H2O = 3N2 + 4SO4
2- + 2FeOOH + 2H+

The interaction between nitrate and pyrite will be discussed in more detail in the following
Section.
4.4 Implications for Perched Water Chemistry and Natural Attenuation of
Nitrate and Chloroform
As discussed above, past, current, and future interaction of the perched groundwater zone with
the overlying Mancos Shale and underlying Brushy Basin Member can be expected to affect
perched water chemistry at the site. Changes in perched water chemistry related to oxidation of
pyrite by oxygen introduced into the subsurface dissolved in recharge and via well casings is also
expected to occur.

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Concentrations of chloroform and nitrate already present in the perched zone will be affected
over time by various processes, including direct mass removal by pumping. Natural attenuation
of both constituents is expected to result from physical processes that include dilution by
recharge and hydrodynamic dispersion. Volatilization into the vadose zone is another physical
process that is expected to lower chloroform concentrations in perched water. Mass reduction
processes expected to lower both nitrate and chloroform concentrations include chemical and
biologically-mediated processes. The impacts of pyrite degradation by oxygen, degradation of
nitrate by pyrite, and reductive dechlorination of chloroform are discussed in Sections 4.4.1
through 4.4.3.
Pyrite Degradation by Oxygen 4.4.1
As discussed in HGC (2012c), the pH values measured in many site groundwater monitoring
wells located upgradient, within the vicinity of, and downgradient of the mill site and tailings
management system displayed decreasing trends. pH decreases in many of these wells were
accompanied by increases in sulfate concentrations. Ten of the MW-series groundwater
monitoring wells were out of compliance (OOC) with respect to pH due to a decreasing trend.
As discussed in INTERA (2012a and 2102b) and Section 5 below, changes in pH were
determined to result from natural causes unrelated to the operation of the tailings management
system. Based on work described in HGC (2012c), the decreases in pH and increases in sulfate in
OOC wells were explainable by oxidation of pyrite, which releases acid and sulfate as described
above. Screening-level calculations and geochemical modeling using PHREEQC (Parkhurst and
Appelo, 1999) indicated that pyrite measured in samples from the perched zone existed in more
than sufficient quantity to have resulted in the measured changes in pH and sulfate at three
representative wells located immediately upgradient (MW-27), immediately downgradient (MW-
24), and far downgradient (MW-3A) of the tailings management system. The calculations also
indicated that pyrite existed in sufficient quantity to maintain these trends provided sufficient
oxygen was available. Continued release of any contaminants within site pyrite is expected as is
release of pH sensitive constituents present in the Burro Canyon Formation and Dakota
Sandstone.
Nitrate Degradation by Pyrite 4.4.2
As discussed in HGC (2012c), nitrate will degrade in the presence of pyrite. Nitrate will also
degrade, and more readily, in the presence of organic matter. Both pyrite and organic material in

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the form of carbonaceous matter have been logged in drill cuttings from the perched groundwater
zone.
As discussed in (Korom, 1992), the thermodynamically favored electron donor for reduction of
nitrate in groundwater is typically organic matter. This process under neutral conditions is
represented via the following generalized reaction (e.g. van Beek, 1999; Rivett et al., 2008;
Tesoriero and Puckett, 2011; Zhang, 2012):
2 3 2 3 2 3 2
5 4 2 4 2CH O NO N HCO H CO H O
--+ = + + +(Reaction 1);

In acidic (pH < 6.4) aquifer conditions, reduction of nitrate by organic matter can be generalized
by the following pathway:
2 3 2 2 3 2
5 4 4 2 5 2CH O NO H N H CO H O
- ++ + = + +(Reaction 2).

In both cases, five moles of organic matter are required to reduce four moles of nitrate. Under
acidic conditions the alkalinity generated by denitrification by organic matter consumes acid.
In the absence of dissolved oxygen, pyrite can also be oxidized by nitrate. Denitrification by
pyrite may occur via two primary reaction pathways. The pathway most commonly applied in
geochemical studies (Kolle et al., 1983, 1985; Postma et al., 1991; Korom, 1992; Robertson et
al., 1996; Pauwels et al., 1998; Hartog et al., 2001, 2004; Spiteri et al., 2008) is a bacteria-
mediated reaction that yields ferrous iron, sulfate, water, and nitrogen gas as follows:
2 2
2 3 2 4 25 14 4 7 10 5 2FeS NO H N SO Fe H O
- +-++ + = + + + (Reaction 3).

By Reaction 3, five moles of pyrite reduce 14 moles of nitrate, consuming four moles of acid.
Reaction 3 is considered applicable when pyrite concentrations exceed nitrate concentrations
(van Beek, 1999). Where nitrate concentrations exceed pyrite concentrations, Reaction 4 is a
more likely mechanism (Kolle et al., 1987; van Beek, 1999; Schlippers and Jorgensen, 2002):
2
2 3 2 2 4 3
2 6 4 3 4 2 ( ) 2FeS NO H O N SO Fe OH H
-- ++ + = + + +(Reaction 4).

By Reaction 4, two moles of pyrite reduce six moles of nitrate, yielding iron hydroxide, sulfate,
acid, and nitrogen gas. Therefore, when nitrate concentrations exceed pyrite concentrations
(Reaction 4), denitrification by pyrite is more efficient than when pyrite is in excess (Reaction
3). Additionally, Reaction 4 produces acid, while Reaction 3 consumes acid, indicating that the

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impact of denitrification by pyrite on aquifer geochemistry is controlled by the relative
abundance of pyrite and nitrate.
Reaction 4 is an overall reaction that combines Reaction 3 and a second step whereby ferrous
iron is oxidized by nitrate. This second step is more likely to occur when excess nitrate is present
and available to oxidize ferrous iron (Kolle et al., 1987; Rivett et al., 2008; Zhang 2012).
Stoichiometric calculations were used to determine the weight percent of perched zone pyrite
that would be required to reduce the ‘baseline’ estimate of 43,700 lbs of nitrate (HGC, 2012a)
via reaction mechanisms 3 and 4 (assuming each was the only denitrification reaction occurring).
43,700 lbs of nitrate corresponds to 19,822 kg and 319,684 moles. Although organic matter is
noted in lithologic logs, the organic matter content of the perched zone has not been quantified
so calculations regarding nitrate degradation by reactions 1 and 2 are not presented, even though
significant nitrate reduction via these mechanisms is likely to occur.
Nitrate can either migrate towards Ruin Spring to the south-southwest or to Westwater Seep to
the west. Assuming the entire nitrate plume migrated south towards Ruin Spring, the volume of
the perched zone through which the nitrate plume would migrate was assumed to be on average
20 feet thick, 1,200 feet wide, and 10,000 feet long, representing a total saturated formation
volume of 2.4 x 108 ft3 or 6.8 x 109 liters. Assuming the entire nitrate plume migrated west
toward Westwater Seep, the volume of the perched zone through which the nitrate plume would
migrate was assumed to be on average 18 feet thick, 2,800 feet wide, and 4,950 feet long,
representing a total saturated formation volume of 2.5 x 108 ft3 or 7 x 109 liters. To be
conservative, the following calculations are based on the smaller volume of 6.8 x 109 liters.
Using these estimates, reaction 3 would require 114,173 moles of pyrite to consume 43,700 lbs
of nitrate, and would consume 91,338 moles of acid (1.34 x 10-5 moles H+ per liter of formation).
Reaction 4 would require 106,561 moles of pyrite to degrade the nitrate, producing 106,561
moles of acid or 1.57 x 10-5 moles H+ per liter of formation.
Assuming a conservatively large porosity of 0.2 for the perched zone (HGC, 2012c), the total
volume of water is 1.36 x 109 liters; and assuming a solids density of 2.6 kg L-1, yields a total
solid mass of 1.4 x 1010 kg.
Using this solid mass, both Reactions 3 and 4 would require pyrite formation weight percents of
0.000098% (9.8 x 10-5 %) and 0.000091% (9.1 x 10-5 %), respectively, to degrade 43,700 lbs of
nitrate.

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These calculated pyrite weight percents are orders of magnitude less than conservative estimates
of pyrite content based on samples analyzed during the pyrite investigation (HGC, 2012c), which
ranged from 0.0056% to 0.08% (5.6 x 10-3 % to 8 x 10-2 %). These results suggest that the
available pyrite content in the path of the nitrate plume is two to three orders of magnitude
greater than needed to degrade the total mass (43,700 lbs) of nitrate. These calculations are
conservative in that they assume the degradation of the entire mass of nitrate and not just the
mass needed to reduce concentrations below 10 mg/L. Whether or not pyrite oxidation by nitrate
at the site is generating or consuming acid depends largely on whether oxidation of ferrous iron
by nitrate is occurring (i.e. whether pyrite denitrification is occurring by Reaction 3 or Reaction
4; whether nitrate exists in excess).
The preferred mechanism for denitrification by pyrite is likely to vary spatially. If pyrite is
assumed to be relatively evenly distributed throughout the formation, while nitrate occurs in a
discrete plume, Reaction 3 may dominate on the plume edges while Reaction 4 may dominate
the core of the plume.
As discussed in HGC (2017), estimated natural nitrate degradation rates range from
approximately 172 lb/yr to 200 lb/yr. Based on the third quarter, 2017 residual nitrate plume
mass estimate of approximately 33,000 lb, less than 200 years would be required to remediate
the nitrate plume, even in the absence of any direct mass removal by pumping.
Chloroform Reduction 4.4.3
As discussed in HGC (2007) and HGC (2018a), the presence of chloroform daughter products
indicates that chloroform is degrading naturally via reductive dechlorination. Calculations
presented in HGC (2007) and HGC (2018a) based on daughter product concentrations indicated
that the entire chloroform plume would be reduced to concentrations below the GCAL of 70
ug/L within approximately 190 years, even in the absence of any direct mass removal by
pumping. Reductive dechlorination takes place under anaerobic conditions which were inferred
to exist only locally within the perched zone. The low rates of degradation and the persistence of
nitrate associated with the chloroform plume are consistent with primarily aerobic conditions.
However, the widespread occurrence of pyrite in the perched zone is consistent with at least
locally anaerobic conditions, and with the relatively low calculated rates of chloroform
degradation presented in HGC (2007) and HGC (2018a). Continued reductive dechlorination is
expected within locally anaerobic portions of the perched zone.

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5. SUMMARY OF INTERA WORK AND FINDINGS
Background groundwater quality evaluations have been performed for each MW-series
groundwater monitoring well. Groundwater compliance limits (GWCLs) have been established
for each permit constituent on an intra-well basis.
A Revised Background Groundwater Quality Report (INTERA, 2007a) evaluated groundwater
analytical data collected since the initiation of groundwater sampling. The revisions included a
Flow Sheet that was approved by the Utah Division of Waste Management and Radiation
Control (DWMRC) and contained steps for analyzing data and setting GWCLs. INTERA
(2007a) identified naturally occurring elevated, increasing, and decreasing concentrations of
various constituents in monitoring wells located far upgradient, far downgradient, and in the
vicinity of the Mill Site. This report also presented a thorough discussion and identification of
the most appropriate indicator parameters (chloride, fluoride, sulfate, and uranium) based on
constituents in tailings solutions and their behavior in groundwater. Analysis of the indicator
parameters in monitoring wells, including monitoring wells that contained increasing trends in
other constituents, provided no evidence of tailings management system seepage. Since INTERA
(2007a), three additional Background Reports (INTERA 2007b, 2008, and 2014c) evaluate
available data and determine GWCLs for each permit constituent in each well based on the
DWMRC-approved Flow Sheet.
Upon approval of the GWDP in 2010, constituents with two consecutive GWCL exceedances are
subject to a Source Assessment Report (SAR) as defined in the GWDP. The initial SAR was
submitted in October of 2012 (INTERA 2012a) and covered all of the constituents in wells with
consecutive exceedances since the approval of the GWDP in 2010. The October 2012 SAR
(INTERA 2012a) presented a geochemical analysis of parameters that exhibited exceedances as
well as an analysis of the indicator parameters in each of those wells to determine if the
exceedance could be related to potential tailings management system seepage or Mill-related
activities. Since then, seven additional SARs, (INTERA 2013a; 2013b; 2014a; 2014b; 2015;
2016; and 2017) cover additional consecutive exceedances. In all cases the exceedances for
which the SARs were performed were determined to result from naturally occurring conditions
in the groundwater at the site or from other factors that are affecting groundwater but are
unrelated to tailings management system operation. These other factors include the chloride and
nitrate plume that is addressed by the nitrate CAP and a sitewide decline in pH that was
identified at the time of the Background Report.

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At the time of the Background Report, an overall decline in pH across the site was observed.
Background analysis and determination of GWCLs for pH were performed using laboratory pH
measurements rather than using measurements that are collected in the field at the time of
sampling by using a pH probe. Since the latter of these two methods of measuring pH is more
reliable, an additional pH analysis was performed in 2012 using only field data. GWCLs for pH
were recalculated at this time using the field measurements. As discussed in Section 4.4.1, HGC
(2012c) determined that pH decreases resulted from pyrite oxidation enhanced by oxygen
delivery to the perched zone. Oxygen delivery mechanisms included advective transport to the
perched zone dissolved in wildlife pond seepage, and diffusive and dispersive transport to
perched groundwater in the vicinities of perched wells via perched well casings. pH decreases
were therefore determined to be unrelated to tailings management system operation.

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6. SUMMARY AND CONCLUSIONS REGARDING MILL
HYDROGEOLOGY
The Mill, situated on White Mesa within the Blanding Basin physiographic province, has an
average elevation of approximately 5,600 feet above mean sea level (ft amsl), and is underlain by
unconsolidated alluvium and indurated sedimentary rocks. Indurated rocks include those exposed
within the Blanding Basin which consist primarily of sandstone and shale.
The indurated rocks are relatively flat lying with dips generally less than 3º. The alluvial
materials overlying the indurated rocks consist primarily of aeolian silts and fine-grained aeolian
sands with a thickness varying from a few feet to as much as 25 to 30 feet across the site. The
alluvium is underlain by the Dakota Sandstone and Burro Canyon Formation, and where present,
the Mancos Shale. The Dakota Sandstone and Burro Canyon Formation are sandstones having a
total thickness ranging from approximately 55 to 140 feet. Beneath the Burro Canyon Formation
lies the Morrison Formation, consisting, in descending order, of the Brushy Basin Member, the
Westwater Canyon Member, the Recapture Member, and the Salt Wash Member. The Brushy
Basin and Recapture Members of the Morrison Formation, classified as shales, are very
fine-grained and have a very low permeability. The Brushy Basin Member is primarily
composed of bentonitic mudstones, siltstones, and claystones. The Westwater Canyon and Salt
Wash Members also have a low average vertical permeability due to the presence of interbedded
shales.
Beneath the Morrison Formation lie the Summerville Formation, an argillaceous sandstone with
interbedded shales, and the Entrada Sandstone. Beneath the Entrada lies the Navajo Sandstone.
The Navajo and Entrada Sandstones constitute the primary aquifer in the vicinity of the site. The
Entrada and Navajo Sandstones are separated from the Burro Canyon Formation (and the
perched water system monitored at the site) by approximately 1,000 to 1,100 feet of materials
having a low average vertical permeability. Groundwater within the Entrada/Navajo system is
under artesian pressure in the vicinity of the site, is of generally good quality, and is used as a
secondary source of water at the site. Stratigraphic relationships beneath the site are summarized
in Figure 3.
The site and vicinity has a dry to arid continental climate, with an average annual precipitation of
approximately 13.3 inches, and an average annual lake evaporation rate of approximately 47.6
inches. Recharge to major aquifers (such as the Entrada/Navajo) occurs primarily along the
mountain fronts (for example, the Henry, Abajo, and La Sal Mountains), and along the flanks of
folds such as Comb Ridge Monocline.

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Perched groundwater beneath the site occurs in the Dakota Sandstone and Burro Canyon
Formation and is used on a limited basis to the north (upgradient) of the site because it is more
easily accessible than the Navajo/Entrada aquifer. Perched groundwater originates mainly from
precipitation and local recharge sources such as unlined reservoirs (Kirby, 2008) and is
supported within the Burro Canyon Formation by the underlying, fine-grained, and bentonitic
Brushy Basin Member, considered an aquiclude.
Water quality of the Dakota Sandstone and Burro Canyon Formation is generally poor due to
high total dissolved solids (TDS) in the range of approximately 1,100 to 7,900 milligrams per
liter (mg/L) and is used primarily for stock watering and irrigation. Nitrate and chloroform
plumes occur in site perched groundwater as shown in Figure 1B. The nitrate plume extends
from upgradient (north-northeast) of the tailings management system to beneath the tailings
management system. The chloroform plume is located primarily upgradient to cross-gradient
(northeast to east) of the tailings management system. Sources of the nitrate plume are not well-
defined but the historical pond shown on Figures 1A and 1B is considered a source of nitrate and
chloride to the plume. The only potentially active source of nitrate to the plume is related to
ammonium sulfate crystal handling near the ammonium sulfate crystal tanks located southeast of
TWN-2 (Figures 1A and 1B) and has been addressed through implementation of Phase I of the
nitrate CAP. Past sources of the chloroform plume are two abandoned sanitary leach fields
(located near TW4-18 and TW4-19 [Figures 1A and 1B]) that received laboratory wastes prior to
any cells within the tailings management system becoming operational circa 1980. Both plumes
are under remediation by pumping.
The saturated thickness of the perched groundwater zone generally increases to the north of the
site, increasing the yield of the perched zone to wells installed north of the site. The generally
low permeability of the perched zone limits well yields. Although sustainable yields of as much
as 4 gallons per minute (gpm) have been achieved in site wells penetrating higher transmissivity
zones near the unlined wildlife ponds (Figures 1A and 1B), yields are typically low (<1/2 gpm)
due to the generally low permeability of the perched zone. Even site wells that yielded as much
as 4 gpm during the first few months of pumping eventually saw yields drop to about 1 gpm or
less. Many of the perched monitoring wells purge dry and take several hours to more than a day
to recover sufficiently for groundwater samples to be collected. During redevelopment (HGC,
2011b) many of the wells went dry during surging and bailing and required several sessions on
subsequent days to remove the proper volumes of water.

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As shown in Figure 5 and Appendix D, perched water flow across the site is generally (and
historically) from northeast to southwest. Perched water discharges in seeps and springs located
to the west, southwest, east, and southeast of the site (Figure 1B).
Beneath and south of the tailings management system, in the west central portion of the site,
perched water flow is south-southwest to west-southwest. Flow on the western margin of the
mesa south of the tailings management system is generally southerly, approximately parallel to
the mesa rim (where the Burro Canyon Formation is terminated by erosion). On the eastern side
of the site perched water flow is also generally southerly to southwesterly.
Perched water flow beneath and downgradient of the millsite and tailings management system is
influenced by perched water discharge points Westwater Seep, located west to west-southwest of
the tailings management system, and Ruin Spring, located southwest of the tailings management
system. Hydraulic gradients at the site currently range from approximately 0.002 ft/ft in the
northeastern corner of the site (between TWN-19 and TWN-16) to nearly 0.09 ft/ft east of cell 2
(within the chloroform plume, between TW4-10 and TW4-11).
Because of relict mounding near the northern wildlife ponds, flow direction ranges from locally
westerly (west of the ponds) to locally easterly (east of the ponds). The March 2012 cessation of
water delivery to the northern ponds, which are generally upgradient of the nitrate and
chloroform plumes at the site, resulted in changing conditions that were expected to impact
constituent concentrations and migration rates within these plumes. Specifically, past recharge
from the ponds helped limit many constituent concentrations within these plumes by dilution
while the associated groundwater mounding increased hydraulic gradients and contributed to
plume migration. Since use of the northern wildlife ponds ceased in March 2012, the reduction in
recharge and decay of the associated groundwater mound have increased many constituent
concentrations within the plumes while reducing hydraulic gradients and acting to reduce rates of
plume migration. The impacts associated with cessation of water delivery to the northern ponds
have been expected to propagate downgradient (south and southwest) over time.
Reduced recharge from the southern wildlife pond resulting from reduced water delivery, and the
decay of the associated (southern) perched groundwater mound, is causing changes in hydraulic
gradients in the vicinity. In particular the decay of the southern mound has resulted in more
southerly (rather than southeasterly) flow within the southern portion of the chloroform plume.
Continued decay of the southern mound is expected to result in eventual restoration of the typical
site southwesterly flow pattern within this portion of the plume.

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Flow onto the site occurs as underflow from areas northeast of the millsite where perched zone
saturated thicknesses are generally greater. Any flow that does not discharge in seeps or springs
presumably exits as underflow to the southeast of Ruin Spring, along the southwest extending
lobe of White Mesa located between Ruin Spring and Corral Springs. Darcy’s Law calculations
of perched water flow to Ruin Spring and Westwater Seep yield reasonable results and suggest
that local recharge contributes to seep/spring flow.
Hydraulic testing of perched zone wells yields a hydraulic conductivity range of approximately 2
x 10-8 to 0.01 cm/s (Tables 1- 4). In general, the highest permeabilities and well yields are in the
area of the site immediately northeast and east (upgradient to cross gradient) of the tailings
management system. A relatively continuous, higher permeability zone associated with the
chloroform plume and consisting of poorly indurated coarser-grained materials has been inferred
to exist in this portion of the site (HGC, 2007). Because their existence requires both coarse grain
size and poor cementation, such relatively continuous, higher permeability zones are expected to
be relatively rare at the site.
Permeabilities downgradient (southwest) of the tailings management system are generally low.
The low permeabilities and shallow hydraulic gradients downgradient of the tailings
management system result in average perched groundwater pore velocity estimates that are
among the lowest on site. Furthermore, more than 37 years of groundwater monitoring indicate
no impacts to perched water from tailings management system operation.
As discussed above, perched groundwater discharges in seeps and springs located along the mesa
margins. The relationships between seeps and springs and site geology/stratigraphy are provided
in Figure E.1 and Figure E.2. Seep and spring investigation (HGC, 2010g) and investigation of
the southwest portion of the site (HGC, 2012b) indicate the following:
Incorporating the seep and spring elevations in perched water elevation contour maps 1.
produces little change with regard to perched water flow directions except in the area west
of the tailings management system and near Entrance Spring. West of the tailings
management system, incorporation of Westwater Seep creates a more westerly hydraulic
gradient. Westwater Seep appears to be downgradient of the western portion of the tailings
management system (Figure 25); and Ruin Spring is downgradient of the eastern portion
of the tailings management system (Figure 25). Westwater Seep is the closest apparent
discharge point west of the tailings management system and Ruin Spring is the closest
discharge point south-southwest of the tailings management system. Including the
Entrance Spring elevation on the east side of the site creates a more easterly gradient in the
perched water contours, and places Entrance Spring more directly downgradient of the
northern wildlife ponds. Seeps and springs on the east side of the mesa are either cross-

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gradient of the tailings management system or are separated from the tailings management
system by a groundwater divide.
Ruin Spring and Westwater Seep are interpreted to occur at the contact between the Burro 2.
Canyon Formation and the Brushy Basin Member of the Morrison Formation. Corral
Canyon Seep, Entrance Spring, and Corral Springs are interpreted to occur at elevations
within the Burro Canyon Formation at their respective locations but above the contact
with the Brushy Basin Member. All seeps and springs (except Cottonwood Seep which is
located within the Morrison Formation near the Brushy Basin Member/Westwater Canyon
Member contact) are associated with conglomeratic portions of the Burro Canyon
Formation. Provided they are poorly indurated the more conglomeratic portions of the
Burro Canyon Formation are likely to have higher permeabilities and the ability to
transmit water more readily than finer-grained portions. This behavior is consistent with
on-site drilling and hydraulic test data that associates higher permeability with the poorly
indurated coarser-grained horizons detected east and northeast of the tailings management
system that are associated with the chloroform plume.
Cottonwood Seep is located more than 1,500 feet west of the mesa rim in an area where 3.
the Dakota Sandstone and Burro Canyon Formation (which hosts the perched water
system) are absent due to erosion (Figures E.1 and E.2). Cottonwood Seep occurs near a
transition from slope-forming to bench-forming morphology (indicating a change in
lithology). Cottonwood Seep (and 2nd Seep located immediately to the north [Figure 6]) is
interpreted to originate from coarser-grained materials within the lower portion of the
Brushy Basin Member (or upper portion of the Westwater Canyon Member) of the
Morrison Formation. Alternatively, Cottonwood Seep may originate from coarser-grained
materials of the Westwater Canyon (sandstone) Member intertongueing with the overlying
Brushy Basin Member at the transition between the two Members. The presence of
coarser-grained materials similar to the Salt Wash (sandstone) Member within the lower
portion of the Brushy Basin member is discussed in Shawe (2005). The intertongueing of
the Westwater Canyon and Brushy Basin Members is discussed in Craig et al. (1955) and
Flesch (1974). Based on lithologic cross sections provided in TITAN (1994), the elevation
of Cottonwood Seep (5,234 ft amsl) is within 5 to 15 feet of the elevation of the contact
between the Brushy Basin Member and the underlying Westwater Canyon Member (5,220
to 5,230 ft amsl). This is also shown in Figure 3. Cottonwood Seep is therefore not
(directly) connected to the perched water system at the site.
Only Ruin Spring appears to receive a predominant and relatively consistent proportion of 4.
its flow from perched groundwater. Ruin Spring originates from conglomeratic Burro
Canyon Formation sandstone where it contacts the underlying Brushy Basin Member, at
an elevation above the alluvium in the associated drainage. Westwater Seep, which also
originates at the contact between the Burro Canyon Formation and the Brushy Basin
Member, likely receives a significant contribution from perched water. All seeps and
springs other than Ruin Spring (and 2nd Seep just north of Cottonwood Seep) are located
within alluvium occupying the basal portions of small drainages and canyons. The relative
contribution of flow to these features from bedrock and from alluvium is indeterminate.

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All seeps and springs are reported to have enhanced flow during wet periods. For seeps 5.
and springs associated with alluvium, this behavior is consistent with an alluvial
contribution to flow. Enhanced flow during wet periods at Ruin Spring, which originates
from bedrock above the level of the alluvium, likely results from direct recharge of Burro
Canyon Formation and Dakota Sandstone exposed near the mesa margin in the vicinity of
Ruin Spring. This recharge would be expected to temporarily increase the flow at Ruin
Spring (as well as other seeps and springs where associated bedrock is directly recharged)
after precipitation events. As discussed previously, local recharge is consistent with
Darcy’s law calculations of perched water flow to Ruin Spring and Westwater Seep.
The assumption that the seep or spring elevation is representative of the perched water 6.
elevation is likely to be correct only where the feature receives most or all of its flow from
perched water and where the supply is relatively continuous (for example at Ruin Spring).
The perched water elevation at the location of a seep or spring that receives a significant
proportion of water from a source other than perched water may be different from the
elevation of the seep or spring. The elevations of seeps that are dry for at least part of the
year will not be representative of the perched water elevation when dry. Some uncertainty
therefore results from including these seeps and springs in the contouring of perched water
levels. However, even if such springs are sometimes dry, the presence of cottonwoods
suggests that perched groundwater is close to the surface at these locations.
The rate of flow in the perched water zone in the southwest area of the site (downgradient of the
tailings management system) is small and contributions from local recharge are needed to
explain many areas of higher saturated thickness affected by discharge points such as Westwater
Seep and Ruin Spring that are downgradient of areas of low saturated thickness (HGC, 2012b).
The presence of local recharge is expected to affect the water quality of seeps and springs and
has the potential to dilute any dissolved constituents that may migrate from upgradient areas.
As discussed in HGC (2012c), samples of selected archived drill core and drill cuttings were
analyzed visually and quantitatively by a contract analytical laboratory. Table 13 and Figure 32
summarize the occurrence of pyrite in site borings based on lithologic logs and laboratory
analyses. The results verify the site-wide, apparently ubiquitous existence of pyrite in the
perched zone at the site. The existence of pyrite is confirmed at locations upgradient, cross-
gradient, and downgradient of the millsite and tailings management system. The results are
consistent with Shawe’s (1976) description of the Dakota Sandstone and Burro Canyon
Formations as “altered-facies” rocks within which pyrite formed as a result of invasion by pore
waters originating from compaction of the overlying Mancos Shale.
A large portion of the perched water system at the site is in a transient state, manifested in long-
term changes in saturated thicknesses and rates of groundwater flow. This condition is expected
to result in trends in pH and concentrations of many dissolved constituents that are unrelated to
site operations. Changes in saturated thicknesses and rates of groundwater flow can result in

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changes in concentrations of dissolved constituents (or pH) for many reasons. For example, as
discussed in HGC (2012c), groundwater rising into a vadose zone having a different chemistry
than the saturated zone can result in changes in pH and groundwater constituent concentrations.
If the rise in groundwater represents a long-term trend, long-term changes in groundwater
constituent concentrations (or pH) may result.
Under conditions where vadose zone chemistry is not markedly different from saturated zone
chemistry, changing groundwater flow rates may result in changing constituent concentrations
due to changes in dilution. For example, relatively constant flux of a particular solute into the
groundwater zone, resulting in a relatively constant groundwater concentration under conditions
of steady groundwater flow, will likely result in changing concentrations should groundwater
flow become unsteady. If the change in flow rate is in one direction over a long period of time, a
long-term trend in the solute concentration is expected to result. Examples include oxygen
dissolved in recharge or a constituent present in vadose zone materials overlying perched
groundwater that dissolves in recharge and leaches into perched water at a steady rate. An
increase in perched flow may cause an increase in dilution and a reduction in constituent
concentration and vice-versa. For example, the decrease in dilution related to cessation of water
delivery to the northern wildlife ponds has caused increases in dissolved constituent
concentrations within the chloroform plume and, to a lesser extent, the nitrate plume.
Furthermore the lined cells within the tailings management system are expected to act as barriers
to natural recharge and exchange of gas with the atmosphere; their mere presence may thus result
in changes in perched water chemistry. Any such changes are likely to be relatively slow and in
one direction, potentially yielding long term trends in parameter values.
The perched groundwater chemistry at the Mill is also expected to be impacted by the following
factors:
The relatively low permeability of the perched zone. This condition increases groundwater 1.
residence times and the time available for groundwater to react with the formation.
The location of the perched system between two shales, the underlying Brushy Basin 2.
Member of the Morrison Formation and the overlying Mancos Shale. Both are potential
sources of numerous dissolved constituents.
The rate of interaction between the Mancos and Brushy Basin Member shales and the 3.
perched water. Interaction with the Mancos Shale at any particular location will depend on
the presence, thickness, and composition of the Mancos, the rate of recharge through the
Mancos into the perched zone, and the saturated thickness and rate of groundwater flow in
the perched zone. Interaction with the Brushy Basin Member at any particular location

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will depend on the composition of the Brushy Basin, and the saturated thickness and rate
of flow in the perched zone. Oxygen introduced into site monitoring wells may also react
with the Brushy Basin and affect the chemistry of perched groundwater in contact with the
Brushy Basin.
The rate of oxygen introduction into the perched zone via recharge or via site groundwater 4.
monitoring wells. Introduced oxygen is available to oxidize constituents such as pyrite,
which impacts the local groundwater chemistry near each recharge source and near each
well by releasing acid and sulfate. The resulting increased acidity can also destabilize
various mineral phases in the aquifer matrix. The degree of impact on groundwater
chemistry will depend on the amount of pyrite, the rate of oxygen transfer, the
neutralization capacity and saturated thickness of the perched zone, and the rate of
groundwater flow.
Elements other than iron and sulfur as contaminants in pyrite. Pyrite reacting with oxygen 5.
introduced into the formation will release these elements, potentially altering both the
vadose zone and the groundwater chemistry. The likelihood of pyrite having significant
contaminants (such as selenium) is enhanced considering its origin from fluids expelled
from the Mancos.
Changes in perched zone constituent concentrations and pH are therefore expected to result from
the introduction of oxygen into the subsurface, the oxidation of pyrite and other constituents,
changes in recharge rates, and past and current recharge passing through the Mancos Shale.
Decreasing trends in pH accompanied by increasing sulfate concentrations in MW-series wells
that were OOC for pH were determined to result from oxidation of pyrite based on screening-
level calculations and geochemical modeling presented in HGC (2012c). The calculations also
indicated that pyrite existed in sufficient quantity to maintain these trends provided sufficient
oxygen was available.
6.1 Perched Water Pore Velocities in the Nitrate Plume Area
Perched groundwater pore velocities and travel times calculated within the nitrate plume along
Path 1 (Figure 27) yield an estimated average pore velocity of approximately 17 ft/yr and a travel
time of approximately 84 years, based on a fourth quarter, 2017 hydraulic gradient of 0.023 ft/ft.
Historic hydraulic gradients within the area of the nitrate plume were likely much larger than the
current hydraulic gradient of 0.023 ft/ft during the time prior to Mill construction when the
historical pond was active (Figure 1B). Based on historic water levels in the vicinities of MW-30
and MW-31, located along the downgradient margin of cell 2 (Appendix D), and at the
downgradient margin of the nitrate plume, an historic hydraulic gradient is estimated as

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approximately 0.048 ft/ft. This is more than four times the overall average site hydraulic gradient
of approximately 0.011 ft/ft (calculated between TWN-19 and Ruin Spring).
Using the estimated historic hydraulic gradient of 0.048 ft/ft, the estimated historic pore velocity
downgradient of the historical pond is approximately 35 ft/yr, implying that nitrate originating
from the historical pond could have migrated to the downgradient edge of cell 2 within 63 years.
Assuming the historical pond was active by 1920, that nitrate was conservative, and ignoring
hydrodynamic dispersion, nitrate originating from the historical pond could have reached the
vicinities of MW-30 and MW-31 by 1983.
6.2 Perched Water Pore Velocities in the Vicinity of the Chloroform Plume
Perched groundwater pore velocities and travel times in the vicinity of the chloroform plume
along Paths 2A and 2B (Figure 27) were calculated based on fourth quarter, 2017 hydraulic
gradients of 0.022 ft/ft and 0.039 ft/ft, respectively. The estimated average pore velocity along
Path 2A is approximately 48 ft/yr, implying that approximately 22 years would be required to
traverse Path 2A. The estimated average pore velocity along Path 2B is approximately 27 ft/yr,
implying that approximately 44 years would be required to traverse Path 2B.
Historic hydraulic gradients within the northern (upgradient) areas of the eastern portion of the
chloroform plume (prior to about 1990) were likely larger than current hydraulic gradients and
contributed to relatively rapid movement of chloroform from the abandoned scale house leach
field (located immediately north of TW4-18) to MW-4 where chloroform was detected in 1999.
Based on historic water levels (Appendix D) the hydraulic gradient between the abandoned scale
house leach field and MW-4 is estimated as approximately 0.048 ft/ft in 1990 and approximately
0.029 ft/ft in 1999, averaging 0.038 ft/ft. This is more than three times the overall average site
hydraulic gradient of approximately 0.011 ft/ft (calculated between TWN-19 and Ruin Spring),
but is within the range of hydraulic gradients occurring at present within and adjacent to the
chloroform plume, and is similar to the current hydraulic gradient of approximately 0.041 ft/ft
just east the plume, between non-pumping wells TW4-36 and TW4-27.
The estimated historic hydraulic gradient implies an average pore velocity prior to 1999 of
approximately 84 ft/yr, sufficient for chloroform to have migrated from the abandoned scale
house leach field to MW-4 between 1978 and 1999. This calculation implies that chloroform
could have migrated nearly to TW4-4 by 1999.

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6.3 Hydrogeology and Perched Water Pore Velocities in the Southwest
Area
Investigation of the southwest area of the site, including seeps and springs (HGC, 2012b),
indicates that permeabilities in the southwest portion of the site are on average lower than
estimated prior to 2010 (as for example in HGC, 2009), and that perched water discharges to
Westwater Seep and Ruin Spring, but there is no evidence for a direct hydraulic connection
between the perched water zone and Cottonwood Seep. The hydraulic test and water level data
also demonstrate that the perched zone southwest of cell 4B is inadequate as a primary supply to
Cottonwood Seep by several orders of magnitude and that that the primary source of Cottonwood
Seep lies elsewhere. However, a hypothetical connection between the perched zone near
piezometer DR-8 and Cottonwood Seep is postulated for the purposes of calculating perched
water travel times and to allow for the possibility that an as yet unidentified connection may
exist.
Important results of the southwest area investigation are:
The Brushy Basin Member erosional paleosurface in the southwest area of the Mill site is 1.
dominated by a paleoridge extending from beneath cell 4B to abandoned boring DR-18
(Figure 8). The paleoridge is flanked to the west by a north-south trending paleovalley
oriented roughly parallel to the western mesa rim (Figure 8).
The southwest area of the Mill site is characterized by generally low saturated thicknesses, 2.
low permeabilities, and relatively shallow hydraulic gradients. This is illustrated in Table
1 and Figure 14. Hydraulic gradients in the southwest portion of the site are typically close
to 0.1 ft/ft, but are less than approximately 0.005 ft/ft west/southwest of cell 4B, between
cell 4B and DR-8.
The paleotopography of the Brushy Basin Member erosional surface has a greater 3.
influence on perched water flow in the southwest portion of the site than other areas
because of the low saturated thicknesses and dry areas associated with the paleoridge
extending south-southwest from the tailings management system (Figures 8, 14, 18, and
19).
The low transmissivities implied by the low permeabilities and low saturated thicknesses 4.
combined with the shallow hydraulic gradients imply low rates of perched water flow in
the southwest portion of the site. Calculated average pore velocities along Pathlines 3, 5,
and 6 (Figure 27) from the tailings management system to known discharge points
Westwater Seep and Ruin Spring range from 0.60 ft/yr to 0.90 ft/yr, and travel times from
approximately 3,015 to 19,660 years based on fourth quarter, 2017 water level data. If
vadose zone travel times from the base of the individual cells to the perched water are
included, the range of calculated travel times is approximately 3,260 to 19,970 years.

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The estimated travel time from the tailings management system to the vicinity of DR-8 5.
(Path 4) is approximately 15,860 years based on fourth quarter, 2017 water level data and
a calculated pore velocity of 0.26 ft/yr. Including the vadose travel time of approximately
312 years yields a total travel time of 16,170 years. Assuming a hypothetical pathway to
Cottonwood Seep, the time to travel along Path 4 and thence along the potential pathway
from the edge of Path 4 to Cottonwood Seep (which adds approximately 2,150 horizontal
feet) is expected to be significantly greater than 16,170 years.
Brushy Basin Member paleotopography influences the locations of Westwater Seep and 6.
Ruin Spring; both are located in paleovalleys within the Brushy Basin Member
paleosurface (Figure 8).
Local recharge is needed to explain areas of relatively large saturated thickness that supply 7.
Westwater Seep and Ruin Spring, because lateral flow into these areas from upgradient
low saturated thickness portions of the perched zone is inadequate. The calculated perched
zone recharge rate in the approximate 175 acre area southwest of Westwater Seep (near
DR-2 [abandoned] and DR-5) is approximately 0.001 in/yr.
The perched water system in the southwestern portion of the site is inadequate as the 8.
primary supply to Cottonwood Seep by several orders of magnitude. Therefore the
primary source(s) of Cottonwood Seep must lie elsewhere.
6.4 Fate of Chloroform and Nitrate
Natural attenuation of nitrate and chloroform in the perched water is expected to result from
physical processes that include dilution by recharge and hydrodynamic dispersion. Volatilization
is another physical process that is expected to lower chloroform concentrations in perched water.
Mass reduction processes expected to lower both nitrate and chloroform concentrations include
chemical and biologically-mediated processes. These processes include reduction of nitrate by
pyrite, and anaerobic reductive dechlorination of chloroform.
Both nitrate and chloroform plumes are under remediation by pumping. Pumping acts to reduce
nitrate and chloroform mass as rapidly as is practical, allowing natural attenuation to be more
effective.
The nearest potential discharge points for nitrate originating from the nitrate plume are
Westwater Seep and Ruin Spring, both located downgradient of the tailings management system
at the site. The nearest potential discharge point for chloroform is Ruin Spring. Corral Springs,
located cross-gradient of the tailings management system, appears to be positioned too far east
for any potential future impacts by chloroform.
Calculations of perched groundwater flow rates indicate that thousands of years will be required
for perched groundwater at the downgradient margins of the tailings management system to

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reach a discharge point. Because both chloroform and nitrate plumes are more distant from
discharge points than the tailings management system, even more time would be required for
chloroform or nitrate to reach a discharge point. Since both plumes are expected to naturally
attenuate within less than 200 years (through physical, chemical, and/or biological processes),
even in the absence of direct mass removal by pumping, there is more than sufficient time for
any residual chloroform or nitrate within the respective plumes to degrade before reaching a
discharge point.

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7. HYDROGEOLOGY OF THE AREA NEAR PROPOSED CELLS 5A
AND 5B AND RECOMMENDED LOCATIONS OF NEW PERCHED
MONITORING WELLS
The hydrogeology of the portion of the site beneath proposed cells 5A and 5B, the recommended
placement of new perched groundwater monitoring wells, and the rationale for the recommended
placement and spacing of wells is discussed in the following Sections.
7.1 Hydrogeology
Figure 33 is a fourth quarter, 2017 perched groundwater level contour map showing the locations
of hydrogeologic cross-sections in the vicinity of proposed new cells 5A and 5B. Cross section
WNW-ESE (Figure 34) extends from piezometer DR-7 (to the west of proposed cell 5A), along
the upgradient (northern) dikes of proposed cells 5A and 5B, to MW-17, located on the east dike
of proposed cell 5B. Cross section W-E (Figure 35) extends from piezometer DR-8 (to the west
of proposed cell 5A), beneath the southwest corner of proposed cell 5A, to MW-17 on the east
dike of proposed cell 5B.
The hydrogeology depicted on cross-sections in Figures 34 and 35 is similar to the hydrogeology
beneath the existing tailings management system at the site. Alluvium is underlain locally by
Mancos Shale. The alluvium (and Mancos where present) is (are) underlain by Dakota Sandstone
and Burro Canyon Formation. Both are sandstones that are often not readily distinguishable in
the field and are not separately defined on the cross sections. The Burro Canyon Formation is
underlain by the Brushy Basin Member of the Morrison Formation. The Brushy Basin Member,
a bentonitic shale, functions as an aquiclude supporting the perched groundwater system.
The Dakota Sandstone and Burro Canyon Formations locally contain relatively thin, sub-
horizontal, interbedded shale and conglomerate horizons that are often discontinuous between
boreholes. Although the lithology shown for MW-17 is more general (due to the less-detailed
nature of the log for the boring), shale and ‘conglomeratic’ horizons within the Burro Canyon
and Dakota are described in the log (Appendix A). Detailed logs showing variations in the
lithology of the Dakota and Burro Canyon are unavailable for MW-14 and MW-15.
Figures 34 and 35 show that perched groundwater saturated thicknesses vary from negligible at
MW-33 (consistently dry well located at the northwest corner of proposed cell 5A) to
approximately 33 feet at MW-17 (located on the east dike of proposed cell 5B). Figure 33 shows
that a dry area extends from beneath cell 4B under the northwest portion of proposed cell 5A.

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Figure 33 also shows that perched groundwater flow beneath the proposed cells is generally to
the south-southwest, towards perched groundwater discharge point Ruin Spring.
As discussed in Section 3.1.2, porosity within the Dakota Sandstone and Burro Canyon
Formation is primarily intergranular, and no significant joints or fractures have been documented
in any wells or borings installed across the site (Knight-Piésold, 1998). Any fractures observed in
cores collected from site borings are typically cemented, showing no open space. The Knight-
Piésold findings are consistent with the evaluation of a 1994 drilling program provided in HGC
(2001a) and with examination of drill core samples collected during installation of MW-3A,
MW-23, MW-24, MW-28, MW-30, and TW4-22 in 2005 (HGC, 2005).
The installation of proposed cells 5A and 5B will extend the tailings management system farther
downgradient; the southern (downgradient) boundary will be closer to perched water discharge
point Ruin Spring. However, as noted in Section 2.1.3, hydraulic conductivities and perched
water migration rates to the southwest of the tailings management system (between the tailings
management system and Ruin Spring) are among the lowest at the site.
Figure 36 depicts inferred perched groundwater flow pathlines downgradient of the existing
tailings management system, and beneath and downgradient of proposed cells 5A and 5B. Figure
37 depicts the shortest pathline from the downgradient (southern) dikes of proposed cells 5A and
5B to the nearest discharge point, Ruin Spring. The length of this pathline is approximately 8,550
feet.
Using an average hydraulic conductivity of 14.1 ft/yr (as calculated for Path 6 in Figure 27), the
Figure 37 path length of 8,550 feet, an average hydraulic gradient of 0.0123 ft/ft (between DR-13
and Ruin Spring), and a porosity of 0.18, the estimated average groundwater pore velocity is
approximately 0.96 ft/yr. The estimated time for perched groundwater to travel from the
downgradient edge of proposed cells 5A and 5B to Ruin Spring is therefore approximately 8,870
years.
7.2 Recommended Well Locations
Five new perched groundwater monitoring wells (MW-41 through MW-45, as shown in Figure
38) are proposed to monitor proposed cells 5A and 5B. As discussed in Section 1, cell 5A and
associated groundwater monitoring wells are to be installed first. Therefore, proposed
groundwater monitoring wells MW-41 through MW-44 would be installed as part of the
construction of cell 5A, and MW-45 would be installed later as part of the construction of cell

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5B. Proposed wells MW-41 through MW-44 are considered adequate to monitor proposed cell
5A even if the construction of cell 5B is delayed indefinitely.
Due to the location of cell 5A above and near the topographic high in the Brushy Basin Member
surface, three of the proposed wells (MW-41, MW-42, and MW-43) are (unavoidably) expected
to have relatively small saturated thicknesses, although MW-42 and MW-43 are likely to have
saturated thicknesses of at least 5 feet or greater.
Narrow-diameter pilot borings are proposed to be installed to ensure adequate saturated
thicknesses within the proposed monitoring wells. Should the saturated thickness within a pilot
boring be inadequate (less than 5 feet), the boring (with the concurrence of DWMRC) will either
be converted to a piezometer or abandoned. A new pilot boring will be installed within
approximately 100 feet in a direction along the cell margin likely to have adequate saturated
thickness. Pilot borings having saturated thicknesses of 5 feet or greater will be reamed and
completed as monitoring wells.
The spacing of the four wells along the southern (downgradient) dikes of the proposed cells is
similar to the spacing of existing wells along the southern (downgradient) dikes of cells 4A and
4B. An additional well is proposed along the west (generally cross-gradient) dike of proposed
cell 5A. Existing well MW-17 will function as the up- to cross-gradient well along the east dike
of proposed cell 5B.
The spacing of the proposed wells (approximately 750 ft) is conservative with regard to reliable
detection of potential future impacts to groundwater that may arise from any future seepage from
the proposed cells. As discussed in HGC (2001b), numerical simulations of hypothetical point
source leaks from the existing tailings management system indicate that such leaks could be
reliably detected using well spacings of between 850 and 900 ft. However, the advanced design
and leak detection systems that are to be incorporated in the construction of the proposed cells
makes it highly unlikely that any potential future seepage could bypass the leak detection
systems to an extent that could impact groundwater. The proposed well spacing is likely overly
conservative considering that the cell design includes multiple liners with a leak detection system
installed between the liners.
Simulations of the hypothetical leaks presented in HGC (2001b) assumed a relatively
conservative 10:1 ratio of horizontal to vertical permeability within vadose materials
(unsaturated Dakota Sandstone and Burro Canyon Formation) underlying the tailings
management system at the site. In reality, the effective ratio of horizontal to vertical permeability
is likely to be larger than 10:1, making the resulting potential for lateral spreading, and the

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reliability of the monitoring well network, greater than was simulated. A large ratio of horizontal
to vertical permeability is likely to exist due to the sub-horizontal layering that is present in both
the Dakota Sandstone and Burro Canyon Formation.
In addition, interbedded sub-horizontal shale and/or coarse-grained (conglomeratic) horizons that
exist beneath proposed cells 5A and 5B (cross-sections presented in Figures 34 and 35) are both
likely to enhance lateral spreading of any future seepage that may potentially originate from the
proposed cells. Such lateral spreading would increase the area of perched groundwater impacted
by any potential future seepage and thus reduce the number of wells needed for reliable
detection.
Sub-horizontal shale horizons are expected to have low vertical permeability (and therefore low
vertical hydraulic conductivity). Any seepage percolating vertically downward that encountered
a shale horizon would be likely to perch, then spread laterally. Lateral spreading would continue
until the perched area was large enough that seepage through the low-permeability shale became
equal to the incoming seepage rate. The footprint of seepage through the base of the shale
horizon would thus be larger than the footprint of incoming seepage above the shale horizon.
Sub-horizontal coarse-grained (conglomeratic) horizons at the site may have either relatively
high or relatively low permeability depending on the degree of cementation. HGC (2010a and
2010b) summarize the lithology and hydraulic testing of angle borings GH-94-1 and GH-94-2A
(angled beneath cell 3, as described in HGC, 2001a). The majority of the hydraulic tests within
these angle borings were conducted within the vadose zone and are considered generally
representative of vadose conditions beneath the tailings management system. The test results
discussed in HGC (2010a and 2010b) indicate the following:
Horizontal hydraulic conductivities of the Dakota Sandstone ranged from 5.9 x 10-6 cm/s 1.
to 8.8 x 10-5 cm/s; horizontal hydraulic conductivities of the underlying Burro Canyon
Formation ranged from 4 x 10-5 cm/s to 6.3 x 10-4 cm/s. Less than half of the higher
conductivities occurred in conglomeratic materials, with three of the tests conducted in
conglomeratic material yielding conductivity estimates less than 10-5 cm/s. Only one test
yielded a conductivity estimate greater than 10-5 cm/s.
The available (pre-2010) borehole data near cell 4B indicate poor correlation between 2.
conglomeratic intervals and enhanced permeability. Only one (possibly two) reported
zone(s) of higher permeability within conglomeratic materials exist(s) near the saturated
portion of the Burro Canyon Formation. Cross-gradient to up-gradient (east to northeast)
of the tailings management system, in the vicinity of the chloroform plume, conglomeratic
materials within the deep saturated Burro Canyon Formation appear to be associated with
higher permeability, at least in the vicinity of MW-4 (within the chloroform plume).

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However, available data from the vicinity of cell 4B do not indicate a consistent
association between conglomeratic materials and higher permeability in the vadose zone.
Overall, vadose conglomeratic intervals do not consistently have higher hydraulic 3.
conductivities (or permeabilities) than the surrounding sandstones. However,
conglomeratic intervals having higher conductivities than surrounding materials would
likely spread any seepage laterally so that the seepage would contact a larger area of
perched groundwater.
With regard to lateral spreading, potential seepage encountering a relatively high permeability,
sub-horizontal conglomeratic horizon is expected to spread laterally as a result of two factors: 1)
the conglomeratic material would likely behave as a capillary barrier; and 2) the relatively high
lateral permeability of the conglomeratic material would facilitate lateral spreading of any
seepage percolating into the material.
First, as a capillary barrier, a relatively high permeability conglomeratic material would prevent
infiltration of seepage from finer-grained, lower-permeability, overlying materials until near-
saturated conditions were reached in the overlying material above the contact. As saturations
build up within the overlying materials, the potential for lateral spreading increases.
Second, any seepage percolating into a relatively high permeability conglomeratic horizon would
tend to perch on the underlying lower permeability materials, causing lateral spreading within the
conglomeratic horizon, and increasing the area of the underlying materials impacted by the
continuing downward percolation of the seepage.
Overall, the vertical heterogeneity encountered beneath proposed cells 5A and 5B is expected to
enhance the likelihood for timely detection of any groundwater impacts from potential future
seepage originating from the cells. Furthermore, as discussed above, improvements in cell design
since installation of cells 1 through 3 at the site make it highly unlikely that any potential future
seepage could bypass the leak detection systems incorporated in proposed cells 5A and 5B to an
extent that could impact groundwater.

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8. REFERENCES
Aubrey, W. M. 1992. Stratigraphy and Sedimentology of Latest Jurassic to Mid-Cretaceous
Rocks, Four Corners Area, in Semken, S. C., ed., Field Guide to a Geologic Excursion in
the Northeastern Navajo Nation: Shiprock, New Mexico, Navajo Community College, p.
33-40.
Avery, C. 1986. Bedrock Aquifers of Eastern San Juan County, Utah: Utah Department of
Natural Resources Technical Publication no. 86, 114 p.
Baker. 2007. Passive Treatment of Selenium-Contaminated Groundwater. Colorado NPS
Connection, Summer, 2007.
Colorado Department of Public Health and Environment, Water Quality Control Division.
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9. LIMITATIONS STATEMENT
The opinions and recommendations presented in this report are based upon the scope of services
and information obtained through the performance of the services, as agreed upon by HGC and
the party for whom this report was originally prepared. Results of any investigations, tests, or
findings presented in this report apply solely to conditions existing at the time HGC’s
investigative work was performed and are inherently based on and limited to the available data
and the extent of the investigation activities. No representation, warranty, or guarantee, express
or implied, is intended or given. HGC makes no representation as to the accuracy or
completeness of any information provided by other parties not under contract to HGC to the
extent that HGC relied upon that information. This report is expressly for the sole and exclusive
use of the party for whom this report was originally prepared and for the particular purpose that
it was intended. Reuse of this report, or any portion thereof, for other than its intended purpose,
or if modified, or if used by third parties, shall be at the sole risk of the user.

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TABLES
TABLE 1
Results of Slug test Analyses Using KGS and Bouwer-Rice Solutions
Bouwer-Rice Bouwer-Rice
Test Saturated
Thickness
K
(cm/s)
Ss
(1/ft)
K
(cm/s)
K
(cm/s)
Ss
(1/ft)
K
(cm/s)
TWN-1 54 1.70E-04 2.22E-03 NI 1.97E-04 1.25E-03 1.36E-04
TWN-2 74 1.49E-05 3.20E-04 2.25E-05 2.04E-05 1.16E-04 2.73E-05
TWN-3 60 8.56E-06 8.73E-06 8.97E-06 7.75E-06 1.53E-05 8.89E-06
TWN-4 85 1.76E-03 3.43E-04 2.79E-05 1.25E-03 1.84E-06 NI
TWN-5 77 4.88E-04 3.88E-07 4.06E-04 4.88E-04 3.88E-07 3.70E-04
TWN-6 79 1.74E-04 2.22E-03 NI 3.50E-04 2.22E-12 3.36E-04
TWN-7 11 3.57E-07 2.22E-03 4.59E-07 3.57E-07 2.21E-03 NI
TWN-8 80 1.51E-04 3.66E-04 7.55E-05 4.73E-04 1.41E-06 2.48E-04
TWN-9 29 2.99E-05 6.92E-03 2.86E-05 6.02E-05 5.59E-03 7.93E-05
TWN-10 20 3.83E-05 0.1 2.31E-05 8.71E-05 8.12E-03 1.10E-04
TWN-11 68 1.18E-04 1.08E-05 9.83E-05 9.34E-05 7.18E-05 9.78E-05
TWN-12 67 8.05E-05 4.65E-05 7.69E-05 1.28E-04 1.27E-07 7.39E-05
TWN-13 68 2.62E-06 0.1 4.77E-06 2.09E-06 0.1 6.93E-06
TWN-14 57 3.61E-06 6.39E-03 2.74E-06 3.98E-06 3.17E-03 7.93E-06
TWN-15 58 4.75E-05 1.04E-03 2.61E-05 5.86E-05 3.49E-04 6.42E-05
TWN-16 41 0.0142 8.02E-04 6.47E-03 NI NI NI
TWN-17 69 3.73E-06 0.033 6.18E-06 1.41E-06 0.061 1.96E-06
TWN-18 83 2.27E-03 2.44E-06 1.14E-03 2.67E-03 2.22E-12 NI
TWN-19 50 2.69E-05 2.49E-03 1.81E-05 3.83E-05 3.34E-03 NI
MW-03 (mlt)5.2 4.00E-07 1.92E-02 1.50E-05 ------
MW-05 (lt)3.90E-06 4.30E-06
MW-05 (et)2.40E-05 1.80E-05
MW-17 18 2.60E-05 1.71E-04 2.70E-05 2.20E-05 --3.00E-05
MW-18 58 2.90E-04 4.60E-07 2.40E-04 3.20E-04 --2.50E-04
MW-19 80 1.70E-05 1.44E-06 1.30E-05 1.20E-05 --1.50E-05
MW-19, confined 47 1.60E-05 3.24E-06 1.20E-05 ------
MW-20 (mlt)9.30E-06 --
MW-20 (mlt)5.90E-06 2.50E-06
MW-22 7.90E-06 --
MW-22 4.40E-06 3.40E-06
MW-23 12 3.20E-08 0.1 1.60E-06 NI NI NI
MW-23b 12 2.30E-07 2.30E-03 2.50E-07 NI NI 2.00E-07
MW-24 3.4 4.16E-05 5.20E-03 3.15E-05 3.03E-05 0.0152 3.03E-05
MW-25 33 1.10E-04 3.00E-04 7.40E-05 1.70E-04 2.00E-04 1.00E-04
MW-27 36 8.20E-05 5.30E-04 3.60E-05 1.40E-04 8.70E-05 3.10E-05
MW-28 23 1.70E-06 0.02 1.70E-06 1.70E-06 0.02 2.00E-06
MW-29 18 1.10E-04 1.90E-04 9.30E-05 1.30E-04 2.10E-04 1.00E-04
MW-30 24 1.00E-04 2.90E-04 6.40E-05 1.10E-04 1.40E-04 5.10E-05
MW-31 53 7.10E-05 2.50E-05 6.90E-05 7.40E-05 7.20E-06 6.90E-05
MW-32 46 3.00E-05 8.80E-05 2.60E-05 2.80E-05 2.50E-04 3.00E-05
MW-35 12 3.48E-04 1.95E-05 2.18E-04 2.59E-04 1.78E-05 1.65E-04
MW-36 6.2 4.51E-04 4.29E-04 NA 7.73E-04 2.66E-04 6.52E-04
MW-36 (lt)6.2 NA NA 1.84E-04 NA NA NA
MW-36 (et)6.2 NA NA 5.07E-04 NA NA NA
MW-37 2.9 1.28E-05 2.22E-12 1.21E-05 NA NA NA
TW4-4 (et)22 NA NA 1.26E-03 NA NA NA
TW4-4 (lt)22 1.66E-03 6.21E-05 2.89E-04 1.63E-03 3.01E-04 7.91E-04
TW4-6 24 1.15E-05 3.67E-05 1.00E-05 1.19E-05 1.49E-04 1.32E-05
TW4-20 43 5.90E-05 1.60E-05 4.20E-05 7.00E-05 1.20E-05 5.30E-05
TW4-21 63 1.90E-04 1.10E-04 3.20E-05 1.90E-04 3.20E-05 9.40E-06
TW4-22 55 1.30E-04 6.80E-06 1.10E-04 1.30E-04 4.50E-06 1.10E-04
TW4-23 43 3.80E-05 7.40E-03 2.90E-05 3.40E-01 6.40E-04 7.90E-05
TW4-24 53 1.60E-04 1.10E-03 1.00E-04 1.20E-04 1.70E-03 5.20E-05
TW4-25 89 5.80E-05 0.001 3.70E-05 7.40E-05 1.10E-03 5.00E-05
TW4-26 18 2.40E-05 3.23E-04 2.16E-05 2.28E-05 3.13E-04 2.55E-05
TW4-27 (uncorrected)NA NA NA 2.13E-06 1.51E-03 1.59E-06
TW4-27 (100% correction)7.01E-07 2.22E-03 1.99E-06 NA NA NA
TW4-27(60% correction)1.35E-06 1.27E-03 1.15E-06 NA NA NA
TW4-28 67.9 3.52E-04 1.22E-06 3.92E-04 3.29E-04 7.49E-06 4.07E-04
TW4-29 17.7 4.24E-05 1.19E-03 5.24E-05 4.52E-05 9.62E-04 5.66E-05
TW4-29 (lt)17.7 NA NA 2.00E-05 NA NA 3.80E-05
TW4-30 9.6 1.44E-04 1.00E-02 6.22E-05 1.34E-04 1.00E-02 1.38E-04
TW4-30 (et)9.6 NA NA 1.63E-04 NA NA 2.91E-04
TW4-30 (lt)9.6 NA NA 1.12E-05 NA NA 1.41E-05
TW4-31 18.1 4.18E-05 2.54E-05 3.87E-05 3.24E-05 9.65E-05 4.01E-05
TW4-32 64.8 9.53E-05 1.15E-04 NA 5.34E-05 7.97E-04 5.86E-05
TW4-32(et)64.8 NA NA 1.09E-04 NA NA 1.34E-04
TW4-32(lt)64.8 NA NA 2.51E-05 NA NA 1.17E-05
TW4-33 13.1 5.51E-05 3.73E-04 5.78E-05 5.25E-05 5.32E-04 5.76E-05
TW4-34 25.2 9.98E-05 1.13E-03 1.54E-04 9.39E-05 1.54E-03 1.25E-04
TW4-34 (lt)25.2 NA NA 1.17E-04 NA NA NA
TW4-35 8.8 6.27E-05 1.49E-03 5.72E-05 5.72E-05 1.69E-03 6.42E-05
TW4-36 36.7 3.23E-06 1.07E-03 6.39E-06 1.82E-06 2.83E-03 4.79E-06
TW4-37 51.6 1.43E-04 2.14E-04 2.17E-04 1.93E-04 8.60E-05 2.33E-04
TW4-38 6.37E-05 1.15E-04 NA 4.76E-05 2.81E-05 NA
TW4-38 (mlt)NA NA 7.16E-05 NA NA 5.54E-05
TW4-38 (lt)NA NA 5.68E-05 NA NA 3.76E-05
TW4-39 5.27E-05 2.03E-04 NA 6.15E-05 1.70E-04 NA
TW4-39 (mlt)NA NA 7.21E-05 NA NA 8.41E-05
TW4-39 (lt)NA NA 2.85E-05 NA NA 3.17E-05
DR-5 12.3 2.95E-05 4.21E-05 3.80E-05 2.86E-05 2.65E-03 3.76E-05
DR-8, Oct 2012 7.8 2.46E-08 1.00E-02 3.56E-07 4.46E-08 1.00E-02 4.45E-07
DR-8, Oct 2011 7.7 3.40E-08 0.01 NA 1.07E-07 0.0011 NA
DR-9 24.5 4.49E-04 4.30E-06 3.41E-04 4.73E-04 1.21E-05 4.73E-04
DR-10 3 2.92E-06 6.54E-03 5.56E-06 9.71E-06 8.41E-04 9.71E-06
DR-11 8.9 8.88E-06 8.88E-04 1.54E-05 5.83E-06 2.22E-03 1.11E-05
DR-13 11.2 5.90E-06 7.33E-05 5.38E-06 4.93E-06 1.57E-04 1.49E-06
DR-13(et)11.2 NA NA NA NA NA 6.81E-06
DR-14 18.8 1.26E-05 7.34E-05 1.66E-05 7.78E-06 4.84E-04 6.18E-06
DR-14(et)18.8 NA NA NA NA NA 1.23E-05
DR-17 6.5 1.24E-05 1.53E-04 1.43E-05 3.17E-06 5.00E-03 2.19E-06
DR-17(et)6.5 NA NA NA NA NA 8.35E-06
DR-19 3.5 3.29E-05 2.54E-03 3.78E-05 3.39E-05 1.86E-03 4.08E-05
DR-20 17.9 2.14E-06 1.91E-05 2.69E-06 1.43E-06 1.90E-05 1.89E-06
DR-21 13.5 3.29E-05 7.17E-06 3.60E-05 2.21E-05 1.87E-04 3.49E-05
DR-23 7.5 1.96E-05 3.85E-04 2.35E-05 7.49E-06 5.00E-03 4.51E-06
DR-23(et)7.5 NA NA NA NA NA 2.16E-05
DR-24 17.4 1.64E-05 7.49E-05 1.43E-05 1.64E-05 7.49E-05 8.23E-06
DR-24(et)17.4 NA NA NA NA NA 1.97E-05
Notes:
Bouwer-Rice = Unconfined Bouwer-Rice solution method in Aqtesolv™ unless otherwise noted
cm/s = centimeters per second
ft = feet
K = hydraulic conductivity
KGS = Unconfined KGS solution method in Aqtesolv™ unless otherwise noted
Ss= specific storage
NI= Not Interpretable .
et= early time data
mlt=middle to late time data
lt=late time data
NA=not applicable
Automatically Logged Data
12 ----
51 1.00E-06 2.00E-03
Hand Collected Data
KGS KGS
10 3.50E-06 4.40E-03
57.97
56.30
9.00E-07 --
3.20E-06 --
----
9
H:\718000\hydrpt2018\Hydraulic_props_4Q17.xls: T1-KGS and B-R slug test K data
TABLE 2
Results of Recovery and Slug Test Analyses Using Moench Solution
Hand Data
Well ID Interpretation
Method Type
Hydraulic
Conductivity
(cm/sec)
Storativity
Saturated
Thickness
(feet)
Skin Hydraulic Conductivity
(cm/sec)
WHIP pump/recovery 7.70E-07 0.0082 20 none 7.70E-07
AQTESOLV
(Moench, Leaky)pump/recovery 7.70E-07 0.0082 20 none 7.70E-07
AQTESOLV
(Moench, Unconfined)pump/recovery 8.90E-07 0.01 40 none --
MW-03 WHIP slug 4.30E-05 0.01 5.2 none --
MW-05 WHIP slug 1.10E-05 0.1 10 none --
MW-17 WHIP slug 2.90E-05 0.01 18 none --
WHIP slug 4.40E-04 2.20E-05 45 none --
WHIP slug 5.30E-04 0.02 45 6.54 --
WHIP slug 7.10E-06 0.032 47 none --
WHIP slug 1.70E-05 0.027 47 2.24 --
AQTESOLV
(Moench, Leaky)slug 1.70E-05 0.027 47 2.24 --
MW-20 WHIP slug 8.20E-06 0.02 12 none --
MW-22 WHIP slug 4.20E-06 0.014 51 none --
Notes:
cm/sec = Centimeters per second
WHIP analyses via modfied Moench Leaky Solution
MW-01
MW-19
Automatically-Logged Data
MW-18
H:\718000\hydrpt2018\Hydraulic_props_4Q17.xls: T2-Moench and WHIP data 5/24/2018
TABLE 3
Estimated Perched Zone Hydraulic Properties Based on
Analysis of Observation Wells Near MW-4 and TW4-19 During Long Term Pumping of MW-4 and TW4-19
Observation
Well
Theis Solution
(Confined or
Unconfined)
Transmissivity
(ft2/day)
Storage
Coefficient
Water Bearing
Zone Thickness
(feet)
Average Hydraulic
Conductivity
(ft/day)
Average Hydraulic
Conductivity
(cm/sec)
Unconfined 8.9 0.023 39 0.23 8.20E-05
Confined 8.4 0.023 24 0.35 1.30E-04
Unconfined 4.6 0.0065 39 0.12 4.30E-05
Confined 3.8 0.0063 24 0.16 5.70E-05
Unconfined 4.7 0.011 39 0.12 4.30E-05
Confined 3.3 0.011 24 0.14 5.00E-05
Unconfined 4.5 0.010 39 0.12 4.30E-05
Confined 3.9 0.010 24 0.16 5.70E-05
Unconfined 5.8 0.019 39 0.15 5.40E-05
Confined 3.5 0.019 24 0.15 5.40E-05
Unconfined 12.4 0.0029 39 0.32 1.10E-04
Confined 9.1 0.0031 24 0.38 1.40E-04
Unconfined 89 0.0043 67 1.3 4.60E-04
Confined 87 0.0043 31 2.8 1.00E-03
Unconfined 72 0.0043 67 1.1 3.90E-04
Confined 71 0.0043 31 2.3 8.20E-04
Unconfined 48 0.0077 67 0.72 2.60E-04
Confined 46 0.0076 31 1.5 5.40E-04
Unconfined 15 0.0037 67 0.22 7.90E-05
Confined 12 0.0037 31 0.39 1.40E-04
Unconfined 19 0.0036 67 0.28 1.00E-04
Confined 18 0.0035 31 0.58 2.10E-04
Unconfined 76 0.0046 67 1.1 3.90E-04
Confined 74 0.0046 31 2.4 8.60E-04
Unconfined 44 0.12 67 0.66 2.40E-04
Confined 39 0.12 31 1.3 4.60E-04
Notes:
cm/sec = Centimeters per second
ft/day = Feet per day
ft2/day = Feet squared per day
MW-4A
(early time)
TW4-1
TW4-2
TW4-7
TW4-8
MW-4A
TW4-16
TW4-18
TW4-19
TW4-5
TW4-9
TW4-10
TW4-15 (MW-26)
H:\718000\hydrpt2018\Hydraulic_props_4Q17.xls: T3-Pump Test Obs Wells Page 1 of 1 5/18/2018
TABLE 4
Summary of Hydraulic Properties
White Mesa Uranium Mill
from TITAN (1994)
Soils
6 Laboratory Test 9 D&M 1.20E+01 1.20E-05
7 Laboratory Test 4.5 D&M 1.00E+01 1.00E-05
10 Laboratory Test 4 D&M 1.20E+01 1.20E-05
12 Laboratory Test 9 D&M 1.40E+02 1.40E-04
16 Laboratory Test 4.5 D&M 2.20E+01 2.10E-05
17 Laboratory Test 4.5 D&M 9.30E+01 9.00E-05
19 Laboratory Test 4 D&M 7.00E+01 6.80E-05
22 Laboratory Test 4 D&M 3.90E+00 3.80E-06
Geometric Mean 2.45E+01 2.37E-05
Dakota Sandstone
No. 3 Injection Test 28-33 D&M (1) 5.68E+02 5.49E-04
No. 3 Injection Test 33-42.5 D&M 2.80E+00 2.71E-06
No. 12 Injection Test 16-22.5 D&M 5.10E+00 4.93E-06
No. 12 Injection Test 22.5-37.5 D&M 7.92E+01 7.66E-05
No. 19 Injection Test 26-37.5 D&M 7.00E+00 6.77E-06
No. 19 Injection Test 37.5-52.5 D&M 9.44E+02 9.12E-04
Geometric Mean 4.03E+01 3.89E-05
Burro Canyon Formation
No. 3 Injection Test 42.5-52.5 D&M 5.80E+00 5.61E-06
No. 3 Injection Test 52.5-63 D&M 1.62E+01 1.57E-05
No. 3 Injection Test 63-72.5 D&M 5.30E+00 5.13E-06
No. 3 Injection Test 72.5-92.5 D&M 3.20E+00 3.09E-06
No. 3 Injection Test 92.5-107.5 D&M 4.90E+00 4.74E-06
No. 3 Injection Test 122.5-142 D&M 6.00E-01 5.80E-07
No. 9 Injection Test 27.5-42.5 D&M 2.70E+00 2.61E-06
No. 9 Injection Test 42.5-59 D&M 2.00E+00 1.93E-06
No. 9 Injection Test 59-82.5 D&M 7.00E-01 6.77E-07
No. 9 Injection Test 82.5-107.5 D&M 1.10E+00 1.06E-06
No. 9 Injection Test 107.5-132 D&M 3.00E-01 2.90E-07
No. 12 Injection Test 37.5-57.5 D&M 9.01E-01 8.70E-07
No. 12 Injection Test 57.5-82.5 D&M 1.40E+00 1.35E-06
No. 12 Injection Test 82.5-102.5 D&M 1.07E+01 1.03E-05
No. 28 Injection Test 76-87.5 D&M 4.30E+00 4.16E-06
No. 28 Injection Test 87.5-107.5 D&M 3.00E-01 2.90E-06
No. 28 Injection Test 107.5-132.5 D&M 2.00E-01 1.93E-07
WMMW1 (7) Recovery 92-112 Peel (2) 3.00E+00 2.90E-06
WMMW3 (7) Recovery 67-87 Peel 2.97E+00 2.87E-06
WMMW5 (7) Recovery 95.5-133.5 H-E 1.31E+01 1.27E-05
WMMW5 (7) Recovery 95.5-133.5 Peel 2.10E+01 2.03E-05
WMMW11 (7) Recovery 90.7-130.4 H-E (3) 1.23E+03 1.19E-03
WMMW11 (7) Single Well Drawdown 90.7-130.4 Peel 1.63E+03 1.58E-03
WMMW12 (7) Recovery 84-124 H-E 6.84E+01 6.61E-05
WMMW12 (7) Recovery 84-124 Peel 6.84E+01 6.61E-05
WMMW14 Single Well Drawdown 90-120 (5) H-E 1.21E+03 1.16E-03
WMMW14 Single Well Drawdown 90-120 (6) H-E 4.02E+02 3.88E-04
WMMW15 Single Well Drawdown 99-129 H-E 3.65E+01 3.53E-05
WMMW15 (7) Recovery 99-129 Peel 2.58E+01 2.49E-05
WMMW16 Injection Test 28.5-31.5 Peel 9.42E+02 9.10E-04
WMMW16 Injection Test 45.5-51.5 Peel 5.28E+01 5.10E-05
WMMW16 Injection Test 65.5-71.5 Peel 8.07E+01 7.80E-05
WMMW16 Injection Test 85.5-91.5 Peel 3.00E+01 2.90E-05
WMMW17 Injection Test 45-50 Peel 3.10E+00 3.00E-06
WMMW17 Injection Test 90-95 Peel 3.62E+00 3.50E-06
WMMW17 Injection Test 100-105 Peel 5.69E+00 5.50E-06
WMMW18 Injection Test 27-32 Peel 1.14E+02 1.10E-04
WMMW18 Injection Test 85-90 Peel 2.59E+01 2.50E-05
WMMW18 Injection Test 85-90 Peel 2.69E+01 2.60E-05
WMMW18 Injection Test 120-125 Peel 4.66E+00 4.50E-06
WMMW19 Injection Test 55-60 Peel 8.69E+00 8.40E-06
WMMW19 Injection Test 95-100 Peel 1.45E+00 1.40E-06
Geometric Mean 1.05E+01 1.01E-05
Entrada/Navajo Sandstones
WW-1 Recovery D'Appolonia (4) 3.80E+02 3.67E-04
WW-1 Multi-well drawdown D'Appolonia 4.66E+02 4.50E-04
WW-1,2,3 Multi-well drawdown D'Appolonia 4.24E+02 4.10E-04
Geometric Mean 4.22E+02 4.08E-04
Notes
(1) D&M = Dames & Moore, Environmental Report, White Mesa Uranium Project, January 1978.
(2) Peel = Peel Environmental Services, UMETCO Minerals Corp., Ground Water Study, White Mesa Facility, June 1994.
(3) H-E = Hydro-Engineering, Ground-Water Hydrology at the White Mesa Tailings Facility, July 1991.
(4) D'Appolonia, Assessment of the Water Supply System, White Mesa Project, Feb. 1981.
(5) Early test data.
(6) Late test data.
(7) Test data reanalyzed by TEC.
Hydraulic
Conductivity
(ft/yr)
Hydraulic
Conductivity
(cm/sec)
Boring/
Well Location Test Type Interval
(ft-ft)
Document
Referenced
H:\718000\hydrpt14\Titan_material_props.xls
TABLE 5
Properties of the Dakota/Burro Canyon Formation
White Mesa Uranium Mill
from TITAN (1994)
Dakota WMMW-16 26.4' - 38.4' 1.50 3.30 135.20 17.90 2.64 18.20 5.10 -- -- -- Sandstone
WMMW-16 37.8' - 38.4' 0.40 0.80 127.40 22.40 2.63 3.70 6.30 -- -- -- Sandstone
WMMW-17 27.0' - 27.5' 0.30 0.60 138.80 13.40 2.57 4.80 5.10 -- -- -- Sandstone
WMMW-17 49.0' - 49.5' 3.60 7.10 121.90 26.00 2.64 27.20 9.60 -- -- -- Sandstone
Burro Canyon WMMW-16 45.0' - 45.5' 5.60 12.60 140.90 16.40 2.70 77.20 -- 29.60 15.40 14.20 Sandy Mudstone
WMMW-16 47.5' - 48.0' 2.60 5.90 142.80 12.00 2.60 48.90 4.40 -- -- -- Sandstone
WMMW-16 53.5' - 54.1' 0.70 1.40 129.00 19.90 2.58 7.10 6.40 -- -- -- Sandstone
WMMW-16 60.5' - 61.0' 0.10 0.20 117.90 27.30 2.61 0.80 9.90 -- -- -- Sandstone
WMMW-16 65.5' - 66.0' 2.60 5.50 131.50 19.30 2.62 28.20 7.10 -- -- -- Sandstone
WMMW-16 73.0' - 73.5' 0.10 0.30 130.30 20.60 2.63 1.30 5.50 -- -- -- Sandstone
WMMW-16 82.0' - 82.4' 0.10 0.10 134.30 18.50 2.64 0.60 4.80 -- -- -- Sandstone
WMMW-16 90.0' - 90.7' 0.10 0.30 161.50 2.00 2.64 12.80 0.90 -- -- -- Sandstone
WMMW-16 91.1' - 91.4' 5.20 9.80 118.10 29.10 2.67 33.80 -- 33.70 16.20 17.50 Claystone
WMMW-17 104.0' - 104.5' *0.20 0.40 161.40 1.70 2.67 26.60 0.80 -- -- -- Sandstone*
Note:
*Data from this interval is actually from the Brushy Basin and is not included in the averages.
18.34 2.63 23.41 5.57Formation Average: 1.90 4.01 134.03
19.93 2.62 13.48 6.53Formation Average: 1.45
%
Plasticity
Index
Rock TypeWell No. and Sample
Interval
%
Moisture
Content
2.95 130.83
%
Saturation
%
Retained
Moisture
% Liquid
Limit
% Plastic
Limit
Moisture
Content,
Volumetric
Dry Unit
Weight
(lbs/cu ft)
%
Porosity
Particle
Specific
Gravity
Formation
H:\718000\hydrpt14\Titan_material_props.xls: T5-TITAN Formation Properties 5/15/2014
TABLE 6
Hydraulic Conductivity Estimates For Spring Flow Calculations
location k (cm/s)location k (cm/s)location k (cm/s)
DR-21 3.29E-05 DR-5 2.95E-05 DR-5 2.95E-05
DR-23 1.96E-05 DR-8 2.46E-08 MW-23 2.30E-07
DR-24 1.64E-05 DR-9 4.49E-04 MW-24 4.16E-05
DR-10 2.92E-06 MW-35 3.48E-04
DR-11 8.88E-06
MW-12 2.20E-05
MW-23 2.30E-07
MW-24 4.16E-05
MW-36 4.51E-04
geomean:2.19E-05 geomean:9.76E-06 geomean:1.77E-05
Notes:
k = hydraulic conductivity
cm/s = centimeters per second
Ruin Spring Westwater Seep Westwater Seep (2)
H:\718000\hydrpt2018\Hydraulic_props_4Q17.xls: T6-Springs 5/18/2018
TABLE 7
Hydraulic Conductivity Estimates For Travel Time Calculations
Paths 1, 2A, and 2B
location k (cm/s)location k (cm/s)location k (cm/s)
TWN-2 1.49E-05 TW4-5 u 4.60E-04 MW-4A u 1.10E-04
TWN-3 8.56E-06 TW4-5 c 1.00E-03 MW-4A c 1.40E-04
TWN-18 2.27E-03 TW4-9 u 3.90E-04 TW4-2 u 4.30E-05
TW4-21 1.90E-04 TW4-9 c 8.20E-04 TW4-2 c 5.70E-05
TW4-22 1.30E-04 TW4-10 u 2.60E-04 TW4-8 u 4.30E-05
TW4-24 1.60E-04 TW4-10 c 5.40E-04 TW4-8 c 5.70E-05
TW4-37 1.43E-04 TW4-18 u 3.90E-04 TW4-9 u 3.90E-04
MW-11 1.40E-03 TW4-18 c 8.60E-04 TW4-9 c 8.20E-04
MW-27 8.20E-05 MW-26 u 7.90E-05 TW4-28 3.52E-04
MW-30 1.00E-04 MW-26 c 1.40E-04 TW4-38 6.40E-05
MW-31 7.10E-05
geomean:1.27E-04 geomean:3.88E-04 geomean:1.21E-04
Notes:
k = hydraulic conductivity
cm/s = centimeters per second
c = confined solution
u = unconfined solution

PATH 1 PATH 2A PATH 2B
near historical pond (near wildlife ponds)(near wildlife ponds)
(nitrate plume area (chloroform plume area (chloroform plume area
H:\718000\hydrpt2018\PATHCALCS18_inProgress.xls: T7-paths 1, 2a, 2b 5/18/2018
TABLE 8
Hydraulic Conductivity Estimates for Travel Time Calculations
Paths 3-6
location k (cm/s) location k (cm/s)location k (cm/s)
DR-5 2.95E-05 DR-5 2.95E-05 DR-11 8.88E-06
DR-8 2.46E-08 DR-8 2.46E-08 DR-13 5.89E-06
DR-9 4.49E-04 DR-9 4.49E-04 DR-21 3.29E-05
DR-10 2.92E-06 DR-10 2.92E-06 DR-23 1.54E-05
DR-11 8.88E-06 DR-11 8.88E-06 MW-3 4.00E-07
MW-12 2.20E-05 DR-14 1.26E-05 MW-14 7.50E-04
MW-23 2.30E-07 DR-17 1.24E-05 MW-15 1.90E-05
MW-24 4.16E-05 DR-19 3.29E-05 MW-20 9.30E-06
MW-36 4.51E-04 DR-20 2.14E-06 MW-37 1.28E-05
DR-21 3.29E-05
DR-23 1.96E-05
DR-24 1.64E-05
MW-23 2.30E-07
MW-24 4.16E-05
MW-36 4.51E-04
geomean:9.76E-06 geomean:1.10E-05 geomean:1.38E-05
Notes:
k = hydraulic conductivity
cm/s = centimeters per second
system)
(downgradient of
system)
(downgradient of
system)
tailings management tailings management tailings management
PATHS 3 and 4 PATH 5 PATH 6
(downgradient of
H:\718000\hydrpt2018\PATHCALCS18_inProgress.xls: T8-paths 3-6 6/4/2018
TABLE 9
Estimated Perched Zone Pore Velocities Along Path Lines
Path Length Head Change Hydraulic Gradient Pore Velocity General Path Location
(cm/s) (ft/yr) (ft)(ft)(ft/ft)(ft/yr)(area of site)
1 1.27E-04 130 1,425 33 0.0232 17 nitrate plume area near historical pond
2A 3.88E-04 397 1,045 23 0.0220 48 chloroform plume area near wildlife ponds
2B 1.21E-04 124 1,190 47 0.0395 27 chloroform plume area near wildlife ponds
3 9.76E-06 10.0 2,200 29 0.0132 0.73 downgradient of tailings mgmt system
4 9.76E-06 10.0 4,125 19 0.0046 0.26 downgradient of tailings mgmt system
5 1.10E-05 11.3 11,800 113 0.0096 0.60 downgradient of tailings mgmt system
6 1.38E-05 14.1 9,700 112 0.0115 0.90 downgradient of tailings mgmt system
Notes:
a Geometric average (from Tables 7 and 8)
Assumes effective porosity of 0.18
cm/s = centimeters per second
ft/ft = feet per foot
ft/yr = feet per year
mgmt = management
Path Hydraulic Conductivitya
H:\718000\hydrpt2018\PATHCALCS18_inProgress.xls: T9-pore velocities 6/4/2018
TABLE 10
Results of XRD and Sulfur Analysis
in Weight Percent
Mineral Formula MW-3A MW-23 MW-24 MW-25 MW-26 MW-27 MW-28 MW-29 MW-30 MW-31
MW-32
(TW4-17)SS-26*
89.5 108 118.5 65 - 67.5 90 - 92.5 80 - 82.5 88.5 102 65 - 67.5 95 - 97.5 105-107.5 NA
quartz SiO2 79.7 96.2 88.4 90 86.9 95.4 90.1 95.8 87 91.7 94.1 39.2
K-feldspar KAlSi3O8 ND 0.2 0.6 2.4 2.4 0.7 1.5 0.5 1.4 2 0.8 21.6
plagioclase (Na,Ca)(Si,Al)4O8 ND ND ND 1.4 1.6 1.5 1.8 1.5 1.5 0.5 0.2 29
mica KAl2(Si3Al)O10(OH)2 0.3 1.2 4.5 2.2 2 0.2 3 0.2 5.9 3.1 1.2 5.2
kaolinite Al2Si2O5(OH)4 1.1 1 4.3 3.2 2.5 1.4 2.9 1.7 3.6 2.4 1.6 0.8
calcite CaCO3 14 ND ND ND 3.9 ND ND ND ND ND 1.2 0.6
dolomite CaMg(CO3)2 4.1 ND ND ND ND ND ND ND ND ND ND ND
anhydrite CaSO4 0.4 0.8 0.4 0.4 ND ND ND ND ND ND ND ND
gypsum CaSO4·2H2O ND 0.2 0.8 ND ND ND 0.3 ND 0.3 ND ND ND
iron Fe 0.3 0.4 0.2 0.4 0.4 0.4 0.2 0.3 0.3 0.3 0.4 0.2
pyrite FeS2 0.1 ND 0.8 ND 0.3 0.4 0.2 ND ND ND 0.5 ND
hematite Fe2O3 ND ND ND ND ND ND ND ND ND ND ND 1.4
magnetite Fe3O4 ND ND ND ND ND ND ND ND ND ND ND 2
Total S S 0.14 0.14 0.63 0.05 0.13 0.15 0.04 0.03 0.02 0.02 0.26 0.02
equivalent FeS2 FeS2 0.3 0.3 1.2 0.1 0.2 0.3 0.1 0.1 <0.1 <0.1 0.5 <0.1
Notes:
NA = Not applicable: quality control sample
ND = Not Detected
* = 'play sand'
Sulfur Determination
Depth (feet)
H:\718000\hydrpt2018\
Pyrite_results_tables_4Q17.xls: Table 10 5/18/2018
TABLE 11
Tabulation of Presence of
Pyrite, Iron Oxide, and Carbonaceous Fragments in Drill Logs
Well Pyrite C Fragments Iron Oxide
MW-3A X
aMW-16 X
aMW-17 X
aMW-18 X
aMW-19 X
aMW-20 X
aMW-21 X X
aMW-22 X
MW-23 X
MW-24 X
MW-25 X X
MW-26 X X
MW-27 X X
MW-28 X
MW-29 X
MW-30 X X
MW-31 X X
MW-32 X X
MW-33 X
MW-34 X X X
MW-35 X X X
MW-36 X X
MW-37 X X
Piez-2 X
Piez-4 X X
Piez-5 X X
DR-2 X X
DR-5 X X
DR-6 X X
DR-7 X
DR-8 X
DR-9 X X
DR-10 X
DR-11 X X
DR-12 X X
DR-13 X
DR-14 X X
DR-15 X X
DR-16 X X
DR-17
DR-18 X X
DR-19 X
DR-20 X X
DR-21 X
DR-22
DR-23 X X
DR-24 X X
DR-25 X X
TW4-1 X
TW4-2 X X
TW4-3 X X X
TW4-4
TW4-5 X X
TW4-6 X X X
TW4-7 X X X
TW4-8 X
H:\718000\hydrpt2018\
Pyrite_results_tables_4Q17.xls: Table 11 Page 1 of 2 5/18/2018
TABLE 11
Tabulation of Presence of
Pyrite, Iron Oxide, and Carbonaceous Fragments in Drill Logs
Well Pyrite C Fragments Iron Oxide
TW4-9 X X X
TW4-10 X X
TW4-11 X
TW4-12 X X X
TW4-13 X X X
TW4-14 X
TW4-15 X X
TW4-16 X X
TW4-17 X X
TW4-18 X X
TW4-19 X
TW4-20 X
TW4-21 X X
TW4-22 X
TW4-23 X X X
TW4-24 X
TW4-25 X X
TW4-26 X
TW4-27 X X
TW4-28 X X
TW4-29 X X X
TW4-30 X X X
TW4-31 X X X
TW4-32 X X X
TW4-33 X X
TW4-34 X X
TW4-35 X X X
TW4-36 X X X
TW4-37 X
TW4-38 X
TW4-39 X X
TWN-1 X
TWN-2 X X
TWN-3 X X
TWN-4 X
TWN-5 X X
TWN-6 X X
TWN-7 X
TWN-8 X X
TWN-9 X
TWN-10 X
TWN-11 X X
TWN-12 X X
TWN-13 X X
TWN-14 X X
TWN-15 X X
TWN-16 X X
TWN-17 X
TWN-18 X X
TWN-19 X X
Notes:
C Fragments = particles of carbonaceous material (plant remains, etc)
a = only moderately detailed log available
H:\718000\hydrpt2018\
Pyrite_results_tables_4Q17.xls: Table 11 Page 2 of 2 5/18/2018
TABLE 12
Sulfide Analysis by Optical Microscopy
Grain size (micrometers)
Sample Depth (feet) Mineral Volume% Minimum Maximum Mean
MW-26 (TW4-15)1 92.5’ - 97.5' pyrite 4.30 5.6 44.4 128.9
MW-34 67.5’ - 70' pyrite 0.30 1.1 177.8 71.1
MW-36 87.5’ - 90' pyrite 5.20 5.6 88.9 52.2
MW-36 87.5’ - 90' marcasite 0.50 22.2 488.8 121.2
MW-36 112.5’ - 115' pyrite 2.20 16.7 577.7 188.9
MW-36 112.5’ - 115' marcasite 0.20 22.2 333.3 177.8
MW-37 110’ - 112.5' pyrite 9.80 11.1 1666.5 131.1
TW4-162 92.5’ - 95' pyrite 0.10 11.1 105.5 47.8
TW4-22 90’ - 92.5' pyrite 0.30 5.6 66.7 26.7
TWN-5 110’ - 112.5' pyrite 15.80 5.6 1377.6 208.9
TWN-5 112.5’ - 115' pyrite 0.50 5.6 266.6 70
TWN-5 112.5’ - 115' marcasite 0.50 22.2 55.6 36.7
TWN-5 112.5’ - 115' chalcopyrite 0.02 ND ND 6
TWN-8 117.5’ - 120' pyrite 12.00 5.6 455.1 137.8
TWN-8 117.5’ - 120' marcasite 0.60 66.6 288.9 155.5
AWN-X23 87.5’ - 90' pyrite 2.40 5.6 33.3 17.8
AWN-X23 87.5’ - 90' marcasite 0.60 66.6 288.9 155.5
TWN-164 82.5’ - 85' pyrite 0.10 1.1 11.1 6.1
TWN-164 87.5' - 90' pyrite 0.16 7 168 35.5
TWN-164 87.5' - 90' marcasite 0.05 ND 129.5 ND
TWN-195 82.5 ' - 85' pyrite 1.18 3.5 434 42.1
TWN-195 82.5 ' - 85' marcasite 0.06 21 42 36.4
DR-9 105’ - 107.5' pyrite 17.00 2.2 677.7 136.7
DR-12 87.5’ - 90' pyrite 0.30 11.1 111.1 52.2
DR-12 87.5’ - 90' marcasite 0.10 22.2 111.1 72.2
DR-16 97.5’ - 100' pyrite 2.40 5.6 33.3 17.8
DR-16 97.5’ - 100' marcasite 0.60 66.6 288.9 155.5
DR-25 75’ - 77.5' pyrite 25.00 1.1 1955 22
DR-25 75’ - 77.5' marcasite 2.50 55.6 621.6 265.5
SS-31*NA chalcopyrite 0.01 ND ND 10
SS-37*NA pyrite 0.02 7 14 11.7
Notes:
1 Samples from 92.5' - 95' and 95' - 97.5' combined due to small sample volume
2 Sample from 92.5' - 95' submitted instead of sample from 95' - 97.5' because no sample material available
3 Originally TWN-16
4 Originally TWN-19
5 Originally TWN-22
NA = Not applicable: quality control sample
ND = Not determined
* = 'play sand'
H:\718000\hydrpt2018\
Pyrite_results_tables_4Q17.xls: Table 12 5/18/2018
TABLE 13
Summary of
Pyrite in Drill Cuttings and Core
Well Pyrite Noted in Drill Logs Pyrite Detected by Laboratory
MW-3A X (Q)
aMW-16 NA
aMW-17 NA
aMW-18 NA
aMW-19 NA
aMW-20 NA
aMW-21 X NA
aMW-22 NA
MW-23 possibleb (Q)
MW-24 X (Q)
MW-25 X possibleb (Q)
MW-26 X X (Q)
MW-27 X X (Q)
MW-28 X (Q)
MW-29 possibleb (Q)
MW-30 X ND (Q)
MW-31 X ND (Q)
MW-32 X X (Q)
MW-33 NA
MW-34 X X (V)
MW-35 X NA
MW-36 X X (V)
MW-37 X X (V)
Piez-2 NA
Piez-4 X NA
Piez-5 X NA
DR-2 X NA
DR-5 X NA
DR-6 X NA
DR-7 NA
DR-8 NA
DR-9 X X (V)
DR-10 NA
DR-11 X NA
DR-12 X X (V)
DR-13 NA
DR-14 X NA
DR-15 X NA
DR-16 X X (V)
DR-17 NA
DR-18 X NA
DR-19 NA
DR-20 X NA
DR-21 NA
DR-22 NA
DR-23 X NA
DR-24 X NA
DR-25 X X (V)
TW4-1 NA
TW4-2 X NA
TW4-3 X NA
TW4-4 NA
TW4-5 X NA
TW4-6 X NA
TW4-7 X NA
TW4-8 NA
TW4-9 X NA
TW4-10 X NA
TW4-11 NA
TW4-12 X NA
TW4-13 X NA
H:\718000\hydrpt2018\
Pyrite_results_tables_4Q17.xls: Table 13 Page 1 of 2 5/24/2018
TABLE 13
Summary of
Pyrite in Drill Cuttings and Core
Well Pyrite Noted in Drill Logs Pyrite Detected by Laboratory
TW4-14 NA
TW4-15 X NA
TW4-16 X X (V)
TW4-17 X NA
TW4-18 NA
TW4-19 NA
TW4-20 NA
TW4-21 X NA
TW4-22 X X (V)
TW4-23 X NA
TW4-24 NA
TW4-25 X NA
TW4-26 NA
TW4-27 NA
TW4-28 X NA
TW4-29 X NA
TW4-30 X NA
TW4-31 X NA
TW4-32 X NA
TW4-33 X NA
TW4-34 NA
TW4-35 X NA
TW4-36 X NA
TW4-37 NA
TW4-38 NA
TW4-39 X NA
TWN-1 NA
TWN-2 X NA
TWN-3 X NA
TWN-4 NA
TWN-5 X X (V)
TWN-6 X NA
TWN-7 NA
TWN-8 X X (V)
TWN-9 NA
TWN-10 NA
TWN-11 X NA
TWN-12 X NA
TWN-13 X NA
TWN-14 X NA
TWN-15 X NA
TWN-16 X X (V)
TWN-17 NA
TWN-18 X NA
TWN-19 X X (V)
AWN-X1 NA
AWN-X2 X X (V)
AWN-X3 NA
Notes: a = only moderately detailed log available b = detected iron and sulfur may indicate the presence of pyrite
Q = quantiative analysis by XRD
V = visual (microscopic) analysis
ND = not detected by laboratory
NA = not analyzed by laboratory
H:\718000\hydrpt2018\
Pyrite_results_tables_4Q17.xls: Table 13 Page 2 of 2 5/24/2018

FIGURES
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
Mill Site
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29
TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
abandoned abandoned
abandoned
abandoned
abandoned abandoned
abandoned
abandoned abandoned
wildlife pond
wildlife pond
wildlife pond
(not included)
EXPLANATION
perched monitoring well
perched piezometer
seep or spring
WHITE MESA SITE PLAN SHOWING 4th QUARTER 2017
PERCHED WELL AND PIEZOMETER LOCATIONS,
KRIGED PERCHED WATER LEVELS AND
CHLOROFORM AND NITRATE PLUMES
H:/718000/hydrpt2018/maps/UwlChlNt1217.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
temporary perched nitrate monitoring
well
TW4-12
TWN-7
TW4-38
perched chloroform or
nitrate pumping well
4th quarter 2017 chloroform plume
4th quarter 2017 nitrate plume
estimated dry area
5500
4th quarter 2017 kriged water level
contour and label in feet amsl
1B
PIEZ-3A May, 2016 replacement of perched
piezometer Piez-03
TW4-19
temporary perched monitoring well
installed October, 2016
approximate extent of historical pond
SJS 5/22/2018
H:\718000\hydrpt2018\Figure2_7.xls: F2 litho clmn
LITHOLOGIC COLUMNHYDRO
GEO
CHEM, INC.Approved FigureDateAuthorDate File Name
SJS 11/9/12 2F2 litho clmn11/9/12SJS
B urro Canyon For mation
Brushy Basin Member
Highway 95
Reference Outcrop Just North
of White Mesa Uranium Mill
APPROVED DATE REFERENCE FIGURE
HYDRO
GEO
CHEM, INC.
4
PHOTOGRAPH OF THE CONTACT BETWEEN THE
BURRO CANYON FORMATION AND THE
BRUSHY BASIN MEMBER
H:/718000/hydrpt2018/
Figures/contact2.srfSJS5/22/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
5583
5503
5473
5525
54955494
5503
5585
5591
5451
dry
5451
5497
5509
5534
5572
5545
5514
5539
5548
dry
5492
5494
5493
5492
5557
5546
5566
5567
5578
5590
5587
5585
5529
5523
5583
5592
5593
5584
abandoned
5586
5565
abandoned
abandoned
abandoned
abandoned abandoned
abandoned
5589
abandoned
5605
abandoned
5584
5608
5503
5501
5573
5539
5573
5539
5575
5566
5534
5556
5559
5526
5533
5569
55315559
5573
5536
5530
5572
5533
5535
5575
5528
5527
55665557
5531
5529
5533
5526
5560
5568 5576
5561
5482 5485 5492
5474
5480
5482 5488 5489 5486
5466 5465
5454
5455 5443 5421
dry
5425
5417
5624
5383
5234
5560
5380
5468
(not included)
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
seep or spring showing
elevation in feet amsl
KRIGED 4th QUARTER, 2017 WATER LEVELS
WHITE MESA SITE
H:/718000/hydrpt2018/maps/Uwl1217_det.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5503
5575
5565
5590
5380
estimated dry area
PIEZ-3A
5585
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
TW4-38 temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl5576
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
5
5500 4th quarter 2017 water level
contour and label in feet amsl
saturated thickness estimated
to be < 5 feet
SJS 5/22/2018
APPROVED DATE REFERENCE FIGURE
HYDRO
GEO
CHEM, INC.
"Dry Seep""2nd Seep" (5240 ft amsl)Cottonwood Seep (5234 ft amsl)
Kdbc Kd bc
Jmbb
ss (within Jmw)
sh (Jmr)
(contact approx. 5465 ft amsl)
Approximate Location
of DR-8
EXPLANATION
Dakota Sandstone/
Burro Canyon Formation
Brushy Basin (Shale) Member
Approximate Location of
Geologic Contact
Kdbc
Jmbb
sandstone (within Westwater
Canyon Member)
ss
(within Jmw)
shale (Recapture Member)sh (Jmr)
H:/718000/hydrpt2018/
Figures/cottonwood2.srf
ANNOTATED PHOTOGRAPH SHOWING
EAST SIDE OF COTTONWOOD CANYON
(looking east toward White Mesa
from west side of Cottonwood Canyon)
NOTES: adapted from HGC (2010); "2nd Seep" and "Dry Seep" are described in HGC (2010)
Approximate Change From
Slope-Former to Bench-Former
Jmbb Jmbb
WHITE MESA
(slope-former)
(cliff-former)
(cliff-former)(cliff-former)
(slope-former)(slope-former)
COTTONWOOD CANYON
lower Jmbb/upper Jmw
(bench former)
lower Jmbb/upper Jmw
(bench former)
(slope-former)
SJS 65/22/2018
H:\718000\hydrpt2018\Figure2_7.xls: F7 west int sea
EXTENT OF THE WESTERN INTERIOR SEA
(CRETACEOUS)
HYDRO
GEO
CHEM, INC.Approved FigureDateAuthorDate File Name
SJS 11/9/12 7F7 west int sea11/9/12SJS
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
5536
5492
5466
5479
54775473
5470
5518
5511
5449
5470
5396
5483
5502
5499
5537
5515
5491
5508
5489
5494
5491
5475
5487
5481
5506
5497
5509
5521
5511
5552
5536
5556
5501
5477
5544
5534
5542
5519
5507
5536
5545
5507
5552
5562
5543 5560
5518
5528
5525
5561
5536
5502
5555
5491
5494
5534
5522
5536
5517
5521
5517
5520
5525
5499
5515
5518
5526
55365481
5502
5494
5509
5532
5517
5512
5511
5513
5500
55165513
5515
5515
5523
5517
5520
5521 5519
5513
5464 5470 5483 5489
5466
5455
5479 5478 5487 5473
5447 5461 5451
5447 5467
5451 5425 5407
5425
5418
5400
5386
DR-02
DR-16
DR-18
DR-25
5380
5468
(not included)
(not included)
(not included)
(not included)
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
KRIGED TOP OF BRUSHY BASIN
WHITE MESA SITE
H:/718000/hydrpt2018/maps/Ubbel1217.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5491
5521
5545
5552
PIEZ-3A
5556
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
TW4-38 temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl5513
DR-25
5386
abandoned piezometer showing
elevation in feet amsl
8seep or spring showing
elevation in feet amsl5380
5 3 8 0 kriged top of Brushy Basin elevation
contour and label (feet amsl)
approximate axis of Brushy Basin
paleoridge
approximate axis of Brushy Basin
paleovalley
SJS 5/22/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
5641
5583
5545
5579
55655570
5570
5651
5649
5527
5543
5505
5589
5608
5607
5602
5597
5601
5606
5603
5592
5568
5600
5600
5573
5609
5608
5625
5636
5638
5640
5622
5625
5585
5563
5634
5616
5630
5629
5644
5661
5637
5644
5641
5660
5677 5662
5628
5643
5663
5649
5635
5634
5655
5579
5586
5626
5602
5629
5610
5602
5606
5601
5621
5601
5608
5618
5625
56195612
5632
5601
5597
5624
5598
5600
5603
5594
5596
56135611
5595
5600
5601
5596
5612
5623 5621
5619
5547 5561 5574 5576
5521
5551
5554 5580 5574 5550
5539 5552 5545
5512 5519
5511 5492 5513
5478
5493
5455
5461
DR-02
DR-16
DR-18
DR-25
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
seep or spring
KRIGED TOP OF BEDROCK
WHITE MESA SITE
H:/718000/hydrpt2018/maps/Ubdrkel1217.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5579
5602
5637
5640
PIEZ-3A
5625
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
TW4-38 temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl5621
DR-25
5461
abandoned piezometer showing
elevation in feet amsl
9
5500
SJS 5/22/2018
kriged top of bedrock elevation
contour and label (feet amsl)
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
5636
5583
5545
5579
55655570
5570
5645
5649
5527
5543
5505
5589
5608
5570
5602
5597
5594
5591
5579
5581
5563
5577
5579
5568
5596
5581
5609
5611
5615
5640
5622
5608
5576
5563
5620
5610
5625
5621
5626
5636
5625
5644
5641
5635
5662 5662
5628
5643
5641
5649
5635
5634
5655
5579
5586
5594
5595
5601
5592
5591
5588
5593
5607
5593
5588
5585
5592
55875589
5600
5575
5574
5598
5587
5585
5586
5568
5581
56085608
5575
5594
5594
5560
5586
5612 5591
5603
5547 5561 5572 5576
5520
5551
5554 5572 5566 5550
5536 5546 5541
5512 5519
5507 5492 5497
5478
5488
5453
5461
DR-02
DR-16
DR-18
DR-25
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
seep or spring
KRIGED TOP OF DAKOTA SANDSTONE
WHITE MESA SITE
H:/718000/hydrpt2018/maps/Udakotael1217.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5579
5591
5625
5640
PIEZ-3A
5608
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
TW4-38 temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl5591
DR-25
5461
abandoned piezometer showing
elevation in feet amsl
10
5500
SJS 5/22/2018
kriged top of Dakota elevation
contour and label (feet amsl)
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
5641
5583
5545
5579
55655570
5570
5651
5649
5527
5543
5505
5589
5608
5607
5602
5597
5601
5606
5603
5592
5568
5600
5600
5573
5609
5608
5625
5636
5638
5640
5622
5625
5585
5563
5634
5616
5630
5629
5644
5661
5637
5644
5641
5660
5677 5662
5628
5643
5663
5649
5635
5634
5655
5579
5586
5626
5602
5629
5610
5602
5606
5601
5621
5601
5608
5618
5625
56195612
5632
5601
5597
5624
5598
5600
5603
5594
5596
56135611
5595
5600
5601
5596
5612
5623 5621
5619
5547 5561 5574 5576
5521
5551
5554 5580 5574 5550
5539 5552 5545
5512 5519
5511 5492 5513
5478
5493
5455
5461
DR-02
DR-16
DR-18
DR-25
?
?
?
?
?
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
seep or spring
KRIGED TOP OF BEDROCK
AND MANCOS SHALE THICKNESS
WHITE MESA SITE
H:/718000/hydrpt2018/maps/Ubdrkmanc.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5579
5602
5637
5640
PIEZ-3A
5625
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
TW4-38 temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl5621
DR-25
5461
abandoned piezometer showing
elevation in feet amsl
11
2.5 5 10 20 30
approximate Mancos thickness (feet)
5500
SJS 5/22/2018
kriged top of bedrock elevation
contour and label (feet amsl)
A PPRO VED DATE RE FE RENCE FIGURE
HYDRO
GEO
CHEM, INC.
APPROVED DATE REFERENCE FIGURE
HYDRO
GEO
CHEM, INC.
SOIL CROSS SECTIONS
EAST OF AMMONIUM SULFATE CRYSTAL TANKS
WHITE MESA SITE
S N
EXPLANATION
weathered mancos shale
competent bedrock
asphalt
primarily sand primarily clay
primarily silt
vertical exaggeration = 2:1
Note: NH3 xtal tanks 60 feet west of section
0 50 100 150 200 250 300
distance (feet)
5610
5615
5620
5625
5630
5635
5640
5645
ap
p
r
o
x
i
m
a
t
e

e
l
e
v
a
t
i
o
n

(
f
t

a
m
s
l
)
NH
3

x
t
a
l

t
a
n
k
s
P1
7
C
-
0
1
P1
6
C
-
0
1
P1
4
C
-
0
1
P1
3
C
-
0
1
P1
2
C
-
0
1
P1
A
-
0
8
P1
A
-
0
7
P1
A
-
0
6
P1
A
-
0
5
P1
A
-
0
4
P1
A
-
0
3
P1
A
-
0
2
P2
A
-
0
1
P3
A
-
N
0
1
P4
A
-
0
1
P5
A
-
0
1
P1
1
C
-
0
4
P1
1
C
-
0
3
P1
1
C
-
0
2
silt/clay
0 50 100
distance (feet)
5605
5610
5615
5620
5625
5630
5635
5640
5645
ep
p
r
o
x
i
m
a
t
e

e
l
e
v
a
t
i
o
n

(
f
t

a
m
s
l
)
P1
A
-
0
3
P2
A
-
0
3
P3
A
-
0
3
P4
A
-
0
5
P5
A
-
0
5
P6
A
-
0
2
P8
C
-
0
1
P9
C
-
0
1
P1
0
C
-
0
1
SW NE
H:/718000/hydrpt2018/
xsections/soilxs/soilxs.srf 13SJS5/22/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
47
11
12
47
1821
33
67
80
2
dry
55
14
7
36
35
30
24
31
58
dry 2
12
6
11
51
49
57
46
67
38
51
29
29
46
39
58
52
66
abandoned
50
21
abandoned
abandoned
abandoned
abandoned abandoned
abandoned
61
abandoned
44
abandoned
82
53
12
7
39
17
37
21
54
50
14
32
60
11
15
43
-577
71
41
21
40
16
22
64
14
27
5044
16
14
9
8
38
46 57
47
12 2 2
8
25
3 9 2 13
19 4
6
4 18 14
dry
8
17
EXPLANATION
perched monitoring well showing
saturated thickness in feet
perched piezometer showing
saturated thickness in feet
seep or spring
4th QUARTER, 2017 PERCHED ZONE
SATURATED THICKNESSES AND BRUSHY BASIN
PALEORIDGES AND PALEOVALLEYS
WHITE MESA SITE
H:/718000/hydrpt2018/maps/Usat1217.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing saturated thickness in feet
temporary perched nitrate monitoring
well showing saturated thickness in feet
TW4-12
TWN-7
estimated dry area
PIEZ-3A May, 2016 replacement of perched
piezometer Piez-03 showing
saturated thickness in feet
TW4-38 temporary perched monitoring well
installed October, 2016 showing
saturated thickness in feet
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
saturated thickness estimated
to be < 5 feet
57
29
12
54
21
38
14
approximate axis of Brushy Basin
paleoridge
approximate axis of Brushy Basin
paleovalley
SJS 5/22/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
65
110
84
86
103106
72
73
64
89
dry
67
115
112
79
56
75
108
75
69
dry 108
112
110
108
68
79
66
72
67
66
41
53
62
62
65
35
41
58
Abandoned
79
84
Abandoned
Abandoned
Abandoned
Abandoned Abandoned
Abandoned
61
Abandoned
48
Abandoned
61
53
109
108
60
74
67
83
49
54
78
73
53
93
92
65
9270
68
72
73
65
68
74
42
75
78
6369
75
79
74
74
57
64 54
69
83 94 92
51
87
79 98 91 70
76 93
65
63 56 101
DRY
70
44
EXPLANATION
perched monitoring well showing
depth to water in feet
perched piezometer showing
depth to water in feet
seep or spring
4th QUARTER, 2017 DEPTHS TO WATER
WHITE MESA SITE
H:/718000/hydrpt2018/maps/Udtw1217.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing depth to water in feet
temporary perched nitrate monitoring
well showing depth to water n feet
TW4-12
TWN-7
estimated dry area
PIEZ-3A May, 2016 replacement of perched
piezometer Piez-03 showing
depth to water in feet
TW4-38 temporary perched monitoring well
installed October, 2016 showing
depth to water in feet
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
saturated thickness estimated
to be < 5 feet
54
53
109
49
84
66
15SJS5/22/2018
APPROVED DATE REFERENCE FIGURE
HYDRO
GEO
CHEM, INC.
EXPLANATION
Qaf
Km
Kdbc
Jmbb
Alluvium/Fill
Mancos Shale
Dakota Sandstone/
Burro Canyon Formation
Brushy Basin Member of
Morrison Formation
Shale/claystone in Dakota /
Burro Canyon Formation
Conglomerate in Dakota /
Burro Canyon Formation
SW NE
INTERPRETIVE NORTHEAST-SOUTHWEST
CROSS SECTION (NE-SW)
WHITE MESA SITE
Piezometric Surface
vertical exaggeration = 20 : 1
SJS
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000
distance (feet)
5420
5440
5460
5480
5500
5520
5540
5560
5580
5600
5620
5640
5660
5680
5700
5720
el
e
v
a
t
i
o
n

(
f
e
e
t

a
m
s
l
)
MW
-
0
3
*
MW
-
1
4
MW
-
1
1
MW
-
3
1
TW
4
-
2
4
MW
-
2
7
TW
N
-
2
TW
N
-
3
TW
N
-
1
8
TW
N
-
8
*
TW
N
-
6
TW
N
-
1
0
*

TW
N
-
1
5
*

TW
N
-
1
6
TW
N
-
1
2
*
Cell # 4A
Cell # 3
Cell # 2 Cell # 1
Fl
y

A
s
h

P
o
n
d
Ce
l
l

1

L
e
a
c
h

F
i
e
l
d
CC
D
/
S
X

L
e
a
c
h

F
i
e
l
d
Hi
s
t
o
r
i
c
a
l

P
o
n
d
La
w
z
y

L
a
k
e
Kdbc
Kdbc
Kdbc
Km
Km
Km
Jmbb
Jmbb
Jmbb
Qaf
Qaf
Notes: 1) water levels from TWN-8, TWN-10, TWN-12,
and TWN-15 are estimated by kriging;
2) lithology for MW-3 from log of MW-3A
* denotes abandoned boring
16A H:/718000/
hydrpt2018/xsections/nsxsne/nsxsne18b.srf5/22/2018
APPROVED DATE REFERENCE FIGURE
HYDRO
GEO
CHEM, INC.
SW2 NE2
INTERPRETIVE NORTHEAST-SOUTHWEST
CROSS SECTION (NE2-SW2)
WHITE MESA SITE
EXPLANATION
Qaf
Kdbc
Jmbb
Alluvium/Fill
Dakota Sandstone/
Burro Canyon Formation
Brushy Basin Member of
Morrison Formation
Shale/claystone in Dakota /
Burro Canyon Formation
Conglomerate or Conglomeratic
Sandstone in Dakota /
Burro Canyon Formation
Piezometric Surface
TW
N
-
1
8
MW
-
1
9
PI
E
Z
-
1
TW
N
-
9
*
TW
N
-
1
4
TW
N
-
1
7
*
TW
N
-
1
9
5450
5470
5490
5510
5530
5550
5570
5590
5610
5630
5650
5670
5690
5710
5730
5750
el
e
v
a
t
i
o
n

(
f
e
e
t

a
m
s
l
)
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
distance (feet)
Notes: (1) approximately 200 feet north of cross section
(2) approximately 200 feet south of cross section
vertical exaggeration = 8 : 1
SJS
Note: water levels from TWN-9
and TWN-17 are
estimated by kriging
* denotes abandoned boring
H:/718000/hydrpt2018/
xsections/nsxs2ne/nsxs2ne18b.srf 16B5/22/2018
APPROVED DATE REFERENCE FIGURE
HYDRO
GEO
CHEM, INC.
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200
distance (feet)
5460
5480
5500
5520
5540
5560
5580
5600
5620
5640
5660
5680
5700
5720
5740
5760
el
e
v
a
t
i
o
n

(
f
e
e
t

a
m
s
l
)
TW
N
-
7

TW
N
-
2

TW
4
-
2
5
TW
4
-
2
1
TW
N
-
1

PI
E
Z
-
3
*
Hi
s
t
o
r
i
c
a
l

P
o
n
d
La
w
z
y

S
u
m
p
SA
G

L
e
a
c
h

F
i
e
l
d
Am
m
o
n
i
u
m

S
u
l
f
a
t
e

T
a
n
k
s

(
1
)
Am
m
o
n
i
a

T
a
n
k
s

(
2
)
Fo
r
m
e
r

O
f
f
i
c
e

L
e
a
c
h

F
i
e
l
d

(
3
)
Ma
i
n

L
e
a
c
h

F
i
e
l
d

(
4
)
QafKm
Km Km
Kdbc
Kdbc
Kdbc
Jmbb
Jmbb
Notes: (1) approximately 115 feet southwest of cross-section
(2) approximately 150 feet southwest of cross-section
(3) approximately 300 feet south of cross-section
(4) immediately south of cross-section
EXPLANATION
Qaf
Km
Kdbc
Jmbb
Alluvium/Fill
Mancos Shale
Dakota Sandstone/
Burro Canyon Formation
Brushy Basin Member of
Morrison Formation
Shale/claystone in Dakota /
Burro Canyon Formation
Conglomerate or Conglomeratic
Sandstone in Dakota /
Burro Canyon Formation
Piezometric Surface INTERPRETIVE NORTHWEST-SOUTHEAST
CROSS SECTION (NW-SE)
WHITE MESA SITE
NW SE
vertical exaggeration = 3 : 1
SJS H:/718000/hydrpt2018/
xsections/ewxsne/ewxsne18b.srf 17
Note: water level shown for
Piez-3 is from replacement
piezometer Piez-3A
5/22/2018
APPROVED DATE REFERENCE FIGURE
HYDRO
GEO
CHEM, INC.
EXPLANATION
Qal
Km
Kdbc Jmbb
Alluvium/Fill
Mancos Shale
Dakota Sandstone/
Burro Canyon Formation
Brushy Basin Member
of Morrison Formation
Piezometric surface
vertical exaggeration = 5:1
Shale/claystone within
Dakota/Burro Canyon
Conglomerate within
Dakota/Burro Canyon
INTERPRETIVE EAST-WEST
CROSS SECTIONS (W-E and W2-E2)
SOUTHWEST INVESTIGATION AREA
0 500 1000 1500 2000 2500 3000 3500
distance (feet)
5450
5475
5500
5525
5550
5575
5600
5625
5650
el
e
v
a
t
i
o
n

(
f
e
e
t

a
m
s
l
)
DR
-
2

(
a
b
n
d
)
DR
-
5
DR
-
6
DR
-
7
MW
-
3
5
W E
Qal
Km
Kdbc
Kdbc
Jmbb Jmbb
18 H:/718000/hydrpt2018/
xsections/ewxssw/ewxsswb.srf
0 500 1000 1500 2000 2500 3000 3500 4000 4500
distance (feet)
5450
5475
5500
5525
5550
5575
5600
5625
el
e
v
a
t
i
o
n

(
f
e
e
t

a
m
s
l
)
DR
-
8
DR
-
9
DR
-
1
0
DR
-
1
1
DR
-
1
2
DR
-
1
3
Qal
Km Km
Kdbc Kdbc
Jmbb Jmbb
W2 E2
Note: water level for abandoned
piezometer DR-2 is from
the second quarter of 2011
SJS 5/22/2018
APPROVED DATE REFERENCE FIGURE
HYDRO
GEO
CHEM, INC.
EXPLANATION
Qal
Km
Kdbc Jmbb
Alluvium/Fill
Mancos Shale
Dakota Sandstone/
Burro Canyon Formation
Brushy Basin Member
of Morrison Formation
Piezometric surface
INTERPRETIVE NORTH-SOUTH
CROSS SECTION (S-N)
SOUTHWEST INVESTIGATION AREA
vertical exaggeration = 20:1
0 1000 2000 3000 4000 5000 6000 7000 8000 9000
distance (feet)
5375
5400
5425
5450
5475
5500
5525
5550
5575
5600
5625
el
e
v
a
t
i
o
n

(
f
e
e
t
)
Ru
i
n

S
p
r
i
n
g
DR
-
2
5

(
a
b
n
d
)
DR
-
2
1
MW
-
2
0
DR
-
1
6

(
a
b
n
d
)
MW
-
3
DR
-
1
3
MW
-
3
7
Qal
Km
Km
Km
Kdbc
Kdbc
Jmbb
Jmbb
S N
Shale/claystone within
Dakota/Burro Canyon
Conglomerate within
Dakota/Burro Canyon
H:/718000/hydrpt2018/
xsections/nsxssw/nsxssw18b.srf 19
Notes: water levels for abandoned
piezometers DR-16 and DR-25
are from the second quarter of
2011; MW-3 lithology from MW-3A SJS 5/22/2018
H:\718000\hydrpt2018\DR_ Hydrographs_4Q17.xls: DR Piez Hydrographs
40
50
60
70
80
90
100
110
Q2
11
Q3
11
Q4
11
Q1
12
Q2
12
Q3
12
Q4
12
Q2
13
Q3
13
Q4
13
Q1
14
Q2
14
Q3
14
Q4
14
Q1
15
Q2
15
Q3
15
Q4
15
Q1
16
Q2
16
Q3
16
Q4
16
Q1
17
Q2
17
Q3
17
Q4
17
De
p
t
h

t
o

W
a
t
e
r

(
f
e
e
t

b
t
o
c
)
Quarter
DR-5 DR-6 DR-7 DR-8 DR-9 DR-10
DR-11 DR-12 DR-13 DR-14 DR-15 DR-17
DR-19 DR-20 DR-21 DR-23 DR-24
DR-SERIES PIEZOMETER DEPTHS TO WATER
2Q 2011 TO 4Q 2017
HYDRO
GEO
CHEM, INC.Approved FigureDateAuthorDate File Name
SJS 20DR Piez HydrographSJS
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
5583
5503
5473
5525
54955494
5503
5585
5591
5451
dry
5451
5497
5509
5534
5572
5545
5514
5539
5548
dry
5492
5494
5493
5492
5557
5546
5566
5567
5578
5590
5587
5585
5529
5523
5583
5592
5593
5584
abandoned
5586
5565
abandoned
abandoned
abandoned
abandoned abandoned
abandoned
5589
abandoned
5605
abandoned
5584
5608
5503
5501
5573
5539
5573
5539
5575
5566
5534
5556
5559
5526
5533
5569
55315559
5573
5536
5530
5572
5533
5535
5575
5528
5527
55665557
5531
5529
5533
5526
5560
5568 5576
5561
5482 5485 5492
5474
5480
5482 5488 5489 5486
5466 5465
5454
5455 5443 5421
dry
5425
5417
5624
5383
5234
5560
5380
5468
(not included)
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
seep or spring showing
elevation in feet amsl
H:/718000/
hydrpt2018/maps/Uflow1217Nchl_rev.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5503
5575
5565
5590
5380
estimated dry area
PIEZ-3A
5585
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
TW4-38 temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl5576
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
21
5500 4th quarter 2017 water level
contour and label in feet amsl
KRIGED 4th QUARTER, 2017 WATER LEVELS
SHOWING INFERRED PERCHED WATER PATHLINES
AND KRIGED NITRATE AND CHLOROFORM PLUMES
estimated area having saturated
thickness less than 5 feet
estimated perched water flow path
kriged nitrate > 10 mg/L within area
addressed by nitrate CAP
kriged chloroform > 10 ug/L
estimated total pumping capture
6/18/18SJS
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1000 feet
MW-25
MW-27
MW-31
TW4-01
TW4-02
TW4-03
TW4-04
TW4-05
TW4-06
TW4-09
TW4-10
TW4-11
TW4-12
TW4-13
TW4-14
MW-26
TW4-16
MW-32
TW4-18TW4-19
TW4-20
TW4-21
TW4-22
TW4-23
TW4-24
TW4-25
TW4-26
PIEZ-02
PIEZ-3A
PIEZ-04
TWN-01
TWN-02
TWN-03
TWN-04
TW4-07 TW4-08
TW4-35
TW4-36
TW4-38
TW4-39
MW-04
TW4-27
TW4-29
TW4-32
TW4-33
TW4-34
TW4-28
TW4-30
TW4-31
TW4-37
5534
5572
5548
5526
5533
5573
5539
5573
5535
5572
5569
5531
5575
5566
5534
5557
5559
5546
55735566
5556
5567
5566
5536
5557
5578
5533
5587
5585
5529
5583
5592
5593
5584
5541 5539
5526
5560
5576
5561
5532
5529
5531
5559
5533
5530
5575
5528
5527
5568
EXPLANATION
perched monitoring well showing
elevation in feet amsl
temporary perched monitoring well
showing elevation in feet amsl
perched piezometer showing
elevation in feet amsl
MW-25
TW4-7
PIEZ-2
KRIGED 4th QUARTER, 2017 WATER LEVELS
AND ESTIMATED CAPTURE ZONES
WHITE MESA SITE
(detail map)
H:/718000/hydrpt2018/maps/Uwl1217cz.srf
5534
5541
5587 22
estimated nitrate capture zone
boundary stream tubes resulting
from pumping (note: combined
capture shown for TW4-22 and TW4-24)
PIEZ-3A
5585
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl
TW4-38
5576
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
estimated chloroform capture zone boundary
stream tubes resulting from pumping (note:
combined capture shown for MW-4, TW4-1,
TW4-2 and TW4-11; and for TW4-19,
TW4-20, and TW4-37)
SJS 5/22/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
H:\718000\hydrpt2018\TW6wltrend_4Q17.xls: TW4_6 plot
5530
5535
5540
5545
5550
5555
Q4
07
Q1
08
Q2
08
Q3
08
Q4
08
Q1
09
Q2
09
Q3
09
Q4
09
Q1
10
Q2
10
Q3
10
Q4
10
Q1
11
Q2
11
Q3
11
Q4
11
Q1
12
Q2
12
Q3
12
Q4
12
Q1
13
Q2
13
Q3
13
Q4
13
Q1
14
Q2
14
Q3
14
Q4
14
Q1
15
Q2
15
Q3
15
Q4
15
Q1
16
Q2
16
Q3
16
Q4
16
Q1
17
Q2
17
Q3
17
Q4
17
Wa
t
e
r

L
e
v
e
l

(
f
t

a
m
s
l
)
Quarter
TW4-4
TW4-6
TW4-4 AND TW4-6 WATER LEVELSHYDRO
GEO
CHEM, INC.Approved FigureDateAuthorDateFile Name
SJS 24TW6 wltrend plotSJS
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
5583
5503
5473
5525
54955494
5503
5585
5591
5451
dry
5451
5497
5509
5534
5572
5545
5514
5539
5548
dry
5492
5494
5493
5492
5557
5546
5566
5567
5578
5590
5587
5585
5529
5523
5583
5592
5593
5584
abandoned
5586
5565
abandoned
abandoned
abandoned
abandoned abandoned
abandoned
5589
abandoned
5605
abandoned
5584
5608
5503
5501
5573
5539
5573
5539
5575
5566
5534
5556
5559
5526
5533
5569
55315559
5573
5536
5530
5572
5533
5535
5575
5528
5527
55665557
5531
5529
5533
5526
5560
5568 5576
5561
5482 5485 5492
5474
5480
5482 5488 5489 5486
5466 5465
5454
5455 5443 5421
dry
5425
5417
5624
5383
5234
5560
5380
5468
(not included)
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
seep or spring showing
elevation in feet amsl
H:/718000/
hydrpt2018/maps/Uflowsw1217_rev.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5503
5575
5565
5590
5380
estimated dry area
PIEZ-3A
5585
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
TW4-38 temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl5576
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
25
5500 4th quarter 2017 water level
contour and label in feet amsl
KRIGED 4th QUARTER, 2017 WATER LEVELS
SHOWING INFERRED PERCHED WATER PATHLINES
DOWNGRADIENT OF THE TAILINGS MANAGEMENT SYSTEM
WHITE MESA SITE
estimated area having saturated
thickness less than 5 feet
estimated perched water flow path
SJS 6/4/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
5583
5503
5473
5525
54955494
5503
5585
5591
5451
dry
5451
5497
5509
5534
5572
5545
5514
5539
5548
dry
5492
5494
5493
5492
5557
5546
5566
5567
5578
5590
5587
5585
5529
5523
5583
5592
5593
5584
abandoned
5586
5565
abandoned
abandoned
abandoned
abandoned abandoned
abandoned
5589
abandoned
5605
abandoned
5584
5608
5503
5501
5573
5539
5573
5539
5575
5566
5534
5556
5559
5526
5533
5569
55315559
5573
5536
5530
5572
5533
5535
5575
5528
5527
55665557
5531
5529
5533
5526
5560
5568 5576
5561
5482 5485 5492
5474
5480
5482 5488 5489 5486
5466 5465
5454
5455 5443 5421
dry
5425
5417
5624
5383
5234
5560
5380
5468
(not included)
1215151514131211101112131414141516 17 1920222325 2728 3031
8 6 4 3 3 3
4
5
5
5
6
6
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
seep or spring showing
elevation in feet amsl H:/718000/hydrpt2018/maps/Uspgfl17.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5503
5575
5565
5590
5380
estimated dry area
PIEZ-3A
5585
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
TW4-38 temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl5576
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
26
estimated area having saturated
thickness less than 5 feet
estimated perched flow path
15 estimated saturated thickness in feet
KRIGED 4th QUARTER, 2017 WATER LEVELS
SHOWING INFERRED PERCHED WATER FLOW
PATHLINES NEAR RUIN SPRING AND WESTWATER SEEP
SJS 5/22/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
Mill Site
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29
TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
abandoned abandoned
abandoned
abandoned
abandoned abandoned
abandoned
abandoned abandoned
wildlife pond
wildlife pond
wildlife pond
5624
5383
5560
5380
5468
5234
5493
5533
5497
5492
5557
5474
5557
EXPLANATION
perched monitoring well
perched piezometer
seep or spring H:/718000/hydrpt2018/maps/UpathNchl4Q17.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
temporary perched nitrate monitoring
well
TW4-12
TWN-7
TW4-38
4th quarter 2017 chloroform plume
4th quarter 2017 nitrate plume
estimated dry area
5500
4th quarter 2017 kriged water level
contour and label in feet amsl
27
PIEZ-3A May, 2016 replacement of perched
piezometer Piez-03
temporary perched monitoring well
installed October, 2016
KRIGED 4th QUARTER, 2017 WATER LEVELS
SHOWING INFERRED PERCHED WATER FLOW PATHS
USED FOR TRAVEL TIME ESTIMATES
AND KRIGED NITRATE AND CHLOROFORM PLUMES
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
estimated area having saturated
thickness less than 5 feet
potential perched water pathline
(assuming hypothetical connection
to Cottonwood Seep)
inferred perched water pathline
SJS 5/22/2018
B ur ro Canyon Fo rma t ion
Brushy Basin Member
APPROVED DATE REFERENCE FIGURE
HYDRO
GEO
CHEM, INC.
28
PHOTOGRAPH OF THE WESTWATER SEEP
SAMPLING LOCATION
JULY, 2010
H:/718000/hydrpt2018/
Figures/westsmpl2.srfSJS
Westwater Seep
(sampling location)
5/22/2018
B ur ro Canyon Fo rma t ion
Brushy Basin Member
APPROVED DATE REFERENCE FIGURE
HYDRO
GEO
CHEM, INC.
29
PHOTOGRAPH OF THE CONTACT BETWEEN THE
BURRO CANYON FORMATION AND THE
BRUSHY BASIN MEMBER
AT WESTWATER SEEP
H:/718000/hydrpt2018/
Figures/westcontact2.srfSJS
Westwater Seep
(immediately downgradient from
sampling location)
Burro Canyon Formation
Brushy Basin Member
5/22/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
Mill Site
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29
TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
abandoned abandoned
abandoned
abandoned
abandoned abandoned
abandoned
abandoned abandoned
wildlife pond
wildlife pond
wildlife pond
(not included)
EXPLANATION
perched monitoring well
perched piezometer
seep or spring H:/718000/hydrpt2018/
maps/UlvectNChl4Q17.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
temporary perched nitrate monitoring
well
TW4-12
TWN-7
TW4-38
4th quarter 2017 chloroform plume
4th quarter 2017 nitrate plume
estimated dry area
5500 4th quarter 2017 kriged water level
contour and label in feet amsl
30
PIEZ-3A May, 2016 replacement of perched
piezometer Piez-03
temporary perched monitoring well
installed October, 2016
KRIGED 4th QUARTER, 2017 WATER LEVELS
SHOWING KRIGED NITRATE AND CHLOROFORM PLUMES
AND GENERAL FLOW DIRECTIONS
WHITE MESA SITE
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
estimated area having saturated
thickness less than 5 feet
approximate perched water flow direction
SJS 5/22/2018
H:\718000\hydrpt2018\TW27area_wl_4Q17.xls: plot F31
5510
5520
5530
5540
5550
5560
5570
5580
12/31/1999 12/30/2001 12/31/2003 12/30/2005 12/31/2007 12/30/2009 12/31/2011 12/30/2013 12/31/2015 12/30/2017
el
e
v
a
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i
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n

(
f
t

a
m
s
l
)
date
TW4-6 TW4-13 TW4-14
TW4-26 TW4-27
WATER LEVELS IN WELLS NEAR TW4-27HYDRO
GEO
CHEM, INC.Approved FigureDateAuthorDateFile Name
SJS 31plot F30SJS
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
Mill Site
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29
TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
TW4-37 TW4-38
TW4-39
DR-02
DR-16
DR-18
DR-25
abandoned
abandoned
abandoned
abandoned
AWN-X1
AWN-X2
AWN-X3abandonedabandoned
abandoned
abandoned
abandoned abandoned
abandoned
abandoned abandoned
wildlife pond
wildlife pond
wildlife pond
EXPLANATION
seep or spring H:/718000/hydrpt2018/
maps/pyrite_ocuurence17.srf
MW-5
RUIN SPRING
WHITE MESA SITE PLAN
SHOWING PYRITE OCCURRENCE IN
PERCHED BORINGS
32
perched boring (pyrite status unknown)
MW-33 perched boring having detailed log
showing no pyrite
MW-25 perched boring showing pyrite in log and
having a laboratory detection (if analyzed)
MW-24 perched boring having pyrite detected via
laboratory analysis only (not shown in log)
MW-29
MW-30
perched boring having a possible pyrite
detection via laboratory analysis
(but not shown in log)
perched boring showing pyrite in log and
having no laboratory detection
SJS 5/22/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
5583
5503
5473
5525
54955494
5503
5585
5591
5451
dry
5451
5497
5509
5534
5572
5545
5514
5539
5548
dry
5492
5494
5493
5492
5557
5546
5566
5567
5578
5590
5587
5585
5529
5523
5583
5592
5593
5584
abandoned
5586
5565
abandoned
abandoned
abandoned
abandoned abandoned
abandoned
5589
abandoned
5605
abandoned
5584
5608
5503
5501
5573
5539
5573
5539
5575
5566
5534
5556
5559
5526
5533
5569
55315559
5573
5536
5530
5572
5533
5535
5575
5528
5527
55665557
5531
5529
5533
5526
5560
5568 5576
5561
5482 5485 5492
5474
5480
5482 5488 5489 5486
5466 5465
5454
5455 5443 5421
dry
5425
5417
5624
5383
5234
5560
5380
5468
(not included)
proposed 5A
proposed 5B
W E
WNW
ESE
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
seep or spring showing
elevation in feet amsl
PROPOSED CELLS 5A AND 5B
(showing kriged Q4 2017 perched water levels
and cross sections in proposed cell area)
WHITE MESA SITE
H:/718000/hydrpt2018/maps/Uwl1217c5a5b.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5503
5575
5565
5590
5380
estimated dry area
PIEZ-3A
5585
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
TW4-38 temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl5576
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
5500 4th quarter 2017 water level
contour and label in feet amsl
saturated thickness estimated
to be less than 5 feet
33SJS5/22/2018
APPROVED DATE REFERENCE FIGURE
HYDRO
GEO
CHEM, INC.
EXPLANATION
Qal/Fill
Km
Kdbc
Jmbb
Alluvium/Fill
Mancos Shale
Dakota Sandstone/
Burro Canyon Formation
Brushy Basin Member
of Morrison Formation
Piezometric surface
vertical exaggeration = 6:1
Shale/Shaly Sandstone within
Dakota/Burro Canyon
Conglomerate within
Dakota/Burro Canyon
INTERPRETIVE EAST-WEST
CROSS SECTION (WNW - ESE)
PROPOSED CELL5A/5B AREA
H:/718000/hydrpt2018/
xsections/ewxssw3/ew3xsectb_rev.srf
* = detailed log unavailable
Conglomeratic Dakota Sandstone/
Burro Canyon Formation
SJS
0 500 1000 1500 2000 2500 3000 3500
distance (feet)
5450
5475
5500
5525
5550
5575
5600
5625
5650
5675
el
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a
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(
f
e
e
t

a
m
s
l
)
DR
-
7
MW
-
3
6
MW
-
3
3
MW
-
3
4
MW
-
3
7
MW
-
1
5
*
MW
-
1
4
*
MW
-
1
7
Qal/Fill Qal/FillKm
Kdbc
Kdbc
Jmbb
WNW ESE
proposed Cell 5A proposed Cell 5B
345/22/2018
APPROVED DATE REFERENCE FIGURE
HYDRO
GEO
CHEM, INC.
EXPLANATION
Qal/Fill
Km
Kdbc
Jmbb
Alluvium/Fill
Mancos Shale
Dakota Sandstone/
Burro Canyon Formation
Brushy Basin Member
of Morrison Formation
Piezometric surface
vertical exaggeration = 15:1
Shale/Shaly Sandstone within
Dakota/Burro Canyon
Conglomerate within
Dakota/Burro Canyon
INTERPRETIVE EAST-WEST
CROSS SECTION (W - E)
PROPOSED CELL 5A/5B AREA
H:/718000/hydrpt2018/
xsections/ewxssw3/ewxssw2tb_rev.srf
Conglomeratic Dakota Sandstone/
Burro Canyon Formation
SJS
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 6000 6500
distance (feet)
5450
5475
5500
5525
5550
5575
5600
5625
el
e
v
a
t
i
o
n

(
f
e
e
t

a
m
s
l
)
DR
-
8
DR
-
9
DR
-
1
0
DR
-
1
1
DR
-
1
2
DR
-
1
3
MW
-
1
7
Qal
Km Km
Kdbc Kdbc
Jmbb
Jmbb
W E
proposed Cell 5A proposed Cell 5B
355/22/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
5583
5503
5473
5525
54955494
5503
5585
5591
5451
dry
5451
5497
5509
5534
5572
5545
5514
5539
5548
dry
5492
5494
5493
5492
5557
5546
5566
5567
5578
5590
5587
5585
5529
5523
5583
5592
5593
5584
abandoned
5586
5565
abandoned
abandoned
abandoned
abandoned abandoned
abandoned
5589
abandoned
5605
abandoned
5584
5608
5503
5501
5573
5539
5573
5539
5575
5566
5534
5556
5559
5526
5533
5569
55315559
5573
5536
5530
5572
5533
5535
5575
5528
5527
55665557
5531
5529
5533
5526
5560
5568 5576
5561
5482 5485 5492
5474
5480
5482 5488 5489 5486
5466 5465
5454
5455 5443 5421
dry
5425
5417
5624
5383
5234
5560
5380
5468
(not included)
proposed 5A
proposed 5B
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
seep or spring showing
elevation in feet amsl
PROPOSED LOCATIONS OF CELLS 5A AND 5B
(showing kriged Q4 2017 perched water levels and inferred
perched water flow paths downgradient of the tailings
management system)
H:/718000/
hydrpt2018/maps/Uwl1217c5a5b_path_rev.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5503
5575
5565
5590
5380
estimated dry area
PIEZ-3A
5585
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
TW4-38 temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl5576
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
5500
4th quarter 2017 water level
contour and label in feet amsl
saturated thickness estimated
to be less than 5 feet
estimated perched water flow path
36SJS6/4/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
5583
5503
5473
5525
54955494
5503
5585
5591
5451
dry
5451
5497
5509
5534
5572
5545
5514
5539
5548
dry
5492
5494
5493
5492
5557
5546
5566
5567
5578
5590
5587
5585
5529
5523
5583
5592
5593
5584
abandoned
5586
5565
abandoned
abandoned
abandoned
abandoned abandoned
abandoned
5589
abandoned
5605
abandoned
5584
5608
5503
5501
5573
5539
5573
5539
5575
5566
5534
5556
5559
5526
5533
5569
55315559
5573
5536
5530
5572
5533
5535
5575
5528
5527
55665557
5531
5529
5533
5526
5560
5568 5576
5561
5482 5485 5492
5474
5480
5482 5488 5489 5486
5466 5465
5454
5455 5443 5421
dry
5425
5417
5624
5383
5234
5560
5380
5468
(not included)
proposed 5A
proposed 5B
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
seep or spring showing
elevation in feet amsl
PROPOSED LOCATIONS OF CELLS 5A AND 5B
(showing kriged Q4 2017 perched water levels and inferred
shortest flow path to closest discharge point)
WHITE MESA SITE
H:/718000/
hydrpt2018/maps/Uwl1217c5a5b_path6B.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5503
5575
5565
5590
5380
estimated dry area
PIEZ-3A
5585
May, 2016 replacement of perched
piezometer Piez-03 showing
elevation in feet amsl
TW4-38 temporary perched monitoring well
installed October, 2016 showing
elevation in feet amsl5576
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
5500
4th quarter 2017 water level
contour and label in feet amsl
saturated thickness estimated
to be less than 5 feet
estimated shortest perched water flow
path to nearest discharge point
37SJS5/22/2018
HYDRO
GEO
CHEM, INC.APPROVED DATE REFERENCE FIGURE
1 mile
CORRAL CANYON
CORRAL SPRINGS
COTTONWOOD
ENTRANCE SPRING
RUIN SPRING
WESTWATER
Cell 1
Cell 2
Cell 3
Cell 4A
Cell 4B
MW-01
MW-02
MW-3A
MW-11
MW-14MW-15
MW-17
MW-18
MW-19
MW-20
MW-21
MW-22
MW-23
MW-24
MW-25
MW-27
MW-28
MW-29
MW-30
MW-31
MW-32
MW-33
MW-34MW-37
TW4-01
TW4-03
TW4-34
TWN-01
TWN-02
TWN-03
TWN-04
TWN-05
TWN-06
TWN-07
TWN-08
TWN-09
TWN-10
TWN-11 TWN-12
TWN-13
TWN-14
TWN-15
TWN-16
TWN-17
TWN-18
TWN-19
PIEZ-01
PIEZ-02
PIEZ-3A
PIEZ-04
PIEZ-05
TW4-05
TW4-12
TW4-13
TW4-14
TW4-31
TW4-32
MW-12
TW4-11TW4-16
TW4-18
TW4-27
MW-26
MW-35
MW-36
TW4-04
TW4-07
TW4-09
TW4-19
TW4-21
TW4-24
TW4-25
TW4-26
TW4-02
TW4-08
MW-04
MW-05
TW4-06
TW4-22
TW4-23
TW4-20
TW4-28
TW4-29 TW4-30
TW4-10
TW4-33
TW4-35
TW4-36
TW4-37 TW4-38
TW4-39
DR-05 DR-06 DR-07
DR-08
DR-09
DR-10 DR-11 DR-12 DR-13
DR-14 DR-15
DR-17
DR-19 DR-20 DR-21
DR-22
DR-23
DR-24
(not included)
proposed 5A
proposed 5BMW-41
MW-42 MW-43 MW-44
MW-45
EXPLANATION
perched monitoring well
perched piezometer
seep or spring
PROPOSED LOCATIONS OF NEW PERCHED WELLS
TO MONITOR PROPOSED CELLS 5A AND 5B
(showing kriged Q4 2017 perched water levels)
WHITE MESA SITE
H:/718000/hydrpt2018/maps/UpropwelC5.srf
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
temporary perched nitrate monitoring
well
TW4-12
TWN-7
estimated dry area
PIEZ-3A May, 2016 replacement of perched
piezometer Piez-03
TW4-38 temporary perched monitoring well
installed October, 2016
NOTES: MW-4, MW-26, TW4-1, TW4-2, TW4-4, TW4-11, TW4-19, TW4-20, TW4-21, TW4-37 and TW4-39 are chloroform pumping wells;
TW4-22, TW4-24, TW4-25 and TWN-2 are nitrate pumping wells; TW4-11 water level is below the base of the Burro Canyon Formation
5500
4th quarter 2017 water level
contour and label in feet amsl
saturated thickness estimated
to be less than 5 feet
proposed Cell 5A/5B
perched monitoring well
MW-41
38SJS5/22/2018

APPENDIX A

LITHOLOGIC LOGS

APPENDIX A.1

DR - SERIES

Date S V"'\l>i{ :?o ii Geologist L. Cas-e..bo l+ Drilling Co. 6c.~lo Sx.piard,t,·o,~ I.,c..._ Hole No.-=D-'---'R.C..,2-=-----
Property L</."1:-i. {})1,52,, n'l. I!
County JA'D :i!il.lf\
....:,,;....._=--"---------Unit No. Sec ____ Twp. ___ Rge.
Elev. z557(p
PAGE_/_ OF _j__
T.O.PROSE ____ _
T.D. OR/LL
FLUID LEVEL ____ _
25.
t-+'-.,,._,_=;-.oc..:.--t!o.<.:.=:~-....!.:.:=..ii:~-r-1:.+=-t"---11-+-+-4-++-+-~,-'-i~i+::!...!l~:,µ:.a.l...!.l...l.~i::....!:!.!..JL-:1~~:.:....:ll!l:c.,.;fl.!.!...B.:~,e,"'\e'\-I~
/2d,
/22,
/ z;, """'__.. _ _._.....L.:~:---------'-------...... ..i...;;;.i__..._..._1;.;..i......J.:..:...1..--="'"1--L;;;...c
PERCENTAGE COMPOSITION IMAGE
I:-
Dote 1/YJD,,, Jo/I Geologist L-. C.os~~0 :t Drilling Co. &,f&Sl\ fk,.,~t1 ~" I~\c.. Hole No __ 1)'-.-'-R-'R=-----
Property w1~·fe /1 \:;J.::, wi:./ Project ... v"-'--'-ll.__:t..f ... 8"--_______ Unit No. Sec ____ Twp. ___ Rge.
County S-,,, J~11>1\.. State Uta~"" Elev. ~ 5:-;&o
PAGE~/_op_/ __
r.o. PROBE ____ _
T. D. OR/LL ·, oo.D
FLUID LEVEL _____ _
/2,
,, 11
C
CH
;;\ .
PERCENT AGE COMPOSITION IMAGE
00.,-o.'· ti " .. •
"' i ~.
~ .
1~ 2~ 3,
Date c, ·"h,r7_;i, Geologist L-6se..!,o /r Ori !ling Co. B~ /ls £xp •o,...o r,, \ !,,c.,, Ho le No. _D_R=c .... ~-----
Property /Jhs' /1 l lj/s.:> ir,~\i Project -'c=·c"':l'---';.;~f'-> _______ Unit No. Sec. ___ Twp. ___ Rge.
County ~);) }1,<.i>.\ State U )ph Elev. ;; :,57"1
PAGE_!_ OF _j__
r.o. PROBE ____ _
T.O. DRILL 100.U
FLU/0 LEVEL ____ _
(J
CL
PERCENTAGE COMPOSITION IMAGE
00 .... ·O·'· ti , • •
-i ~.
~ .
• 1 'll> 21' 3"' 15% 40"4 50"4
~,.",~
Date 2? APR., '2.0// Geolog i st L C,).Sl;P-Qt:r Drilling Co. f3r-,.yl,E'-lX?!)l;<...A-:--.Dr-J CD. Hole No. J)R7 ~~~-----
Property I.Ji,//ff. 11/GSAMILL Project --'C,=6=U...,_4___,__,.B~------Unit No _____ _ Sec ___ Twp. ___ Rge.
County SAIJ J"'u.AtJ ~-rA~ Elev. 551¥
PAGE __j_ OF _j___
T.D. PROSE ____ _
T.D. DRILL /OQ,6
FLUID LEVEL -----
/2,
PERCENT AGE COMPOSITION IMAGE
00., . 0-'. ()#-~ ... -...
,, ,. <,I • ~. .. I • I .. . . ....... ,. . -
1,i, 2,0 3'\ S'-
Date 5 /11\o~ zoi\ Geologist L , 0 <:''$0:C o/f Drilling Co. Bou/es
Property Whi U Ml:i~ I'\\,·\( Project _r.~.e=,1..:../..::iy'---'5,.,__ ______ Unit No.
County ~t_l "'""'li.'1=-"--· ___ _
30.
32.
J S.
~ I cll'·~·r. ~ ,, ~ t~. (,. H O I e N 0. _D"'-'-R-'8'-------
S e c ___ Twp. ___ Rge .
Elev. ~ S5 37
PAGE __l_ OF _.l__
T.D. PROSE ____ _
T.D. DRILL 70.0
FLUID LEVEL _____ _
~~~~::.::....-'-"'-'"-'-'-~'--"----':.!..:...~=-<"-=--'=~.lL...l~:<--CL
V'\L -.1a1:=~~=+:-:.!....1.e....'--------.:::.!.!,!.. _______ ~
,,
;j
p
ll
I•
h
;i,1 Y M-~1rl'fl \t d ,
J
PERCENTAGE COMPOSITION IMAGE
00.,. G:. o ... ~~ ... ~ " , . . , .. . ~. . ....
... . -" ,
1'1, 21' 3% S'!I.
Dote L/ O)l)J 201 /
Property ivhi fl. flle.'J~
County $4~ J'" tqi'\
Geologist L ~sebplt Drilling Co. &i1i~5 hei od,'pri feG-Hole No. DR. C, I V I -----'-~-----
f\")il , t.£1/ q3 . N S T --"'=-'-''---'--""-------Un It o. e c . ___ w p. ___ R g e.
Elev. '.::: 5Seoz.
PAGE __i__ OF_) __
T.D. PROSE ____ _
T. D. DRILL JJ5-o
FLUID LEVEL _____ _
C.
I/ h
PERCENT AGE COMPOSITION IMAGE
0000-.
., .. .. .' • # • 'Iii" ...
• ~ • • I .. . ~. .. ....
"" . -.. '
1,i, 2~ 3\. S"4 • '50"'
Date 1,,J !(}aLf 2oJ/ Ge. ologist L. ease,l.1:1/f Ori I ling Co. f3au/t, $ (.;ynfprp,-~r. lnc., Hole No DR. lo T I r . ~~~~----
Property (A)hi f.t /il).153 /YJ.,/ Project _._.te ... , .... 1/_4..._'_8~------Un it No._ Sec. ___ Twp. ___ Rge.
County .);!(\ JMf\ t/.fi)h-Elev. ~ S59\
;')."
/5.
PERCENT AGE COMPOSITION IMAGE
00·.,,: @·-'~· ().~~~\ .. ... . .. ... ... . -. ~
1~ 2~ 3~ 5~
PAGE _j_ OF __l__
r.D. PROSE ____ _
T.D. DRILL
FLUID LEVEL
REMARKS
90-D
------
II Ct-I
.o ,
/I ,, rl
j
Drilling Co. &.14k~ fxp /of'l)T!o,, foe. Hole No __ -n_e_i_/ ___ _ Dote ~W\011 2oJJ
Property kik. i ~ VvltSo Mi {I ~~---'--'=:;,__ ______ unit No. Sec ___ Twp. ___ Rge .
County '.Si},, JuM ...
/2~, ... ~-) I~,;,.
00·.,.; o·-'··@""~ ... -... ,
i ~-·1 · .... . -~ '
1% 2'-31. '5'!1.
PERCENTAGE COMPOSITION IMAGE
Elev. ~5S~2.
PAGE _L OF _J__
r.D. PROSE~~~~-
T.D. DRILL \ IS i)
FLUID LEVEL _____ _
,.,-,J b o.:>
Dote 2<?.4/',C ,,'.a~ Geologist I., 0£Is~io/,t Drilling Co. /3dylo 6K;J/11;JTiN1 Co. Hole No . ...a7>_,e_-_,_/_2.. ___ _
Property Wlr,h11'.'l/5J/YJ,;/I Project _t~,'~/,._'4~·~~·-5 _______ Unit No. Sec ____ Twp. ___ Rge.
County 5'c1a fuJn. State U~~lz Location Elev. ~ 55'i'J./
" ,, ,,
,.,, • , ... ,.. . ::.-·"', ~_-_'_ :_.-Wi, <J k ,'§5 ti: 'i,.. ;m ~
//Ou--
·····) --.:.1~.J--
PERCENTAGE COMPOSITION IMAGE
00., o:-11 " u •
' ., i ~.
' .
1'li> 2'.4 3"
'
Date 2,7/.l()R..ZD,! Geologist l-.~5t/ca '° Drilling Co. ™jllJ £.xporti,Tipl') ~-Hole No.__..::1)_R.---=l~"-----
Property ivhii-<. ~,1-:~.:. m•H Project _.,.C..,::l.!.Jll....:~:,..=J3'---------Unit No. ______ Sec. ___ Twp. ___ Rge.
County ~.,, .. , J~t.:').,'\ State I,{ l:o'n Elev. 55 75
,.,,,
,;,~-
(\
I/
~: :~:
" ,,
11 .,
PAGE .....L_ OF _.1_
r.O.PROBE ____ _
T.D. Dfi/LL _~........,.0..., . ..,0.__ __
FLUID LEVEL _____ _
J;
orl':{ h lrf
)) ,, I/
.· -
PERCENT AGE COMPOSITION IMAGE
00., ·@·'· II ., • •
" ' ~ . .. .
1'1, 2" 3"
:,: -...
Date j91/Pf2.,~!Jl/ Geologist J..,.;JasvJ6l'f Drilling Co. /51i'fk5 61,1/v ofl~f'J &. Hole No.~'J)~Z_/_L/ ___ _
Propertyulh1.& l?le-~""111,:1/ Project .... d .... E. ... L-L.....__.¥'""'8"""-------Unit No. Sec. __ Twp. ___ Rge.
County 5oi?Jf!Jn State ~t(,~;,~n,_k ____ _ Loco lion ------------------Elev. :t 5,;-u1a
102.;;--
/!J~O-=
/075-=
J/o.u--
;!2.i-=
1/5.t>-=
//71;"'-=
/2t?,0-= >-/:.:?, _:;::.,_
11 1'-\d$s"
fu{l ,, \i\J. c -,
I c,f7 <:.S
I
•:'
r. :-'2. ,;:; (~
i ' t·r ...........
\ tJh. C.,5
h.J:,
l.l. :s.s /) 17
I ,,Ti_ ... ~
1.1-,,1-; ::.---
1,
CIL? S5
ti'\
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ff\
ti\
l+nd,\
£1 J tn
jY\ j I 1+u1v1t'i't
'' l.l-.a.,T,:.
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ri"t"t.. "'. +n
(
: o.-:--z. '\<,
'· <1TZ y;
I ,1:-, ~
I
01t-z.. ss
tn. c::s
j I l+ ti\
~l,lt,"\
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.f-'"' !M 2>
;...,.;, ' "
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II~'·;·''"". '..;. ii
' ... -:' ~
-' w.;,:i.:&...::::
f""po":s:: ii,",
-~ -,& . ;" t· . ·:2·~ .. ,,... ' ,.,.,·
<'->!{,:,,:,··· '·
,?i) ~"" ?.,,
, ... kC. '
·0., . : ~'.· ~ ' ·~ . -', .,.., ... Sl • .
~:3 •. :
<.·
·,, • ,. ,i;.'
I ,,, ....
-..:\: -·~ .•:, -.
M,,.'\ f,
l-:=:, ' i ,• ~· • '
Iii\ ... ,, t '
I ••
PAGE_)_ OF _l__
r.o. PROSE ____ _
T.D. DRILL )00.0
FLUID LEVEL -----
REMARKS
~ rJ ... ~=r~ .. I' ~..,.
~ l ' ~: '
1'1.1 .•,,,I
-~·-. .
c i /\) [}j: ~:{
--; =t_wX
. h., IJ f:t .M
N ,~·~t~
ri. :NII
l)
is~-,. t:->i· it
S,.-) ~?. .. ·
fiA'I !!«"~'
-, L .. ' .. : ,'. ,·.·. t, -.. · ~/···,~ C;-' ~---'----!:--------'-------'-....... --"--......... ·,.,_.__.___..."'"~:::=-."'. ""'""'-'' "'-'' ""'----"""""-'''"--...L.O:~>-~-L_-------------------
PERCENT AGE COMP0SIT10N IMAGE
00., ·@-'· " , . ...
w ' ~. .. .
1% 21' 3'\
Dote 2'81Ji>;:?2oJ/ Geologist L.(},15e/,Q/. Drilling Co. 'Po!j!ts ttplorc,,tjv,i 4. Hole No.-'12~8.~?~/j~-----
Property Whilt i17nJ 1'\ / Project _,("'"'1''""'!..,_I_IIL...;.8"--------Unit No. Sec ____ Twp. ____ Rge.
County 5ci"l JMd/7 State dhri Elev. ,c 5,7)
PAGE _L_ OF_/.._
T.O. PROSE ___ ~-
T.D. OR/LL /O!),t) 1j))
FLUID LEVEL _____ _
., " I/ I\
.. , ..
PERCENT AGE COMPOSITION IMAGE
00.,, 0:. r, "' u •
.... i ~.
' .
1"-2S 3'\.
.J...-,.
v.1.:.iu,,., ifi.
-t. 'l ,T (-t•''-
1 ~,,
Date 28Ai?!22Dli Geologist L.C.ac:.r,ba/r Drilling Co. Jiay/t,S£1·11/c,rb.i1l)f\ Co. Hole No . ....,1>=--:...R..;:..l:...:b.__ __ _
Property lt.)h;t,,k">tS.aivi1/j Project .,_.,C,.""/,_,/I_L.J...J...J,B.__ ______ Unit No. Sec ____ Twp. ___ Rge.
County .);)>11 J°llli).'J, t,·1 t"o.h Elev. -x. 5;:55
30.
32. -
35.
}, 1'1 1
00.,. 0:. @"":..,.'· .. fl , • • .. J
... .f ~. • ~. ... . ..:.. ....
1,i, 2" 3'\ 5,:,
PAGE _j_ OF-+--
T.O.PROSE ____ _
T. D. DRILL I 05 ,D
FLUID LEVEL _____ _
M(S.
J
PERCENTAGE COMPOSITION IMAGE
Dote -2.'1 J)P;:2, 2NI Geologist f.. -&5.,,,,J~,-f Ori I ling Co. &'//,-"' J:-1;'.Yhc-;TM &. Ho le No. ~])_12.,_!_7 ___ _
Propertyt//4/& 11)611,/JJ,// Project """C .... C..,_1,,._1..,=---4,_,__A~-----Unit No. Sec ____ Twp. ___ Rge.
County t,//olt. Elev ____ _
J
~-i ·
00., . ()-'. 0.-.:---·~ " .. .., . ~ .. . . ' . .. . -.... . ... ,
1'll, 2"' 3"' '5"-
PERCENTAGE COMPOSITION IMAGE
PAGE _i_ OF j__
T.O. PROSE _~~~-
T.D. DRILL 85.0
FLU/0 LEVEL _____ _
11 I)
Dote L/Mou2o// Geologist L.C.oC:.e,bp/t' Drilling Co. 8JiJ/eS £,ttJltm:..110,1 ir1.:.. Hole No. T)Q., lg ~ I I -----'------
Property wh,Ie 171ts2. m ,,/Project _c;""'"'"'t,"-/,_/--'-'1....,3'---------Unit No. Sec ____ Twp. ___ Rge .
County !JIJh Elev. ~ 55]~
PAGE_)_oF_J __
r.o. PROSE ____ _
T.D. OR/LL
FLUID LEVEL _____ _
PERCENT AGE COMPOSITION IMAGE
00·., .. 0"'-'.· ()~~""· .... , I ~ • • ~.
' I -11, #
1,i, 2'5L 3... 'j".t,
/2,
15,
30.
32.
35.
;.~ ..
PERCENT AGE COMPOSITION IMAGE
PAGE _.1_ OF --1--
T. O. PROBE ___ _
T.D. DRILL -..s.7-5c:,-OL_ __
FLUID LEVEL ____ _
Date 2 t(}A/?12/.I ~e_ologist i, !;dse,h i Ori lling Co. 'Dc.flf S frphrt.liPn /nc · Ho le No. _'1)~/Z~2_6 ___ _
Property w)ltril)l'f.; //J,// Project ~{J,=~,_,_4_, 4".~ii~------Unit No._ Sec ___ Twp. ___ Rge .
County :i:J71.J//:.J11 State i/u,G Location Elev. ::.5'f''!9
PAGE_!__ OF"_/ __
r.O.PROBE ____ _
T.D. DRILL
FLUID LEVEL _____ _
REMARKS
t'Jt-t..sS
I • ai"-z. ".>}.'Si)
')l'ldl.\<o•',
£1.-...J. { <I.
l
5h
sh .
/'l,,c,,,<:.I'\
.l~h qf-, i,,
'I
l<:v\uls.1 sl\
I
~h ar-z..:'>s-
' I
".1ML ~ r\
o;' at~ ~~ .;;1\
\
q",.i.A < ,\
I
<:h
h;;,h
I ~tc.·1f.l ,h
I I
(Jt2 55 <;~
I
C' 1,-. l/.lt7-'\g
~h
' <;: i\
sl'\..,
l,::it:z.5-'> ~I\ I ,
I C::.V\d,, <i k..
I sh
t< • t · ~ t ,.,. ~-:·:-_'if& ___ :1: ... :/~~, ~,...·...._..___._-"-;-.............. ____ _._ ______ ....... _ _....._...._..._....L.-"-""""-L-'...1-....1.....;.J..--=.ll.-;!~--------------------
PERCENT AGE COMPOSITION IMAGE
OOQ()',
,, ., ,,. "' ~ .'.. , ·" .4i
0# ~. • ., • .. ... . -,.. '
'"' 2% 3,:, 5,:,
Date -7 Mo1 ZOii
Property vvhi~ r>'~H ,;•/,//
County 5'.-Jl:'.I 7u,Jn...
12,
15,
35.
00··'~~ @·-'.· f ~.
' .
l'lL 2,;, 3~
...=...c-"'--"-=--"----Or i I ling Co. 84p5 [·~r~rJ-/;,'-' J~c Ho le No. ~~~e~c...~"7~/ ___ _
....._.=--'-'-'"----------Unit No. Sec. ___ Twp. ___ Rge .
Elev. ~ 5~3lJ
PAGE _i__ OF_! __
T.D. PROSE ____ _
T.D. DRILL
FLUID LEVEL ____ _
/)
PERCENTAGE COMPOSITION IMAGE
Date .3 fYl11,1,f 2v/; Geologist L -Ct:1 ,:,l)j /.;., Drilling Co. rd7,h5 £Y(daraf;7/) ltJc. Hole No. 7)/2 22-
Propertyh/,{h l~~Si HJi// Project ..... ~_..,"1,u.V .... fr''-'e _______ Unit No. Sec. --Twp. ---Rge . --
Coun ty S:ia Tera& State £/{d/L Elev. S'18g
000 •' .. . . . ,, . .
' ~ . I• ~ •
1., 2" 3'\
PERCENTAGE COMPOSITION IMAGE
PAGE .-1_ OF _j__
T.O. PROBE ---;----,-----
T. D. DRILL _8~>~--lJ __ _
FLUID LEVEL -----
Dote '/JY)d'fZ!Ji/ Geologist L. &J5erk//. Ori !ling Co. f3J1/e.5 t11.Ji,r-c11 ;r,,\ lac. Hole No. _J)_R_2_3 ___ _
Property IIJh,lt /J)t5 a M,li Project __.r-'~ .... ,J..._/~t/'-'B..__ _______ Un it No. Sec. ___ Twp. ___ Rge.
County State Uioh Elev. x :Jl/1/
PAGE_!_OF_I __
T.O. PROSE ____ _
T. D. DRILL f3 5. 0
FLU/0 LEVEL _____ _
J
PERCENT AGE COMPOSITION IMAGE
0 ()., · o.' · o·~y -.. f ,, • • I .. ~ :i--••••
.. f' I -.., •
. .
1'!fi 2'!1. 3'\ ss
Da te -3 ((JA1 Jo// Geologist t. c ~~;d2i'~ Drilling Co . .&~Its tx{) l)l'b )Ofl Joe, Hole No. 7)/.!_ ?L/
PropertyWliJe.r,,\Q..Sofrl ~:i ProJ·ect Ct/14-13 Un,.tNo Sec T R __ _ _ --'-"'"'-"'-'-'----'--"'--'--------. . ___ w p. ___ g e.
County 5:>o fua,\ State Lltoh Location Elev_ -z 5401J
--~ (i'.)J)--
c;. .... ...--~.1/1-'),---yr:,,.c;;_ -
;
r"t mn/~-t-
;.~ nid.<,:-::;J_'.
;,i ,,vi,;, Sh
r
·,,/< tJi.,_ ......
;:::; ' .1i, <,<;
l,Y. '
0. j)\t-, -~"' ,. I . ,,-,., c;c,
; r,)7 3'.
' ,Jf Qt~ .C,<;,
·-i a1-i,;•
\
df,_ '\5
I_ . r. ;• ;s
L
. "1, "i,
I u1t7 ,;,
' aT1. SS
I
at1 ~~
I
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' . . ,;it,.<;'i
I at.,ss
I nli <;~
t &1fi 55 . l_,_
ti /1.jj f'_r. I
. I 1 11t7"i"-
' ' · nT? "':i
l <!f.,
.:; I,
~(,
<; ~
.s l\
~~
s~
$"'
PAGE_/_ OF _j_____
r.D.PROSE ____ _
T.D. DRILL B[).! ,
FLUID LEVEL _____ _
REMARKS
I Y-c,hn
~ ... J Gl1
n ldn
1,:1 ,.dn /Ar,l'liA.. 'l)oi:.of.,. F=-1'\ /Jj. 1'. 7. 5 I r. i.. J. ,)IH,hfe-~ "'&1,-61·,'5,
J
1a1rt"
,.. I (J
,':ti Jr.~+r.-(-tA ,,1.,,.,., f ,A( 4 q~'11s
J u d ~
£11,i,\ ' ,, • J)
JI
l+,hl~f\
~ I
1 l.<i ... t11 u ' ,L .. fr,,
~ \
J~C1e1t")
~ .
"111."hl
J l "· , .. ,1/"I)
l+a~~
,j \
I~ ri1At,
~ I
l-t!\u!f\
,.J l l-l-.:ut1i
,J
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~'
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fl : ,An
i,/1)./,':.fil"\ .,.
g,...-f.l,,t .. rJ .. '~. .., % a " ' (/ <_~ ·~; _")o v, /) 1\ JI j\
':JI
.. {-fl 1)\
I 'J·
"") JI
n, ....
! :. ~ ' l'1 .. .1") RY-l(s»-1 B.a.si'" /1J. -'· ,,,,h_o" -""""'e op br, e h~...-t-o.t-bb lt;.
1,\ tf:.: N ( ; )}_; Sn...., /1 1>~ \.Jr," rt! ol (' I,. b .• t tr"OI!\ • I
J
A ., n ~,
.J J J
av.9." -1>;7 h.,
,: .
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J
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' i"._ .. :,-·.-.· ~· ·-,.if '(-~;'l, ;.,;; Y.
··==-.: & ·~
:·.
102.5-=
/r?t;°',()-=
/O'J,5-=
1------+--------ll--l-':a,.;1 M:::j"-..,.•y-·'. -F.:L .. ·~_:¥1i~-Jl.4' «.._ ... -I. 1-lli~(~:M!+.' --llf;.;i;l---------------------t ~f~ l \ *J? ~
PERCENTAGE COMPOSITION IMAGE
00.,-o:-" .,, ' . .. .. .
' , I • .
1~ 2,. 3~
Dote 2 /11M12RII GeoloC.Jist L..L'.J4se,k/l DrillinC.J Co. Boult5{ra/vro7,>'fJ . .hc. Hole No. M2,_;--r / i . ~~~=-----
Property wAi& IUiltJ mil/ Project _,,c"""'-~""'1...,_!....,tl'--'B"'--------Un it No._ Sec. __ Twp. ___ RC.Je.
County .$/fl.. Md& t//,;/t, Elev. ~ 5~(J2...
PAGE __L_ OF ___j___
T.D. PROBE ____ _
r.D. DRILL go.o
FLUID LEVEL ------
I) n
•I lj ,,
• ' 2'1.
II II
I/ II " 30, .. •I ~
" J/
PERCENTAGE COMPOSITION IMAGE
0 0·.,,: @·-'··@~..,,\ i ~. • .. .
' • ... "Ir '
1'.ll, 2'4 3.. • 5"'

APPENDIX A.2

MW - SERIES

u Umclco Mlnert .l:s Corporation
11/µ/H
Oanwn.. (KIi). H.utron Poroehy
Gd.b .... UIU
lJ), H4 WMMW-1
..... , .. _., ............. .
........ ............. . ···~ ............. .
•··········•· ............. . ··;~ ............. . ............. ............. . ............ ............ .. .......... ................ . .......... ............... . ...... , ................. . ...... ....... ··-··'"""' .......................... _., ...................... .
i~: .................. .. .. ...................... .. .... ....................... . " ...................... .. .. .......... .............. .
' ...................... .
...........................
: ,::~:::::: ::::::::::::::
.. .......... .............. . .. ....................... .
.. .......... ............. .
.. . .................. ··-
·-· ................. .
·:&ioll'l'OC&ff'/"0'1 ',';'
004·c;;·"l'"~1F"=i"="·~·;;;· R '.'::. :::.t::.'.' :::: ·: .
:' \ ':':::::: ·:::::':::':'.':.: 80 :::: :::: :::: ~:: ::: ::::
)~: ::.:::;;:::.::.~
•• ,. .. ,.., I , ......... _. 90
::.:·:::: .. ·:::. :::::::::::::: ··•· t';;: .::.t·:.:: :::.1-:::: ............... _ .................. , .. .
.............. i-....__ ...................... . . .... .... .. -...... . ::::r::·· ·::: ............ ,
:::::::: .. ·::: :::::::::::::: 100-:::: ::i· :::: ..:::· ::: ::::
:itI~/\)/ i??{f [ l i/'.J:: t ?if/ {{ .......................... _ ..................... . ...... .................. _110-··· ................. ..
;;~-'7 8W11 M.~t
/J
ID
' 0 -~ a: \2 a:
"' "' ~ -:, oz -'
,_
"'
Q Q ... ... > 0 f -... u ..
~
"' ·"' Ill •
"'
GROUND
SURFACE
•
12'
LOCKING CAP
VENTED CAP
PROTECTIVE Pl PE
CEMENT SURFACE
"0 PVC SCH::OULE
RISER PIF'E
CUTTINGS
7 718° HOLE
----:--BENTONITE SEAL
l.::,::,.-----SANO
liJilll~---:---CEMENT BASKET ..__, -es'
SCREEN -----t-tl~-~ (NOTE I)
SEAL
40
y SW L IIO'
(9/1 4/79)
NOTE I :
SANOSTONE
1-----119'
CLAYSTONE
-125'
NOT TO SCALE
SCREEN CONSISTS OF COMMERCIALLY
SLOT~ F'IPE WITH 0.045 IN. WIDE
SLOTS, 3 ROWS ANO 40•42/St.OTS/
ROW/FT. PIP€.
FIGURE 3
F'IEZOMETER INSTALLATION
WELL NO. 2
CONSTRUCTION DETAILS
PREPARED rOR
ENERGY FUELS NUCLEAR, INC.
DENVER, COLORADO
if Ji Ume100 Mlnerals Corpotatlon iW.dl
WMMW-2
, ~ ,Na1J CPS ,_ ,.., NNNo,, -~ _
0 -.~--.---.--.-..,..., ...................... -,.... . ................... . ............................ . ...................... . ........ ,_... ............... .. ..................... . ............. .............. .
.......................... ...... , .................. .
........ ~~· ............. .. .......................... ............ ............. . ............................ ···-·· .. , --.... ,. ....... .. ............. , ............ .. .......... ................ . ............ ............•.
,._ ........ , ..•...........
... •··•······••·•··•······· .... ···•················•·· .... .....•.. ·•······•·•·•· ........................... ............. ............. . ............................
,, ........... ·····-··'*'" .............. -......... . ............................
............. .............. .
·~~ .................. .. ...... .................... . ..... ..................... .. .. ...... _, ......... .. ............. .............. . .............. ............. . ..... ..... _ .............. .
.... ,'It.. ..................... . ..... ;)¥: ............. .. ......... ,, ............... . ............................. ......... .... ............ . ........ ................ .. .......• ..... ............. . ....... ..... ............. . ... :~ ............. . ............................ .... ..................... .. ..... , ................... .. ... _,. ................. . ......... ............. .. ............. ............. ..
. .......... ·•··· ····· .................. ••--1--1--1--1--1-1-t--1 .................. _,,
. ................... .. ........ .... ....... ... . ........ ... ....... ... . . ................... . .... ....... ...... , "" . .................... .
:·.~~-~~·: · .....
30
........................
. ................. .. "'-+.:c: .. 1-.. ::1 .... -... ± .. c-.. 1-.. ::1. :ci ..
.. ............. . "'-+++ ... :c: ... 1-.. :1 .. ,::-.. !:: .. :cl ..
. ... , ............ .
"'
.. ................... ..
'"-+-".±'.-~1-.:::1:c.::::1: ..... t-.. c:l .. .. ............. Tc··· :;~ Et i: ;;;:~;.:iii.:
I'
GROUND r,-
SURFACE-2
LOCKING CA P
VENTED CAP
tt,,111-----PROTECTIVE Pl PE
••• l,W,j,._----CEMENT SURFACE SEAL
~&---3"~ PVC SCHEDULE 40
RISER PIPE
ii,l~
'""Q ,w
: ~ • cc =1 ... -... <.J ..
"' ..... . . ,., ...
• N "' ·, "'
.. ,_ ~ <D
---,--BENTONITE SEAL
~~----SANO
iq__9"-t':=::~6~7;r-~CEMENT BASKET
WELL ORY (9/14/79)
BLANK PIPE----+-~
BOTTOM CAP----;-ot.1.,-11
NOT TO SCALE
NOTE I =SCREEN CONSISTS OF COMMERCIAU.Y
_. SLOTTED PIPE WITH O. 045 IN. WIDE
,, SLOTSJ. 3 ROWS ANO 40-42 /SLOTS/ -ROW/i-T. PIPE. ! QN,..
.• 1....,-11-Zl u, • '1
01 >o :t "":'! N.,,
FIGURE 4
PIEZOMETER INSTALLATION
WELL NO. 3
CONSTRUCTION DETAILS
PREPAAEO FOR
ENERGY FUELS NUCLEAR, INC.
OENVER,COLORAOO
r .:;_ r C r Q
uote !../-H-oS Geologist L< c,,.),~t.l,!l'/f Drilling Co. llii:5/0 (t.11.fhf),-Lon c'..'.i, Hole No. !11t,tl·3fl
Property whJ.i'../1'11IS0l'{1i Project-----------Unit No. 'l Sec ____ Twp. ~~-R~g-e ____ _
County $.,1 Ji:ci.1r1 State -~/J_ii=o~h ____ _ Loco ti on ------------------Elev. ___ _
ho.o-r-:,:=-=.
r--: :::. ·_
02.s-.-·\,··.:--:
~~5:v,-:= :·~:\~}
·-r-'.~~:\~ 67.':J--.·=·:·.
70.0-./\
72.s· _;_::. ~:,\:~
75.o =.}/
r--.... ·. ni -,-·;_'.:_-::
:50,0-:= ·:\:-\
-r--;' ;·· ~2.)-,-· .. _:.--· . .-.:-r: :·,·.:·
. -: ... _ :-: 97.~ .... · ·
70.0-= ):) ·
·DIJ.o: -;-·,ci·c,. 1].'J---.~ --!:o ~5-0-r---·
r-
r-
r-
-,-
r--r-r-
-r-
t-
-r-
r-
r-,'.' r-
-r--
-r:--
-r-
r-
: .• '.Jf\~u sl-i
:l.55_-sthf-
'· _la"1'r c;g
I -Lf!l1 :,s .
l,i/1. '35
'
1-d bn
'vl+a, -1 )!ti
<ib__ S5 -oe.6 t A
·fr, -hla
000 ., , It .• • , , . . -. ~.
' .
1~ . 2'4 3,
PAGc_/ _OF_) __
T.O.PR08£ ____ _
T.O. OR/LL '35",Q
FL///0 L£V£L ------
v.f M {P( :•:• , .. ,, ::}:;.:~•;•; [ -JS ,:c [:j
v{: t 1M ( /: ;.::::; :)ff V:s ••·i,,,,,,,,
f
+
+c,irr··sr·
+ M p. Sr
!>. l'Jf:: :ff ~or.5.e. Dk.-wh_cbuf av-i.·11)5
I, / ti/ .
.11-.:··· ·.::: I" (. :·.··
f r)) s..-.. _:_.:· .11\l •. :· ·.·
m-v lf P:' Sa
l")-V c:r p o
i"1 er P· .5r :-·:
I
.. -::·
co(\ 1 I -r..o"'"
. !-,I '
. ·_:::;
r=· I>. ··.,
.•. ::·· ..
1•:·
.... i
_____ ..,
Core Log of wen No, MW-3A
Cored Interval 70.0 ft. to 95.0 ft. T.D.
Depth
70.0 -74.0
74.0-80.0
80.0-85.2
85.0 -87.5
87.5 -90.0
90.0 -95.0
Description
Core barrel blocked, 75% core recovery, quartz sandstone, very light
tan -white, med. to very coarse grained, chert pebble zone at 71.3 ft.,
sparse chert grains, calcareous cement at 72.3 -73.0 ft., abund.
hematite/limonite disseminated at 73.2 -73.8 ft., possible replacement
of earlier pyrite.
Core recovery 67%, quartz sandstone from 76.0 ft.-77.5 ft., white,
medium grained, sub rounded, 77.5 ft. -78.4 ft., quartz sandstone,
very light tan, fine to medium grained, sub rounded, 78.4 ft. -80.0 ft.,
quartz sandstone, very light tan, fine to medium grained, sub rounded,
clay cement.
Quartz sandstone fine grained subrounded to rounded clay cement
(non calcareous) occasional chert pebble, grit size zone from 82.5 -
82.8 and from 84.5 -84.9 ft ..
No core recovery.
Quartz sandstone / grit, calcareous cement white to light gray green,
coarser zones contain light green shale fragments and chert pebbles,
green clay gall noted from 88.0 -88.2 ft., conglomerate from 89.5 -
90.0 feet.
Core recovery 97%, quartz sandstone/ conglomerate, light gray
green, contains abundant chert pebbles and grit, zone from 90.0 -
92.5 ft. contains numerous low angle partings due to friable character
of the core, no weathered or mineralized surfaces noted. Upper Brushy
Basin contact at 92.5 ft .. Conglomerate in direct contact with
undisturbed green shale below. End of Core
. '.
... :r
C) a:
Z I i ! ... ' z .J 0 Z
" 2 ';'
"·1·~ OIi • ..
NOTE
GROUND r--
2, SURFACE--. -
• • ..
LOCKING CAP
VENTED CAP
111------PROTECT IVE PIPE
1'11~.._---CEMENT SURFACE SEAL
._----CEMENT GROUT
Y SWL g5-'
(9/14/79)
-----eENTONITE SEAL
~,-..----SANO
iitl__J:1--t=:--:::-;--CEMENT BASKET
SCREEN-----+--P-~ (NOTE I)
BLAt,/K PIPE-----+--.
BOTTOM CAP----,-~..11 -122'
SANOSTONc ----125'
:1~~~~ti-o---~f~:\ ... ]~;!)!~ CLAYSTONE
NOT TO SCALE
I 'SCREEN C~SISTS OF COMM~CIALLY
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FIGURE 5
PIEZOMETER INSTALLATION
WELL NO. 4
CONSTRUCTION OETAILS
PREPARED FOR
ENERGY FUELS NUCLEAR, INC.
DENVER, COLORAOO
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Depth I 92. 5 -96.6 I ,
I I
96.6 -100.0
100.0 -100.8
(r
'!
100.8 -101.0
101.0-102.1
102.1 -102.5
,'/
102.5 -104.0
104.0-106.5
106.5 -107.0
107.0 -108.0
108.0 -11 2. 7
112.7 -116.7
116.7-121.3
121.3 -125.0
.J
.GQI.e Log of Well No. MW4-A
Description
Top of core
Quartz sandstone, fine grained, tan, well sorted, limonite coating on
near horizontal partings, possible bedding planes, approx 2 -3 inches
apart. (oxidized). redox boundary at 96.6 feet.
Very fine grained quartz sandstone / siltstone, very light gray-green,
shale parting at 97.4 feet, pyritic dendrite at 99.8 feet.
100.0 feet, upper contact, Brushy Basin Fm., low angle, quartz
sandstone with limonite / hematite stain.
Silty shale, gray/green.
Silty shale, red/brown.
Siltstone/ shale, purple-red, purple-gray green.
Sandy shale, purple-red to gray-green, near horizontal clay parting
at 103.0 feet and at 104.0 feet.
Quartz sandstone, light green, fine to medium grained,sub-
rounded, clay parting at 105.5 feet.
Quartz sandstone, very light gray-green, numerous pyrite blebs.
Quartz sandstone/ conglomerate, white, fine to very coarse
grained, with chert pebbles and fragments. Sharp basal
contact.
Silty shale, gray-green, mottled, shale partings at 108.2, 108.8,
109.3, 109.6, 110.0, 110.2, 110.8, 111,0, 112.0 feet.
Quartz sandstone, gray, fine grained, some horizontal shale
partings.
Quartz sandstone, light gray-green, mottled, with light gray
bleached spots.
Shale, mottled, red-purple-brown to green. End of core.
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FIGURE II
PIEZ0t,1ETER INSTALLATION
WELL NQ 5
CONSTRUCTION DETAILS
PREPARED FOR
ENERGY FUELS NUCLEAR, I NC.
DENVER, COLORADO
.D~I..ONWA
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FIGURE
PIEZOMETER INSTALLATION
WELL NO. 11
CONSTRUCTION OETAILS
PREPARED FOR
ENERGY FUELS NUCLEAR I I ~
DENVER, COLORAOO
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FI GURE Z
PIEZOMETER INSTA!,..1.ATION
WELL NO. 12
CONSTRUCTION DETAILS
PREPARED FOR
ENERGY FUELS NUCLEAR , INC.
DENVER, COLORAOO
I
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C.nwna (NI.I). Newon P«c-lty
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Oa.1,: 8/4194
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Bore Hole No. :
WMMW-20
Surrac, Elev. SSl8Est T n -11'S P610 • 90'
De th lo Weier: 86.-4 Ceolo,.,lsl: C. Olloood
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Bore Hole No. :
WMMW-21
•••• w,,., IA ·-Sul'fac,e Elev. S558 Est 1,. n e: 117.0' "l)ATfl ---
Oolo: 8/12194 De lh lo Waler: Orv
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Sample Oes-crfptlon
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Bore Hole No. :
WMMW-22
Prolnro· W>,it• M~•• Sur!oc• Elev. 5516 Est IT n " 140' IPBTD-, i?a'
Dote: B/4194
Gnmm• (Uni) .I_ ,.,
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Geoloolot: C. Bilgood
Semple Description
S.ldl.lClflll: iti:AnZ. ..... '1:1 w,,,yfi;tt •• ,.1.,.. t:, 1111d'...m.-o,1nll~. lrg:4CMUI
Sil'ml4'-II lbi:IH .-. .. lf•c. IQl,1 !ll'ly d\M1 lll{lil'l'll'll0 ltl~ .9'1 .. ;. .. .,
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a.,. .. ,.,,.. ••4b1PWI\. rfttlffllld 1,r•~'\ Ml,,._ hnC111r111I s,alt9lg
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Date L/-':/-&.5"
Property fu)h'tR t1esd,
County Sd.1:1 Tu;11 ..
Geologist L r'2ds&6o/-f
Project Nlu}-22,,
State kihh
7.5"-=·~t :./
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D · I · C n I r , .t.' AA,,, 3 r1 ling 0. Dct~l{'>c·Y.t)/(;V\~iiD,1 Hole No. -D~w:_-=2='----
Unit No. Sec.-2£_ Twp. Rge. __
Location Elev.:: S(10ff
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1:: i:;:;::: tt zttiJ,-l-11-.:::i_LL __ _L ____ l..JL:J-1.1...LL:J:...L....L::1-L}J:G;;L _____________ _
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Date -Y-7"-t?J Geolog·1st L. /J 1 ;/ -n 1 1
-&o$?,Mff Drilling Co. o'dw/tS ,£yp;t;r-,rh;,:n Hole No. ;1//W-23
Pro Per ty /tld11t l'lfJ:2 /11; ti Project ~/Y/_,_Y._;I_-=2-""3'-------r ..., --~.c..._ __ _ Unit No. Sec.~ Twp. R e
County ScJr1Jh'dn State vf-tah Location --g · Elev. ___ _
PAGE _L OF _..L_
r.O.PR06E ____ _
T. 0. OR I LL _/~3.._?....__ __ _
FLU/0 LEVEL _____ _
,__
--?T " } ;': -~-;,,";': i ,., .; ',' IX <I t
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PERCENTAGE COMPOSITION IMAGE
00·.,,. @·: .. g~"".~,
-". . . I • I ... . -._. '
,, 2"' 3" 5\. 7"' 15% 40"'
Core Log of Well No. MW-23 ·
Cored Interval 49.0 ft. to 132.0 ft. T.D.
Depth
49.0 -59.5
59.5 -70.0
70.0 -80.0
80.0 -90.0
90.0 -100.0
100.0-110.0
Description
Core recovery 100%, 49.0 -59.5 ft., quartz sandstone, fine -medium
grained, tan, non calcareous cement, cross-bedded, very uniform, most
partings occur along cross beds and are mechanical (broken during
drilling). no mineralized or weathered surfaces.
Core recovery 95%, 59.5 -61.5 ft., quartz sandstone, fine -medium
grained, tan, non calcareous, cross-bedded as above, lower contact is
45 degree angle erosional surface.
61.5 -64.0 ft., quartz sandstone, very light gray, medium grained,
very clean sandstone, no mineralized partings, grades downward into
conglomerate.
64.0 -69.5 ft., quartz sandstone, medium -grit sized grains, very
coarse chert pebble conglomerate from 67.0 -69.5 ft ..
69.5 -70.0 ft., quartz sandstone, medium -coarse grained, very light
gray.
Core recovery 90%, 70.0 -70.5 ft., no core recovered,
70.5 -73.5 ft., siltstone, very light gray-green, soft core, low angle
parting with limonite at 73.0 ft ..
73.5 -80.0 ft., quartz sandstone, light gray-tan to light pink-tan,
limonite stained low angle parting at 73. 7 ft., grit zone at 75.0 ft., and
from 75.5 -76.5 ft., small limonite blebs after sulfides at 77.5 -78.0
ft., some manganese dendrites from 78.5 -79.5 ft., calcareous zone
from 78.5 to 79.5 ft ..
Core recovery 87%, 80.0 -84.5 ft., quartz sandstone, light gray-tan,
fine -medium grained, non calcareous cement, no mineralized partings.
84.5 -85. 7 ft., quartz sandstone, pink-tan to yellow orange, medium -
grit sized grains, abundant disseminated limonite at 85.5 -85. 7 ft ..
85. 7 -87 .0 ft., core not recovered.
87.0 -89.0 ft., quartz sandstone, pink-tan, medium -grit sized grains.
89.0 -90.0 ft., quartz sandstone / gritstone, some disseminated
limonite.
Core recovery 40%, 90.0 -96.0 ft., no core recovered.
96.0 -100.0 ft., quartz sandstone / gritstone, medium -very cparse,
light tan -yellow-orange, abundant disseminated limonite from 97.8 -
98.2 and from 99.5 -100.0 ft., mechanical partings along un-
mineralized bedding planes; non calcareous.
Core recovery 100%, 100.0 -102.3 ft., quartz sandstone, fine -
medium grained, light yellow-orange to pink-tan, abundant limonite
from 100.0 -101.0, hematite from 101.5 -102.3.
102.3 -105.5 ft., quartz sandstone, fine -medium grained, light gray,
Core log of wen MW-2~ Cont.
11.0 -120.0
120.0 -130.0
130.0 -132.0
unmineralized mechanical partings.
105.5 -106.0 ft., disseminated limonite zone, yellow-orange.
106.0 -110.0 ft., quartz sandstone, fine -coarse grained, light gray to
oran·ge-yellow.
Core recovery 100%, .110.0 .-111 .2 ft., no core recovered.
11 t.2 , 113. 5 ft., quartz sandstone / conglomerate, fine -grit size
grains, light gray to light gray-green, green clay blebs plus dark chert
fragments and pebbles.
11.3.5 -114.5 ft., quartz sandstone/ gritstone, abundant hematite
mineralization,. yellow-orange.
114.5 -120.0 ft.;.quartz sandstone/ gritstone, cross-bedded, gray-
tan, chert fragments and pebbles at 115.0 -116.5, 117.5 -118.5, and
119.0 -120.0 ft., non calcareous.
Core recovery 91 %, 120.0 -.120.9.0 ft., no core recovered.
120.9 -126.8 ft., quartz sandstone / gritstone, gray-tan to dark gray,
dark gray chert fragments and pebbles, no mineralized partings
observed, calcareous zone from 124.2 -126.8 ft .. upper Brushy Basin
Mbr. contact at 126.8 ft.
126.8 -129. 7 ft,, shale, green.
129. 7 -129.8 ft., gritstone as above.
Core recovery 100%, shale, green, non calcareous, T.D.
1te ./-7~o:) Geologist i..Cc1se-£0// o ·11· c J3 It /'. 1 1-·
Prop er ty at/21/~ l)1t,ia n}.,,/ project r I Ing o.. ay: t 5 o;.~7!t,Y~1'~1611 HO I e N 0. _L1114}-2¥
C t c:> ..,.., ---------Unit No. Sec.~ Twp. ?>73 R oun y ._,.101'.),LWdr1 State ld1o6 L -ge. --ocation Elev."".:>h?o
-··-· 7,5" -'--~:--:--:--:-
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PAGE _J__ OF_!_
r.o.PROBE ___ _
T.O. OR/LL /20 /;t..
FLU/0 LEVEL ____ _
REMARKS
? YS
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PERCENTAGE COMPOSITION IMAGE
OC)OCJ', ., .. . .. ' . . " , ,,. . . , ~
"' " .. . . . ' I • ., ... . -" ,
,,. 2'1. 3'!1. 5'51.
\\ " /J ti h I\
11 11 )I JI II JI
/' JI . II
Core Log of Well No. MW-24
Cored Interval 20.0 ft. to 120.0 ft. T.D.
Depth
20.0 -29.0
29.0 -38.0
38.0 -48.0
48.0 -58.0
58.0 -69.0
69.0 -80.0
Description
Quartz sandstone, very fine -fine grained, non calcareous cement,
some chert pebbles from 20.0 -20.5 ft ..
20.5 -23.5 quartz sandstone, very fine -fine grained, gray to light tan
brown, weathered contact at 23.5 ft. with hematite/limonite.
23.5 -27.5 siltstone/shale, very light gray, high angle parting with
slickensides at 25. 5 ft.
27 .5 -29.0 quartz sandstone, very fine grained, light gray tan, some
low angle parting with hematite/limonite coatings.
Quartz sandstone, very fine -fine grained, light gray with disseminated
hematite/limonite staining from 29.0 -29.2 ft. and from 29.0 -29.2
and 29.3 -29.4 ft., also some low angle partings with hematite
staining.
30.0 -34.0 quartz sandstone, very fine -fine grained, light gray tan,
non calcareous.
34.0 -34.5 quartz sandstone, fine -medium grain, abundant
disseminated limonite.
34.5 -38.0 quartz sandstone, fine -medium grained, very light gray
tan, non calcareous cement, some low angle partings.
Core recovery 100%, 38.0 -39.9 ft., quartz sandstone, very fine
grained, very light gray, well sorted. Non calcareous cement.
39.9 -48.0 quartz sandstone, very light gray -white, medium grained,
well sorted, some disseminated limonite patches from 47.0 -47.5 ft.,
non calcareous cement. No mineralized partings.
Core recovery 88%, 48.0 -51.5 ft., quartz sandstone, light gray, fine -
coarse grained, non calcareous cement, disseminated limonite at 48.5
and 50.5 -51.2 ft.
51.5 -56.0 ft., quartz sandstone/ conglomerate, medium -grit sized
grains, consists of chert fragments and pebbles, conglomerate zones at
51.5 -52.0 ft., 53.7 -54.0 ft., 55.5 -56.0 ft., non calcareous.
56.0 -58.0 ft., siltstone / shale, light gray-green.
Core recovery 93%, 58.0 -69.0 ft .. quartz sandstone/ siltstone, very
fine grained, light tan, rounded grains, disseminated limonite from 58.9
-59.5 ft., and 60.5 -61.0 ft., low angle partings with hematite/
limonite coatings at 62. 7 ft., and 66.0 ft., grain size increases to fine
from 67 .0 -69.0 ft., two small 2 -4 cm patches of limonite after
pyrite with remnant pyrite in center of patchs at 68.5 ft.
Core recovery 73%, 69.0 -70.0 ft., quartz sandstone, fine -medium
grained, light tan, very clean sandstone, non calcareous cement.
70.0 -72.0 ft. core not recovered.
Core log of well MW-24 Cont.
80.0 -90.0
90.0 -100.0
100.0 -110.0
110.0 -120.0
72.0 -72.2 ft., green shale.
72.2 -76.0 ft., quartz sandstone/ conglomerate, fine -medium
grained, grading downward into conglomerate from 75.0 -76.0 ft.,
light gray-tan to tan.
76.0 -78.0 ft., quartz sandstone, very fine grained, light purple-pink
to yellow-tan.
78.0 -79.5 ft., shale, gray-green, poor recovery.
79.5 -80.0 ft., quartz sandstone, fine -medium grained, gray,
abundant disseminated limonite, some manganese dendrites.
Core recovery 100%, 80.0 -80.2 ft., shale, gray-green.
80.2 -90.0 ft., quartz sandstone, medium -grit size grains, light gray-
tan, abundant 2 -3 cm diameter spherical patches of disseminated
black mineral from 80.2 -83.0 ft., no mineralized partings observed.
conlomerate zones at 84.0 -84.3 ft., 84.5 -85.0 ft., and 87.7 -88.2
ft., non calcareous cement.
Core recovery 90%, 90.0 -95.0 ft., quartz sandstone, fine -grit sized
grains, light gray-tan, conglomerate zones at 90.2 -91.0 ft., 92.3 -
95.0 ft., non calcareous cement, some disseminated limonite.
95.0 -97.0 ft., quartz sandstone, fine -·medium grained, light gray.
97.0 -98.0 ft., quartz sandstone, medium -grit sized grains, light
yellow-gray, some conglomerate zones.
98.0 -99.0 ft., core not recovered.
99.0 -100.0 ft., quartz sandstone, medium grained, light gray-tan,
very friable.
Core recovery 70%, 100.0 -105.0 ft., quartz sandstone/
conglomerate, fine -grit sized grains, light gray to tan, conglomerate
zones from 100.0 -100.2 ft., 102.5 -103.5 ft.,
103.5 -105.0 ft., quartz sandstone, medium grained, non calcareous
cement.
105.0 -110.0 ft., quartz sandstone, medium grained, some
disseminated limonite, very soft and friable.
Core recovery 100%, 110.0 -114.5 ft., quartz sandstone, yellow-tan
to gray-pink, medium grained, abundant disseminated limonite in this
zone.
114.5 -116.7 ft., quartz sandstone, medium grained, light gray.
116.7 -117.5 ft., abundant disseminated limonite.
117.5 -118.5 ft., quartz sandstone, fine -medium grained, gray,
calcareous cement.
118.5 -118.6 ft., conglomerate/ shale, green, upper Brushy Basin
Mbr. contact at 118.5 ft., contact is high angle.
118.6 -120.0 ft., shale, green. T.D.
Jle '-1-'l-o-S Geologist l. G,\s1tJJoif Drilling Co. G;:,f.1L~ k,Dhro/1t,I\ C}. Hole No. M'''-75
Property wf\·d·:l JV\e,q. ti),/ I Project-----------~"-"-'v-=:c. ___ _
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Jte _:i:5Jo,5 Geologist L. Cdst".lholt-A
Property Wb',le M1!So ;111,f! Project _____ · ___ 0_r_i'_'i_n_g Co.~,'fl,H £.~j2h'f.J7;,?,/ {p Hole No. mw-26
c-Un it No. Sec. __3l__ Twp. 37S'
County .Je1n 1:fu'll State JA1oh Location --Rge. ---
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Core Log of wen No. MW-28
Cored Interval 49.0 ft. to 110.0 ft. T.D.
Depth
49.0 -60.0
60.0-70.0
70.0-80.0
80.0 -90.0
90.0 -100.0
100.0 -110.0
Description
Core recovery 55%, 49.0 -54.0 ft., no core recovered.
54.0 -54.3 ft., conglomerate, non calcareous.
54.3 -60.0 ft., quartz sandstone, fine -medium grained, yellow-
orange to tan, no mineralized or weathered surfaces, disseminated
limonite zones from 55.0 -56.0 ft., and 57.8 -59.8 ft ..
No core recovered from this interval.
Core recovery 22%, 70.0 -77.8 ft., no core recoverf!d,
77.8 -80.0 ft., quartz sandstone, fine -medium grained, yellow-tan,
cross-bedded with some grit sized grains occuring along bedding
planes, very friable, non calcareous.
Core recovery 63%, 80.0 -83.8 ft., no core recovered.
83.8 -86.3 ft., quartz sandstone, medium -grit sized grains, yellow-
tan, sharp contact with underlying shale.
86.3 -86.5 ft., shale, -yellow-gray.
86.5 -90.0 ft., quartz sandston·e, medium grained, yellow-tan to gray,
non calcareous, very friable.
Core recovery 82%, 90.0 -91.7 ft., no core recovered.
91.7 -93.5 ft., quartz sandstone, fine -medium grained, gray-tan to
light tan, several nonmineralized mechanical partings, non calcareous.
93.5 -100.0 ft., quartz sandstone/ gritstone, yellow-gray, grit zone
from 95.5 -97.5 ft., conglomerate zone from 99.9 -100.0 ft., non
calcareous, core becomes almost unconsolidated from 91. 7 -100.0
ft ..
Core recovery 67%, 100.0 -103.3 ft., no core recovered.
103.3 -103.5 ft., conglomerate with chert pebbles up to 1 1/2 inch
diameter.
103.5 -104.0 ft., quartz sandstone, fine -medium grained, yellow-
gray, some limonite on contact at 104.0 ft., upper Brushy Basin Mbr.
contact.
104.0 -110.0 ft., shale, green to purple-brown, some carbonaceous
patches at 105.0 -105.4 ft., purple -brown mottling from 106.5 -
108.5 ft.
End of core at 110.0 ft., T.D.
!
r l. ____ r L_f L__S LJ L.....J LJ L.J
Jate Lt-4-&~ Geologist L-c'a<.,-:?b.o-)./-1 ~ . -----Dr i 11 in g Co. l3aj!4f> I;. ~;.,1hmtuo (!r;. H o I e No. _,;c;.,l1""t(;"--l--'z=-t1L.1 ___ _
Property[J/h,:Je P1~':i,\./Ji'.:1l Project-----------· .-.,'? ,... Unit No. Sec.~ Twp. Rge. __
County .:J),,11 TL,Jcxl Slate _,..l,('-'7i.,..')CL,})'---~--Location-----------------Elev.~ 1"612
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Dote 1/-IZ-oS Geologist L Cord~/./-Dri"lling Co. !!du/4~&,.11/Jr>.Tion Cr,, Hole No. /V/W-29
Property &)6.i@', f'1tl& n2:/J ProJ·ect ----------1
Unit No. Sec.-3.b__ Twp. __ Rge. __
County Si;i11iJ"Ur21tJ State k{'.hh Location Elev.~6-b/Z.
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Property .Whik 1r)t.ia /VJ;// Pro1·ect ----------"""-'---==-----Unit No. Sec._&_ Twp. 37/{ Rge. __
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3D-o-=<·f. :1~+,,>s,,~I ~+r\-dK."111 \N\Vl1'f<::-r<• --=fr· . 01-1-,~~ ,..r.,\ i+au-t+t~ .f-1orC sr .:.
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1 __
Core Log of Well No. MW-30
Cored Interval 20.0 ft. to 60.0 ft.
Depth
20.0 -30.0
30.0 -40.0,
40.0-50.0
50.0-60.0
Description
Core recovery 36%, 20.0 -20.3 ft., quartz sandstone/ siltstone, very
fine grained, yellow-pink-tan, calcareous cement.
20.3 -27.0 ft., no core recovered.
27.0 -30.0 ft., quartz sandstone, medium grained, pink-tan to tan-
brown, disseminated limonite from 27.0 -28.0 ft ..
Core recovery 100%, 30.0 -40.0 ft., quartz sandstone, cross-bedded,
medium -grit sized grains, tan, non calcareous, grit zone from 31.3 -
31.7, dark gray clay galls from 32.1 -33.0 ft., no mineralized partings.
Core recovery 67%, 40.0 -40.7 ft., quartz sandstone, tan, medium -
grit sized grains, grit zone from 40.7 -41.0 ft., contact with
weathered surface at 41.0 ft., manganese dendrites.
41.0 -45.2 ft., quartz sandstone, light gray, fine -medium grained.
45.2 -46.6 ft., quartz sandstone, yellow-gray to yellow-tan, low angle
limonite mineralized parting at 46.3 ft.
46.6 -50.0 ft., no core recovered.
Core recovery 95%, 50.0 -51.0 ft., siltstone, yellow-gray-tan.
51.0 -52.5 ft., quartz sandstone/ siltstone, dark gray-brown.
52.5 -55.5 ft., shale, purple-red.
55.5 -60.0 ft., siltstone, yellow-brown, very soft, lower contact is
low angle parting, grades into quartz sandstone to 60.0 ft., tan to
yellow-orange conglomerate zones at 57.0 -57.3 ft., 58.0 -58.7 ft.,
and 59.8 -60.0 ft., end of core.
\...-.I L.J
Date ':f-S~t1.S Geologist L, Gos·eJ,ol-t-Drilling Co. ~oyles fv1dl)i"'~t1:on ();_ Hole No. /YIIJ/-3,/
Property IA2h1te. f'J\fS:>, l/\~d/ Project----------u ·t N s -:;? T 37S R
·County )>-.'o Tt.-t,!::.(\ State L:lioh
00·., O·' · o~y:.. , , • • I
... " . ' .
... f • • ..-~ • .
1, 2'.11. 3"It S"It
n1 o. ec.~ wp. ge. __
Location Elev.;:; 5(,pJL/
<·.··-'-:':.
,
: N . -: : d-b,'1. eJ1e.~t frM)•
\J : . . .•.
N ·.·-.
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:··· : ~J : :_.:J:;;.; //
:=:: N, 1--··a
'..t: 1i LL>>
I<: \J Li :';;
JI 1\
PAGE _L_ OF _2 __
ll
/SJ•-----------~
:-: IJ "
Xi i\l ff J
i\ N ,,
1,/ N Ti
I/ ,, II I\ I)
--
ate L/-;/-/Jj-Geologist J... Cdse.,6o/f Drilling Co. 73ayles b~O/or-JTrb{) Co. Hole No. JV1W-3J
Property Whili..1'1'7t,';d /•/;fL Project----------
County .Sc,."' Ji,ui.v, Slate Llt'!,,V\ Unit No. Sec:-33._ Twp. 37,S Rge. __ _
Loco/ion Elev.~ :S-WII/-
-------.---
-----
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PERCENTAGE COMPOSITION IMAGE
PAGE~ OF _2. __
T.0.PROBE~----
T. 0. OR I LL -'-/=3=0'-----
FL U/0 LEVEL _____ _
REMARKS
·'.\
I
9-1s-1o;1D!4DAM;S1LVER ARROW STONE
Dote 8·3/-/6 · Geologist L. Ch~iWJ,:,/1
Prop ertyU/h,/~, />/1{5gJ'!J!l,/;.,.,,,$111W74 jl,,i,f& .&JI
Counly 'i{;;>1.fu4vL . Slate L,h'"cJ6
25.0
7,7.i,
3tJ,I)
32.5
35,b
37.S
/;tJ;o
'12.5:
---·
;9.2664'37'32.S _.. 1 0/ 12
Drilling Co. _&;'f/0 64,p/,z,af/pv, J'o. Hole No. -.,(Y/,.,,,w'-,c.:·_3,c3L----
'UO·il'No. __ ...:c__c:_._· c.'·"· Sec.--··--· T~p. ---Rge.
Elev.·
PA(JE_I_ OF __ / __
;,w T.D.PROS~------
T.O. OR/LL //"t) t,
F'-_VfO L~VEL :Df'"~ 1..l Dlt..
REMARKS
, Corr\ <*@ I .o
I.
l?..;;°, b1111t...
ss.
s-1s-10;10:40AM;s1~VER ARROW STONE ;9213643732.B a'= 1 1 / 1 2
-~· ... ,.:,-_ ,·,,.~ ..
Dote ('3-3/-/d"
Pro Perly w.n,1.t·-1"/$.i
County Sqn .T~cu-i.:..·
Geo~1'.. &s.;li,# ·
Project 72,·i04.i.$'i(!<:;/(. ( ..
.-."• I •·; • ':, ._ • J~J. • .
Drilling to.&rvb£:>!.elov-4/fi;,, &,. Hole No':/l'/W-3t,/
-Un.lt·N.o.·· .?ec ____ Twp.· __ '_·_ Rge. __ _
.2§".b
27,5
. ",JS'.D
17.'T
/PZ,5
/Af:-1 '
/D?.:i
;h!l.0
(12.s
/16,V
Slole~· · -
PERCENTAGE COMPOSITION IMAGIE.
00., ·@ ... o-~· ®t:·~ @···· ..... -; ....... ··:t -·"'· .. --:~• .. .:._· -.. .. 4' • ·~ -, ............. ·._~
1 "-2,i; 3" '5'L 7% i C'llo
: .. '-s.i-1i~i-• ...... . -. .. ~ .. ··
" II
II ·II
II ,,
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..
"
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r
Elev.
P,llG~ L OF __ / __
,:,•· r.O.PH08£-,-~---
T. P •. DNl',.L IJ.5 <?
FLU/0 LEVE'l _____ _
,, II ll ,, . II ,, ,, II ,,
>l " '' .,, ll ll
•I ,, ,, . 1-k I)
" ,, ,,
I\ •/ ,, ,, ,,
35.o fl,
. ,.: ~?.j_ .
h-t,r-\-N!,\"\5' ,..
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I) " •
i;.._S
;b.\·I\S
9-16-1D;10:40AM;SJLVER ARROW STONE ;9286437328 12./ 12
Dote f /--Jo
Prop er'ty &.hrBl'' l!9>:S4
County S'dn .rdd ~
Geologist L, 6reJ,a//.,
~~;,.1:t,;,,10/·
Slate #/,,j,
Drillin,? ~~-, .. '!Jdt/fe.f ~~~~~~q & L. ~o:e No.__,&1,,,,U""-'/c.-235'""-----
. uni·T No. .,,_._. ·-~" Sec._·_._ .. T"'wp. ----''R1;re.
/p7,_s-
)J<'IO
/.12.S"
/IS-"
. /J? • .s
!ZfJ.tl
122.S
1-;,s. o +~~\.!E'k-~~.a~-~e.._-i~~illl--...lL~j/;!ffi,::.£ilfil__J1!
Elev.
PAGE-L-oF~
T.O. PROSE /2Zd°4'
T. o. on1t.L ~L~2t~?ec,S»-=~~
F~UIO LEV~l. f/2 ,{,, {1-2-Jtj)
REMARKS
r,... -
. "
"
. b'
.s
,o,o • ' • "" 50 ..
PAGE _j__ OF_/_
r:.o. PROSE-----
T.D. DH/LL )20,D
FLU/0 ,E"Vt:(.. _________ _
REMARKS
6t..
f-----------------
PERCENTAGE COMP051Tl0N IMAGE.
@ . . • .
,o ... 40% "' 15% • • •
':io'lo
; ·:~·;:.1!?1J.'," ::;J
Dote .?;,-API! ?,Pl/. Geologist L. 0Ao3e..bc-l+-
Property kVb~t1,. Ht\£.n. ~ajjl_" Project eel( AP;.
County _5.0?~ItMl."'t State 1Jta,h
15,
/'1.5
;J..o.o--
,z::, ,':i -
2,5.'
27.5
Jo,6
C:: '1:'p/prutio·I),, T~c. Ho I e No. M//1/-:3'7
Sec. ___ Twp. ___ Rge.
i:;:!ev_ 5&,j'if ~
PA«E _J__ OF_I __
r;o, PROB'E -:--:=~--
T.O. CRILL I :21J,d
FLUID LEVEL _____ _
RE'MARKS
II
l\
" " ,,
q
"
-"-'""'"'"-"""'"'--"'--""'os,,o,_• _ _.,,_1>_eu","'-Lb_e.r..Lt\,.)....'l::, q. p.:i.hhk-5 ,
• A d
-------····.·
PEFICENTAGf! «;OMPOSITION IMAGe.
1: ·11. ':."; ·.9'"~ . . . .. . .
7%
@~0.
' ' i'i:~ .. $" .. .. __ .. ~' ..
-~~ 0 • av.
10% 15%
a .
'
.
40% •0%

APPENDIX A.3

PIEZ - SERIES

·.·.~,,i/i• . ·-· ""-~""" : ! ~ • .,
·.·.·,Date· /2.-/~-Z«JJ Geolcfgi~t L.C'LSekil Drillin~ co: ,84,rfliE.J(,PlocJ~tJ, .1',,e, Hole· No. tf'l&[P'1ua~IIJ
;· .'. · .Property/J//;Afsa,tn,l/ Pro1·ect ---------U ·1 No Sec T R n1 . .--wp. ge. __
·.·,, County Sa.11 fqa1 State _ti ........ ~~----Location Elev. ___ _
PAGE _L OF_!__ /
.,.t.~t. r,hvf frA.J1S· • ,' ,, •I
1, .. .,
" II II }
~ ~ A I i-.~L
M .Jc. r, r . yrJ ' .,
IV\ I{, n ~r ,-." ., -N • ·.::,.:,: f2., .. rrt.J r'-1'1\ / r?.rlA~\.\14 RA\; .... hM. pJr P.. 101.S
I ' tJ lt\11\
:-·.~
i ' ' I
Q ·.,::· . °'"-JlO ... ,,· .,-1\
u
', -,_
\i f2, t)./) -::: ;}
122 r----X ·/ l:>
I '2,S-: D L..-..1.-~:--:,:,~i..------'-----.l.-L.-L-L-JL-.IL....1--L....L...J---L...L..;~,J.....----------------
PERCENT AGE COMPOSITION IMAGE
00., G ... @·"' · .. I " • • ' I . ~· . -· .
' '. .. 41, •
1\\ 2\\ 3\\ 5'11, 10\\ 15'11, 501.
Dare 12-11-zooJ Geologist L. Ca.uA,q{f Drilling:co. fktlts fitflor:r:di0n 1 Int, Hole No.pl(.y;.,,efu-wt-llih..
Property Whi/el1tS&l1il/ Project ---------Unit No. Sec ___ Twp. Rge. __
County San Tua/I State ..... u........,fa"""h-'------Localion
l:It;
.. ·,,
:::::.
·.{ \:
1::}
122.s----
, . ..uH,~colDI"'
"· ,,.W-vlb.-
Mvt,lk11,,lu•
1\1\,1.U •• C.lu·
lvl ... It," -Co f,..-
\ol.\,1.lt' -tolor
\IA a.iHi -co I &r
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MKlti•~l•r-
.elu
il \ ....
0 \
tlla
"
.... .
M
w,/\
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fr\
l'I\
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Ms
!IA
1111
' 1/C. b <;y" ..
vc. o: Sr
·Ill <l li:.r
ill 0 <:r
"' D Sr
'IC. o· ~("
IX' 0 Sr
"' 0
sr
.~r. 11' l~r
: ..
:.•.,::·
.·::·:·
:•.· .. _:···: :,·: ..
Elev.
PAGE _J_ OF _j_
r.D.PR08E ___ ~
T.D. DRILL _lr..::Oc..:::0..:.:·0~--
a,bnt. C,~ f .-,1n • .
II 11 "
II ti II
•1 ~ II
I\
,, ~
~ • • . tr: hl.M. Al rt,. oo..1r; ~
II •• ' II
• •• "
II ,I )I h"1~ ~-' --,, 11 11 3011.L
A •1 II
_/
·,, IT.O
... , 1 {\
/2~v~·.L..L.--L-,;...J,.~...1---~---l---~--1-..l.-J....-lL-J.._.L,...l,_.L..JL.J........L-l..-J:..,.,.I .. L------------------------
PERCENTAGE COMPOSITION IMAGE
0 0., O·. : . @"':"lo" ~ I , • • I . ' ~. . ...
' . .•.. .
1,. 21. 3'11, 5"'
~---
.~/,!
Dote ll • \iJ·lOO\ Geologist L Co.se.'boH: Ori lling Co. &~le.~ ~l<plof'0r1ioo, !oSe, Ho I e No. f!J(,'j0"1;;/vvLJell#3
Property Wb;te.Mrs,o.. M·,\\ Pro1·ect u ·t N S T ---------n1 o. ec. __ wp. Rge. __
County £;on 'focm Slate _,_1_t_a_h...__ ____ Loco lion
5"/).() -,-. -5J.f--,_
S1:P-,_ ~.1.,_: <J· . -·. ·" (,0./) -'-~ ••. '-. .
·10S./J--
107.~ -= ..... /10,D-._ -/12-f -
,-
11::,-. 0-,-.. -/17,S"---/20,(). -.....
122.S: ,-.. .....
1,,
,, ... ,
'<:::
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\ 0
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.... d-!s+ r.JJI
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:•. . ..... ; ...
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PAGE _j__ OF~
r.D.PR08E ___ _
T.D. DRILL IQQ.OQ
FLUID LEVEL ____ _
~ St:t.l"t\plt.
rJo SciMP\e..
No Sa ..... o\L
No~n ..... ,..11,
I
No ~.l\o\oll
a.bnt. c~t4+ fr~. -
" ,, JI
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.. ,, II .
,, \I II ,, 11 II
• I I
I ;:,-.o ....... _ _.__.__._...__ ___ -'------.1.-.i..-.1.-.1.......1-__.1.__._-..1.--J..-....1-....1-..L-......,. .. ,.1--_______________ _
PERCENT AGE COMPOSITION IMAGE
00., G ... I " • • . ". .. ' . .
,~ 21' 31'
·"·-···. 11111
Date /2-1B·2COJ Geologist t. e~Jf.,6(Jlf Drilling. Co. &rles f)(,l)/Prti1'PIJ, .:ti'Jt.. Hole No.)2te30,g~,.. wel/111/
PropertyWM/e /1e,a. frl,·1/ Proi·ect ----------u ·, Al s T R nl nO. ec. --wp. ge. --
Coun ly 5tln Ju.tt.fl S lo le _1./:"-'li=a:;.;..A;:;.__ ___ Lo co r ion ---------------EI e v. ___ _
,,.··.
I IP,!);_: _ .....
//2,j ,_ ,_
/1~.b-o-,_
/17.~->-,_
120.0-'-.,:,
.....
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I ~
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-to
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:
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N
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rJ
t-J
N
N
t.J
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PAGE _j_ OF j__
r.O.PR08E ___ _
T.O. ORILL
FLUID LEVEL ____ _
REMARKS e,if d,a. l/3/1/~
..
ll 1, .. 1. ,oJ.e,-t f,-M,l •
IL ,1 II
" n I\
NnC.. "'"\o.
n b,.J fl, ~trt +1•"-. -v ,,
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....... ·
! . . ·, 1----1------11-1-..,...4-l-;.;., .J-.µ..ji-l--J..~-l---l-+-.-,1----------------
l
:···:~
::::J.----+-----+-+I~ 3---+,,,1 f4-+--i,.;.·/~': .,..+-f.,o,··,:+. -+,\;..,it)~}---------------,.. v=: ::_,··_·: ,. ::·. ::;:=:=-
/··.1-----1L-----1--t..;.·=+·+--1-~~-+-++++-,--i----------------
..... I>:: 12f.OL....J..--1L....;;:J.-1-...1.-__ --1 ____ ..J........l-..1.-.1--'--.L.....1-.L.....J-1......L-...i.......s:...,..,.i __ --------------
PERCENT AGE COMPOSITION IMAGE
0 0., G ... ()~" ~ , .. • • J
• ~. • ,I • •
' '. -~ .
f~ 2°4 3°4 5°4
... , l•Jil;,:!l . ~ .. ,
Date 12-18-2001 Geologist L. C11J~,!I Drilling:co. &y~I 6/Jlortt.t~l'l, .['J?l.. Hole No. p1~;µ;1'11l/erwtl!J15
Propertyk//,;/t,/r'J(54./l'J,'// Pro1·ect ----------U ·1 N Sec T R n1 o. ·--wp. ge. __
County St2.,1.Tuan State ~0~«1-,-'1 ____ Location--------------~--Elev
700--==-. -·:·· 72. r:-...... . ,.., __ .. , __ .,.·
15".IJ --.,;17;, . , ' 77,~-;. r:v-.. :
1--•...•
81).0--t~ 8 f--·4·-· ..
2. -= :}~ }' Bio-,_··~~ . --~~::; . 87.,-= ; .. :\: :.'/
{j()·:0----:.•: ':!
qz.f-: \\(:).:::
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APPENDIX A.4

TW4 - SERIES

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T:O. PROSE 14".f,Q
T.D. OR/LL l':t:7S
FLUID LEVEL ____ _
REMARKS
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Date 7-2-tl2 Geol9g~t.6,1.4tre6o/l Drilling Co. Bay!t<; &plt>rafJort •. H.ole No. l'"Jll/4-/7
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Date --1-2-20~, Geologist LCa.se.hlt Drilling Co. ""b~lt,S ~'llp/l}l'a..,tbl'\ Hole No. TW4-J7
PropertylJh·,t( Ml.s,._ Mill Projecf'·~·W\~W~LJ~------Unit No. Sec ___ Twp. Rge. __
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Dote _'1-8-2002-Geologist l-C.. -1se.boH Drilling Co. 'P)alf/ls L1<plbv-t.:d1tin (h,, Hole No. tl1l1:f-18
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County San Jua.n Slate -11±_, 11 Loco lion
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Ate '::l-°i-05 Geologist L-C0 se.bo\t' Drilling Co. l:>o-tj!l.6 txp(ont·on Co. Hole No. TWLl-2D
Property IA)t\dl \'\11,isa.~,J'.,1 1, Project----------Unit No _____ Sec ___ Twp. ___ Rge. __
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Property WHl1t Ml5aJvr./l Project _________ unit No. Sec. __ Twp. Rge. __
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T.O. OR/LL /?O.()
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REMARKS t,OJ2l ZorJl /(}1)~/20
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00., @··'· r , , • •
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1'l. 2% 3'4
Core Log of Well No. TW4-23
Cored Interval 100.0 ft. to 120.0 ft. T.D
Depth
100.0 -110.0
Description
Core recovery 26%, 100.0 ft. -105.5 ft. no recovery.
105.5 I 08.5 ft. qumtz sandstone/ gritstone, very light yellow-tan, fine to grit size
quartz grains. Oxidized, some low angle pmtings occur along crossbeds and
concentrations of grit sized grains. Coarse material consists of chert and shale
fragments, no high angle fractures or joints observed.
I 08.5-110.0 ft. quartz sandstone/ conglomerate, light gray -reduced, sparse pyrite grains,
some low angle partings. Quartz sandstone/ gritstone with abundant chert grains and
fragments. No high angle fractures or joints observed. Competent core.
110.0 -120.0 Core recovery 85%, 110.5-111 .5 ft. No core recovery, upper Brushy Basin contact
selected at 111.5 ft.
111.5-113.5 ft. Mottled green shale, some low angle partings, Brushy Basin Fm.
113.5-120.0 ft. Purple -brown shale, some low angle pmtings, no high m1gle fractures or
joints observed, core consists of broken fragments and 2 to 4 inch Jong unbroken pieces.
Core began to air slake soon after retrieval.
Dote S ~2-07
Property U;b'1 ft N\r'5Li
County S?>'{\ JIA,\1/'\
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----------Unit No _____ Sec. __ Twp. __ Rge. __
----------------Elev.~----
PAGE __ OF __ ·,-.-·
r.O.PROBE ___ _
T.O. OR/LL
FLC/10 LEVEL ____ _
.REMARKS Co~E. "Z.OiJt \001-12.0'
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PERCENT AGE COMPOSITION IMAGE.
Core Log of Well No. TW4-24
Cored Interval 100.0 ft. to 120.0 ft. T.D
Depth
100.0-110.0
110.0 -120.0
Description
Core recovery 54%, 100.0 ft. -104.8 ft. no recovery.
104.8-108.4 ft. quartz sandstone/ conglomerate, light tan, fine to grit size
sub angnlar quartz and chert grains. Some very low angle crossbeds. Core is oxidized
with limonite staining. Non calcareons.
108.4-110.0 ft. Quartz sandstone I conglomerate, some low angle partings.
Core recovery I 00%, 110.0-110.2 ft. Quartz sandstone/ conglomerate, very light tan to
white to yellow, oxidized contact, contact is not gradational. Contact is approx. 15 to 20
degrees from horizontal. Chert pebbles to 1/4".
110.2-115.8 ft. Qumtz sandstone/ siltstone, some shale fragments, very fine to fine
grained with occasional chert grains. Low angle partings.
115.8-118.2 ft. Purple-brown siltstone/ shale, mottled appearance, high angle ( 45
degree) slickensided partings at 116.4 ft. and 118.2 ft. Striations indicate some normal
movement.
118.2-120.0 ft. Light green siltstone/ shale, some low angle partings.
.·.11 Ii ,,
I).·.· Li ' .. JI
1 I. .. II II
jl 11 ii·
PERCENT AGE COMPOSITION IMAGE
:
1"
PAGE_/_ OF_2.__ L;
r.O.PROBE ___ ~
T.D. OR/LL Jt/oiJ
FLIJIO·LEVEL ____ _
/.(
I! II
Jl ,' ll I\
Jl ,, 11
11 11 p
·. ii .P p
'(,l1>.-r e,htd-fv-.:. .s'
)} " ,l
JI ·11 )I
/.
Date .t/-30-1.17 Geologist L. C,,:,se,·6&/? Drilling Co. 8a.'(fts £xpfoi1'd.1[bt\ c-o. Hole No. 1v<l¥-2:t
PropertyWh£L /l1~.)b m, ii Project----------Unit No. Sec ___ Twp. Rge. __ _
County 501J Juon,, · l/tJ/1, Elev. ___ _
,zs. 0 -t--r-:--:~.,.,-~,::;t-----r-------r--w,;,:+--t,m;f,--,rn,;
)27,5'
;30,/J
-rJ?.
PERCENTAGE COMPOSITION IMAGE
00.,-o.'· . , .. .
"' I ~ •
' .
1% 2% 3'\
PAGE_k_oF~
T.O.PROBE ____ _
T.D. DRILL )W).0
FLUID LEVEL ____ _
, . . \
Core Log of Well No. TW4-25
Cored Interval 110.8 ft. to 140.0 ft. T.D.
Depth
110.8 -120.0
Description
Core recovery 100%, 110.8 -116.0 ft. very light gray quartz sandstone, very fine grained,
some low angle partings, mottled appearance, some light green shale fragments.
Competent core, no high angle fractnres or joints.
116.0-120.0 ft. quartz sandstone, fine to coarse grained, some low angle partings,
no high angle fractures or joints. Grit sized material occurs along bedding
planes, competent core.
120.0 -·130.0 Core recovery 100%, 120.0-127.8 ft. clean white quartz sandstone, fine to medium
grained, well sorted and rounded, competent core. Low angle cross-bedded with
gray green shale fragments concentrated at bedding planes.
127.8-128.5 ft. quartz sandstone I grit, coarse, poorly sorted, very light gray,
sparse disseminated pyrite, some chert fragments and light green shale fragments.
128.5-130.0 ft. clean quaitz sandstone, fine to medium grained, white, no high angle
fractures or joints, competent core.
130.0 -140.0 Core recovery 75%, 130.0-131.9 ft., Dakota sandstone, fine to medium grained
quartz, well sorted, rounded grains, low angle cross-bedding, accessory grains include
multi colored chert grains and shale fragments. Three inch zone of disseminated pyrite
mineralization occurs from 130.7 to 130.9 ft. Core is white with dark gray patch of
pyrite. Numerous low angle partings occur at bedding planes. No high angle fractures
or joints are observed.
Sandstone/ Shale contact occurs at 131.9 ft. Upper Brushy Basin contact.
131.9-134.5 ft., core is missing, no recovery, presumed to be Brushy Basin.
134.5-135.0 ft., core material consists of fragments of light gray green shaly
siltstone.
135.0-137.8 ft., light gray green siltstone, with some mottling, competent core.
137.8-139.5 ft., purple brown siltstone/ shale, competent core.
139.5-140.0 ft., light gray green siltstone, no high angle fractures or joints. T.D.
7-16-10; g:SOAM;SILVER ARROW STONE ;9286437328 # 5/ 5
Date 5-2:i;z;jM Geolog~se,6,:,/f . Drilling C~.;·)j~y/t s Exp/~;~ fi;11 ~ale N·o: 7vl4-2.b
Property Whit~ 1'111$1, Mill Project Ob/ua(/,ri>I fnwJ/ij,a-Vb,tJnil No. Sec._n__ Twp. 175 Rge. -1d.E...
County ),J'1 f1AtJA. Stale llidh Location J./J5#17k k32 5?J Elev."".5t:.02
0-t-f:=-t;,,,t-
L,i
!i.b
7,S
le).()
IZS
/!,",()
1,1.~-
ZO.b
22,5
2. o,{)
2.7,5
30,()
·32.s
.l.5.0
80.
82.
PAGE _j__ OF ...l._
r.o, PROBE }QQ.5
T.0. OR/LL JiJ().(l
FLIJ/0 LEVEL hp.5 lff 8."jt,A"1
r,,.; .5-Z/o-;ttJIO
11-17-11; z, 18PM;SILVER ARROW STONE ;9286437:326
i.,a<r:-,·,,.,,_-,:1
Date /&-/l(-J/ Geologist L., &dse-Jio/t. _ Drill!ng Co. f3,;y/4s &,oL~~;,,h~y,, fii1..,Hole No. ~L./-'27
Properly u/4,A ,(f)esA 111, I/ Project c,b)yvv.(?or..v. i'l.V.£s:l-<;,~t,u1\ Un it No. Sec. ___ Twp. ___ Rge. __ _
County ldo [UAn Slate Lita.ii Location Elev.
£,u.O
t??.5'-
8!);0
87.~
?ti.(}
C/2S
"/6'.()
q·;;:!r
/J?J,1;)
102,5
/t>.5:V
;07,5
//0-(;
112.-S
1/5.b
//7,.:;
I z,:,,
/_;/.,.' .. ,.-
/ :/.~;: 6,,il-'-----"'"'-'~bcCL _____ ___._~-----J_-"' "'-....J""'"----"""''"'
PERCENTAGE COMPOSITION IMAGE
000@®@ ~ ~ It -~.... • .. ~. ·~ .. ~ ~ • • ·~ .-.···"'j .. _ ....... . .., ,.. -*. ---.: r• .~"" -:l . .. •. . ... • .. -. ~.:-
1.,., ::,;,. :J.. s~ 7% 1o"lli ""
PA G £ ___L OF __j____
r. 0. PROBE / () Q Q
T.D. OR/Ll. }QQ Q
F"LUIO LEVEL _____ _
40"
~ ~ •o"
~ .. ~
,~ .. r .. ;i.;;"
Date "!>-Lf-_2Dl3 G:ologist · k• ~st.bolt Drilling Co. B<>M\,s Ext>\01~tiDl'\ Hole No. J;w4-2.~
Property""'41J21"'1esa!Yl,'// Project A/llrolt. ~lwdy Unit No. Sec. __ Twp. Rge. __
___..........,......_..=.:__ __ State lA't~\\ Location W'i\tl tv\f'i>A tn",\! Elev. __ _
PE.ACENTAGE C0MP0S1Ti0N IMAGE
00.,· @:· . , . . . . . ..
f ' I .. .
1~ 2'\ . 3'\ 10'\ 1 'S'\
1} l\ I\
PAGE .J__ OF _L..
r.D.PR08E_l~l4~·-0 __
r. 0. DRILL ......._j j_..'2...,.,.S.__ __
f"L/110 LEVEL ____ _
11t d ,/
,, I)
Date 3-4-n. Geologist L CP.5,.€.QO\S Drilling Co . .....,B ... rj_,.,IL!,._.5.......:e=~ci-f'=O;;..;:ll"cl;=t=10.;..:1\-,r-l\_;_;C.:c.;._ Hole No.""0µ4-~
Propertytv6i~/1(s'1tl.ll ProJ·ect AlilrJi. Sfudw Unit No ______ S T 7 ec. ---wp. ___ Rge. __ _
.County ~ L'S>"-' State .-Y~.1 .... k...,.b..._ ___ Location---------------Elev.~ 5~05
oblA.~.Cht,,.+ ,,
II I\
l) 11
ll I/
" ll
PERCENTAGE COMPOSITION IMAGE
C)o., G:· . -. . . . " • • • .. .
11' 2"4 3"4
PAGE _l_ OF -i--
T:O. PROSE I 0/1 s /
r. o. 011,LL I po.0-1
FLIJ/0 LEVEL ____ _
REMARKS
-J
ibblt~ and ... ~ .s.
II h •I
II II II
I• I) Ir
h 1, I\
>\ I) I\
·"-
Date ~·5-13 Geologist LC.ase,bo \1-
Property !Uhitt At.SA JI);!/ Project Ndrl>Ti, S1IA.tlltJ
County SQ'/\ 'J">Abl) State -=Uf,.._,21-... h.,__ ___ _
2.2..
12~.
/2Z,
j,--·•·,--
Dr i 11 i ng Co. BA~ Its fg~,l111ot1 OD foe... Ho I e No. TW 4--30
Unit No. Sec. __ Twp. Rge. __
Elev. ___ _
PAGEL OF __J__
r:o. PROSE q{f,O~
T.D. DRILL '1(,DJ
FLUID LEVEL ____ _
REMARKS
/J;.C:,1'.1-....L.~.L;::.:..~~;a_~~~..L..--,,.... ...... ~~L...J~L.~L-.ll!~~il--.J~--"~
PERCENTAGE COMPOSITION IMAGE
00., @··· . ,,. . . .. .. ~.
' .
, ,. 2"4 3,.
Date 3-S:-B Geologist L..-C2f,(),olt
Property Wli,/tPkso 11;11 Project Nilroft. Slud~
County Si,~.J"'t'lc\11,. State _L,{~+~o~·~,.__ ___ _
Ori I ling C.o. ~IU t.Jr)p• • .d;J>D ,lac. Ho I e No. 1"114-))
Unit No. Sec. __ Twp. ___ Rge. __
----------------Elev. ___ _
PAGEL OF _l_
r.o.PROBE~l~ll_,0"'----
T.O. OR/LL _.J .... IQ....,..f)'----
FLU/0 LEVEL ____ _
a :L
PERCENT AGE COMPOSITION IMAGE
00., -o·-'· , , " .
y • ~.
' .
1,. 2'4 3'.l.
Date 1-1-2/JIJ Geologist L.Wt&;l.( Drilling Co. &yks f-XI/Rr¥"lt~YJ e.. Hole No. !ttl1-3Z-
Propertyk-V7ikl111's'l. tv1,"!I Pro1·ect ----------u ·t N S T R n, o. ec. ___ wp. ___ ge. __ _
Ctrunty SAn.&~Yk State I/ltd.I,.,, Location Elev. __ _
2.5 _ _,_. _ _,,
S:D ·-i-1-·.·-:1:,::c::,:a
7S
n ..
~S.
. -. . OC).,· @:.·
.. I. ~ ,·. ... .
11, 21, 3,.
PERCE.NT AGE COMPOSITION IMAGE
101t 1'5~
PAGEL OF _j__
r: 0. PROS£ i I i:r,5
T.O. DRILL )115
F'LUIO LEVEL 43, L/
B'. 'IS A. ,11, 1/-;NJ
Date 9-1.1~/3 Geologj,';,,tk,edSttbo//. Drilling Go. Boyks &flt1rd11~il 6-Hole No. _T,_fl._'//_4_-_3_3 __
Property WI,//,/ /YU.Id Ind/ ProJ· ect ____ ·______ · Unit No. Sec ___ Twp. ---Rg 1. ---
County 5.:In..7MM1 State ·. UtdA Location Elev. __ _
72.S
7S.b
77,b
8tl.lJ
szs·
8S.i/
g7.;
t/0.I)
00.,· @:· , -. . .. . " .· . . .
~ .
1" 21' 3'!4
PERCENTAGE COMPOSITION IMAGE
PAGE_/_ OF_! __
r:o. PROSE qo,{)
T. D. DRILL __,_q=-~-=:./) __ _
FLUID LEVEL ____ _
.01
Date 9-1/-)3 . Geologist L .eLJstdt1J/ Ori I ling co. Bapla ~1'8°1IJ1 Ct/, HO I e No. _11'--'-1(/._~-=-3'-----"-'I __
Propertytt/,?i~ lrJe.ro. JYJj//Project -~·-------Unit No. Sec. __ Twp. __ Rge. __
County 5dn J,<an 1./l.:Jh Location Elev. __ _
·12.r
):t,o
~7.f'
2~,(}
22s.
7S:IJ
77.~
Btl. sis
. 85,I)
$7.5"
1IJJ)
'/2.
q~o·
°17.'
PERCENTAGE COMPOSITION IMAGE
I) n
1) ,1
I) I\
•l ,\
ll
h I\
•I
A •\
'b I•
,1 I,
I} I)
" 1> IJ,
PAGE .L OF _L_
r.o. PROSE '?7rq
T.O. OR/LL :'17.5
FLUID LEVEL ____ _
REMARKS
_.l ;
v-c-i·,,s ~).
\\ " . ,\ >I ')
I I n H ') l' '
,I) l) h •l 1)
I\ ll ,, !I
l\ 11 ~ h ,,
" I\ 1 ~ I\
\\ ' h " I\ j\
)\ I\ " q II
/\' ,. ,1 ll I\
h J) ,\ " "
)·I 1) )) /)
l'l ,, I) ,, h
•) II 1) J)
SAMPLE DESCRIPTION KEY
DEPTH SCALE
Scale is l"-50' for drill
samples and l"-5' for core.
SAMPLE TAKEN
~ Mark through interval which
special chip sample is
saved, with an "X" mark
through core interval with
shading.
GRAPHIC LOG
Standard rock symbol for
interval.
ALTERATION
I Reduction
+ Dissolution + g oxidation
GAMMA ANOMALY (Probe)
T 3xBG -.009 Trace
I .010 -.049 LOW Mineral
2 .050 -.199 High Mineral
3 .200 > ore
BRECCIA PIPE
I Def inate
I Unsure
LITHOLOGY
Standard abbreviation for rock
type.
COLOR
GSA Rock-Color Chart of wet
samples.
GRAIN SIZE
Sandstone carbonates
Peb Pebble
vc Very Coarse
c coarse
m Medium
f Fine
vf very Fine
SORTING
W Well-sorted
M Moderately-sorted
P Poorly-sorted
U Un-sorted
ANGULARITY
VA Very Angular
A Angular
a subangular
r Subrounded
R Rounded
WR Well Rounded
CEMENT-MATRIX
A Argillaceous
C Carbonate
D Dolomite
s Silica
F Ferruginous
vc
C
m
f
vf
. _,
IRON
H
L
G
OXIDE
Hematite
Limonite
Geothite
A
M
T
PYRITE-MARCASITE
Amount -In percent.
-Habit
A Aggregate
Abundant
Moderate
Trace
c. Interangular cement
G Globules
I Individual
M Massive
MT Marcasitic texture
O Organic replacement
Alteration
F Fresh
T Tarnished
P Pseudomorphs after pyrite
METALLIC MINERALS
Mark with an "X" and clarify in
remarks and metallic minerals
observed.
(M0S2,NiS,PbS,U02,cu20,etc.)
NON-METALLIC MINERALS
Mark with an "x" and clarify in
remarks any non-metallic
minerals observed. (Barite,
Anhydrite, Gypsum, calcite,
etc.)
REACTION -10% HCL
VS very Strong
S Strong
M Moderate
W Weak
VW Very Weak
N None
CARBON MATERIAL
Amount -In percent
~ C Coal
F Distinct woody fragments
H Humic
HY Hydrocarbon
I Interbedded trash
L Lignitic
BRECCIA NOMENCLATURE
See sample manual -use grain
size, sorting and:angularity
columns for classification and
description. •
REMARKS
Use to clarify and expand on
the columnar data. Exr::i.ain
anything not evident o; any
special characteristics such
as: heavy minerals, tuffaceou-
ness, cvclic sedimentation,
fossils, sedimentary struc-
tures, formation picks, etc.
. .,
5-;.e::U-14;.-3:21 PM; SI LVFl=l ARROW STONE
;92864-37328 4/ 4
PAGE -L-OF __ } __
r.O.PROR€~-----
T.f:!. Ol'IILL ~-----
FLUID l..EVCL -------
REMA ff'K S
-""t..<o!;..,o,_Su', \ . CJL C./#d.ll o/~44 i..;:/s.;i.,'.B() --
~==~-1-~·,} C,;L.~~-1)00.;~hq,)I e,r e. .. -ll·
--------------------·------····-
---------------------·. -·--·--
--"-"-'""'"'-dK bn-~IA cJ'\Lr°¥ i'<,I,:,,.,_ ".-r-41$ ·
#'--".>.!!4---""'>i"\n ex @. 82,t/
------------------·-.--
,----------~--~-----
PERCENTAGE. COMP05[rl0N IM'AGE ~.-.-~~0~0b0 ~'~ ~_y ~f_;J "8_!:)~
1,.. 2., 3% 5% 7'.11. io'.11. 1,1'.
3/ .. 6-:'.:':D·· 1'1; 3,211>,vi;SILVER ARR~"?W STor,JE
energy:fuel$ ,
Drilling Co. B0i4lv~ ()(9:\or.\t1nl\.~ Ce Hg_lc No. ~.~4cc-~),.s/,,.e_. __
---------Unit No. Sec. ___ -Twp .. ___ , Rge.
120.0
122.;c
12~..,__..._-""~4'+'-'----,-......'--~---'--"""'--.J"1t'--
'"
Elev.
P,4 t'U! __l_____ OF _) __
r. (), PHOS~ --/...ZD-,,Jl.....__
T.D. OH/LL ~---
FLUIO LE'Vtt'L
RC:MARKS
Cd ? IL4.n 4 /,1 ;1 1..µ~J!!PL)_ _ ..
?I (/i!.OY) LJlci.f ,_,,.,/ :$,>,nd_}
__________________ ,_
J41,0,00PC>i>.1\k~,~~~·~· C~,l,t,.<.@~"~-3,-1,J.~6~I'-i-ct.-'!H~N:~•wd~i~,llilu,:..vcjl-------
-"""""-'"r~· ,,/J,J ;1'1.._1--------------------
---------------------------
"'"fe,(....,t-c,~1--·"-
--------------------·
.:--, ",\ ~ ~--:-, r-1,-:
Date 3 ·.2.3 ·2ti1S Geologist L · OfiS/i.l.lal,T Ori lling Co. 8Alf(£.s GXf'/-l11!11r-1~t.J /Al.:. Hole No. 774/4-31
PropertylAlhJe. IYle~a m;i/ Project __________ Unit No.----Sec. __ Twp. ___ Rge. __
County SfliJ .rvt.111::J Slate UfJJh Elev.
25.
··-· .... ;.•, .,···
PAGE ....1.... OF __
T.O.PHOSE /J(,,O
r.o. 011/Ll 1,s.o
FLUJO LEVEL -----
ZtJ,
~~ ,_, .:;:_:.,.
00.,·()·'· (I ... • •
~ ,J ~" . .
'f'Jb 1% 3%
PERCENTAGE GOMPOSITION !MAG~
energyJuels
D!]te /P. /7· /{p Geologist :L (:;a.sd:>o Ir
Property \iJ h., fe.. Mf ~ o_J"'.'-.11 project --'---~---'-----
County · ·l•-··,{-"i~ ·· :··'·~ T
Hole No ... Tw4--3"8
.I'.'• ___ Rge. __ _
"-':....:.;..-,_--';....;.:;==-,....,...---_::._~..!..,--1 ''E: I e v: -i: 13&4 7
:.:.:.:.: ~J ::.:.:;:..:.,,:,:.:: · .
• ..<-.-.•• ; .5· ·.•.•.•.•.•.• ... •.•.·.·.
:·:::: .. r'·w ....... w,.w . ..i '.
Jl
PAGE_/_oF_J __
T:O. PROBE / 1 5,5
r.o. o.R,LL 11 tis
FLUIO,LEVEL _ _;_ __ _
"
.PER.CENTAGE COMPOSITION tM'AGE
0 ·0···0--.. ··' •... ': , . , " :, ; .
_:· : '' .
1" 2" 3"
f} I)
II II
I/ II
: 1/ JI
I) ti ,, //
·11 II
ll II
I) It
1\ I}
II II
•. ·! PERCENTAGE COMPOS1:r10N IP,IAGE·
0 -G-~·-··@-'
.
·. . .. , .. ' . t· .. · :~. ;.
1~ -2~ 3~
PAGE+ OF _j__
r.o. PROU J2,5ia
T.O. OR/LL /25.IJ
FLU/0 LEVEL ____ _
.s
II
,, I/ 1J
JI ii ,, _:,JI,_
JI II JI '//
-,, ,, I/ }I
IJ ii ,; )I
ll II j) /I
h fl I) /)
II I) I/ I)
r1 lj h /l
,,1 ,, ,, I/
' /

APPENDIX A.5

TWN - SERIES

Date 2-c,,-o'l Geologist L. ws·eho/1 Drilling Co. &vk, J:~e!Pc;,tiM Hole No. TJ;r/1/-/
Property WHir£m&">AtUflProject N!T/11117'. IAIJllf5nGAnoiJ Unit No. Sec ___ Twp. __ Rge. __ _
County 5M/ Tuon Slate Utah Elev.
PERCENTAGE COMPOSITION IMAGE
00.,. 0: ·@"".',,.'~, • ' -• • J .. ~' ......
... '. . " '
' ' -
,,, 2,, 3'I, S'I,
PAGE -1--OF _j_
r.o. PROSE \1'2.S
T.O. DRILL II'> S
FL.UIO ·LEVEL ____ _
.REMARKS
. -t -
.)) l)
l\
"
,)
. :(
.1
I :i ~'
,,
. !j
~ ,,
~-
!(" . j
!
Dote 2-'-I-/J1 Geologist l.(;c:,w,bDH Drilling Co. BoylM s~p/p,,,iiD<\ lhL. Hole No. -rwN-2
Property wh·1t, Mes:s ,,j ;II Project ~·1tc,Tt J,we.rti:1,,t1·;,, Un it No. Sec. __ Twp. ___ Rge. __
County 'lo,1 Tv1a1\ State y/-toh Elev.
".1"::·, 0 -+-1-c-±+-
a:;5
b-,I)'
7.5'
00., .O:·O· ..... · . , . . . ' .. ~ . ~ ... ' . ... '. . ~ .
,.. 2, 3'I; '"'
PERCENTAGE COMPOSITION IMAGE
PME _j_ OF_/ __
r.o. PROBE 1.1,/J
r.o. DRILL -15. D
FL_I.IIO·'t..EVEL ____ _
II 11 II ll
,· I,
,,
J I .,
'I ·;.-
1 j
I ,,
l
'l l
I
I
I
Date 2"-3-0'1,/2·1-/ Geologi',-("2:·''t?.Js,,6Q/,' Drilling Co, 'l1q,p'ts f.,&lvra.l,1n Hole No, .,_1'j.,,W.c,W-"------""~----
Property kJ111it A!Sa.;vJ;J/ Project Nrkote, 1,odsn~,,,r;·," Unit No. Sec. __ Twp. __ Rge. __
County "><>n ,/Ue/1 State Uroh Elev.
5"5.
PERCENTAGE COMPOSITION 11.!AGE
00., 0-'·0·"'~· ~ , • • • I .. ~. 4.,··
... I' ~ ._ •
"' 2% 3% 5% 7% 1 O'IS 1511
"
PAGE _j_ OF_) __
T.O. PROBE /'10.0
T.O, OR/LL /)O,D
F'L_(.110 'LEVEL ____ _
R£MARKS
..· -
I'>
Date '2·:'.,-0'! Geolo~~C:~sl),ol+ Dri I ling Co. fa,'d/M cMr/o.-.,f10'1.Jhc. n-,c~,~-1~ No. --'n'-'·;.,cc· ·cc'v-~-...,+' ___ _
Propertyw'Hlr6 M65A \'-Ill/.. Projecl NJT/1.AfC:. LMtdig<>11·~ .. Unit No. Sec. __ Twp. ---Rge. ---
County 20" T141>n Slate IA1"oh Location Elev.
0-+--
2-5
s.o
7.5
57-5
(.,,0.0-
7.;.Q
7S-:1; -
7//;S
g'O.I)
82-5
13;:,
"7{) .•
ct2.r
'1 ,: j,)
0000.·,
a\ . • • • .¥ *' , ,,. ' • • I ... ~.~ .... ~.
' ' . ~ ... '
,,. 2% 3% ~"
"
"
" .;
" ,1
PERCENT AGE COMPOSITION IMAGE
,.
" ,,
II
,1
PA(JE j_ OF _2 __
T. 0. PROSE" //~ t/
r.o. OR/LL )}/,.0
FI.U/0 L.EVEL ____ _
REMARKS
h~~-.. :I'.~~),
+ -. r~ ·A1 .iui'.tr
" "
•I ,. ,,
/) 11 I) "
,) I) 1) ')
" " " I>
n, ;c\ti 60 l or<J i!-W, · N~'lf'f.,
"
40% 50%
Dote 2-3-C!1 . G':olagis\L'''cf;~,_bal+ . Drilling Co. 'Bdijl,s hpl;r~'hd1\ Iiic' :~oie No. -rw'µ-11
Property tv'hi/t ,VI,~~ VVldl Project /\J1tro11., foVe,t1'j6t101\ . Unit No. Sec ___ Twp. __ Rge. __
County ."doJuM State l,(:fi,.h Elev.
00., .O·' · O"".' .. ·-... ' .. .. • ~ • • • 1
I • • _. ... • ,, f
. . .
111, 2-.. 3'\. ,s"
PERCENTAGE COMPOSITION IMAGE
PAGE .2._ OF _Z, __
r. 0. PROB£ l'!i:JG,· Q
T.D. DRILL rv, 0
FL/JID LEVEL 4),g'-f
R£MARKS j;
1i '!,\
1i
.:i-1\-_ . ,,
l
\
Dote 8-J'l--tJf Geolog.J1~~'~''4~1;15.C8UT · .. ·.
Property wh\±i ~'"" ~Yii\l · · f'·'tfi6)~'2$'~t;fl!l ik,u. stiAJi'.1
County 5>,., Ji,11>"-State uh,h '
75.
DrillinQ,Co;:say7/P,.(l~~~'::-~.~_,-;-f";".1:,~;~ .. , ;,
. 'Unit No; ·.' -. · Sec'.::; .. £::o,.::''T\i<p/·' ·Rge·:t::::::_:_)<
Location Elev.
P;, ~ E _J.;.;.J 0 ... -2::_
' ·,_ ._:·,::?/D. ___ Pli'O_S('-..,,...=--
. ·r,o;oRtll · ,I.S'sdJ
;'E.~ .. LIJo .1,;EV-E-~-~'-----
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PERCENTAGE COMPOSITION IMAGE
OQ·ou···
.
a' I' .' ' ,,,. .. , r, ~ • • • , .. "'. ~ . .
. ... ' '. . ."'-. . ,;
1 ii. ,t. 3~ ., -S"' 7'!o · 10'!, .. -·
' I
Date 8·/1· oq Geologist t Cd3?hoi./
PropertyWhift 11/t'dMdl Project Ni/roft ~11!dv1
I
Dri I ling Co. J;,,':/ l-t,5 t.Yplero±ihVl,TVJC. Ho I e No. _ll~v.J"-'--"t-.l--5=-·---
Un it No _____ Sec ___ Twp. Rge.
County 5io :fuo/\ State Ui~.h
12 b• O -++.-,~
127,5
/30,D
/32.5
/J-s. ~
/37,0
No,/l
/f'Z.5
;</,,~ b
;i/7,,
/517',b.
/5 2 ,5 cl. --1":F
TD.
00., -G ... CJ··.-:.. r " • • , J
... ' ... 4 • • f • • '* ... . ~ ~ '
Ill, 2" 3.. 5"
Location Elev.
PAGE~OF~
T.0.PROBE ___ _
T.D. OR/LL /.5,5,()
FLUID LEVEL ____ _
REMARKS
PERCENTAGE COMPOSITION IMAGE
Date 8·18-1?'1 Geologist L ea.se,l,o/f
Property whil:t.. Ir/ts;, tr1,'//p,0j~@a: 2 ruo,I
County '.5'J0 .Tt,tcJn Slate llfA/1
Drilling Co. /3a.r&5 [xp/oraho,7 f»c Hole No. TW;Jct,, J , :; '
Unit No. . ....• ,, .•.. ,S~c. __ ••·>'l'1,:p•"'-·· _ ... _ Rge. _. _._
0
.;
"
"
•J
Elev.
PA~E_)_OF~
r.O.PROB•~----
T.O. OR/LL n ',V
FL,IJIO 1.Ev'E1._-,-__ _
REMARKS
PERCENTAGE COMPOSITION IMAGE
00., .G:. 0 ....... ' , ' • ' I .. ~, . ~' .
... f. ~ "" ,
. .
, ,., 2'4 3'\ 5'f.
Dote fi-18-01 Geologist L .C,se,ldt
Property µ}hi/e fVleS~ i>'I; ii Project Jl/ifn:if< '5t"p/"I
Drilling Co. 13.,,flfs Fxplorof1i,n, Tac.. Hole No. ~Y~fi.l=JJ~-~(~J __ _
Unit No. Sec. __ Twp. ___ Rge.
County ~n Tvton State ulf.:ch
125, 0--+-+-
/2 7 ,PS'· ·
130.0
/3 2..5'
Ooou·.
•' It • • • ·"" .. , " • • J .. ' " -. ~ f • • •
... • -<II, •
,,. 2" 3'1, '5'1,
Location Elev_
PAGE __b.__ OF_2 __
T.P.PROBE ____ _
T.0. OR/LL 135,0
FLU/0 LEVEL ____ _
.D
PERCENT AGE COMPOSITION IMAGE
' PA~E._;_. ·-OF __ _
T:D., PROBE-____ _
T..D. DRl~t f 2/), f/
/fL(IJp LEVE,L.~----
fl£MARKS
. d e n.o'
~.J. , ' 'I
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00., · G: · O·"· ... , , ' • • I .. !'• ·~,,, .•
... '. . ., '
,,. 2"' 3'J; S" 10'1. 40'J; 50ll .. -·
Date R-(1-o'f Geologist L.iJ45£tJoLT
Property wh i-/eJr/?Ja m;// p~-,Y1froie ,,t,,clv! I
Counly 5'.dtn Tuc111 Slate !Afc./\,
85'i
/Ci.P
'1?,t
9f.ll
97,{
/t'f),
Drilling Co . .8cJ,r/i!5 {xtJ!Nof,/;/1 Zar,. Hole No rw!il-?
. . ( .!., .... "'''"'"'" ·,,~1 I ~~~,.,,,.,~""'""''6 ' 1 Unit No. Sec.--Twp. __ Rge. __
"
/I
j OMe. " ,,
h
Elev.
PA~E-/~oF_°2 __
r.o. PR06E I 5 Q Q
T.O. DRILL I SQ fl
FLIJ/0 LEVEL ____ _
REMARKS
,, •• ,,
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1\
PERCENT AGE COMPOSITION IMAGE
OOGU .. •' .. . . ·"" ~ . ., . . . ' .. .. ' .. . ~ • • • .. . . ... '
,, '2, 3, ~,
Date f{-l?l·•1 Geologist L. Cosc,/,o//-
Property wll'lft r,/,51,,/'1,'// Project !vdrJ.fe 5tud¥
County S,,-.. T1hu1. State b(/oh
Drilling Co. 13oy/t~ h,P!Wd71im,lnc. Hole No. -r~V/\1-B
Unit No. Sec ___ Twp. ___ Rge. __
Location Elev.
PAGE 2 Of'~
r.o. PROBE /50.0
T.D. OR/LL . /SO.O
FLU/0 LEVEL ____ _
REMARKS
TD.
PERCENTAGE COMPOSITION IMAGE
0000', •' . . .' . . . "" .. r .. • • 1 .. ~. ~.,.·
... '. ~. .
,, 2% 3,;, 5%
Date B · 17-a'l _ GeologisJ,-~,sC,~s11:.bol-J
Property ltvh,l:i r11i:,,"-Proj~\ii,,~W&fn,.h Sil,(;d1/
County Sci" :f"'"'°' State ldiclb
Drilling Co. 13<>~1/s E,xploril.'f/~i\ Hole No. TW/\/-9
. UnifNo. , ..... Sec. __ .. ,.,TW'p:··----Rge. _-_:_
Location Elev.
" •I
,,
'
PAa.:LoF~
r.o. PROSE:----
T.O. OR/LL //,2,,S -
FL,IJIO LEVEL. ____ _
REMARKS
s.o t+.
,, // ,.
II "
PERCENTAG,E'-COMPOSITION IMAGE:
00., _o:-o"".' .. ~ I . , • • I ~ ~. ~ ... ~ ~ •. ~ .. .
1'.l-2% 3'1t S'I. ,o .. 1511 40"' -
·1 ,I . i
I ·I ! 1
I
I , I
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!
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I
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Date. B-1?-<>9 Geologist~,Jziol,' Drilling Co. &yk5 a;~J.,.,,,Tib~ la,. Hole_ No. -rw,1/-/()
Property~alhik!i1is~nrl,'z/ Piqffi,}Cf1~11t 5'huly Unit No. · Sec. __ · _·l\i)p': _· .. _._. _ Rge. ___ ·
. County 5an sliJM State tilth Location Elev.
f,f
.,
" "
',:ll II
.1) II
1-D.
. PERCENT AGE COMPOSITION IMAGE
II
,,
PAGE _j_ OF_/ __
r.o. PROBE 107,S
T.O. OR/LL )07,5
FL_l/10 ·t.EVEL ____ _
j"','li,i<j.
17
ll
y
II
,,
Date 9-?t/-?I/IN Geat,ogisht'. i!J,,t.!I
Property u/hit4 /1'Jfs.t1'! i/ Project ;Vi/rdk S/,ttf),/ 7
County Siia Tv1 c1,VL State Ulak
O-f--f-.,....fd-bd-~---1------1-1.,
5.o
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11.,
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J25
3,,,,
n.,-
35./!
}7,,·
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50.0
Jj".O
57,{ ..
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72.f
7,i',/.J
87,f
1/J, /}
"/2S
15.P
q7,:;
/P5.t)
107.j'
//P.{)
'/I :.i-. lJ ::
//7,'f
1217.0
ins
wh
Drilling Co. 8.1'(/ts i~~,,hrd/i~4 &/& Hole No. 77(/;V-//
Unit No. Sec. ___ Twp. Rge. __ _
Elev.
P,46£_/_ OF ·?
r.O.PROSE ___ _
T.D. OR/LL tT:Z 5'
FLUID LEVEL ____ _
REMARKS
» ,,
,/.
cvl · eolo,d c-h.t,rt 6.1 I') S ,, ,, ,,
" " ., ,, "
" " ., ,, ,1
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PERCENTAGE COMPOSITION IMAGE
00., o-'·o·~---:..· r , , • J ... !'• ~~.·· ... .. . . ,, .
"' Ho 3,. ,;,.
Date 1·z4-M Geologist l Cdstho/1 Drilling Co. B1,,,4, E.,,:.0/1,reh~,1 he. Hole No. _1).,_IAJ""-"i,'--/-!.Jn'-----
Property 11/hi/;. WitSi) VY)", ii ProJ·ect ,.s::t/;,"<L·.o.· 11'-------U ·1 NI 1 5
1 c . T R -n1 o. e ·---wp. ___ ge. __ _
County S,~ Jub,l. State Utah Elev.
1,0.0
132:i
13)~()
07.S
No.~
I '/2.>
00., ·o.'-~ ~ . . .. . .. !'. . .
1" 2'lo 3~
PAGE ....z_ OF _2__
r.O.PROBE ___ _
T.D. OR/LL Ji./7, ..Z-
FLU/D LEVEL ve'
REMARKS
PERCENT AGE COMPOSITION IMAGE
Dote ':l-,A-o~ Geologist J;;'CrJ5d,,I!
Property U/hi!t ft/i,. /rli// Project ;Vizhi!i. Sf"dJI
County Sin J"1,(~;1 State 1/t,h
O-f.-+--
2.;
5.0
Drilling Co. Sarles &,phrafi'on, [nc. Hole No. TW)1/-i:Z,
Unit No. Sec. __ Twp. Rge. __ _
Elev_
PAGE _J_ OF __j___
r.o. PROBE~----
T. o. Oli I LL I h;,-I>
F'LU/0 LEVEL ____ _
REMARKS
.o'
;::r,
PERCENTAGE. COMPOSITION IMAGE
00·.,.-o· --.-o .. ~ .. -_ ....
... f ~. • .-· ... . ~: .
1 ~ 2'-' 3'ft '5"
Dote q-3q~o1, ~e.ojogi~I, 4. Cosrd,o// Drilling Co. &~1(/, l:q,/nr,:;,)10// Tnc Ho!e No. ptl/1/--/3
Property While m~s;c m,//Project !V1rr171!. 51ud'! Unit No. Sec. --Twp. Rge. --
County Savi 11AM, State Ufab Location Elev.
12.o
J 5,.o
17,5
;o5."
/D7/5
// {).0
I/ZS
1/~,0,
;nS
/20,0
T.D.
00·.,_ o· .' .. u .. ~~\
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'" 2" 3" ,,.
PERCENTAGE COMPOSITION IMAGE
rl !, ·" ,, ,,
• '
" "
PAGE: _L_ OF _I __
T.0.PROBE ___ _
T.O. OR/LL J 20 0
FLUID LEVEL ____ _
REMARKS
., ,1
hb\Q,5.
~,.f r,.,. s .j. 'i,Jh "'
" ,,
" ,, \)
" ,, II
"
/ I
Date_.2f,ol ~:W9 Geologist L Cd5e6ol! Drilling Ca. 4iybE!flor,:,i,1J",,fti6, Hole No. J71!Ji/-/Lj
PropertyWQL/Jf'r/1sdmi/l~MIV.:!?"4i? .'?A1d'f · Unit No. Sec.~'Twp: Rge. __
County '3a0Ju,-111 State ?(/dA Location Elev.
0-1--1---
2.S
o,t!
7, 5 .
/tl./J
12,0-
/0-C:O
i?.i"'
2tJ~4
]2.S
Z5.I>
n.s
j'O.b
32.5"
3o·. I)
37-i"
'I /J, /)
,'2,J_J_JI"."\•,.
,ff:~
117,S
so,o
S2,·'
5,;.~
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12.:;
7:f, /J
77,S
8P.0
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112.,
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/17,:i-· w,,_,,,
/ZtJ,0 -WP'"'~
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IZ r, ~ j.....Lw~-
" ,,
II
PERCENTAGE COMPOSITION IMAGE
PAGE _j_ OF ..L_
r.O.PROBE ___ _
T.O. OR/LL /3S,d
FLU/0 LEVEL ____ _
REMARKS
,.,
II
,, " .,,~+
v-O i~,s
" " /I II
•I " ,, ~ ... ,"'
" " "
'"" ,_ta,.,.. e."'".k f,.,. '';,
"
Date 5e,ot ?A\ Ztli"JGeologist L. C,a5(,l,1,//. Drilling Co. B.,y/«s l.xploro11bn,Ln<-» Hole No. -rt1/1V·/4
Property?//hi/r ;l'/,#1/! Ni// PrB]'ercfb'.d"kCt Si'w:/1 Un it No. Sec. __ :. Twp. __ Rge. __
County 'G!o [.f/Hv Slate u!h,h Location Elev.·,·:===
PAGc L OF 2--
r.O. PROBE~~---
~O. OR/LL /.35. 0
FLUID LEVEL ____ _
I 2S. 0 -1--f=,--::J,,,,f---; REMARKS
/ 27, :,
1,1.\11· '"•:j
,"~ l 'r,
Date f)-lc7:/J Ge(>'i~~'j'~-1" i.!1,~&6!JI( Drilling Co. 8.iy/,,,,);;"""'ft,d,:,r2,t/~~.5,,, Hole No. µv,r/-/5
Property f(!Ai/2 }rJeS,\, thi/broject Jvl-/r1:,fe, t1fud1f Unit No. Sec ___ Twp. __ Rge. __
County 5',:2,1 T1to-n State iltMr Location Elev.
/tl.O
/2-~
/'F_t)
/7,5
;,o.tJ
22,5+--1=-
27S-hP--
Jo.l> ---Hlc:;:-
32 S__,_,. --
35.11
37,S"-H-:::SCC
f!l, fl
.1-/2,i
fo~c?
>;7,,
Stl.O
12,5"
6-C.o
.!S'?,'J
~oJJ
~2.i"
/~5.0 ,,:>~ ., \r,17,-:,
//J,()
72.i -
7C.t;.
17,5"
8fl.O
82,?
fji{)
(17:;-
10.0 ·•.
t/'2,5 .
C/5,I)
iq7S
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)<f2!
)/ll::i.ll-
_-j(lJ,5
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/)7,6-
JJ.().
122.5"
/ Z5, I) ..J__..tC.:J:l!':1_
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I • • -... . .......
,,. 2~ 31. ,. '5'l,
PERCENT AGE COMPOSITION IMAGE
PAGE _j_ OF _1=.._
r.O.PROSE~~~-
T.O. OR/LL ----1-/~$~5~--
FLUIO LEVEL_.,9'.c...',;1)~--
REMARKS
o'
Date !,J-/-ti"/ Geologist L. &,w:,•ho//
Property vt!A ik (/Jg'•• ;n,'(/ Project N,ko k .<:twc/,,,
County 5on JJAtJn Slate Wit:Jh 7
0 ..... -1--....... c..
/27,5' '
IY7..i-
. I 5l),{)
;.,·z. ,-
Drilling Co. !3ai,/15 fyo~raf1k1L /i,c, Hole No. TWN-/5 / l j
Unit No. Sec. __ Twp. ___ Rge. __ _
Elev.
PAGE _g__ OF~
r.O.PROBE ___ _
cO. OR/LL /;-6-,0
FLUIO LEVEL....c8'-fL..' __ _
REMARKS
,, ,, " IJ
" ,,
PERCENT AGE COMPOSITION IMAGE
00., O·' -@~--·:. ~ "' • • ' I
.. . I ~' ~ ~-· ~ ... . ~ ,, .
1.. 2" 3'1. '5%
',I'.' c'' ,I.-.,
Date 1-30-M Geologist / ,f;2,,;,J:i1)/
Property Lvl,,f.:-Jii,>J 111~ ii ProJect N'iTte:\:J-S·tlftA,,J
Drilling Co. Tu.7:1k1 fx?lm\\io;1, fnc, Hole No. -rwN·)&
Unit No. Sec, __ Twp. Rge. __
County ',,,,, JLAil·11 Slate IJfl>h
s.o
7,r
/0.o
IZ.5
/b"':b
17,=;
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225
2'),."D
zz;
30.0
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17.i
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t,o.o
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72:S
'75;1?
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. 870--l-l•C··
' ,10.i)
(i' 2. 5"-·1-t'':::f-c
'C/'J,(.i r:;z,
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•' -•• ' • • "'" ii' , ., ' • • I .. . .. ~. '" -.. ... . -"' .
," . 2" 3'S. 5%
Elev.
PAGc_f_ OF __ _
T.O.PROBE ___ _
r. 0. OR/LL ) 00 0
FLf.110 LEVEL ____ _
REMARKS
,, ·,,
o'
PERCENT AGE COMPOSITION IMAGE
Date ltl-?-09 Geologist i.. Oos&6!)/!
Property Wfi i/t 111,?Sa 1>1//project AIJtraft :Jli,14
County 5dcl faari tll;di.-
Drilling Co. "!3oifJL, ~nhra/71ll/ fin Hole No. -<-li-"'· '-'(2"'-i,/._-__,_/_,_7 __
Unit No. Sec ___ Twp. ___ Rge. __ _
I fi,i)
'1.-1 :;" "'""' ,.,
J.i;O
'2-7,5
J!l.()
32-i-,-,-,:-
3':i,O.
37,5
J./f.M)
55.0
51:r··
t,,40
£,;! Ji
r;,i,/J
b?,5
70.0
12,i
15,0
17,i
f30,D
ez.5
gs-_b
87,5-
f!Ct?
92,i
f.:,'.()
tJ;:,-.. ,
/iJ({O .
//IZ,5
00., -G:. 0 .. ~ .. -... f "' • • I .. . ... ~ . . . . . ., ... . ~.,, .
,, 2% 31\. ,s~
Elev.
PAGE_/_ OF _i_
T.0.PROBE ___ _
~D. Dli!LL 1/P,D
FLUID LEVEL ____ _
~!&, o fc•3<-
'ltA +',,-1, s,
.e,bbks' (l • ,s
•1
o i.J Ci'
PERCENT AGE COMPOSITION IMAGE
Date /!J-q-()I} Gealogi;;'L.,c'c15e60/f
PropertykVhile. ft)t'~,;11,1:11 Project tl;lrd-1, 5tuilr
County $-)n• ,Tiu,,,, State H'M
77.r·
fjo, o
82S
85, 0
87.S
'/P,IJ
9Z,S-.
").'S, b ,,_.-
f/7,5
//7,~-
/20,.
1225
/2'S", b.J-J...:..:.a..c:s'..I ....
Drilling Co. l?e111/e5 £~,q/pro.7/bl1,lt)1..,, Hole No. ,Tld/;V-;g
Unit No. Sec. __ Twp. Rge. __ _
Elev.
PAGE ..L__ o,_I __
T.0.PROBE ___ _
T. 0. OR I LL -/.C/,/1'5"'.D"---
FLUID LEVEL ____ _
REMARKS
"lb.tr
,, /I "
" " /I h •l
1) Ii / I
s.
PERCENTAGE COMPOSITION IMAGE
Dpte JP-Ge?logist L. &se:,61,/f Drilling Co. 3-if/es l:Jplor-o.,-fi;,\ n1l,, Hole No. 7Jt11V-/8
Property St, vn,1/Project t0lro1it S!t,1,/y Unit No. Sec. __ Twp. Rge. __
·county -2o"-' J',.,,"'-' Slate ;,/lc.!v Location Elev.
PAGE z_ OF_J.-__
r.o. PROBE'
T.O. DRILL 145,D
Fi..1.1/0 LEVEL '
0 REMARKS
)27S
/JJ,0 c,hs,--r -t,·;;(IS-
132,r
/35,
13'7,F
,rlfo.·u
l,t/Z.·t
b,<!,\"(\ • M c.l-• 2-b
.,.·.J·
PERCENT AGE COMPOSITION IMAGE
0000', •' •.' ........... • "' • • I
.. , " • I "'
' • • ,#1, . ... . . ~ .
'" 2" . 3'1; ~"'
Date lfl-/2-D") Geologist L, (du/l,,,//-
Property tt//11 I,· f17Lf6 ;n;;? Project !Vilr.dr ':/ hJ<i,
County ~..,, T,q,c-State vi/a,/.. ·
0
2.:;
5.o
7.,
;o. a
/2--S-
/5.P
/7,J"
2P,V
22:I
27.tl
27.,
J,!).0
3;/.f
)5. t,
37;,
L/0. 0
!./2.S" y,-.,
77,i'
so.P
s-;zs
55./1
s'/,\
Ul '1
.-2.r
G:5".~
7{)_(;
72.5"
7:f.o
77,;,-
8<1~
82.s
8:i. (;
fil;.,
7,:,.tl
'72. S"
'l ;·, 0
f/?S
/PtJ.O,
102.5
;o:fo
I 07.5'
//!,, /) n
T1l
Drilling Co. 8c1~;k, §p@l'd~nJ {r,c, Hole No. 7J,t/t,I-I9
Unit No. Sec.--Twp. Rge. __ _
Location Elev.
PAGE_/_oF_/ __
T.O.PR08£--, __ _
T.O. OR/LL /){!,O T!)
FLUID LEVEL ____ _
REMARKS
,,
h ,,,
h )} }) I!
PERCENT AGE COMPOSITION IMAGE
00., 0:. ' .. . . .. . .. ~. . . 1.. 2.. 3 ..
·:
I
SAMPLE DESCRIPTION KEY
DEPTH SCALE
Scale is l"-50' for drill
samples ~nd l"-5' for core,
SAMPLE TAKEN
~ Mark through interval which
special chip sample iB
saved, with an "X" maik
through core interval with
shading,
GRAPHIC LOG
Standard. rock symbol for
interval,
ALTERATION
I Reduction
+ Dissolution + g oxidation
GAMMA ANOMALY (Probe)
T 3xBG -,009 Trace
I .010 ,0.49 Low Mineral
2 .050 -,199 High Mineral
3 .200 > ore
BRECCIA PIPE
I Definate
I unsure
LITHOLOGY
Standard abbreviation for rock
type,
COLOR
GSA Rock-Color Chart of wet
samples,
GRAIN SIZE
Sandstone Carbonates
Peb Pebble
VC very Coarse
C Coarse
m Medium
f Fine
vf very Fine
SORTING
W Well-sort!:!d
M Moderately-sorted
P Poorly-sorted
U Un-sorted
ANGULARITY
VA very Angular
A· Angular -
a subangular
r S_ubrounded
R Rounded
WR Well Rounded
CEMENT-MATRIX
A Argillaceous
C Cadionate
D Dolomite
S Silica
F Ferruginous
vc
C
m
f
vf
. -.
IRON OXIDE
H Hematite
L Limonite
G Geothite
A
M
T
PYRITE-MARCASITE
Amount -In percent.
.Habit
A Aggregate
Abundant
Moderate
Trace
C Interangular cement
G Globules
I Individual
M Massive
MT Marcasitic texture
0 Organic replacement
Alteration
F Fresh
T Tarnished
P Pseudomorphs after pyrite
METALLIC MINERALS
Mark with an "X" and clarify in
remarks and metallic minerals
observed-,
(Mos2,NiS,PbS,U02,cu20,etc.)
NON-METALLIC MINERALS
Mark with an ''x" and clarify in
remarks any non-metallic
minerals observed, (Barite,
Anhydrite, Gypsum, Calcite,
etc,)
REACTION -10% HCL
vs very Strong
S Strong
M Mode_rate
W Weak
vw Very weak
N None
CARBON MATERIAL
Amount -In percent
~ C -Coc1l
F Distinct woody fragments
H Humic
HY. Hydrocarbon
I Interbedded trash
L Lignitic
BRECCIA NOMENCLATURE
See sample manual -use grain
size, s6rting and angularity
columns for classification and
description.
REMARKS
Use_.to clarify and expand on
the columnar data. Explain
anything not evident or any
special characteristics suc.h
as: heavy minerals, tuffaceou-
ness, cvclic sedimentation,
fossils, sedimentary struc-
tures, formation picks, etc.

APPENDIX B

WELL CONSTRUCTION SCHEMATICS

APPENDIX B.1

DR - SERIES

APPENDIX B.2

MW - SERIES

l , J
I ' .,
,
<"' ,
f
@ Sore Hole! No. :
,--.. ...... s. ....... WMMW•17 ...... c.e -......
·--·-··· -···· I L •rbc• (k -.., un06 1--,ov '" EfCO Mfll•t1-l1 ,.. ·,-ullo!'I
o •• ,: l ?,0141 • ···tow,uor. HY lcf'O~h tt ~.A.PHI
1-H ·AA l -· w••
o-•tu-11 -S•rnpl• 01--«iplloi'I eo,~~
• --··--.... ·--··--.. -----r... .... _ ... I\ ~ .. ~ ----~ """" ,. ---. .... -..l .... -.----.... ---·-IO· ~
' ~ ~ l .... ,-
10 i,.;.'
__ .,..._.., __ .... ______
"------·--··--..... ··---c-..,.-11-1-... 1-( f;" r-•'"" ..... '-= ~ ----..-.................... --
)0
~ ) ,,. ~ -..=..T'..r..:.-e.=:;:;..--..... ,_. ~ • ,,. ,;
1 1:., 11 _ ,, ----I' .. ,-.--.-. __ ... ____
----·--..... ? --
:t: ---... -= 1: ..
~
~ ... c,""°"lffl
__ ..,. ______ ~-.... -
' --,--. ·-
~ ·Jv.
J(I t:!=
I ··:
'>-~
" .. --· .• ~ -1· -,_ ,~ ... l / --,•. ~ .• .. • , . =---~::.==::,-.--, .
-----. , ,_ .. .:,,. -· ~'C%.-.:;:-~.:=.=.t=:= ·1· ... u .. ,.,_
. ' .L~ -· --. ---u
, __
----t .. ;. ~ ::::==:.:ct:..'"".1.-~..:::--==-'\~ --w--..... -... -1-1 .... _...,. ___ --f,::= •:: 11
-~ Oore Hole No. : l~c..--...... ~1c.., WMMW.19 -.....-.-· .... ,_ __ ..
54$$.0,$ L -. u, , ... .,T'""1 1.11n,-1 Co~
0 1\1: 1i,o14a: .. It\ IOW•ttt: ISO faa«-••t: ,:"-"'"·
.... 1 MtvVOn • API -J -,. .. ,._,..,, S.mp!• 0.urfpdan C,!•~,:..1o11 -• ·-----.. , ----.. ~ ......., -·--. .--.-..-----1, •\(, -~-oo-f: r-.; .. -)----~~----) ~
( ~)!! ..
} __ ..,. .... ....,._._.....,..
I -.---------
r-•""' ....
'--'' ..._., ........ ---
? t~~-f---.----.... _.., .... I--· f-
/
( ..
$
__ ..,. ..... ..,_._.,_
~ _...._.., ...... _....._
·ft -~ .. l~ ---·a.:.. .... -..-....... J '" L:,; ~~--:----.;,.
-J·----. -J·
..._......,_ ___ .,,..,_, ___
·-· ·--.. ...... --....... ···--·-, • ... "'·--.. ~·~ ---..... w.--.---...... -.,
.__ ____ ...,.
•, ,: ..,,~, ... ,!J;
I
,. ~·· ·--..... .,.----·----'=-:?~ --· ---j:i -i,.. _,... . --..
) J I 10· ·7
-----~-~ --'~ ' "~ 1 :, .. "'' ~ --.._ ...... -.....,._ ..
--··----:-------vi a.-i.-. .............. -.-......,..._ -.._ ·~ ~
"' ! ~.-.w..--.-, ..... -. .......... _,, .,..._._,..,.._._...,._,....._,, ___ ..,.. __ ... --· -( ---· . ,, ·-· j ...... _
'!Ill----'" -=~ -·-1-~ '-1 _ .... .-..,._._..., __ ----·. .. ---• -a;
\.
U'O,• ~
---Ii,• ----
, __
' ~-
....... _.,.. ___ _
uo-. ·,
i . --.• ----'j \fi --:1.
'" i I ~ r.:2:··..__ ~=-II ------r--~=: f-~= ...

APPENDIX B.3

TW4 - SERIES

TABLE3
Temporary Perched Well Completion and Analytical Parameters
TW 4-1
Approximate screened 70-llO
interval (feet bis)
Depth to water1 (feet below 81.1
measuring point)
pH 6.80
Electrical conductivity 4,063
(rnS/cm)
Temperature (°C) 13 .1
Chloroform (µg/L) 5.8
(1 51 sampling)
Chloroform (µg/L) 1,100
(2"d sampling)
Chloroform (µg/L) 1,490
(3rd sampling)
Chloroform (µg/L) NS
(initial sampling of TW 4-4
and TW 4-6)
Chloroform (µg/L)
( 4 lh sampling)
(2°d sampling ofTW 4-4
2,320
and TW 4-6)
Note: J = Depth to water measured on January 3, 2000
2 = Depth to water measured on July 27, 2000
NS = not sampled
TW 4-2
80-120
76.4
7.06
3,581
14.4
2,510
5,520
NS
NS
5,220
S:S:\MRR\Chloroforminvestigation\GCIReportlgcireportrevl 100200 rev I.doc
TW 4-3 TW4-4 TW4-5 TW4-6
67-97 72-112 80-120 57.5-97.5
65.3 90S' 61.4 86.5i
6.72 NS 6.24 NS
3,655 2,100 1,787 3,487
13.4 14.8 14.5 15.0
702 NS 29.5 NS
834 NS 49 NS
NS NS NS NS
NS <0.5 NS <0.5
836 <1 124 <1
• 43 -
TW4-7 TW4-8 TW4-9
80-120 85-125 80-120
67.5 75.2 60.5
6.87 6.97 6.26
4,056 3,402 3,049
14.4 14.2 13.3
256 <l 4.2
616 21.8' 1.88
NS NS NS
NS NS NS
698 102 14.2
a,
TOP OF CASING ELEVATION 1 4 INCH DIA PVC CAP
=5631.39 FT AMSL ~
GROUND SURFACE ELEVATION _,_
=5629.53 FT AMSL 1 , 1
n~111~IT ~111~111~111~111~111~1-: Fi: CTF:_11""'1-""I ISI!l-""'I 1""1-""11jc:!:1-""11 i=1-""'111,:o-ml 11-=111-C!:!11""'1 1-:,:sl"""I I-ISITI!l l-""ITICIII 1--,, ,-, , ,-",-, ,,_, ,,_, ,,_,, ,-, " •. ,11,, ,111,, ,111,,,111~111,, ,111,,,111,, ,111,, ,ill,, ,111,,,111,, ,111,, ,111
• ~
10 -
20 -
30 -
40 -
50 -
1=' w w LL. ~ 60-
F
(]_ w
0 70 -
80 -
90 -
100 -
110 -
120 -
125 ~
55'
'
. ,i-----NOMINAL 7-7 /8 INCH DIA BOREHOLE
'
tc-to1---PORTLAND CEMENT GROUT
·,
~ t>l-1------CENTRALIZER .
-------4 INCH DIA SCH 40 FLUSH THREAD
PVC CASING • , .
~ t;,; ,,._.---BENTONITE SEAL
~ '~ 0 oO
~,-o o-~j-2 ,o-Jo== <I
~
0
== ----CENTRALIZER
~-~ == 0
\\'0 ==~1------FIL TER PACK (PEA GRAVEL) t%-;i== 0
'"o-fo-'ti-1:1::_~"1"!1-----4 INCH DIA SCH 40 FLUSH THREAD
(8 == 0.02 SLOT PVC SCREEN
\\'o-'s'-~o-o 0 ==~0 i.----CENTRALIZER fo-o i-t== 0
00-0 1\,0-Jo-o ,_o-
~0-0 o-i-o
95• ~8=={ ~---\l'o-o ,_, -
121 , lr== 2VcENTRALIZER
~~~f~y-f _-4 INCH DIA PVC CAP
TD=125' NOT TO SCALE
HYDRO
GEO
CHEM,INC. Approved
TW4-19
WELL CONSTRUCTION SCHEMATIC
Date Revised Date Reference: FIG. ss 8/30/02 7180208A 9
TW4-27
AS-BUILT WELL CONSTRUCTION SCHEMATIC
SJS 10/25/11 K:\7180272A Well Construction DiagramCHEM, INC.
GEO
HYDRO
Approved Date FigureReference
2

APPENDIX B.4

TWN - SERIES

APPENDIX C

INTERA SOIL BORING LOGS

H:\718000\hydrpt14\AppC_INTERA_logs\INTERA soil boring logs summary.doc
C-1
APPENDIX C
INTERA SOIL BORING LOGS SUMMARY

In May and June 2011, INTERA, Inc. installed 75 soil borings in the vicinity of the mill site.
Borings GP-01A1 through GP-02A1 and GP-01C through GP-07C were installed to the north
and south of the mill site and tailings cells; GP-01B through GP-48B were completed within and
immediately outside the area of the mill site. Borings were drilled by Earth Worx using the
Geoprobe push probe method. Soil samples for lithologic logging were collected using the
continuous dual tube method. Locations of soil borings are provided on Figures C.1 and C.2;
copies of the boring logs are provided in Appendix C.1.
Soil samples from the GP-A1 and GP-B series borings showed a consistent lithology. Depths of
refusal ranged from 2.7 ft bgs to 9.7 ft bgs. Yellowish-red, silty, fine sand predominated from the
ground surface to about four to six ft bgs, generally transitioning to pink, silty, fine sand or pink
sandstone to the depth of refusal. Roots were occasionally present in the top several feet of the
borings.
Soil samples from the GP-C series borings within or near the mill site showed more variable
lithology. Depths to refusal were deeper overall than in the GP-A1 and GP-B series borings, and
ranged from 1.7 to 24.5 ft bgs. Yellowish-red silty sand predominated in the upper portion of the
GP-C borings, from approximately four to 10 ft bgs, and was typically underlain by interbedded
reddish clay or clayey silt, and pinkish silt or silty sand to the depth of refusal. Gypsum
precipitate was commonly seen in the lower portions of the GP-C series borings, and fine gravel
was present in low proportions in multiple borings.

FIGURES
HYDRO
GEO
CHEM, INC.
APPROVED DATE REFERENCE FIGURE

APPENDIX C.1
INTERA SOIL BORING LOGS

07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
1
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-01A1
(Page 1 of 1)
Date/Time Started : 05/17/11
Date/Time Completed : 05/17/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/2.95
0.5/0.65
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-3.7' Silty SAND, reddish brown (5YR 4/4), very fine-grained sand, silt, poorly graded, very loose, dry, little white mottling, HCl strong
3.7-4.5' Silty SAND, pink (5YR 6/4), very fine-grained sand, silt, poorly graded, medium dense, dry, HCl strong
Total depth of boring 4.5' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
2
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-02A1
(Page 1 of 1)
Date/Time Started : 05/17/11
Date/Time Completed : 05/17/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.2
3.1/3.0
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.7' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl weak to moderate, little white mottling w/ HCl strong
4.7-7.1' Silty SAND, pink (5YR 7/3), very fine-grained sand, silt, poorly graded, dense, dry, HCl strong,
trace fine sand
Total depth of boring 7.1' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
3
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-03A1
(Page 1 of 1)
Date/Time Started : 05/17/11
Date/Time Completed : 05/17/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.0
2.8/3.1
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis (1)
0-4.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand, silt, poorly graded, loose, dry, root at top, HCl strong
4.0-6.8' Silty SAND, reddish yellow (6/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl strong, trace fine sand
Total depth of boring 6.8' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
4
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-04A1
(Page 1 of 1)
Date/Time Started : 05/17/11
Date/Time Completed : 05/17/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.6
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-3.7' Silty SAND, reddish brown (5YR 4/4), very fine-grained sand, silt, poorly graded, very loose, dry, little white mottling, HCl strong
3.7-4.0' Silty SAND, pink (5YR 6/4), very fine-grained sand, silt, poorly graded, medium dense, dry, HCl strong
Total depth of boring 4.0' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
5
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-05A1
(Page 1 of 1)
Date/Time Started : 05/17/11
Date/Time Completed : 05/17/11
Drilling Method : Geoprobe
Sampling Method : Continuous Duel Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/2.7
3.6/3.6
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-6.4' Silty SAND, yellow red (5YR 5/6), very fine-grained sand, silt, poorly graded, loose, roots at top, HCl moderate
6.4-7.6' Silty SAND, light brown gray (10YR 6/2), very fine-grained sand, silt, poorly graded, dense, dry, HCl strong, trace fine sand
Total depth of boring 7.6' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
6
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-06A1
(Page 1 of 1)
Date/Time Started : 05/17/11
Date/Time Completed : 05/17/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.1
4.0/3.8
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis (1)
0-5.9' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl moderate, trace roots at top, little white mottling w/ HCl strong
5.9-8.0' Silty SAND, very pale brown (10YR 8/4), very fine-grained sand, silt, poorly graded, dense, dry,
HCl strong, trace fine sand
Total depth of boring 8.0' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
7
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-07A1
(Page 1 of 1)
Date/Time Started : 05/17/11
Date/Time Completed : 05/17/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.0
4.0/3.3
1.7/1.8
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.9' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl strong, little white mottling, HCl strong 4 to 4.9' bgs
4.9-7.5' Silty SAND, pink (7.5YR 7/4), very fine-grained sand, silt, poorly graded, medium dense to
dense, dry, HCl strong, trace loose fine sand 7 to 7.5'
7.5-9.7' Silty SAND, pink (7.5YR 7/3), very fine-grained sand, silt, poorly graded, loose to dense, dry, HCl
strong, trace fine sand
Total depth of boring 9.7' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
8
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-08A1
(Page 1 of 1)
Date/Time Started : 05/17/11
Date/Time Completed : 05/17/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.3
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-3.5' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose, dry, trace gravel, roots at top, HCl none
3.5-4.0' Silty SAND, pink (7.5YR 8/4), very fine-grained sand, silt, poorly graded, dense, dry, HCl strong
Total depth of boring 4.0' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
9
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Duplicate sample collected. Sample interval was increased to 2 feet to
accommodate additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-09A1
(Page 1 of 1)
Date/Time Started : 05/17/11
Date/Time Completed : 05/17/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/2.95
4.0/3.75
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand, silt, poorly graded, loose, dry, HCl none, trace roots
4.0-8.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand trace fine-grained sand, silt, poorly graded, loose, HCl none, trace mica, trace white mottled w/ HCl strong
Total depth of boring 8.0' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
0
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-10A1
(Page 1 of 1)
Date/Time Started : 05/18/11
Date/Time Completed : 05/18/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
2.66/1.25
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-2' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl none to weak
2.0-2.7' Sand/Silty Sand, very pale brown (10YR 8/3), very fine-grained sand, trace silt, poorly graded,
loose, dry, subangular to subrounded, HCl none, little very fine sand
Total depth of boring 2.7' bgs (refusal)
US
C
S
SM
SP/SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
1
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Duplicate sample collected. Sample interval was increased to 2 feet to
accommodate additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-11A1
(Page 1 of 1)
Date/Time Started : 05/18/11
Date/Time Completed : 05/18/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.6
1.0/1.2
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-3.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl none
3.0-5.0' Silty SAND, yellowish red (5YR 5/8 & very pale brown 10YR 8/2), fine-grained sand, silt, poorly
graded, loose to medium dense, dry, some white mottling w/ HCl strong, mottled but little red or very pale
brown, HCl weak to medium, trace fine sand
Total depth of boring 5.0' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
2
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-12A1
(Page 1 of 1)
Date/Time Started : 05/18/11
Date/Time Completed : 05/18/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.2
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-2' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl none
2.0-4.0' Silty SAND, pink (5YR 7/4), very fine-grained sand, silt, poorly graded, medium dense loose to
medium dense, trace fine sand, dry, some white mottling w/ HCl strong
Total depth of boring 4.0' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
3
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-13A1
(Page 1 of 1)
Date/Time Started : 05/19/11
Date/Time Completed : 05/19/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.1
0.7/0.7
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, trace white mottling w/ HCl strong
4.0-4.7' Silty SAND, pink (5YR 7/4), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl strong, trace fine sand
Total depth of boring 4.7' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
4
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-14A1
(Page 1 of 1)
Date/Time Started : 05/19/11
Date/Time Completed : 05/19/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/2.9
2.9/1.9
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-5.8' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, trace white mottling w/ HCl strong, HCl none to weak
5.8-6.9' Silty SAND, pink (5YR 7/4 & yellowish red 5YR 5/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, some what mottling w/ HCl strong, trace fine sand
Total depth of boring 6.9' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
5
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-15A1
(Page 1 of 1)
Date/Time Started : 05/19/11
Date/Time Completed : 05/19/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.0
3.6/4.0
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-5.1' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, trace white mottling w/ HCl strong, HCl none to weak
5.1-7.6' Silty SAND, pink (5YR 7/4), very fine-grained sand, silt, poorly graded, medium dense, dry, trace
fine sand, HCl strong, some white mottling w/ HCl strong
Total depth of boring 7.6' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
6
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Duplicate sample collected. Sample interval was increased to 2 feet to
accommodate additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-16A1
(Page 1 of 1)
Date/Time Started : 05/19/11
Date/Time Completed : 05/19/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.7
3.1/3.3
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-3.1' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl none
3.1-7.1' Silty SAND, pink (5YR 7/4), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl strong, trace fine sand
Total depth of boring 7.1' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
7
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Notes:
Log of Soil Boring GP-17A1
(Page 1 of 1)
Date/Time Started : 05/18/11
Date/Time Completed : 05/18/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
3.2/2.9
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-2.5' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl weak
2.5-3.2' Silty SAND, pink (5YR 7/4), very fine-grainded sand, silt, loose to medium dense, dry, HCl strong, trace fine sand, little white mottling w/ HCl strong
Total depth of boring 3.2' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
8
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Notes:
Log of Soil Boring GP-18A1
(Page 1 of 1)
Date/Time Started : 05/18/11
Date/Time Completed : 05/18/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.0
3.3/3.1
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-6.9' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl strong, trace white mottling w/ HCl strong, trace roots at top
6.9-7.3' Silty SAND, pink (5YR 7/4), very fine-grainded sand, silt, poorly graded, loose to medium dense,
dry, HCl strong, trace fine sand
Total depth of boring 7.3' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
9
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Duplicate sample collected. Sample interval was increased to 2 feet to
accommodate additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-19A1
(Page 1 of 1)
Date/Time Started : 05/18/11
Date/Time Completed : 05/18/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.9
4.0/4.0
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-6.0' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl none to weak, little white mottling w/ HCl strong
6.0-8.0' Silty SAND, pink (5YR 7/4), very fine-grainded sand, silt, poorly graded, loose to medium dense, dry, HCl strong, trace fine sand, sand & fine gravel 7.9-8.0' bgs
Total depth of boring 8.0' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
re
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
2
0
A
1
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Notes:
Log of Soil Boring GP-20A1
(Page 1 of 1)
Date/Time Started : 05/18/11
Date/Time Completed : 05/18/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.0
1.1/1.3
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-3.1' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl none
3.1-5.1' Silty SAND, pink (5YR 7/4), very fine-grainded sand, silt, loose to medium dense, dry, HCl weak to strong, little white mottling w/ HCl strong, trace fine sand
Total depth of boring 5.1' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
1
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-01B
(Page 1 of 1)
Date/Time Started : 06/12/11
Date/Time Completed : 06/12/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.15
0.4/0.6
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-3.1' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~70%), poorly graded, loose to dense, dry, HCl strong, mottling common
3.1-4.4' Silty Gravelly SAND, pinkish gray (5YR 7/2), very fine- to coarse-grained sand (~60%), gravel to 0.1" diameter (~30%), well graded, angular to subrounded, very loose, non-plastic, dry, no HCl
Total depth of boring 4.4' bgs (refusal)
US
C
S
SM
SW/SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
2
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-02B
(Page 1 of 1)
Date/Time Started : 06/12/11
Date/Time Completed : 06/12/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/1.5
4.0/3.8
3.8/3.5
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-3.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~65%), poorly graded, subangular to subrounded, loose, dry, HCl strong, roots abundant top 0.5'
3.0-7.0' Lean CLAY, light reddish brown (5YR 6/3), very fine-grained sand (~25%), subangular to
subrounded, soft, medium plastic, moist, HCl moderate
7.0-11.8' Clayey SAND, light reddish brown (5YR 6/3), very fine-grained sand (~60%), poorly graded, subangular to subrounded, loose to dense, medium plastic, moist, HCl strong
Total depth of boring 11.8' bgs (refusal)
US
C
S
SM
CL
SC
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
3
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-03B
(Page 1 of 1)
Date/Time Started : 06/12/11
Date/Time Completed : 06/12/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.2
4.0/4.0
1.6/2.2
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~80%), poorly graded, subangular to subrounded, loose, dry, HCl strong, mottling common
4.0-8.6' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~60%), poorly graded, subangular
to subrounded, loose, moist, HCl strong, mottling common
8.6-9.6' Lean CLAY, pink (5YR 7/4), very fine-grained sand (~25%), subangular to subrounded, soft, moderately plastic, moist, HCl strong
Total depth of boring 9.6' bgs (refusal)
US
C
S
SM
CL
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
4
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-04B
(Page 1 of 1)
Date/Time Started : 06/12/11
Date/Time Completed : 06/12/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.3
0.8/1.1
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~70%), poorly graded, subangular to subrounded, loose, dry, HCl weak, mottling common, roots in top 0.3'
4.0-4.6' SILT, red (2.5YR 5/6), very fine-grained sand (~25%), loose, non-plastic, non-cohesive, dry, HCl
strong
Total depth of boring 4.8' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
5
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-05B
(Page 1 of 1)
Date/Time Started : 06/08/11
Date/Time Completed : 06/08/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.0
4.0/3.4
4.0/3.9
1.3/1.3
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-6.5' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~70%), poorly graded, subangular to subrounded, loose, dry, HCl strong, white mottling common, roots in top 1.3'
6.5-13.3' Clayey SILT, yellowish brown (10YR 5/4), loose to dense, non- to slightly plastic, dry to moist, HCl slight, gypsum stringers and precipitate common
Total depth of boring 13.3' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
6
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-06B
(Page 1 of 1)
Date/Time Started : 06/07/11
Date/Time Completed : 06/07/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.0
4.0/4.0
4.0/4.0
1.8/1.8
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-1.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~80%), poorly graded, angular to subrounded, very loose, dry, no HCl
1-4' HCl strong and 5YR 4/4
4.0-8.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~80%), poorly graded, angular to
subrounded, very loose, dry, HCl
8.0-12' Clayey SILT, yellowish brown (10YR 5/4), poorly graded, loose, non-plastic, dry to moist, HCl slight
12-13.8' Clayey SILT, yellowish brown (10YR 5/4), poorly graded, loose, non-plastic, dry, HCl slight, laminated
Total depth of boring 13.8' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
7
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to
accommodate for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-07B
(Page 1 of 1)
Date/Time Started : 06/09/11
Date/Time Completed : 06/09/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.5
4.0/3.5
2.8/4.0
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~70%), poorly graded, subangular to subrounded, loose, dry, HCl strong, white mottling common
4.0-8.0' Silty SAND, reddish brown (5YR 5/4), very fine-grainded sand (~80%), poorly graded,
subangular to subrounded, loose, dry, HCl strong, white mottling common
8.0-10.2' Silty SAND, reddish brown (5YR 5/4), very fine-grainded sand (~60%), poorly graded, subangular to subrounded, slightly dense, dry, HCl strong, white mottling common
10.2-10.8' SILT, pink (5YR 7/4), very dense to hard, non-plastic, dry, HCl strong
Total depth of boring 10.8' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
8
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-08B
(Page 1 of 1)
Date/Time Started : 06/09/11
Date/Time Completed : 06/09/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.6
4.0/3.9
4.0/4.0
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
Road base
0.8-4.0' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~80%), poorly graded, subangular
to subrounded, dense, dry, HCl strong, white mottling throughout
4.0-8.0' SILT, pink (5YR 7/4), trace very fine-grained sand, loose, non-plastic, dry, HCl strong
8.0-11.3' Silty SAND, pink (5YR 7/4), very fine-grained sand (~60%), poorly graded, subangular to subrounded, loose to dense, dry, HCl strong
11.3-12' SILT, pink (5YR 7/4), very dense, hard, non-plastic, dry, HCl strong
Total depth of boring 12' bgs (refusal)
US
C
S
SM
ML
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
9
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-09B
(Page 1 of 1)
Date/Time Started : 06/09/11
Date/Time Completed : 06/09/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/2.2
4.0/3.75
3.4/3.4
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, reddish brown (5YR 5/4), very fine-grained sand (~60%), poorly graded, subangular to subrounded, loose, dry, HCl strong, white mottling common
4.0-8.0' Silty SAND, reddish brown (5YR 5/4), very fine-grained sand (~80%), poorly graded,
subangular to subrounded, loose, dry, HCl strong, white mottling common
8.0-10.8' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~70%), poorly graded, subangular to subrounded, slightly dense, dry to moist, HCl strong, white mottling common
10.8-11.4' SILT, pink (5YR 7/4), very dense, hard, non-plastic, dry, HCl strong
Total depth of boring 11.4' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
0
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-10B
(Page 1 of 1)
Date/Time Started : 06/09/11
Date/Time Completed : 06/09/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.6
4.0/4.0
4.0/4.0
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~60%), poorly graded, subangular to subrounded, loose, dry, HCl strong, white mottling common
4.0-8.0' Silty SAND, reddish brown (5YR 5/4), very fine-grained sand (~60%), poorly graded,
subangular to subrounded, loose, dry, HCl strong, white mottling common
8.0-11.5' Silty SAND, reddish brown (5YR 5/4), very fine-grained sand (~60%), poorly graded, loose to dense, dry, HCl strong, white mottling common
11.5- 12' SILT, pink (5YR 7/4), very dense, hard, dry, HCl strong
Total depth of boring 12' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
1
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-11B
(Page 1 of 1)
Date/Time Started : 06/07/11
Date/Time Completed : 06/07/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.2
4.0/3.2
4.0/3.2
0.1/0.1
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-2.0' Silty SAND, reddish brown (5YR 4/4), very fine-grained sand (~60%), poorly graded, subangular to subrounded, very loose, dry, HCl slight, roots
2.0-4.0' Silty SAND, light reddish brown (5YR 6/3), very fine-grained sand (~60%), poorly graded,
subangular to subrounded, very loose, dry, HCl strong
4.0-7.0' Silty SAND, light reddish brown (5YR 6/3), very fine-grained sand (~60%), poorly graded,
subangular to subrounded, very loose, dry, HCl strong
7.0-12.1' Clayey SILT, pinkish gray (7.5YR 6/2), loose to dense, non-plastic, dry, HCl strong, white mottling common, laminated
Total depth of boring 12.1' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
2
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-12B
(Page 1 of 1)
Date/Time Started : 06/07/11
Date/Time Completed : 06/07/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.5
4.0/3.1
4.0/3.4
0.4/0.4
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-1.5' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand, poorly graded, subangular to subrounded, very loose, dry, no HCl 0-1.5' bgs, HCl slight
1.5-8.0' Silty SAND, reddish brown (5YR 5/4), very fine-grained sand, poorly graded, subangular to
subrounded, very loose, dry, HCl slight, laminated
8.0-12.4' Clayey SILT, light olive brown (2.5YR 4/3), poorly graded, loose, non-plastic, dry, HCl, laminated, gypsum precipitate throughout
10.5-12' 5-10mm gypsum stringers
Total depth of boring 12.4' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
3
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-13B
(Page 1 of 1)
Date/Time Started : 06/07/11
Date/Time Completed : 06/07/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.6
4.0/4.0
4.0/4.0
1.8/1.8
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-1.5' Silty SAND, yellowish red brown (5YR 4/6), very fine-grained sand, poorly graded, subangular to subrounded, very loose, dry, HCl slight
1.5-6.2' Silty SAND, light reddish brown (5YR 6/3), very fine-grained sand, poorly graded, subangular to
subrounded, very loose, dry, HCl slight
6.2-8.0' Clayey SILT, reddish brown (5YR 5/4), trace very fine-grained sand, loose to dense,
non-plastic, dry to moist, HCl strong, white mottling throughout
8.0-12' Clayey SILT, dark grayish brown (10YR 4/2), dense, slightly plastic, dry, HCl weak, thin bedding
12-13.8' Clayey SILT, light yellowish brown (10YR 6/4), loose, non-plastic, dry, HCl slight, thin bedding
Total depth of boring 13.8' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
4
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-14B
(Page 1 of 1)
Date/Time Started : 06/07/11
Date/Time Completed : 06/07/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.0
4.0/3.0
4.0/3.5
2.0/2.0
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand, poorly graded, subangular to subrounded, very loose, dry, no HCl
quartz fragments 4.0-4.7' bgs
4.7-8.0' Silty SAND, reddish yellow (2.5YR 6/6), very fine-grained sand, poorly graded, loose to dense,
dry, HCl moderate, white mottling throughout
8.0-12' Clayey SILT, brown (7.5YR 5/2), poorly graded, loose to dense, non-plastic, dry, HCl slight
12-14' Clayey SILT, yellowish brown (10YR 5/6), poorly graded, loose to dense, non-plastic, dry, HCl slight
Total depth of boring 14' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
5
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-15B
(Page 1 of 1)
Date/Time Started : 06/08/11
Date/Time Completed : 06/08/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.4
4.0/3.4
4.0/2.8
4.0/4.0
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-3.5' Silty SAND, yellowish red (5YR 4/6), very fine- to medium-grained sand (~80%), well graded, angular to subrounded, loose, dry to moist, HCl moderate, minor white mottling
3.5-4.0' Clayey SILT, light reddish brown (5YR 6/4), poorly graded, dense, slightly plastic, moist, HCl
moderate
4.0-10' Silty SAND, yellowish red (5YR 4/6), very fine-grainded sand (~75%), poorly graded, subangular
to subrounded, loose, dry to moist, HCl strong, white mottling throughout
10-12' CLAY, yellowish red (5YR 4/6), dense, low to medium plastic, cohesive, moist, HCl slight
12-16' CLAY, pale brown (10YR 6/3), very dense, low plastic, slightly cohesive, dry, HCL moderate, minor FeO staining
Total depth of boring 16' bgs (refusal)
US
C
S
SM
ML/CL
SM
CL
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
6
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-16B
(Page 1 of 1)
Date/Time Started : 06/08/11
Date/Time Completed : 06/08/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.0
4.0/3.2
4.0/3.1
4.0/4.0
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-5.5' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~75%), poorly graded, subangular to subrounded, loose, dry to moist, no HCl
5.5-8.0' Silty SAND, reddish yellow (5YR 6/6), very fine-grained sand (~60%), poorly graded, subangular to subrounded, loose, dry, HCl strong, white mottling throughout
8.0-11.3' CLAY, reddish yellow (5YR 6/6), hard, medium plastic, cohesive, dry to moist w/ increasing
moisture towards base of interval, HCl strong
11.3-16' CLAY, pale brown (10YR 6/3), very hard, slightly plastic, slightly cohesive, moist, HCl strong
Total depth of boring 16' bgs (refusal)
US
C
S
SM
CL
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
7
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-17B
(Page 1 of 1)
Date/Time Started : 06/09/11
Date/Time Completed : 06/09/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.6
4.0/3.85
4.0/3.65
4.0/3.4
2.6/2.6
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-1.4' FILL
1.4-12' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~75%), poorly graded, subangular to subrounded, loose, dry, HCl moderate, white mottling common
12-15.6' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~60%), poorly graded, subangular to subrounded, loose, moist, HCl strong, white mottling common
15.6-16' SILT, very pale brown (10YR 7/4), hard, non-plastic, non-cohesive, dry, HCl moderate
16-18' Lean CLAY, yellowish red (5YR 5/6), very fine-grained sand (~30%), subrounded, soft, slightly plastic, slightly cohesive, moist, HCl slight
18-18.6' SILT, very pale brown (10YR 7/4), hard, non-plastic, non-cohesive, dry, HCl moderate
Total Depth of Boring 18.6' bgs (refusal)
US
C
S
SM
ML
ML/CL
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
8
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-18B
(Page 1 of 1)
Date/Time Started : 06/09/11
Date/Time Completed : 06/09/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/4.0
4.0/3.8
4.0/3.8
4.0/3.25
2.5/2.85
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-1.5' FILL
1.5-12' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~75%), poorly graded, subangular
to subrounded, loose, dry, HCl strong, white mottling common, caliche rich 10-10.5' bgs
12-16' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~75%), poorly graded, subangular to subrounded, loose, slightly moist with moisture increasing w/ depth, HCl strong, occasional white mottling
16-17.9' Sandy Silty CLAY, yellowish red (5YR 5/6), very fine-grained sand (~30%), soft, slightly plastic, slightly cohesive, moist, HCl slight
17.9-18.5' SILT, very pale brown (10YR 7/4), hard, non-plastic, non-cohesive, dry, HCl strong, shale
Total depth of boring 18.5' bgs (refusal)
US
C
S
SM
ML/CL
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
1
9
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-19B
(Page 1 of 1)
Date/Time Started : 06/09/11
Date/Time Completed : 06/09/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.85
4.0/3.85
4.0/3.95
4.0/3.8
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-2.5' FILL
2.5-12' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~75%), poorly graded, subangular to subrounded, loose, dry, HCl moderate, occasional white mottling
12-17.1' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~60%), poorly graded, subangular to subrounded, loose to dense, slightly moist to moist increasing w/ depth, HCl strong, occasional white mottling
17.1-17.9' SILT, very pale brown (10YR 7/4), very dense, hard, non-plastic, dry, HCl strong, weathered
shale
Total depth of boring 17.9' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
2
0
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-20B
(Page 1 of 1)
Date/Time Started : 06/09/11
Date/Time Completed : 06/09/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/4.0
4.0/3.9
4.0/3.5
4.0/3.2
1.4/1.4
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-1.0' FILL
1.0-12' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~70%), poorly graded, subangular to subrounded, loose, dry, HCl moderate, occasional white mottling
12-16' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~60%), poorly graded, subangular to subrounded, loose, moist, HCl moderate, occasional white mottling
16-16.7' Sandy Lean CLAY, very fine-grained sand (~15%), yellowish red (5YR 5/6), soft, medium plastic, medium cohesive, very moist, HCl slight
16.7-17.4' SILT, very pale brown (10YR 7/4), hard, non-plastic, dry, HCl strong, shale
Total depth of boring 17.4' bgs (refusal)
US
C
S
SM
CL
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
2
1
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-21B
(Page 1 of 1)
Date/Time Started : 06/12/11
Date/Time Completed : 06/12/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/2.3
2.7/2.9
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.5' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~70%), poorly graded, subangular to subrounded, loose, moist, HCl weak, gravel from 3.8-4.0'
4.5-5.5' Silty SAND, pink (5YR 7/3), very fine-grained sand (~60%), poorly graded, subrounded, loose,
slightly cohesive, wet, HCl moderate
5.5-6.7' Sandy SILT, light yellowish brown (10YR 6/4), very fine-grained sand (~15%), poorly graded,
subrounded, loose, dry, thin bedding, HCl strong
Total depth of boring 6.7' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
2
2
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-22B
(Page 1 of 1)
Date/Time Started : 06/12/11
Date/Time Completed : 06/12/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.2
4.0/2.9
0.9/1.9
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~75%), poorly graded, subrounded, loose, dry to slightly moist, HCl no to weak
4.0-7.6' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~60%), poorly graded,
subrounded, loose, moist to very moist, HCl weak
7.6-8.0' SILT, pink (5YR 8/3), very fine-grained sand (~25%), poorly graded, subrounded, dense, slightly cohesive, moist, HCl strong8.0-8.9' SILT, brownish yellow (10YR 6/6), very fine-grained sand (~25%), poorly graded, subrounded,
loose, slightly moist, HCl weak, thin bedding
Total depth of boring 8.9' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
2
3
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-23B
(Page 1 of 1)
Date/Time Started : 06/11/11
Date/Time Completed : 06/11/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.2
4.0/2.5
4.0/2.0
3.3/2.3
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-2.0' Silty SAND, reddish gray (5YR 5/2), very fine- to coarse-grained sand, well graded, angular to subrounded, loose, non-plastic, dry, HCl moderate
2.0-4.0' Lean CLAY w/ Sand, brownish yellow (10YR 6/6), fine- to coarse-grained sand (~20%), well
graded, angular to subrounded, hard, slightly plastic, moist, HCl slight, burned (ash?) layer from 2.0-2.2'
bgs
4.0-15.3' Sandy Lean CLAY, reddish brown (5YR 5/4), fine- to coarse-grained sand (~30%), up to 0.05'
diameter gravel (<10%), well graded, angular to subrounded, soft, low to moderate plastic, moist, HCl
weak
Total depth of boring 15.3' bgs (refusal)
US
C
S
SW/SM
CL
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
2
4
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-24B
(Page 1 of 1)
Date/Time Started : 06/11/11
Date/Time Completed : 06/11/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.7
4.0/2.7
4.0/2.5
0.8/0.8
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-8.0' Clayey Gravelly SAND, dark yellowish brown, (10YR 4/4), very fine- to coarse-grained sand (~75%), up to 0.04' diameter gravel (~15%), soft, slightly plastic, moist, HCl weak
8.0-11.3' Sandy Gravelly SILT, brown (10YR 5/3), fine- to coarse-grained sand (~30%), up to 0.02'
diameter gravel (~10%), soft, slightly plastic, moist, HCl weak
11.3-12.5' Silty SAND, brownish yellow (10YR 6/6), very fine- to fine-grained sand (~70%), well graded,
subangular to subrounded, dense, dry, no HCl, gypsum precipitate throughout
12.5-12.8' Silty SAND, yellowish red (5YR 4/6), very fine- to fine-grained sand (~80%), poorly graded, subangular to subrounded, loose, wet, HCl weak
Total depth of boring 12.8' bgs (refusal)
US
C
S
SW/SC
ML
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
2
5
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-25B
(Page 1 of 1)
Date/Time Started : 06/08/11
Date/Time Completed : 06/08/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.1
4.0/3.6
4.0/3.8
4.0/4.0
3.4/3.4
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-0.75' Road base gravel
0.75-11.7' Silty SAND, reddish yellow (5YR 6/6), very fine-grained sand (~65%), poorly graded,
subangular to subrounded, loose to dense, dry to 10.9' bgs, moist to 11.7' bgs, HCl strong, occasional
white mottling
11.7-13.3' CLAY, reddish yellow (5YR 6/6), dense, plastic to very plastic, cohesive, slightly moist, HCl
strong
13.3-19.4' CLAY, pale brown (10YR 6/3), dense, slightly plastic, slightly cohesive, dry, HCl slight, weathered shale, platy shale fragments increasing w/ depth, weathered shale w/ shale fragments
Total depth of boring 19.4' bgs (refusal)
US
C
S
SM
CL/CH
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
2
6
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-26B
(Page 1 of 1)
Date/Time Started : 06/09/11
Date/Time Completed : 06/09/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.3
4.0/3.3
4.0/3.6
4.0/4.0
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-0.3' Road base gravel
0.3-4.0' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~60%), poorly graded, subangular to subrounded, dense, moist, HCl strong, white mottling common
4.0-10.1' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~80%), poorly graded,
subangular to subrounded, dense, dry to moist, HCl moderate, white mottling common
10.1-13' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~70%), poorly graded, subangular
to subrounded, dense, moist, HCl moderate
13-16' SILT, yellowish brown (10YR 5/4), very dense, hard, dry, HCl strong
Total depth of boring 16' bgs (refusal)
US
C
S
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
2
7
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-27B
(Page 1 of 1)
Date/Time Started : 06/10/11
Date/Time Completed : 06/10/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.2
4.0/3.3
4.0/3.6
2.6/2.6
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~80%), poorly graded, subangular to subrounded, loose, dry, HCl moderate, mottling common
4.0-11.8' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~70%), poorly graded,
subangular to subrounded, loose, moist, HCl weak, mottling rare
11.8-13' Clayey SAND, yellowish red (5YR 4/6), very fine-grained sand, subrounded, loose, slightly
plastic, moist, HCl strong, mottling throughout
13-14.6' Sandy SILT, yellowish brown (10YR 5/6), very fine-grained sand (~25%), subrounded, loose,
non-plastic, non-cohesive, dry, HCl strong
Total depth of boring 14.6' bgs (refusal)
US
C
S
SM
SC
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
2
8
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-28B
(Page 1 of 1)
Date/Time Started : 06/10/11
Date/Time Completed : 06/10/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.3
4.0/3.0
4.3/3.4
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-7.4' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~60%), poorly graded, subangular to subrounded, loose, moist, HCl weak to strong
7.4-7.7' Lean CLAY w/ Sand, very dark gray (5YR 3/1), very fine-grained sand (~15%), soft, plastic, moist, HCl weak
7.7-12' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~80%), poorly graded, subangular to subrounded, loose, moist, HCl weak, occasional mottling
12-12.3' Clayey SAND, very pale brown (10YR 7/3), very fine-grained sand w/ plastic fines, poorly graded, subangular to subrounded, loose, slightly plastic, moist, HCl strong
Total depth of boring 12.3' bgs (refusal)
US
C
S
SM
CL
SM
SC
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
2
9
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-29B
(Page 1 of 1)
Date/Time Started : 06/10/11
Date/Time Completed : 06/10/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/2.95
4.0/3.0
4.0/3.25
2.4/2.6
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-1.3' Road base
1.3-3.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~80%), poorly graded, subangular to subrounded, loose, dry, HCl moderate, white mottling throughout
3.0-4.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~80%), poorly graded, subangular to subrounded, loose, moist, gravel and wood fragments common, HCl moderate,
4.0-12' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~70%), poorly graded, subangular
to subrounded, loose, dry to moist, HCl weak, occasional mottling
12-13.2' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~60%), poorly graded, subangular to subrounded, loose, moist, HCl moderate
13.2-14.4' Silty SAND, yellowish brown (10YR 5/4), very fine-grained sand (~60%), poorly graded, subangular to subrounded, dense, moist, HCl moderate
Total depth of boring 14.4' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
3
0
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-30B
(Page 1 of 1)
Date/Time Started : 06/10/11
Date/Time Completed : 06/10/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.3
4.0/3.15
4.0/3.3
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-7.1' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~70%), poorly graded, subangular to subrounded, loose, dry to moist, HCl weak, occasional mottling
7.1-7.2' Clayey SAND w/ low plastic fines, dark reddish brown (5YR 3/4), very fine-grained sand, poorly graded, subrounded, soft, slightly plastic, moist, HCl moderate
7.2-12' Silty SAND, Yellowish red (5YR 4/6), very fine-grained sand (~60%), poorly graded,
subrounded, loose, moist, HCl none to weak
12-13.1' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~60%), poorly graded, subrounded, loose, wet, HCl moderate
Total depth of boring 13.1' bgs (refusal)
US
C
S
SM
SC
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
3
1
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-31B
(Page 1 of 1)
Date/Time Started : 06/08/11
Date/Time Completed : 06/08/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.1
1.6/1.6
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.7' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~65%), poorly graded, subangular to subrounded, very loose, dry, HCl moderate, white mottling throughout
4.7-5.6' SAND w/ minor Silt, pinkish gray (7.5YR 6/2), very fine- to fine-grained sand, poorly to well
graded, subangular to subrounded, very loose, moist, HCl strong
Total depth of boring 5.6' bgs (refusal)
US
C
S
SM
SP/SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
3
2
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-32B
(Page 1 of 1)
Date/Time Started : 06/08/11
Date/Time Completed : 06/08/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/2.9
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~60%), poorly graded, subangular to subrounded, very loose, dry to moist increasing w/ depth, HCl moderate
Total depth of boring 4.0' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
3
3
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-33B
(Page 1 of 1)
Date/Time Started : 06/08/11
Date/Time Completed : 06/08/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
1
2
3
4
5
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
1.7/1.7
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-1.2' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~75%), poorly graded, subangular to subrounded, very loose, dry, HCl moderate, minor white mottling
1.2-1.7' SAND w/ minor Silt, pinkish gray (5YR 6/2), very fine- to fine-grained sand, poorly to well
graded, subangular to subrounded, very loose, dry, HCl strong
Total depth of boring 1.7' bgs (refusal)
US
C
S
SM
SP/SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
3
4
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-34B
(Page 1 of 1)
Date/Time Started : 06/08/11
Date/Time Completed : 06/08/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
3.8/2.7
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-3.0' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~65%), poorly graded, subangular to subrounded, loose, dry to moist, HCl slight, minor roots 0-0.8' bgs
3.0-3.8' SAND w/ minor silt, pinkish gray (5YR 6/2), very fine- to fine-grained sand, poorly to well
graded, subangular to subrounded, very loose, moist, HCl strong
Total depth of boring 3.8' bgs (refusal)
US
C
S
SM
SP/SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
3
5
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-35B
(Page 1 of 1)
Date/Time Started : 06/11/11
Date/Time Completed : 06/11/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.5
4.0/1.8
4.0/2.7
4.0/3.7
2.9/2.8
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' SAND w/ gravel FILL, dark reddish brown (5YR 3/3), fine- to coarse-grained sand, gravel to 0.06' diameter, well graded, angular to subrounded, loose, dry, HCl moderate
4.0-11' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~75%), poorly graded, subrounded,
loose, moist, HCl moderate, mottling common
11-12' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~75%), poorly graded, subrounded,
dense, moist, HCl weak
12-17.4' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~75%), poorly graded, subrounded, loose, moist to wet near bottom of interval. HCl weak
17.4-18.9' Clayey SILT, yellowish brown (10YR 5/4), dense, slightly plastic, moist, HCl strong
Total depth of boring 18.9' bgs (refusal)
US
C
S
SW
SM
ML/CL
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
3
6
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-36B
(Page 1 of 1)
Date/Time Started : 06/11/11
Date/Time Completed : 06/11/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.5
4.0/2.6
4.0/2.8
4.0/3.4
9.3/3.1
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-2.5' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~60%), poorly graded, loose, dry, HCl moderate, mottling common
2.5-11' Clayey Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~60%), poorly graded, subrounded, loose, soft, slightly plastic, moist, HCl moderate
11- 13' Clayey Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~60%), poorly graded,
subrounded, dense, slightly plastic, moist, no HCl
13-18.3' Silty SAND, reddish yellow ( 5YR 6/8), very fine-grained sand (~70%), poorly graded,
subrounded, loose, dry to moist increasing with depth, HCl strong, mottling common
18.3-19.3' SILT, light gray (10YR 7/2), very fine-grained sand (~30%), subrounded, dense, non-plastic,
dry, HCl strong, FeO staining
Total depth of boring 19.3' bgs (refusal)
US
C
S
SM
SM/SC
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
3
7
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-37B
(Page 1 of 1)
Date/Time Started : 06/11/11
Date/Time Completed : 06/11/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.3
4.0/3.2
4.0/4.0
4.0/4.0
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~60%), poorly graded, subrounded, loose, dry, HCl strong, mottling throughout
4.0-9.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~70%), poorly graded,
subrounded, loose, moist, HCl slight, occasional mottling
9.0'-13.2' Clayey SAND, yellowish red (5YR 5/6), very fine-grained sand (~60%), poorly graded,
subrounded, soft, slightly plastic, moist, HCl strong, ~30% motttling
13.2-16' Clayey SILT, yellowish brown (10YR 5/6), soft to hard, slightly plastic, moist, HCl strong, ~5% mottling
Total depth of boring 16' bgs (refusal)
US
C
S
SM
SC
ML/CL
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
3
8
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-38B
(Page 1 of 1)
Date/Time Started : 06/11/11
Date/Time Completed : 06/11/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.3
4.0/3.3
4.0/3.1
4.0/4.0
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-5.0' Silty SAND, yellowish red (5YR 5/8), very fine-grained sand (~70%), poorly graded, subrounded, loose, dry, HCL strong, mottling common
5.0-11.9' Silty SAND, yellowish red (5YR 5/8), very fine-grained sand (~60%), poorly graded, subrounded, dense, moist, HCl weak
11.9-16' Clayey SILT, yellowish brown (10YR 5/6), soft to hard, slightly plastic, moist, massive-transitions to platy structure near bottom of interval, HCl slight
Total depth of boring 16' bgs (refusal)
US
C
S
SM
ML/CL
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
3
9
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-39B
(Page 1 of 1)
Date/Time Started : 06/12/11
Date/Time Completed : 06/12/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.6
4.0/4.0
4.0/4.0
2.2/3.4
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-6.6' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~70%), poorly graded, subrounded, loose, dry to moist, HCL none 0-4' bgs & strong 4-6.6' bgs, mottling common 4-6.6' bgs
6.6-11' Lean CLAY, reddish brown (5YR 5/3), very fine-grained sand (~15%), poorly graded, subrounded soft, slightly plastic to plastic, moist, HCl strong
11-12.8' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~60%), poorly graded,
subrounded, loose, moist w/ moisture increasing with depth, HCl weak
12.8-14.2' Sandy SILT, gray (10YR 5/1), very fine-grained sand (~30%), poorly graded, subrounded, dense, dry, HCl weak, thin bedding to platy, FeO common 12.8-13.6' bgs
Total depth of boring 14.2' bgs (refusal)
US
C
S
SM
CL
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
4
0
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-40B
(Page 1 of 1)
Date/Time Started : 06/12/11
Date/Time Completed : 06/12/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.3
4.0/4.0
4.0/3.9
1.6/1.8
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~70%), poorly graded, subrounded, loose, dry to moist, HCL moderate
4.0-8.0' Sandy Silty Lean CLAY, yellowish red (5YR 5/6), very fine-grained sand (~20%), poorly graded,
subrounded, soft, slightly plastic, moist, HCl moderate, occasional mottling
8.0-13' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~60%), poorly graded, subrounded,
loose, moist, HCl moderate, occasional mottling
13-13.6' Sandy SILT, yellowish brown (10YR 5/4), very fine-grained sand (~30%), poorly graded,
subrounded, soft, slightly plastic, moist, HCl moderate
Total depth of boring 13.6' bgs (refusal)
US
C
S
SM
ML/CL
SM
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
4
1
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-41B
(Page 1 of 1)
Date/Time Started : 06/11/11
Date/Time Completed : 06/11/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
25
30
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/2.4
4.0/2.8
4.0/3.0
4.0/2.8
4.0/2.7
4.0/3.8
0.5/0.9
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-6.5' SAND, pale yellow (5Y 8/2), very fine- to fine-grained sand (~85%), poorly graded, subangular to subrounded, dense, dry, HCl none
6.5-19' Silty SAND, light brown (7.5YR 6/3) to pinkish gray (7.5YR 7/2), very fine-grained sand (~60%), poorly graded, subangular to subrounded, loose, dry, HCl none, thin bedded, occasional sandstone fragments, occasional FeO stains
19-24.5' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~60%), poorly graded, subrounded, loose, dry, HCl strong, mottling common
Total depth of boring 24.5' bgs (refusal)
US
C
S
SP
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
4
2
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-42B
(Page 1 of 1)
Date/Time Started : 06/11/11
Date/Time Completed : 06/11/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.4
4.0/3.8
0.5/1.1
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-5.5' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~65%), poorly graded, subangular to subrounded, loose, dry to moist, HCl strong, mottling common
5.5-8.0' Clayey Silty SAND, reddish brown (5YR 5/4), very fine-grained sand, poorly graded,
subrounded, dense, slightly plastic, moist, HCl strong, mottling common
8.0-8.5' Silty CLAY, dark reddish brown (5YR 3/2), soft, slightly plastic to plastic, non-cohesive, dry, HCl strong, weathered shale, thin bedding
Total depth of boring 8.5' bgs (refusal)
US
C
S
SM
SM/SC
ML/CL
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
4
3
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-43B
(Page 1 of 1)
Date/Time Started : 06/11/11
Date/Time Completed : 06/11/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.5
4.0/4.0
1.7/1.9
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-1.8' Fill
1.8-4.0' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~65%), poorly graded,
subrounded, loose, dry, HCl moderate
4.0-5.8' Well Graded GRAVEL, very pale brown (10YR 2/3), fine- to medium-grained sand (~10%),
gravel (~40%), well graded, subangular to subrounded, very loose, non-plastic, dry, HCl moderate
5.8-8.4' Clayey SAND, yellowish red (5YR 4/6), very fine-grained sand (~60%), poorly graded, subrounded, dense, plastic, moist, HCl strong
8.4-9.7' SILT, light yellowish brown (10YR 6/4), soft, non-plastic, non-cohesive, moist, HCl strong
Total depth of boring 9.7' bgs (refusal)
US
C
S
SM
GW/GM
SC
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
4
4
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-44B
(Page 1 of 1)
Date/Time Started : 06/10/11
Date/Time Completed : 06/10/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
15
20
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/2.3
4.0/2.8
4.0/3.7
4.0/3.5
2.4/3.1
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, pale brown (10YR 6/3), very fine- to medium-grained sand (~80%), well graded, subrounded, loose, dry, HCl moderate, fine crystals precipitate throughout
4.0-6.0' Clayey Sitly SAND, very pale brown (10YR 7/4), very fine-grained sand (~60%), poorly graded,
subrounded, loose, slightly plastic, dry, HCL none, small rocks, wood scattered throughout
6.0-8.0' Clayey Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~60%), poorly graded,
subrounded, slightly plastic, moist, HCl weak
8.0-12' Lean CLAY, dark reddish brown (5YR 3/2), silt, soft, slightly plastic, moist, HCl weak
12-14.3' Sandy Lean CLAY, dark reddish brown (5YR 3/2), very fine-grained sand (~20%), poorly graded, subrounded, very soft, plastic to very plastic, very cohesive, moist, HCl weak
14.3-16' Lean CLAY, gray to blueish gray (2 6/1), hard, plastic, non-cohesive, moist, HCl none, laminate
bedding, weathered shale
16-18' Lean CLAY, blueish gray to gray (2 6/1), loose, plastic, moist, HCl none, thin bedding, FeO staining throughout, weathered shale
18-18.4' SILT, blueish gray to gray (2 5/1), hard, laminate bedding, shale fragments
Total depth of boring 18.4' bgs (refusal)
US
C
S
SW/SM
SM/SC
CL
CL/CH
CL
ML
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
4
5
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Duplicate sample collected. Sample interval was increased to 2 feet to accommodate
for additional sample volume required by the analytical laboratory.
Log of Soil Boring GP-45B
(Page 1 of 1)
Date/Time Started : 06/07/11
Date/Time Completed : 06/07/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.0
0.6/0.6
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, dark reddish brown (5YR 3/4), fine- to very fine-grained sand, poorly graded, subangular to subrounded, very loose, moist to wet, HCl none, roots 0-2' bgs
4.0-4.6' SAND w/ minor silt, pinkish gray (5YR 6/2), very fine- to fine-grained sand, poorly graded,
subangular to subrounded, very loose, moist, HCl none
Total depth of boring 4.6' bgs (refusal)
US
C
S
SM
SP/SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
4
6
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-46B
(Page 1 of 1)
Date/Time Started : 06/07/11
Date/Time Completed : 06/07/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/2.8
0.3/0.6
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-3.7' Silty SAND, dark reddish brown (5YR 3/4), very fine-grained sand (~70%), poorly graded, subangular to subrounded, very loose, moist to wet, HCl slight
3.7-4.3' SAND w/ minor silt, yellowish red (5YR 5/6), very fine- to fine-grained sand, poorly graded, subangular to subrounded, very loose, moist, HCl none
Total depth of boring 4.3' bgs (refusal)
US
C
S
SM
SP/SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
4
7
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-47B
(Page 1 of 1)
Date/Time Started : 06/08/11
Date/Time Completed : 06/08/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/2.6
0.7/0.7
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.7' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand (~80%), poorly graded, subangular to subrounded, very loose to loose, moist to wet, HCl none, roots 0-2.5' bgs
Total depth of boring 4.7' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
4
8
B
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
Log of Soil Boring GP-48B
(Page 1 of 1)
Date/Time Started : 06/08/11
Date/Time Completed : 06/08/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : E. Muller
Depth
in
Feet
0
1
2
3
4
5
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
2.3/
DESCRIPTION
Sample Interval Description
Soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-2.0' Silty SAND, yellowish red (5YR 5/6), very fine-grained sand (~70%), poorly graded, subangular to subrounded, very loose, dry, HCl none, roots 0-1.4' bgs
2.0-2.3' SAND w/ minor Silt, light gray (10YR 7/2), very fine- to fine-grained sand, poorly graded,
subangular to subrounded, very loose, dry, HCl strong
Total depth of boring 2.3' bgs (refusal)
US
C
S
SM
SP/SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
1
C
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Field test soil sample not submitted to laboratory due to no detectable results during test kit analysis.
Log of Soil Boring GP-01C
(Page 1 of 1)
Date/Time Started : 05/19/11
Date/Time Completed : 05/19/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
3.5/2.8
DESCRIPTION
Sample
Field test sample collected; not submitted to lab (1)
Field test sample submitted for laboratory analysis
Duplicate soil sample not submitted for laboratory analysis
0-3.1' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl none, trace white mottled HCl strong
3.1-3.5' Sandstone, pink (5YR 7/3), very fine- to fine-grained sand, dense, dry, HCl medium to strong
Total depth of boring 3.5' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
2
C
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Field test soil sample not submitted to laboratory due to no detectable results during test kit analysis.
Log of Soil Boring GP-02C
(Page 1 of 1)
Date/Time Started : 05/19/11
Date/Time Completed : 05/19/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
2.7/2.7
DESCRIPTION
Sample Interval Description
Field test soil sample collected; not submitted to lab (1)
Field test soil sample submitted for laboratory analysis
Duplicate soil sample not submitted for laboratory analysis
0-2.3' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl strong
2.3-2.7' Sandstone, brownish yellow (10YR 6/6), very fine- to fine-grained sand, poorly graded, loose to dense, dry, subangular to subrounded, HCl none
Total depth of boring 2.7' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
3
C
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Field test soil sample not submitted to laboratory due to no detectable results during test kit analysis.
Log of Soil Boring GP-03C
(Page 1 of 1)
Date/Time Started : 05/19/11
Date/Time Completed : 05/19/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/2.8
2.6/2.7
DESCRIPTION
Sample Interval Description
Field test soil sample collected; not submitted to lab (1)
Field test soil sample submitted for laboratory analysis
Duplicate soil sample submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl none
4.0-5.4' Silty SAND, pink (5YR 7/4), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, trace fine sand, HCl medium to strong, white mottling w/ HCl strong
5.4-6.6' Sandstone, light brown gray (10YR 6/2), very fine- to fine-grained sand, loose to dense, dry, HCl none to weak, subangular to subrounded
Total depth of boring 6.6' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
4
C
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Field test soil sample not submitted to laboratory due to no detectable results during test kit analysis.
Log of Soil Boring GP-04C
(Page 1 of 1)
Date/Time Started : 05/19/11
Date/Time Completed : 05/19/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.3
1.5/1.7
DESCRIPTION
Sample Interval Description
Field test soil sample collected; not submitted to lab (1)
Field test soil sample submitted for laboratory analysis
Duplicate soil sample not submitted for laboratory analysis
0-5.1' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl none, trace white mottling w/ HCl strong, roots at top
Total depth of boring 5.1' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
5
C
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Field test soil sample not submitted to laboratory due to no detectable results during test kit analysis.
Log of Soil Boring GP-05C
(Page 1 of 1)
Date/Time Started : 05/19/11
Date/Time Completed : 05/19/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.6
DESCRIPTION
Sample Interval Description
Field test soil sample collected; not submitted to lab (1)
Field test soil sample submitted for laboratory analysis
Duplicate soil sample not submitted for laboratory analysis
0-4.0' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose, dry, HCl none, trace white mottling w/ HCl strong
Total depth of boring 4.0' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
6
C
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Field test soil sample not submitted to laboratory due to no detectable results during test kit analysis.
Log of Soil Boring GP-06C
(Page 1 of 1)
Date/Time Started : 05/19/11
Date/Time Completed : 05/19/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.4
1.6/1.7
DESCRIPTION
Sample Interval Description
Field test soil sample collected; not submitted to lab (1)
Field test soil sample submitted for laboratory analysis
Duplicate soil sample not submitted for laboratory analysis
0-4.4' Silty SAND, yellowish red (5YR 4/6), very fine-grained sand, silt, poorly graded, loose to medium dense, dry, HCl none to strong, some white mottling w/ HCl strong 3.2-4.4' bgs
4.4-4.9' Silty SAND, pink (5YR 7/4), very fine-grained sand, silt, poorly graded, loose to medium dense, HCl strong, trace fine sand
4.9-5.6' Rock fragments, white, HCl none, very fine grained
Total depth of boring 5.6' bgs (refusal)
US
C
S
SM
GR
A
P
H
I
C
07
-
2
8
-
2
0
1
1

S
:
\
P
r
o
j
e
c
t
s
\
B
o
r
e
L
o
g
s
\
D
e
n
i
s
o
n
\
G
P
-
0
7
C
.
b
o
r
White Mesa Mill, Blanding, Utah
Denison Nitrate Investigation
Project Name:
Project #: DENMC.C002.000
Note(s):
1. Field test soil sample not submitted to laboratory due to no detectable results during test kit analysis.
Log of Soil Boring GP-07C
(Page 1 of 1)
Date/Time Started : 05/18/11
Date/Time Completed : 05/18/11
Drilling Method : Geoprobe
Sampling Method : Continuous Dual Tube
Drilling Co./Driller : Earth Worx
Driller : L. Trujillo
Depth to Water : NA
Logged by : J. Reed
Depth
in
Feet
0
5
10
Sa
m
p
l
e

I
n
t
e
r
v
a
l
Pe
n
.
/
R
e
c
.

(
f
e
e
t
)
4.0/3.2
2.1/2.1
DESCRIPTION
Sample Interval Description
Field test soil sample collected; not submitted to lab (1)
Field test soil sample submitted for laboratory analysis
Duplicate soil sample not submitted for laboratory analysis
0-1.5' Sandy Clayey SILT, reddish brown (5YR 4/4), very fine-grained sand, medium stiff, dry to moist, cohesive, HCl none
1.5-1.7' CLAY, dark red brown (5YR 3/4), stiff, moist, medium plastic
1.7-4.9' Sandy SILT/Silty SAND, reddish brown (5YR 4/4), very fine-grained sand, silt, medium stiff/medium dense, slightly moist to moist, trace clay (cohesive), trace fine sand, HCl none to weak, trace white mottling at 2.5' bgs, little more sand or more silt
4.9-6.1' Silty SAND/SAND, brownish yellow (10YR 6/4), very fine- to fine-grained sand, silt (varying
amounts), medium dense, slightly moist, trace medium sand, slightly cohesive, HCl none, little iron stained
Total depth of boring 6.1' bgs (refusal)
US
C
S
ML
CL
ML/SM
SM/SP
GR
A
P
H
I
C

APPENDIX D

HISTORIC WATER LEVEL MAPS
(SEEP AND SPRING ELEVATIONS NOT CONSIDERED IN CONTOURING)

APPENDIX E

TOPOGRAPHIC AND GEOLOGIC MAPS
!
!
!
!
!
!
!
CORRAL CANYON
5624
CORRAL SPRINGS
5383
COTTONWOOD
5234
ENTRANCE SPRING
5560
FROG POND
5590
RUIN SPRING
5380
WESTWATER
5468
Approved Date Author Date File Name Figure
HYDRO
GEO
CHEM, INC.
SEEPS AND SPRINGS
ON USGS TOPOGRAPHIC BASE
WHITE MESA
7180002G09/17/10SJS 707/16/10DRS
0.5 0 0.5 10.25
Mile
Cell No. 1
Cell No. 3
Cell No. 2
Cell No. 4A
NK:\718000\GIS\7180002G.mxd: Friday, September 17, 2010 1:02:59 PM
Cell No. 4B
WESTWATER
5468
Seep or Spring
Elevation (feet) above mean sea level
0.5 10
Mile

APPENDIX C
ANNUAL WIND ROSE DIAGRAMS (2013-2017)
White Mesa Mill
Meteorological Data
' I
' ' '
I
I
I I I I I I I I I
'
I
, , ,
' ,
'
' ' ' ' /
' ,
' I
I
I
I
I
I
I J I
'
' '
' ' 9%',
'
Wind Speed
Direction (blowing from)
' '
' '
'
12%,
\
\
' ' ' 15%,
\
\
\
\
\
\
\
' \
\
\
\
\ ,
I
: 1 I a ,-. _-_ r _____ L ____ L -_ .. ·~§~r.:~~~
,WEST I : '
I I ... ---'-----1 1 EAST I
\
\
\ \
\ \
\ \
\
\
\
' ' '
' '
I I
' ' I
'
' '
' ' ' ' ' '
'
---------~""
SOUTH ·~------'------
' '
' ' '
DATA PERIOD: COMPANY NAME:
I
I
'
,'
I
I
'
I
I
I
I
' '
I
I
I
I
I
I
I I ,
I
I
WIND SPEED
(mls)
>= 11.0
• 84-11.0
• 5_4-8.4
• 3,3-5.4
D 18-3,3
• 04-1.8
Calms: 0.00%
2013 Energy Fuels Resources (USA) Inc.
WRPLOT VIew -lakes Environmenlal SofMtare
Jan 1 ·Dec 31
00:00 -23:00
CALM WINDS:
0.00%
AVG. WIND SPEED:
3.33 m/s
MODELER:
McVehii-Monnett
Associates
TOTAL COUNT:
8169 hrs.
DATE:
1/31/2014
Figure 4-1 January-December 2013 Wind Rose
16
Figure 4-1
PROJECT NUMBER:
2397-10
Wind Speed White Mesa Mill
Meteorological Data Direction (blowing from)
--~~···/_ ......... ....
DATA PERIOD: COMPANY NAME:
WIND SPEED
(mls)
• >=11.0
• 8.4-11.0
• 5.4-8.4
• 3.3-5.4
D 18-3.3
• 0.4-1.8
Calms: 0,19%
2014 Energy Fuels Resources (USA) Inc.
WRPLOT View-Lakes Environmental Software
Jan 1-Dec 31
00:00 • 23:00
CAlM WINDS:
0.19%
AVG. WIND SPEED:
3.48 mls
MODElER:
McVehii-Monnett
Associates
TOTAl COUNT:
8744 hrs.
DATE:
1/30/2015
Figure 4-1 January-December 2014 Wind Rose
18
Figure 4-1
PROJECT NUMBER:
2397-10
WnciSpeed Wlite M9sa Mil
Meteorologcal Data Direction (blcwing from)
I
I
'
, I
/
/
/
/
/
I
I
I
/
/
I
I
I
/
/
/ I
I
I I I
/
/ /
I
I
/
I
I
/
/
I
I
I
I
I
--------~~---~-
1
/
/
I ------1----
' '
' \
12'¥"'
' '
' \
\
16"/"
' \
\
\
I
' ' \
2()0;"'
' \
\
\
\
\
\
\
I
:werr-;----~----~----,--L----L----~----~----J • I I I EAST '
I I
I
\
\
\ \
\
' ' \
\
\
1 I
\
\
' \
I
I ---r---
I
I ~----I----_,
I
I
:SOUTH
I
I
I
I
' / /
I
I
I
I
/
/
I
I ,
/
I
I
/
/
/
I
I , ,
I
I
I
--..... ---·----... -
DI\TAPERICD:
2016
Jan1-Dec31
00:00 -23:00
Energy Fuels Resotnles (USA) Inc.
rvo:e..m:
McVehii-M:InrEtt
Associates
V\INDSPEED
(IY'/s)
>=11.0
• 8.4-11.0
• 5.4-8.4
• 3.3-5.4
D 1.8-3.3
• 0.5-1.8
calms: 0.02%
CALM VI/Ir-a: Figure 4-1
0.02"/o 8687 hrs.
AVG. Vlllf>D SPEID: Dl\lE
3..08m's 1/22/2016 2397-10
V\tRPI.....OTView-lakes ErMI"'f'fl"e'"lal SofMere
Figure 4-1 January-December 2015 Wind Rose
18
WRro ROSE PLOT: While Me111 Uil
White Mesa Mill
Meteorological Data
COMMENTS: Figure 4~ 1
Figure 4.1
WRPLOT Vktw -leke1 Environmental So ~hare
DATA PERIOO: 01/0112018 • 08r.lllr.l018
Start Data: 1/1/2016 • 00:00
End Data: 12131/2016 • 23:00
CALM WINOS:
0.14%
AVO.. WI~OSPEEO:
3.29 mls
Flgute4.1
WlndSpaad
Direction (blowing from)
Energy Fuels Retourcn (USA) Ina.
Energy Fuels Resources (USA) Inc.
MODELER: McVehii-Monnetl Assodates
McVehii-Monnett
Associates
TOTAL COUNT:
8706 hre.
WIND SPEED
(m/s)
,.•11.1
• 8.8-11.1
• 5.7-8.8
• 3.8-5.7 D z.1-3.a
D o.s-2.1
Calms: 0.14%
DATE: PROJECT NO.: 23D7·10
1/16/2017 2397-10
Figure 4-1 January -December 2016 Wind Rose
19
WIND ROSE PlOT:
White Mesa Mill
Meteorological Data
' \ ....
.....
\""\
•,
·"··· ..
'· . .,, __________________ _
··... :souTH ..... ··········-··-. .! .............. --·
....
DISPLAY:
Wind Speed
Direction (blowing from)
...... "' ...
..............
·,
\ \ i I !
EAST i
i i ! / ;
/ / /
.. //'
WIND SPEED
(m/s)
• >=11.10
• 8.80-11.10
• 5.70-8.80
• 3.60-5.70
0 2.1o-a.6o D o5o.2.1o
Calms: 0.35%
COMMENTS: DATA PERIOD: COMPANY NAME:
\NRPlOT Vl•w ~ Lake• En>Aronmental SDftwara
Start Date: 1/1/2017 • oo:oo
End Date: 12/31/2017-23:59
CAlM WINOS:
0.35%
AVO WINO SPEED:
3.36 m/a
MODElER:
TOTAl COUNT:
8756 hra.
DATE:
1/4/2018
Figure 4-1 January-December 2017 Wind Rose
19
PROJECT NO.:

APPENDIX D

CELLS 5A & 5B DESIGN REPORT
[SEE SEPARATE BINDER]

Prepared for
Energy Fuels Resources (USA), Inc.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
CELLS 5A & 5B DESIGN REPORT
WHITE MESA MILL
BLANDING, UTAH
Prepared by

16644 West Bernardo Drive, Suite 301
San Diego, CA 92127
Project Number SC0634A
July 2018

SC0634.Design_Report5A-5B.d.20180710 i July 2018
TABLE OF CONTENTS
1. INTRODUCTION ................................................................................................ 1 
1.1 Objective ...................................................................................................... 1 
1.2 Background .................................................................................................. 1 
1.3 Report Organization .................................................................................... 1 
2. BACKGROUND AND SITE CONDITIONS ...................................................... 3 
2.1 Site Location ................................................................................................ 3 
2.2 Climatology ................................................................................................. 3 
2.3 Topography .................................................................................................. 3 
2.4 Existing Soil Conditions .............................................................................. 4 
2.4.1 Surface Conditions .......................................................................... 4 
2.4.2 Soil Berms ....................................................................................... 4 
2.4.3 Subsurface Conditions .................................................................... 4 
2.5 Surface Water .............................................................................................. 5 
2.6 Groundwater ................................................................................................ 5 
2.7 Tailings ........................................................................................................ 5 
3. DESIGN ................................................................................................................ 6 
3.1 Cell Capacity and Geometry ........................................................................ 6 
3.2 Slope Stability .............................................................................................. 7 
3.3 Earthwork .................................................................................................... 7 
3.3.1 Excavation ....................................................................................... 7 
3.3.2 Fill Placement ................................................................................. 8 
3.3.3 Subgrade Preparation ...................................................................... 8 
3.3.4 Anchor Trench ................................................................................ 9 
3.4 Liner System ................................................................................................ 9 
3.4.1 Slimes Drain System ..................................................................... 10 
3.4.2 Primary Liner Systems .................................................................. 12 
3.4.3 Primary Leak Detection Systems .................................................. 12 
3.4.3.1 Action Leakage Rate .................................................... 12 
3.4.3.2 Drain Liner ™ and Perforated Pipe ............................. 13 
3.4.3.3 Puncture Protection ...................................................... 13 
3.4.3.4 Sump ............................................................................ 14 

TABLE OF CONTENTS (continued)

SC0634.Design_Report5A-5B.d.20180710 ii July 2018

3.4.4 Secondary Leak Detection System................................................ 14 
3.4.4.1 Action Leakage Rate .................................................... 14 
3.4.4.2 Puncture Protection ...................................................... 15 
3.4.4.3 Sump ............................................................................ 15 
3.5 Splash Pad .................................................................................................. 15 
3.6 Emergency Spillway .................................................................................. 18 
4. SUMMARY AND CONCLUSIONS ................................................................. 19 
4.1 Limitations ................................................................................................. 19 
5. REFERENCES ................................................................................................... 20 

LIST OF FIGURES
Figure 1 Geotechnical Investigation Site Plan
Figure 2 Cross Sections
LIST OF APPENDICES
Appendix A Construction Drawings
Appendix A-1 Option A – Triple Liner System
Sheet 1 Title Sheet
Sheet 2 Site Plan
Sheet 3A Cell 5A Proposed Grading
Sheet 3B Cell 5B Proposed Grading
Sheet 4A Pipe Layout Plan and Details – Cell 5A
Sheet 4B Pipe Layout Plan and Details – Cell 5B
Sheet 5 Liner System Details I

TABLE OF CONTENTS (continued)

SC0634.Design_Report5A-5B.d.20180710 iii July 2018

Sheet 6 Liner System Details II
Sheet 7 Details and Sections III
Sheet 8 Details and Sections IV
Sheet 9 Details and Sections V
Sheet 10 Details and Sections VI
Appendix A-2 Option B – Double Liner System with Geosynthetic Clay Liner
Sheet 1 Title Sheet
Sheet 2 Site Plan
Sheet 3A Cell 5A Proposed Grading
Sheet 3B Cell 5B Proposed Grading
Sheet 4A Pipe Layout Plan and Details – Cell 5A
Sheet 4B Pipe Layout Plan and Details – Cell 5B
Sheet 5 Liner System Details I
Sheet 6 Liner System Details II
Sheet 7 Details and Sections III
Sheet 8 Details and Sections IV
Sheet 9 Details and Sections V
Sheet 10 Details and Sections VI
Appendix B Construction Quality Assurance Plan
Appendix C Project Technical Specifications
Appendix D Design Calculations

TABLE OF CONTENTS (continued)

SC0634.Design_Report5A-5B.d.20180710 iv July 2018

Appendix E Boring Logs and Geotechnical Laboratory Results
Appendix F Chemical Resistance Charts (on CD/electronic PDF only)

SC0634.Design_Report5A-5B.d.20180710 1 July 2018

1. INTRODUCTION
This report presents the results of design analyses performed in support of the Cells 5A
and 5B construction at the White Mesa Mill Facility in Blanding, Utah (site). The San
Diego office of Geosyntec Consultants, Inc. (Geosyntec) prepared this report for Energy
Fuels Resources (USA), Inc. (EF). This report was prepared by Mr. Jay Griffin and
reviewed by Ms. Rebecca Oliver, both of Geosyntec. Mr. Gregory Corcoran, P.E. of
Geosyntec was in responsible charge and provided senior peer review of the work
presented herein in accordance with the internal peer review policy of the firm.
1.1 Objective
The objective of this report is to present the components of Cells 5A and 5B, including
two alternative liner systems: Option A – Triple Liner and Option B- Double Liner with
Geosynthetic Clay Liner (GCL). EF will decide which Option to construct and notify
Utah Division of Waste Management and Radiation Control (UDWMRC) at least 30 days
prior to starting construction of the selected Option liner system. This report
demonstrates that the proposed Cell 5A and 5B designs and both liner system options
comply with the applicable regulatory standards for the State of Utah, the United States
Nuclear Regulatory Commission, and the Federal Environmental Protection Agency
(USEPA). In particular, the designs are in accordance with the Utah Administrative Code
(UAC) R317-6, and the Best Available Technology requirements mandated by Part I.D.
of existing site Ground Water Discharge Permit No. UGW370004.
This report contains the design and permitting information for both Options including
Construction Drawings (Appendix A-1 and A-2 for Options A and B, respectively),
Construction Quality Assurance (CQA) Plan (Appendix B), Technical Specifications
(Appendix C), Design Calculations (Appendix D), and supporting boring logs and
geotechnical laboratory results (Appendix E).
1.2 Background
Current site operations utilize Cells 1, and 4B for process liquids evaporation and Cells 3
and 4A for disposal of tailings and by-products from the processing operations at the site.
Cells 4A and 4B are adjacent to the proposed 5A and 5B cells. Cells 5A and 5B will
initially be used for evaporation of process liquids and as needed thereafter for final
storage of solids contained in the tailings and by-products from processing operations at
the site. Cell 5A will be constructed first and Cell 5B will be constructed in the future.
1.3 Report Organization
The remainder of this design report is organized into the following sections:

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 Section 2, Background and Site Conditions, presents general information on the
site and background information on the existing conditions at Cells 5A and 5B.
 Section 3, Design, presents the design for Cells 5A and 5B.
 Section 4, Summary and Conclusions, presents the summary, conclusions, and
limitations of this technical design report.
As described previously, the Cell 5A and 5B permit documents include Construction
Drawings (Appendix A), a Construction Quality Assurance (CQA) Plan (Appendix B),
Technical Specifications (Appendix C), engineering design calculations (Appendix D),
and seismic refraction data, trench logs, and geotechnical laboratory data (Appendix E).

SC0634.Design_Report5A-5B.d.20180710 3 July 2018

2. BACKGROUND AND SITE CONDITIONS
2.1 Site Location
The location of the site is shown on Sheet 1 of the Construction Drawings (Appendix A-
1 and A-2). The site is located approximately 6 miles south of Blanding, Utah on Highway
191. Per the Universal Transverse Mercator (UTM) Coordinate System, the site is located
at 4,159,100 meters Northing and 634,400 meters Easting.
The Mill is located on a parcel of fee land, State of Utah lease property and associated
mill site claims, covering approximately 5,415 acres. The site mill operations are limited
to approximately 50 acres located directly east of Cell 1. The existing tailings disposal
Cells (Cells 1 through 4B) are approximately 454 acres. Cells 5A and 5B are located
south of existing cells 4A and 4B. The site plan is shown on Sheet 2 of the Construction
Drawings (Appendix A-1 and A-2).
2.2 Climatology
The climate of southeastern Utah is classified as dry to arid. Although varying somewhat
with elevation and terrain, the climate in the vicinity of the site can be considered as semi-
arid with normal precipitation of about 13.4 in (WRCC, 2005). Most precipitation is in
the form of rain, with snowfall accounting for about 30 percent of the annual precipitation
total. There are two separate rainfall seasons in the region, the first in late summer and
early autumn (August to October) and the second during the winter months (December
to March).
The average temperature in Blanding ranges from approximately 30 degrees Fahrenheit
(ºF) in January to approximately 76ºF in July. Average minimum temperatures are
approximately 18ºF in January and average maximum temperatures are approximately
91ºF in July (City-Data.com, 2007).
The mean annual relative humidity is about 44 percent and is normally highest in January
and lowest in July. The average annual Class I pan evaporation rate is 86 inches (WRCC,
2007), with the largest evaporation occurring in July. Values of pan coefficients range
from 60 percent to 81 percent. The annual lake evaporation rate for the site is 47.6 inches
and the net evaporation rate is 34.2 inches per year.
2.3 Topography
The existing topography within the Cells 5A and 5B area consists of a gently sloping
grade (approximately 2 percent) from the northwestern portion of Cell 5A to the
southwestern portion of Cell 5B and from the northeastern portion of Cell 5B to the

SC0634.Design_Report5A-5B.d.20180710 4 July 2018

southwestern portion of Cell 5B. Existing Cell 4A and 4B slopes within the proposed Cell
5A and 5B area are inclined at a slope of approximately 3 horizontal : 1 vertical (3H:1V).
2.4 Existing Soil Conditions
2.4.1 Surface Conditions
Currently, the proposed 5A and 5B Cells are undeveloped and covered by native low
grass and shrub vegetation. The site is bordered to the north by the existing Cells 4A and
4B and to the south, east, and west by undeveloped lands.
The existing ground surface within the area of the proposed Cell 5A slopes gently from
northwest to south-southeast from respective elevations of approximately 5600 feet to
5554 feet, above Mean Sea Level (MSL). The existing ground surface within the
proposed Cell 5B area gently slopes from northeast to southwest from respective
elevation of approximately 5590 feet to 5550 feet above MSL.
2.4.2 Soil Berms
Soil berms exist on the northern perimeters of the proposed Cells 5A and 5B. These berms
were constructed previously of engineered fill with approximately 3H:1V side slopes.
2.4.3 Subsurface Conditions
Geosyntec performed a geotechnical investigation within the proposed limits of Cells 5A
and 5B (Figure 1). The geotechnical investigation consisted of a site reconnaissance,
seismic refraction surveys lines, test pit excavation and observation, soil sampling, and
geotechnical laboratory analysis of soil samples collected.
Soils encountered during soil sampling and test pit excavation and observation were
consistent with formations in Southern Utah. Within the limits of the explorations, the
site is underlain by surficial windblown loess and eolian deposits and variably weathered
deposits of the Dakota Sandstone.
Loess and eolian deposits were encountered at the ground surface across the site
extending to approximate depths of 1 to 7 feet. The deposit is generally thickest along the
western portion of the site and thins to the east and southeast, with locally thicker deposits
in between. The loess and eolian deposits are generally homogeneous across the site
consisting of firm to stiff, yellowish red sandy clay (Unified Soil Classification System
Classification CL). Test pit logs and geotechnical laboratory results are presented in
Appendix E.

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The Dakota Sandstone underlies the surficial deposits at depth across the entire site area.
The deposit generally exhibits a weathering rind approximately 0 to 7.5 feet thick
consisting of dense to very dense, pale yellow to pink, silty fine sandstone with irregular
zones of caliche accumulation. The unweathered Dakota Sandstone is encountered at
approximately 1 to 11 feet below the ground surface. The deposit generally consists of
very dense, very pale brown to white, fine grained sandstone with little silt.
2.5 Surface Water
Surface water at the facility is diverted around the Cells, including the proposed Cells 5A
and 5B. Surface water run-on into Cells 5A and 5B is primarily limited to direct
precipitation.
The site has implemented a Storm Water Best Management Practices Plan in accordance
with the facility permit. Site construction activities will be performed in accordance with
the site Storm Water Best Management Practices Plan.
2.6 Groundwater
Groundwater is located at a depth of approximately 50 to 80 feet at the site. Groundwater
monitoring wells DR-12 and DR-13 will be abandoned during construction of this project.
Groundwater monitoring wells MW-14, MW-15, MW-17, MW-33, MW-34, MW-37,
and DR-11 will be protected in place and raised as necessary.
2.7 Tailings
Cells 5A and 5B will accept process liquids, tailings, and by-products associated with
onsite processing operations for both conventional ores and alternate feed materials. The
liquids are typically highly acidic with a pH generally between 1 and 2. Tailings are
generally comprised of ore that is ground to a maximum grain size of approximately 28
Mesh (US #30 Sieve) (0.023 inches (0.6 millimeters)), resulting in a fine sand and silt
material.

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3. DESIGN
The liner system is designed to provide a Cell for disposal of by-products from the onsite
processing operations while protecting the groundwater beneath the site. The liner system
is designed to meet the Best Available Technology requirements of the UAC R317-6,
which require that the facility be designed to achieve the maximum reduction of a
pollutant achievable by available processes and methods taking into account energy,
public health, environmental and economic impacts, and other costs. Two liner systems
have been proposed for the cells, from top to bottom:
Option A – Triple Liner Option B – Double Liner with
Geosynthetic Clay Liner
 Slimes drain system;
 Primary geomembrane liner;
 Leak detection system;
 Secondary geomembrane liner;
 Leak detection system; and
 Tertiary geomembrane liner.
 Slimes drain system;
 Primary geomembrane liner;
 Leak detection system;
 Secondary geomembrane liner;
and
 Geosynthetic Clay Liner (GCL).

These components and related design considerations are discussed below.
3.1 Cell Capacity and Geometry
Cell 5A has been designed to accommodate storage of up to 1,330 acre-feet (2.15 million
cubic yards) of tailings with solids storage to within 1.5-feet of the top of the
geomembrane liner, and Cell 5B has been designed to accommodate storage of up to
1,360 acre-feet (2.20 million cubic yards) of tailings with solids storage to within 1.5-feet
of the top of the geomembrane liner. The lowest elevation in Cell 5A is the sump located
in the southeast corner at an elevation of approximately 5,541 feet above MSL, and the
lowest elevation in Cell 5B is the sump located in the southwest corner at an elevation of
approximately 5,539 feet above MSL.
Interior side slopes of Cell 5A and 5B will be constructed with 2H:1V inclinations with
the exception of the northwest and southeast corners of Cell 5A and the northeast and
southwest corners of Cell 5B, which will be constructed with 3H:1V slope inclinations.
This will require re-grading of the southern berms of Cells 4A and 4B, which currently
have exterior side slopes of 3H:1V. The eastern berm of Cell 5A will be constructed with
a 2H:1V interior slope and 3H:1V exterior slope. During construction of Cell 5B, the

SC0634.Design_Report5A-5B.d.20180710 7 July 2018

slope will be reduced to 2H:1V. The proposed southern berms of Cell 5A and 5B will
have 2H:1V interior slopes and 3H:1V exterior slopes. The eastern berm of Cell 5B will
be constructed with 2H:1V interior slopes and 5H:1V exterior slopes. An approximately
25-foot wide berm, containing an unpaved access road, is proposed to surround Cells 5A
and 5B. Cell layout is shown on Construction Drawing (Appendix A).
3.2 Slope Stability
Static and pseudostatic slope stability analysis was conducted for the final earthen berms
and interim waste/tailings slopes associated with the operation of Cells 5A and 5B. Final
slope stability and operational conditions are required to maintain a minimum factor of
safety of approximately 1.5 for final berm slope conditions and 1.3 for interim slope
conditions based on the proposed design of the cell and its liner system.
Three cross-sections from Cells 5A and 5B were analyzed which represent worst-case
conditions in the cells. Each cross-section was modeled for four different loading
conditions. These four conditions were static analysis, pseudo-static analysis for seismic
loading conditions, interim construction loading, and evaluation of the yield acceleration.
Numerous potential failure surfaces were analyzed for each model to evaluate various
slip surface geometries and to identify the critical slip surface for each cross-section and
condition.
Slope stability analysis of all three cross-sections for the four different loading conditions
resulted in factors of safety above 1.5 for final conditions and above 1.3 for interim
conditions. A detailed description of the slope stability calculations is presented in
Appendix D.
3.3 Earthwork
Earthwork will consist of excavation, blasting, ripping, trenching, hauling, placing,
moisture conditioning, backfilling, compacting, and grading. The requirements for
earthwork for Cells 5A and 5B construction is provided in Appendix C, Section 02200 of
the Technical Specifications.
3.3.1 Excavation
Prior to excavating soils and rock for Cells 5A and 5B, vegetation will be cleared and
grubbed and surficial unsuitable materials will be removed. Excavation will proceed with
the removal of topsoil and then in-situ soils for placement as fill for the construction of
Cells 5A and 5B south berms. Excess soils will be stockpiled to the west of Cell 5A or to
the east of Cell 5B in designated stockpile areas (Appendix A).

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Rock will be ripped, blasted, or mechanically removed and stockpiled west of Cell 5A or
east of Cell 5B, in a separate stockpile from the excess soil stockpile. Rock will be
excavated a minimum of 6-inches below final grade and fill will be placed, moisture
conditioned, compacted, and graded to provide a surface on which the geosynthetic liner
system components will be installed.
Leak detection system and anchor trenches will be excavated as shown on the
Construction Drawings (Appendix A).
3.3.2 Fill Placement
Along the southern perimeter of the proposed Cells 5A and 5B, berms will be constructed
of fill with 2H:1V inside slopes and 3H:1V outer slopes. During construction of Cell 5A,
a berm with 2H:1V inside slopes and interim, 3H:1V outer slopes will be constructed
between Cell 5A and future Cell 5B. During construction of Cell 5B, the interior slope of
the berm between Cell 5A and Cell 5B will be reduced from 3H:1V to 2H:1V. Along the
eastern perimeter of Cell 5A, a berm with 2H:1V inside slopes and 5H:1V outside slopes
will be constructed. Berms will be constructed with a top width of 25-feet.
Settlement analyses have been performed to evaluate the potential settlement of the berm
and potential associated strain that could develop in the liner system components
(Appendix D). The results of the conservative analyses indicate a maximum strain in the
liner due to potential differential settlement of 0.002 percent, which is much less than the
liner components can tolerate and is therefore acceptable.
Construction materials used for fill will consist of onsite soils placed in lifts resulting in
a compacted thickness no greater than 8-inches and compacted to 90 percent of maximum
dry density per American Society for Testing and Materials (ASTM) standard D1557
(Modified Proctor) at a moisture content of ±3 percent of optimum. Fill soil used in
construction of the berm will consist of onsite soils with maximum particle size of 6-
inches.
3.3.3 Subgrade Preparation
Subgrade preparation includes placement, moisture conditioning, compaction, and
grading of subgrade soil. The subgrade will consist of a minimum of 6-inches of soil
material with a maximum particle size of 3-inches compacted above the rock. Subgrade
fill will be placed in loose lifts of no more than 8-inches and compacted to 90 percent of
the maximum density at a moisture content of ±3 percent of optimum moisture content,
as determined by ASTM D1557. The surface of the subgrade will have protrusions no
greater than 0.7-inches. Section 02220 of the Technical Specifications, in Appendix C,
provides the requirements for subgrade for Cells 5A and 5B construction.

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3.3.4 Anchor Trench
The liner system will be anchored at the top of the slope with an anchor trench. The
anchor trench was sized to resist anticipated maximum wind uplift forces, see Anchor
Trench Capacity Calculations provided in Appendix D. The anchor trench will be a
minimum of 1.5 feet deep and 2 feet wide and filled with compacted soil, as shown on
the Construction Drawings (Appendix A). During construction, the contractor will be
allowed to construct deeper anchor trenches to allow partial backfilling between
subsequent liner component installation to facilitate temporary anchoring of each
geosynthetic layer as it is installed. Anchor trench backfill will be placed in lifts of no
more than 12-inches and compacted to 90 percent of the maximum density at a moisture
content of ±3 percent of optimum moisture content, as determined by ASTM D1557.
3.4 Liner System
Two liner systems are proposed for Cells 5A and 5B: Option A – Triple Liner and Option
B – Double Liner with GCL. Option A includes both a primary and secondary leak
detection system while Option B includes a primary leak detection system. The liner
system for the base of the cells will consist of (from top to bottom):
Option A – Triple Liner Option B – Double Liner with GCL
 Slimes Drain System;
 60-mil smooth high density
polyethylene (HDPE)
geomembrane (Primary Liner);
 300-mil geonet;
 60-mil smooth HDPE
geomembrane (Secondary
Liner);
 60-mil HDPE Drain Liner™
geomembrane (Tertiary
Liner)1; and
 Prepared Subgrade.
 Slimes Drain System;
 60-mil smooth high density
polyethylene (HDPE)
geomembrane (Primary Liner);
 300-mil geonet;
 60-mil smooth HDPE
geomembrane
(Secondary Liner);
 GCL; and
 Prepared Subgrade.

1 The 60-mil HDPE Drain Liner™ geomembrane consists of a geomembrane with
continuously molded 130-mil HDPE studs (in addition to the 60-mil geomembrane
thickness) on one side to create an integrated transmissive layer between the Drain
Liner™ and overlying geomembrane.

(Composite
Secondary Liner)

SC0634.Design_Report5A-5B.d.20180710 10 July 2018

The liner system for the side slopes of the cells will consist of (from top to bottom):
Option A – Triple Liner Option B – Double Liner with
GCL

 60-mil smooth HDPE
geomembrane (Primary
Liner);
 60-mil HDPE Drain Liner™
geomembrane (Secondary
Liner);
 60-mil HDPE Drain Liner™
geomembrane (Tertiary
Liner); and
 Prepared Subgrade
 60-mil smooth HDPE
geomembrane (Primary
Liner);
 60-mil HDPE Drain
Liner™ geomembrane
(Secondary Liner);
 GCL; and
 Prepared Subgrade

Construction materials were selected for chemical resistance, including resistance to
acidic and chemical processing solids and liquids from both conventional ores and
alternate feed materials, as well as resistance to ultraviolet (UV) degradation. HDPE
geomembrane and geonet was selected due to its high resistance to chemical and UV
degradation and ability to retain durability in an acidic environment. The chemical
resistance lists for the most common HDPE geomembrane manufacturers, AGRU and
GSE (now SolmaxGSE) are included in Appendix F (electronic only).
Stability analyses were conducted to evaluate the various slip surface geometries and to
identify the critical slip surfaces for three cross-sections with various conditions. The
analysis determined the minimum factor of safety of 1.3 for interim conditions and 1.5
for final conditions will be met during and after filling operations. The complete
calculation is located in Appendix D.
3.4.1 Slimes Drain System
A slimes drain system will be placed on top of the primary geomembrane liner in the
bottom of the cell to facilitate dewatering of the tailings prior to final reclamation of the
cell. The slimes drain system will consist of perforated 4-inch diameter schedule 40
polyvinyl chloride (PVC) pipe, concrete sand filled sand bags, drainage aggregate,
cushion geotextile, filter geotextile, and strip composite that will provide a means to drain
the tailings disposed within Cells 5A and 5B. The slimes drain system is shown on the
Construction Drawings (Appendix A).
(Composite
Secondary Liner)

SC0634.Design_Report5A-5B.d.20180710 11 July 2018

The slimes drain system is designed to remove the liquids within Cells 5A and 5B in a
reasonable time. Based on the calculations presented in Appendix D, the slimes drain is
expected to drain the tailings in approximately 5.6 years. A sump pump capable of
pumping 147 gallons per minute (gpm) will be required upon start-up of the slimes drain
system. The pumping rate is anticipated to decrease with time as the head within Cells 5A
and 5B decreases.
The perforated PVC pipe is designed to resist crushing and wall buckling due to the
anticipated loading associated with the maximum height of overlying tailings. The design
analyses for the pipe are presented in Appendix D, while Appendix C, Section 02616
provides material specifications for the pipe and strip composite and Section 02225
provides material specifications for the drainage aggregate. The strip composite will be
comprised of a 1-inch thick by 12-inch wide high density polyethylene, or equivalent acid
resistant material, wrapped in a nonwoven polypropylene geotextile. The drainage
aggregate will consist of a crushed rock that has a carbonate content loss of no more than
10 percent by weight.
A continuous row of sand bags filled with a concrete sand meeting Utah Department of
Transportation (UDOT) standard specifications for Portland Cement Concrete will
overlie the strip composite laterals to act as an additional filter layer above the geotextile
component of the strip composite. The proposed UDOT concrete sand will be placed in
sand bags consisting of woven geotextile capable of allowing liquids to pass. When
placed overlying the strip composite, the sand bags will have an approximate length of
18 inches, width of 12 inches, and a height of 3 inches. This results in a sand bag that is
approximately 30 to 35 pounds and will provide sufficient coverage over the width and
ends of the strip composite to act as an additional filter layer. The UDOT concrete sand
will consist of sand that has a carbonate content loss of no more than 10 percent by weight.
Alternatively, a woven geotextile may be placed above the strip composite with concrete
sand installed above. Following placement of a minimum of 3 inches of sand above the
strip composite, the geotextile will be folded over and seamed creating a continuous sand
layer above the strip composites.
The cushion geotextile that is to be installed beneath the drainage aggregate surrounding
the PVC pipe is designed to protect the underlying primary high density polyethylene
(HDPE) geomembrane from puncture due to the drainage aggregate and the anticipated
loading associated with the maximum height of overlying tailings and final cover (9-feet
of soil). The design analyses for the cushion geotextile are presented in Appendix D,
while Appendix C, Section 02771 provides material specifications. Overlying the
drainage aggregate and cushion geotextile will be a woven geotextile, as shown on the
Construction Drawings (Appendix A), that will serve to separate the tailings and the
drainage aggregate.

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The Slimes Drain sump will include a side slope riser pipe to allow installation of a
submersible pump for manual collection of liquids in the sump. The sump and riser pipes
are shown on the Construction Drawings (Appendix A).
3.4.2 Primary Liner Systems
The primary liner will consist of smooth 60-mil HDPE geomembrane. The geomembrane
will have a white surface that will limit geomembrane movement and the creation of
wrinkles due to temperature variations. The limit of the liner systems (both primary and
secondary) and details are shown on the Construction Drawings (Appendix A).
Tension due to wind up lift was analyzed for the 60-mil HDPE geomembrane. Based on
the analysis, the geomembrane anchor trench has been sized to accommodate the loading
associated with a wind speed of 25 miles per hour and a slope length of approximately
103 feet. The design analyses for the HDPE liner uplift are presented in Appendix D.
The HDPE geomembrane will be constructed in accordance with the current standard of
practice for geomembrane liner installation, as outlined in the site Technical
Specifications (Appendix C, Section 02770) and the site CQA Plan (Appendix B). Seams
will be welded to provide a continuous geomembrane liner. Testing during construction
will include both non-destructive and destructive testing, as outlined in the Technical
Specifications and CQA Plan. Upon completion of construction, the geomembrane
manufacturer will provide a 20-year warranty for the geomembrane.
3.4.3 Primary Leak Detection System (Option A and Option B)
The primary leak detection system (LDS) will underlie the primary liner and is designed
to collect potential leakage through the liner and convey the liquid to the sump for manual
detection through monitoring of sump levels. The bottom LDS consists of a 300-mil thick
geonet above a 60-mil HDPE geomembrane and a network of gravel trenches throughout
the bottom of Cells 5A and 5B. The trenches will contain a 4-inch diameter perforated
schedule 40 PVC pipe, drainage aggregate, and a cushion geotextile, which will drain to
sumps located in the southeast corner of Cell 5A and the southwest corner of Cell 5B.
The trenches will aid in rapidly conveying leakage to the LDS sump. On the side slopes,
the primary leak detection system consists of a 130-mil Drain Liner™ geomembrane.
The LDS is shown on the Construction Drawings (Appendix A).
3.4.3.1 Action Leakage Rate
The Action Leakage Rate (ALR) was calculated for the LDS in accordance with Part
254.302 of the USEPA Code of Federal Regulations. The ALR was evaluated for various
scenarios within Cells 5A and 5B. The most conservative approaches were selected and

SC0634.Design_Report5A-5B.d.20180710 13 July 2018

evaluated in the calculation packages included in Appendix D. The ALR was calculated
to be 526 gallons per day per acre in the primary LDS. The flow in the primary LDS side
slope Drain Liner™ was evaluated against the flow through a defect in the primary
geomembrane. The flow in the Drain Liner™ was found to be 4.08x10-6 m3/sec, or 1.6
times greater than the flow through a defect; therefore, the Drain Liner™ will be adequate
for leak detection on the side slopes.
The total travel time for liquids entering the geonet LDS layer to travel from the leak to
the LDS piping system was estimated to be approximately one day for the primary LDS.
Assuming a worst case scenario under which all the primary geomembrane defects are
located at the high end of the leakage collection layer slope, the liquid head on the
secondary liner does not exceed 13.4 mils (0.0134 in). This value is well below the
required maximum limit of 12 inches and the collection layer thickness of 300 mils. The
geonet and Drain Liner™ provide sufficient flow rates to accommodate the ALR on the
cell bottoms and side slopes, respectively. The complete ALR calculation is located in
Appendix D and Sections 02770 and 02773 of Appendix C provides material
specifications for the geonet.
3.4.3.2 Perforated Pipe
The perforated PVC pipe is designed to resist crushing and wall buckling due to the
anticipated loading associated with the maximum height of overlying tailings.
Pipe strength analysis indicated the 4-inch PVC pipe with a maximum allowable
deflection of 7.5 percent will have the ability to resist the anticipated maximum load
associated with a tailing deposit height of 43 feet and additional cover soil height of 9
feet. The design analysis for the pipe is presented in Appendix D, while Appendix C,
Section 02616 provides material specifications for the pipe and Section 02225 provides
material specifications for the drainage aggregate.
3.4.3.3 Puncture Protection
The cushion geotextile is designed to protect the underlying secondary HDPE and
overlying primary HDPE geomembrane from puncture due to the drainage aggregate and
the anticipated loading associated with the maximum height of overlying tailings.
Puncture analysis indicated a 16 ounce per square yard (oz./yd2) cushion geotextile and
1-inch maximum particle size would provide puncture protection for the 60-mil HDPE
smooth geomembrane. The design analyses for the cushion geotextile are presented in
Appendix D, while Appendix C, Section 02771 provides material specifications.

SC0634.Design_Report5A-5B.d.20180710 14 July 2018

3.4.3.4 Sump
The LDS sump will include a side slope riser pipe and submersible pump to allow for
manual collection of liquids in the LDS sump. The LDS sump and riser pipes are shown
on the Construction Drawings (Appendix A).
3.4.4 Secondary Leak Detection System (Option A Only)
The primary purpose of the secondary liner is to provide a flow barrier so that potential
leakage through the primary liner will collect on top of the secondary liner then flow
through the LDS to the LDS sump for manual collection. The secondary liner also
provides an added hydraulic barrier against leakage to the subsurface soils and
groundwater. The secondary liner consists of a 60-mil HDPE Drain Liner™ for both the
base liner the side slopes.
The secondary LDS will underlie the secondary geomembrane and primary LDS and is
designed to collect potential leakage through the secondary liner and convey the liquid to
the sump for manual detection through monitoring of sump levels. On the side slopes and
bottom of the cells the secondary LDS consists of a 130-mil Drain Liner™ geomembrane.
On the bottom of the cells, a network of gravel trenches. Similar to the primary LDS,
the trenches will contain a 4-inch diameter perforated schedule 40 PVC pipe, drainage
aggregate, and a cushion geotextile, which will drain to sumps located in the southeast
corner of Cell 5A and the southwest corner of Cell 5B. The trenches will aid in rapidly
conveying leakage to the LDS sump. The LDS is shown on the Construction Drawings
(Appendix A-1).
3.4.4.1 Action Leakage Rate
The Action Leakage Rate (ALR) was calculated for the LDS in accordance with Part
254.302 of the USEPA Code of Federal Regulations. The ALR was evaluated for various
scenarios within Cells 5A and 5B. The most conservative approaches were selected and
evaluated in the calculation packages included in Appendix D. The ALR was calculated
to be 15 gallons per day per acre and the total travel time for liquids entering the Drain
Liner™ LDS layer to travel from the leak to the LDS piping system was estimated to be
approximately 5.1 hours. Assuming a worst case scenario under which all the primary
geomembrane defects are located at the high end of the leakage collection layer slope, the
liquid head on the secondary liner does not exceed 0.1 mils (0.0001-inches), well below
the required maximum limit of 12 inches (1-foot) and the collection layer thickness of
130-mil. The Drain Liner™ provides sufficient flow rate to accommodate the ALR.
The complete ALR calculation is located in Appendix D and Section 02770 of Appendix
C provides material specifications for the Drain Liner™.

SC0634.Design_Report5A-5B.d.20180710 15 July 2018

3.4.4.2 Puncture Protection
The tertiary geomembrane resistance to puncture was evaluated for direct contact
between the subgrade and tertiary geomembrane. Puncture analysis indicated a maximum
subgrade protrusion height of 0.7 inch would not puncture the Drain Liner™
geomembrane. The design analysis is presented in Appendix D.
3.4.4.3 Sump
The secondary LDS sump will include a side slope riser pipe and submersible pump to
allow for manual collection of liquids in the secondary LDS sump. The secondary LDS
sump and riser pipes are shown on the Construction Drawings (Appendix A-1).
3.4.5 Secondary Composite Liner System (Option B Only)
The primary purpose of the secondary liner is to provide a flow barrier so that potential
leakage through the primary liner will collect on top of the secondary liner then flow
through the LDS to the LDS sump for manual collection. The secondary liner also
provides an added hydraulic barrier against leakage to the subsurface soils and
groundwater. The secondary liner consists of a composite liner that includes a 60-mil
HDPE geomembrane overlying a GCL.
3.4.5.1 Secondary Geomembrane Liner
The geomembrane component of the secondary liner system will consist of a smooth 60-
mil HDPE geomembrane for the base liner and 60-mil HDPE Drain Liner™ for the side
slope liner and will meet the same criteria as the primary liner geomembrane (Section
3.4.2). The limit of the liner system (both primary and secondary) and details are shown
on the Construction Drawings (Appendix A-2).
3.4.5.2 Secondary GCL Liner
The GCL component of the secondary liner system consists of bentonite sandwiched
between two geotextile layers that are subsequently needle-punched together to form a
single composite hydraulic barrier material. The GCL is approximately 0.2-inches thick
with a hydraulic conductivity on the order of 1×10-9 cm per second (cm/s) (Daniel and
Scranton, 1996). The GCL will be hydrated to account for the high acidity of the tailings.
Since 1986, GCLs have been increasingly used as an alternative to compacted clay liners
(CCLs) on containment projects due to their low cost, ease of construction/placement,
and resistance to freeze-thaw and wet-dry cycles. In general, the USEPA and the
containment industry accept that GCLs are hydraulically equivalent to a minimum of 2
feet of compacted clay liner consisting of 1×10-7 cm/s soil materials.

SC0634.Design_Report5A-5B.d.20180710 16 July 2018

For the Cell 4A design, and in accordance with Permit no. UGW370004, Geosyntec
demonstrated that a secondary composite liner system consisting of a 60-mil HDPE
geomembrane overlying a GCL has equivalent or better fluid migration characteristics
when compared with a secondary composite liner system consisting of a 60-mil HDPE
geomembrane overlying a CCL having a saturated hydraulic conductivity less than 1×10-
7 cm/s (Geosyntec, 2006). This analysis accounted for the loading conditions and
anticipated liquid head on the secondary liner system, the amount of flow through the
secondary liner system with CCL was evaluated to be 8.51 times greater than flow
through the secondary liner system with GCL for a liquid head of 0.16 inches, which is
more than the calculated Cell 5A and 5B liquid head (0.0134 inches). Therefore, in terms
of limiting fluid flow through the composite secondary liner system, the secondary liner
system containing a GCL performs better than the secondary liner system containing a
CCL.
The following site specific conditions must be considered prior to use of a GCL in place
of CCL (Koerner and Daniel, 1993):
 Puncture Resistance: While CCLs naturally provide greater puncture resistance
than GCLs due to their inherent thickness, proper subgrade preparation and
design of the geotextile components of the GCL can result in protection from
puncture. The geotextile components of the GCL for Cell 4B are designed to
protect the overlying secondary HDPE geomembrane from puncture due to
protrusions from the subgrade and the anticipated loading associated with the
maximum height of overlying tailings. The puncture protection analysis of the
GCL indicated that a 3 oz/yd2 geotextile and 6 oz/yd2 geotextile above and
below (respectively) the GCL and a maximum subgrade protrusion height of ½-
inch will provide puncture protection for the secondary HDPE geomembrane.
The design analyses considers a 60-mil geomembrane placed directly on the
subgrade which is more conservative than the GCL placed directly on the
subgrade and beneath the 60-mil geomembrane. The puncture calculations for
the geomembrane on subgrade are presented in Appendix D, while Appendix C,
Section 02772 provides material specifications.
 Hydraulic Conductivity: Due to the acidic nature of the fluid to be stored in the
cell, Geosyntec conducted hydraulic conductivity testing on hydrated specimens
of GCL for the Cell 4A project (Geosyntec 2007). Based on the results, the
GCL will be hydrated to a moisture content of 50% during construction.
 Chemical Adsorption Capacity: Due to the thickness of a CCL, the chemical
adsorption capacity of a CCL is greater than that of a GCL. However,

SC0634.Design_Report5A-5B.d.20180710 17 July 2018

adsorption capacity is only relevant in the short term and not considered a
parameter for steady-state analyses.
 Stability: The internal strength of a GCL can be significantly lower than that of
a CCL, especially at high confinement stresses. This reduced strength can have
significant effects on stability, especially at disposal facilities with high waste
slopes and the potential for seismic activity. Strength of the GCL and its effects
on stability are not a concern at Cells 5A and 5B due to the low confining
stresses expected and geometry of the cell. Waste deposits will not be placed
above the elevation of the perimeter road. Since no above grade slopes will be
present, there are no long term destabilizing forces on the liner system.
 Construction Issues: For the Cells 5A and 5B liner system, GCLs may be
considered superior to the CCLs with respect to construction issues.
Construction of GCLs is typically much quicker and is more easily placed than
a CCL, which requires moisture conditioning and compaction for placement.
Further, CQA testing for a GCL is much simpler and less affected by
interpretation of field staff than that for a CCL, which requires careful control
of material type, moisture conditions, clod size, maximum particle size, lift
thickness, etc.
 Physical/Mechanical Issues: Physical and mechanical issues include items such
as the effect of freeze/thaw and wetting/drying cycles. CCLs may undergo
significant increases in hydraulic conductivity as a result of freeze/thaw.
Existing laboratory data suggests that GCLs do not undergo increases in
hydraulic conductivity as a result of freeze/thaw. CCLs are also known to form
desiccation cracks upon drying which can result in significant increases in
hydraulic conductivity. This increase drastically jeopardizes the effectiveness
of the CCL as a barrier layer. Available laboratory data on GCLs indicates that
upon re-hydration after desiccation, GCLs swell and the cracks developed
during drying cycles are ‘self-healed’. Due to the arid environment at the site,
GCL performance in the Cells 5A and 5B liner system with respect to physical
and mechanical issues is expected to be superior to that of a CCL.
Based on review of the above site-specific considerations, a GCL is considered superior
to a CCL for use in the secondary composite liner system.
3.5 Splash Pad
Approximately eighteen splash pads will be constructed in Cells 5A and 5B, nine splash
pads in each, to allow filling of the cells without damaging the liner system. The splash
pads consist of an additional textured geomembrane placed along the side slope of the
Cell extending a minimum of 5 feet from the toe of the slope. The geomembrane will

SC0634.Design_Report5A-5B.d.20180710 18 July 2018

protect the underlying liner system from contact with the inlet pipes. A cross section of a
typical splash pad is shown on the Construction Drawings (Appendix A). The locations
of the splash pads will be finalized in the field during construction, based on site
operational needs.
3.6 Emergency Spillway
Emergency spillways will be constructed between Cells 4B and 5A and Cells 5A and 5B.
The spillway locations and details are shown on the Construction Drawings (Appendix
A).
The spillway between Cells 4B and 5A will be located on the berm separating the two
cells in the southeastern portion of Cell 4B and the northeastern portion of Cell 5A and
will be constructed during the Cell 5A construction. The spillway will be approximately
5.5 feet deep, sloped at 2% toward Cell 5A, and include 10H:1V approach pads that will
allow traffic moving along the top of the berm to pass through the spillway (when dry).
The spillway will consist of a 6-inch thick reinforced concrete pad, designed to withstand
loadings from truck traffic, see Concrete Calculations provided in Appendix D. The
spillway is designed to handle the Probable Maximum Precipitation (PMP) for a 6 hour
storm event for the site, see Spillway Calculations provided in Appendix D.
The spillway between Cells 5A and 5B will be located on the berm separating the two
cells in the southeastern portion of Cell 5A and the southwestern portion of Cell 5B and
will be constructed during the Cell 5B construction. The spillway will be approximately
5.8 feet deep, sloped at 2% toward Cell 5B, and include 10H:1V approach pads that will
allow traffic moving along the top of the berm to pass through the spillway (when dry).
The spillway will consist of a 6-inch thick reinforced concrete pad, designed to withstand
loadings from truck traffic, see Concrete Calculations provided in Appendix D. The
spillway is designed to handle the Probable Maximum Precipitation (PMP) for a 6 hour
storm event for the site, see Spillway Calculations provided in Appendix D.

SC0634.Design_Report5A-5B.d.20180710 20 July 2018

5. REFERENCES
City-Data.com, 2007. Blanding, Utah. Available at: www.city-data.com/city/Blanding-
Utah.html.
Daniel, D.E., and Scranton, H.G. (1996), “Report of 1995 Workshop of Geosynthetic
Clay Liners,” EPA/600/R-96/149, June, 93 pgs.
Geosyntec (2006), “Cell 4A Lining System Design Report for the White Mesa Mill,
Blanding, Utah,” Prepared for International Uranium (USA) Corporation,
January, 2006.
Geosyntec (2007), “Cell 4B Design Report for the White Mesa Mill, Blanding, Utah,”
Prepared for Denison Mines (USA) Corporation, as revised in Round 1, Round 2,
and Round 3 Interrogatories.
Western Regional Climate Center (WRCC), 2005. Based on data from 12/8/1904 to
3/31/2005 at Blanding, Utah weather station (420738).
WRCC, 2007. Monthly Average Pan Evaporation Rate for Mexican Hat, Utah. Available
at: www.wrcc.dri.edu/htmlfiles/westevap.final.html#utah

FIGURES

5590 5600
554
0
55
5
0
5560
557
0
558
0
5590
5560
5570
5580
559
0
555
0
55
6
0
55
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55
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5570
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5590
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5590
5590
5600
56
1
0
56
2
0
560
0
0+00
1+00
2+00
3+00
4+00
5+00
6+00
7+00
8+00
9+00
10+00
11+00
12+00
13+00
14+00
15+00
16+00
17+00
18+00
19+00
20+00
21+00
22+00
23+00
24+00
25+00
26+00
27+00
28+00
29+00
30+00
31+00
32+00
33+00 33+42
0+0
0
1+0
0
2+
0
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3+0
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4+
0
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5+0
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6+0
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7+0
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8+0
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9+0
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13
+
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+
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0
13
+
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14+
0
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15+
0
0
16
+
0
0
A
2
CELL 4B BORINGS
CELL 4A BORING
5550
5544
5544
5546
5548
5552
5554
5556
5558
55
5
0
55
4
2
55
4
4
55
4
6
55
4
8
55
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2
55
5
4
55
5
6
5550
5550
5560
5560
5570
5570
5580
5580
5550
5560
5570
5580
5580
557
05580559
0
5570
5580
5590
5600
556
0557
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5560
5570
5580
5590
5600
557
0
558
0
558
0
559
0559
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5570
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5580
5590
560
0
5600
5600
5590
5580
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1.
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1.75%
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2.0:1 2.0:1
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1
5588
5588
5588
5588
55
6
0
55
7
0
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5
8
556
2
55
6
4
55
6
6
55
6
8
5560
5570
5554
5556
5558
5562
5564
5566
5568
S
L
-
2
S
L
-
1
SL-5
SL-4
SL-8
S
L
-
3
S
L
-
6
S
L
-
7
SL-9
SL-13
SL-12
SL-18
SL-10
SL-11
S
L
-
1
6
S
L
-
1
7
S
L
-
1
5
SL-12-01-01F
SL-12-01-01R
SL-12-02-01F
SL-12-02-01R
SL-12-03-01F
SL-12-03-01R
SL-12-04-01F
SL-12-04-01R
SL-12-05-01F
SL-12-05-01R
SL-12-06-01F
SL-12-06-01R
SL-12-07-01F
SL-12-07-01R
SL-12-08-01F
SL-12-08-01R
SL-12-09-01F
SL-12-09-01R
SL-12-10-01F
SL-12-10-01R
SL-12-11-01F
SL-12-11-01R
SL-12-12-01F
SL-12-12-01R
SL-12-13-01F
SL-12-13-01R
SL-12-14-01F
SL-12-14-01R
SL-12-15-01F
SL-12-15-01R
SL-12-16-01F
SL-12-16-01R
SL-12-17-01F
SL-12-17-01R
SL-12-18-01F
SL-12-18-01R
TP12-14
TP12-01
TP12-06
TP12-03
TP12-08
TP12-09
TP12-10
TP12-19
TP12-11
TP12-12
TP12-14
TP12-15
TP12-17
TP12-18
TP12-16
CELL 5A AND 5B PROPOSED GRADING
1
N
00
SCALE IN FEET
300'150'
PRELIMINARY DESIGN DRAWINGS
NOT FOR CONSTRUCTION
CELL 5A AND 5B PRELIMINARY CELL DESIGN
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:FIGURE NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER ORCONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
2
P:
\
P
R
J
\
S
D
C
a
d
d
\
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Y

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1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8
JUNE 2018
SC0349
DATE
GTC
MMC
GTC
GTC
GTC
Energy Fuels Resources (USA) Inc.
TP12-01
EXISTING GRADE EXISTING GRADE
EXISTING GRADE
EXISTING GRADE
A
1
B
1
C
1
POOL ELEVATION
(5585.098 MSL FT)
POOL ELEVATION
(5585.098 MSL FT)
POOL ELEVATION
(5585.098 MSL FT)
PROPOSED
CELL 5A SURFACE
PROPOSED
CELL 5B SURFACE
PROPOSED
CELL 5A SURFACE
PROPOSED
CELL 5B SURFACE
TOP OF TAILINGS TOP OF TAILINGS
TOP OF TAILINGS
TOP OF TAILINGS
CELL 5A AND 5B PROPOSED GRADING - PROFILES
2
150'300'
SCALE IN FEET
PRELIMINARY DESIGN DRAWINGS
NOT FOR CONSTRUCTION
CELL 5A AND 5B PRELIMINARY CELL DESIGN
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:FIGURE NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER ORCONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
2
P:
\
P
R
J
\
S
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C
a
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d
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A
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3
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E
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G
Y

F
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2

C
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L

5
A

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5
B

R
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V
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D

G
R
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D
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G
.
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B
C
D
E
F
A
B
C
D
E
F
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8
JUNE 2018
SC0349
DATE
GTC
MMC
GTC
GTC
GTC
Energy Fuels Resources (USA) Inc.
00
75
'
15
0
'
JUNE 2011 EXISTING GROUND SURFACE
PROPOSED GRADING SURFACE
POOL SURFACE
TOP OF TAILINGS SURFACE
LEGEND

APPENDIX A-1
Construction Drawings
Option A – Triple Liner

01 TITLE SHEET
02 SITE PLAN
03A CELL 5A PROPOSED GRADING
03B CELL 5B PROPOSED GRADING
04A PIPE LAYOUT PLAN AND DETAILS - CELL 5A
04B PIPE LAYOUT PLAN AND DETAILS - CELL 5B
05 LINER SYSTEM DETAILS I
06 LINER SYSTEM DETAILS II
07 DETAILS & SECTIONS III
08 DETAILS & SECTIONS IV
09 DETAILS & SECTIONS V
10 DETAILS & SECTIONS VI
TITLE SHEET
SC0634-01
01
JUNE 2018
SC0634A
ENERGY FUELS RESOURCES (USA) INC.GEOSYNTEC CONSULTANTS
PREPARED FOR:
[phone]
[phone]
LIST OF DRAWINGS
6425 S. HIGHWAY 191 16644 WEST BERNARDO DRIVE, SUITE 301
SAN DIEGO, CALIFORNIA 92127
DRAWING DESCRIPTION
BLANDING, UTAH 84511
PREPARED BY:
P.O. BOX 809
TOOELE
MILLARD
IRON
SAN JUAN
KANE
JUAB
BOX ELDER
UINTAH
EMERY
GRAND
UTAH
BEAVER WAYNE
DUCHESNE
SEVIER
SUMMIT
RICHCACHE
SANPETE
PIUTE
WASATCH
DAVIS
WEBER
DAGGETT
SALT LAKE
BLACK

M
E
S
A

R
D
.
RU
I
N

S
P
R
I
N
G
S

S
P
U
R
CR-271
CR-
2
1
0
POSEY S. LAST SHOT
S
H
E
A
R
I
N
G

P
E
N
ENERGY FUELS
WHITE MESA MILL
DMC WHITE
MESA MILL
Energy Fuels Resources (USA) Inc.
DETAIL IDENTIFICATION LEGEND
SHEET ON WHICH ABOVE
DETAIL IS PRESENTED
DETAIL NUMBER
DETAIL NUMBER
SHEET ON WHICH
ABOVE DETAIL WAS
FIRST REFERENCED
EXAMPLE: DETAIL NUMBER 4 PRESENTED ON
SHEET NO. 6 WAS REFERENCED FOR THE FIRST TIME
ON SHEET NO. 3.
(ABOVE SYSTEM ALSO APPLIES TO SECTION IDENTIFICATIONS,
HOWEVER, LETTERS ARE USED INSTEAD OF NUMBERS.)
4
3
DETAIL
TITLE OF DETAIL
SCALE: 1"=2'
4
6
LOCATION MAP
NOT TO SCALEVICINITY MAP
NOT TO SCALE
PERMIT LEVEL DESIGN DRAWINGS
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
ENERGY FUELS WHITE MESA MILL
BLANDING, UTAH
JUNE 2018
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
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06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
BLACK MESA RD.
SITE
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5570
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MW-15
MW-33
MW-36
MW-35
MW-34
MW-37
MW-14
MW-17
MW-03
MW-23
MW-12
MW-05
MW-11
MW-25
DR-12 DR-13
SITE PLAN
SC0634-02
02
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
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J
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D
C
a
d
d
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6/
2
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/
2
0
1
8

3
:
2
5

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
N
00
SCALE IN FEET
300'600'
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.EXISTING WELLS, PIPING, AND OTHER SITE FEATURES SHALL BE
PROTECTED IN PLACE, EXCEPT AS NOTED OTHERWISE.
3.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL, AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR
SHALL NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
4.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
5.CONSTRUCTION WATER TO BE PROVIDED BY OWNER AT
NORTHEAST CORNER OF CELL 4A.
6.CONTRACTOR TO AVOID KNOWN ARCHEOLOGICAL AREAS. OWNER
TO CLEAR ARCHEOLOGICAL AREAS WITHIN LIMITS OF WORK PRIOR
TO BEGINNING EXCAVATION.
5570 JUNE 2011 EXISTING GROUND MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
SURFACE WATER BOUNDARY
SURFACE WATER DRAINAGE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING LIMIT
PROPOSED STOCKPILE BOUNDARIES
KNOWN ARCHEOLOGICAL AREAS (SEE NOTE 6)
EXISTING GROUNDWATER MONITORING WELLS
LEGEND
xx
5600
OFFICE
EXISTING CELL 1
EXISTING CELL 3
EXISTING CELL 4B
EXISTING CELL 4A
EXISTING CELL 2
CELL 5A
CELL 5B
SOIL
STOCKPILE #1
SOIL
STOCKPILE #2
SOIL
STOCKPILE #3
TOPSOIL
STOCKPILE #1
TOPSOIL
STOCKPILE #2ROCK
STOCKPILE #1
ROCK
STOCKPILE #2
MW-12DR-13
x x x x x x x x x x x x x x
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555
0
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0
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%
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7
5
%
10.0%
5550
5560
5544
5546
5548
5552
5554
5556
5558
5562
5564
5566
5568
MATCHLINE (SEE SHEET03B )
MA
T
C
H
L
I
N
E

(
S
E
E

S
H
E
E
T

03
B
)
S
L
-
2
S
L
-
1
SL-5
SL-4
SL-8
S
L
-
3
S
L
-
6
S
L
-
7
SL-9
TP12-01
TP12-02
TP12-07
TP12-05
TP12-08
TP12-06
TP12-04
TP12-03
TP12-10
TP12-09
MW-33
MW-34
MW-37
MW-15
DR-12
DR-13
CELL 5A PROPOSED GRADING
SC0634 - 03A-04B
03A
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
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C
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0
3
A
-
0
4
B
.
d
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L
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E
d
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d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
5

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
N
00 100'200'
SCALE IN FEET
NOTES
5570 JUNE 2011 EXISTING GROUND MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
PROPOSED GRADE BREAK
LIMIT OF LINER SYSTEM
APPROXIMATE TOP OF ROCK CONTOUR (1') (SEE NOTES 4 AND 5)
SPLASH PAD
EXPLORATORY TRENCH LOCATION
SEISMIC LINE LOCATIONS (SEE NOTE 4)
CELL 4B SOIL BORINGS (SEE NOTE 4)
EXISTING GROUNDWATER MONITOR WELL
LEGEND
xx
5600
5602
TP12-03
CELL 5A
FUTURE
CELL 5B
5570
11A
05
11A
05
11A
05
11B
05
11B
05
23
09
INTERIM SLOPE
INTERIM SLOPE
INTERIM ACCESS RAMP
19
06
10
05
10
05
10
05
10
05
9
05
21
06
SEE NOTE 6
11A
05
21
06
21
06
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
4.SEISMIC LINE DATA AND CELL 4B BORINGS ARE PROVIDED IN
SECTION 02200 OF THE TECHNICAL SPECIFICATIONS.
5.ROCK SURFACE IS APPROXIMATE AND BASED ON TRENCHES
PERFORMED AT THE SITE. WHERE QUESTION MARKS ARE SHOWN,
SURFACE IS ESTIMATED AND NOT BASED ON TRENCHES.
6.LOCALLY GRADE AREA NORTH OF BERM TO DRAIN AROUND BERM.
MW-33
CELL 4B SOIL BORING (TYP)
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
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5560
5570
5570
5580
5580
55
5
0
55
6
0
55
7
0
55
8
0
55
9
0
2.0:1
2.0:1
2.0
:
1
2.
0
:
1
3.0:1
2.0:1 5.0:1
5.0:1
2.0:1
2.0
:
1
3.
0
:
1
2.
0
:
1
3.0
:
1
1.75%
1.75%
1.75%
3.0
%
0.7
5
%
0.7
5
%
0.7
5
%
0.
7
5
%
0.75%
5
5
5
0
5
5
6
0
5
5
7
0
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
5
5
5
8
5
5
6
2
5
5
6
4
5
5
6
6
5
5
6
8
3.0:1
MA
T
C
H
L
I
N
E

(
S
E
E

S
H
E
E
T

03
A
)
MATCHLINE (SEE SHEET 03A)
SL-14
SL-13
SL-12 SL-18
SL-10
SL-11
S
L
-
1
6
S
L
-
1
7
S
L
-
1
5
TP12-15
TP12-17
TP12-18
TP12-16
TP12-14
TP12-12
TP12-19
TP12-11
TP12-13
MW-37
MW-15
MW-14
MW-17
DR-13
CELL 5B PROPOSED GRADING
SC0634 - 03A-04B
03B
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
5

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
N
00 100'200'
SCALE IN FEET
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
4.SEISMIC LINE DATA AND CELL 4B BORINGS ARE PROVIDED IN
SECTION 02200 OF THE TECHNICAL SPECIFICATIONS.
5.ROCK SURFACE IS APPROXIMATE AND BASED ON TRENCHES
PERFORMED AT THE SITE. WHERE QUESTION MARKS ARE SHOWN,
SURFACE IS ESTIMATED AND NOT BASED ON TRENCHES.
5570 JUNE 2011 EXISTING GROUND / CELL 5A GRADING MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND / CELL 5A GRADING MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
PROPOSED GRADE BREAK
LIMIT OF LINER
APPROXIMATE TOP OF ROCK CONTOUR (1') (SEE NOTES 4 AND 5)
SPLASH PAD
EXPLORATORY TRENCH LOCATION
SEISMIC LINE LOCATIONS (SEE NOTE 4)
CELL 4B SOIL BORINGS (SEE NOTE 4)
EXISTING GROUNDWATER MONITORING WELL
LEGEND
xx
5600
5602
TP12-03
CELL 5A
CELL 5B
5570
11A
05
11B
05
24
10
20
06
19
06
10
05
9
05
11A
05
11A
05
11B
05
10
05
10
05
10
05
21
06
21
06
21
06
MW-33
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x xxx
x x x x x
x
x
xxx
x
x
x
x x x x x x
555
0
55
6
0
55
7
0
55
8
0
559
0
55905590
56005600
5570
55
8
0
55
9
0
55
9
0
55
9
0
55
9
0
56
0
0
56
0
0
5590
5
5
9
0
5
6
0
0
5544
5546
5548
5552
5554
5556
5558
5562
5564
5566
5568
645'
563'
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x xxx
x x x x x
x
x
xxx
x
x
x
x x x x x x
555
0
55
6
0
55
7
0
55
8
0
559
0
55905590
56005600
5570
55
8
0
55
9
0
559
0
55
9
0
55
9
0
56
0
0
56
0
0
5590
55
9
0
5
6
0
0
5544
5546
5548
5552
5554
5556
5558
5562
5564
5566
5568
50'
(TYP.)
50'
(TYP.)
556
0
1
.
7
5
%
3.0
:
1
3.
0
:
1
2.0
:
1
3.0
:
1
0.7
5
%
0.7
5
%
5544
5546
DR-13
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x x x x
555
0
55
6
0
5570
55
8
0
1
.
7
5
%
1
.
7
5
%
2.0:1
3.0:1
3.0
:
1
3.
0
:
1
2.
0
:
1
3.
0
:
1
0.7
5
%
0.7
5
%
10.0%
5544
5546
5548
5552
5554
5556
50'
(TYP.)
50'
(TYP.)
DR-13
PIPE LAYOUT PLAN AND DETAILS - CELL 5A
SC0634 - 03A-04B
04A
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
5

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
N
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL, AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
5570 JUNE 2011 EXISTING GROUND MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
LIMIT OF LINER SYSTEM
PRIMARY AND SECONDARY LEAK DETECTION SYSTEM PIPING
SLIMES DRAIN SYSTEM PIPING
SLIMES DRAIN SYSTEM STRIP COMPOSITE AND SAND BAGS
SPLASH PAD
LEGEND
xx
5602
1 PLAN
CELL 5A LEAK DETECTION SYSTEM
SCALE: 1" = 200'
-
3 PLAN
CELL 5A SLIMES DRAIN SYSTEM
SCALE: 1" = 200'
-
2 DETAIL
CELL 5A LEAK DETECTION SYSTEM
SCALE: 1" = 50'
-
4 DETAIL
CELL 5A SLIMES DRAIN SYSTEM
SCALE: 1" = 100'
-
5600
CELL 5A
FUTURE
CELL 5B
FUTURE
CELL 5B
FUTURE
CELL 5B
CELL 5A
CELL 5A
CELL 5A
PRIMARY AND SECONDARY
LEAK DETECTION PIPING (TYP.)
LIMIT OF CELL 5A LINER
CONCRETE PIPE
SUPPORT
18" DIA. SCH 40 PVC
SECONDARY LDS RISER
18" DIA. SCH 40 PVC
PRIMARY LDS RISER
CONNECTION
TO SUMP
18" DIA. SCH 40 PVC
SLIMES DRAIN RISER
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE
CONCRETE PIPE
SUPPORT
LIMIT OF CELL 5A LINER
EMERGENCY
SPILLWAY
CONNECTION
TO SUMP
23
09
10
05
9
05
11A
05
EMERGENCY
SPILLWAY
23
09
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE 18A
06
18B
06
18A
06
18B
06
17
06
17
06
14
05
19
06
12
05
13
05
19
06
11A
05
16
06
22
07
16
06
16
06
16
06
21
06
22
07
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
5550
5560
5570
5580
5580
2.0:1
2.0
:
1
1.75%
0.
7
5
%
5
5
4
2
5
5
4
4
5
5
4
6
xxxxxxxxxxxxxxxxxxx
x
x
x
x
x
x
x
x
x
x
x
x
x
x
xxxxxx
x x x x x
x
xxxx
x
x
5544
5546
5552
5554
5556
5558
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
5
5
5
8
5
5
6
2
5
5
6
4
5
5
6
6
5
5
6
8
50'
(TYP.)
50'
(TYP.)
5544
5546
5552
5554
5556
5558
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
5
5
5
8
5
5
6
2
5
5
6
4
5
5
6
6
5
5
6
8
629'
573'
x x x x x x x x x x x x x x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
5550
5550
5560
5560
5570
5570
5580
5580
55
5
0
55
6
0
55
7
0
55
8
0
55
9
0
2.0:1
2.
0
:
1
3.0
:
1
1.75%
1.75%
0.7
5
%
5
5
5
0
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
50'
(TYP.)
50'
(TYP.)
PIPE LAYOUT PLAN AND DETAILS - CELL 5B
SC0634 - 03A-04B
04B
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
5

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
N
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL, AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
5 PLAN
CELL 5B LEAK DETECTION SYSTEM
SCALE: 1" = 200'
-
7 PLAN
CELL 5B SLIMES DRAIN SYSTEM
SCALE: 1" = 200'
-
6 DETAIL
CELL 5B LEAK DETECTION SYSTEM
SCALE: 1" = 50'
-
8 DETAIL
CELL 5B SLIMES DRAIN SYSTEM
SCALE: 1" = 100'
-
5570 JUNE 2011 EXISTING GROUND / CELL 5A GRADING MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND / CELL 5A GRADING MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
LIMIT OF LINER SYSTEM
PRIMARY AND SECONDARY LEAK DETECTION SYSTEM PIPING
SLIMES DRAIN SYSTEM PIPING
SLIMES DRAIN SYSTEM STRIP COMPOSITE AND SAND BAGS
SPLASH PAD
LEGEND
xx
5602
5600
CELL 5A
CELL 5A
CELL 5A
CELL 5A
CELL 5B
CELL 5B
CELL 5B
CELL 5B
CONCRETE PIPE
SUPPORT
18" DIA. SCH 40 PVC
SECONDARY LDS RISER
18" DIA. SCH 40 PVC
PRIMARY LDS RISER
CONNECTION
TO SUMP
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
18" DIA. SCH 40 PVC
SLIMES DRAIN RISER
EMERGENCY
SPILLWAY
CONNECTION
TO SUMP
EMERGENCY
SPILLWAY
EMERGENCY
SPILLWAY
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5A LINER
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5A LINER
EMERGENCY
SPILLWAY
CONCRETE PIPE
SUPPORT
PRIMARY AND SECONDARY
LEAK DETECTION PIPING (TYP.)
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE
10
05
9
05
11A
05
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE
18A
06
18B
06
18A
06
18B
06
17
06
17
06
14
05
19
06
12
05
13
05
19
06
16
06
22
07
16
0616
06
16
06
24
10
24
10
24
10
24
10
20
06
11A
05
21
06
22
07
PREPARED SUBGRADE/
ENGINEERED FILL
2'
3'22' ACCESS ROAD
CELL 5A OR 5B
VARIES
1
60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
ANCHOR TRENCH BACKFILL
0.75% (MIN.)
PREP
A
R
E
D

S
U
B
G
R
A
D
E
/
ENGI
N
E
E
R
E
D

F
I
L
L
60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
PREPARED SUBGRADE/
ENGINEERED FILL
(NOTE 3)
60 MIL HDPE
GEOMEMBRANE - SMOOTH
60 MIL HDPE
GEOMEMBRANE - DRAIN
LINER
300 MIL GEONET
PREPARED SUBGRADE/
ENGINEERED FILL
1.5' MIN.
(NOTE 2)
2'
3'
0.75%
ANCHOR TRENCH BACKFILL
60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
2'
3'
2'
4'
2.5' MIN.
3
1
1'
PREPARED SUBGRADE/
ENGINEERED FILL
60 MIL HDPE
GEOMEMBRANE -
TEXTURED
CUSHION GEOTEXTILE
ANCHOR
TRENCH
BACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
18" Ø SCH 40 PVC
RISER
BLIND FLANGE WITH CAP
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°
ELBOW
TOE OF SLOPE
60 MIL
TEXTURED
HDPE
CONCRETE PIPE
SUPPORT
60 MIL HDPE GEOMEMBRANE -
TEXTURED
STAINLESS
STEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
2.5' MIN.
3
1
1'
PREPARED SUBGRADE/
ENGINEERED FILL
60 MIL HDPE
GEOMEMBRANE -
TEXTURED
CUSHION GEOTEXTILE
ANCHOR
TRENCH
BACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
BLIND FLANGE WITH CAP
18" Ø SCH 40 PVC
RISER
TOE OF SLOPE
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°
ELBOW
60 MIL
TEXTURED
HDPE
CONCRETE PIPE
SUPPORT
60 MIL HDPE GEOMEMBRANE -
TEXTURED
STAINLESS
STEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
3
1
2.5' MIN.1'
PREPARED SUBGRADE/
ENGINEERED FILL
CUSHION GEOTEXTILE
60 MIL HDPE
GEOMEMBRANE -
TEXTURED
ANCHOR
TRENCH
BACKFILL
WOVEN GEOTEXTILE
18" Ø SCH 40 PVC RISER
TERMINATE WOVEN GEOTEXTILE
AND WRAP PIPE
BLIND FLANGE WITH CAP
22.5°
ELBOW
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
TOE OF SLOPE
CONCRETE PIPE
SUPPORT
WOVEN
GEOTEXTILE
19
06
11A
05
12"
60°'60°'
PVC SCHEDULE 40 PVC
1/4" HOLES STAGGERED
EVERY 12 INCHES
LINER SYSTEM DETAILS I
SC0634-05-07
05
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
2

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
9 DETAIL
BASE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
10 DETAIL
SIDE SLOPE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
11A DETAIL
ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B,04A,04B,05,06,09
11B DETAIL
ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B
12 DETAIL
SECONDARY LEAK DETECTION
RISER PENETRATION
SCALE: 1" = 2'
04A,04B
13 DETAIL
PRIMARY LEAK DETECTION
SYSTEM RISER PENETRATION
SCALE: 1" = 2'
04A,04B
14 DETAIL
SLIMES DRAIN RISER
PENETRATION
SCALE: 1" = 2'
04A,04B
15 DETAIL
PERFORATED PIPE
SCALE: 1" = 1'
07,08
NOTES:
1.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
2.ANCHOR TRENCHES MAY BE CONSTRUCTED WITH A MAXIMUM
DEPTH OF 3.5 FEET WITH UP TO 1 FOOT OF BACKFILL BETWEEN
EACH GEOMEMBRANE IN BOTTOM OF ANCHOR TRENCH.
3.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT
LEAST 6-INCHES OF FILL OVERLYING SANDSTONE IN
ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE
TECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)
SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENT
SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
XXXXXXXXXXXXXXXXXXXXXXXXX
X
X
X
X
X
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XX X X X X X X X X XXXXXXXXXXXXXXXXXXXXXXX
6"
9"
9"1
1
60 MIL HDPE GEOMEMBRANE - SMOOTH
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC
PERFORATED PIPE
60 MIL DRAIN LINER
GEOMEMBRANE
DRAINAGE
AGGREGATE
15
05
300 MIL GEONET
PREPARED
SUBGRADE
(SEE NOTE 3)
1
1
4" Ø SCH. 40 PVC
PERFORATED PIPE
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
4'
1'
1'1'
60 MIL DRAIN LINER
GEOMEMBRANE
WOVEN GEOTEXTILE
CUSHION GEOTEXTILE
SEWN SEAM60 MIL HDPE
GEOMEMBRANE - SMOOTH
SAND BAGS
SPACED 1 PER 10
FT ON BOTH SIDES
DRAINAGE
AGGREGATE
15
05
CUSHION GEOTEXTILEPREPARED
SUBGRADE
(SEE NOTE 3)
300 MIL GEONET
60 MIL HDPE DRAIN LINER
GEOMEMBRANE
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
6"(MIN)
12"
3"
PLAN VIEW
1"
STRIP COMPOSITE
12"
18"
STRIP COMPOSITE END
60 MIL HDPE GEOMEMBRANE - SMOOTH
UDOT CONCRETE
SAND FILLED BAGSTRIP COMPOSITE
12" (MIN.)
300 MIL GEONET
60 MIL HDPE GEOMEMBRANE - SMOOTH
SECTION VIEW
PREPARED
SUBGRADE
(SEE NOTE 3)
6"(MIN)
12"
3"
PLAN VIEW
SECTION VIEW
STRIP COMPOSITE
12"
STRIP COMPOSITE END
18"
UDOT CONCRETE SAND
STRIP COMPOSITE
PREPARED
SUBGRADE
(SEE NOTE 3)
SEWN SEAM
WOVEN GEOTEXTILE (SEE NOTE 4)
SEWN SEAMS
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
1"
60 MIL HDPE GEOMEMBRANE - SMOOTH
60 MIL HDPE DRAIN LINER
GEOMEMBRANE
300 MIL GEONET
60 MIL HDPE GEOMEMBRANE - SMOOTH
2'
2'
22'
5.5'
8'
CONCRETE PIPE SUPPORT
SECONDARY LEAK DETECTION SYSTEM RISER
(NOTE 2)
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
PRIMARY LEAK DETECTION SYSTEM RISER
(NOTE 2)
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
SLIMES DRAIN SYSTEM RISER
(NOTE 2)
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
BLIND FLANGE
WITH CAP
PREPARED SUBGRADE/
ENGINEERED FILL
2'
3'ACCESS ROAD, APPROX. 19'
2
1
CELL 5B
PREPARED SUBGRADE/
ENGINEERED FILL
2'
3'
CELL 5A 2
1
SEE SLOPE
LINER DETAIL
SEE SLOPE
LINER DETAIL
10
05
10
05
11A
05
11A
05
XXXXXXXXXX
PREPARED SUBGRADE/
ENGINEERED FILL
SPLASH PAD DET.
(OLD SECT. D)
5'
SEE ANCHOR
TRENCH DETAIL
SEE SLOPE
LINER DETAIL
PIPE (BY OTHERS)
TOE OF SLOPE
EXTRUSION WELD
(TYP.) (4 SIDES)
CREST OF SLOPE
MINIMUM 10' WIDE STRIP OF TEXTURED
GEOMEMBRANE EXTRUSION WELDED (4 SIDES)
11A
05
10
05
EXTRUSION WELD
SEE BASE LINER DETAIL
10
05
LINER SYSTEM DETAILS II
SC0634-05-07
06
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
2

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
16 DETAIL
LEAK DETECTION SYSTEM TRENCHES
SCALE: 1" = 1'
04A,04B
17 DETAIL
SLIMES DRAIN HEADER
SCALE: 1" = 1'
04A,04B
18A DETAIL
SLIMES DRAIN LATERAL - OPTION 1
SCALE: NTS
04A,04B
18B DETAIL
SLIMES DRAIN LATERAL - OPTION 2
SCALE: NTS
04A,04B
19 DETAIL
CONCRETE PIPE SUPPORT
SCALE: 1" = 2'
03A,03B,04A,04B
20 DETAIL
CELL 5A - CELL 5B ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03B,04B
NOTES:
1.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE GEOSYNTHETICS, WHICH ARE
SHOWN AT AN EXAGGERATED SCALE FOR CLARITY.
2.EXPOSED PVC PIPE SHALL BE PAINTED TO MINIMIZE DAMAGE DUE TO UV.
3.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT LEAST 6-INCHES OF FILL OVERLYING
SANDSTONE IN ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE TECHNICAL
SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED) SOIL AND ROCK SHALL BE REMOVED TO
EXPOSE COMPETENT SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
4.WOVEN GEOTEXTILE SHALL BE FOLDED OVER AND SEAMED. GEOTEXTILE SHALL BE FILLED WITH
UDOT CONCRETE SAND TO CREATE A CONTINUOUS SANDBAG-LIKE STRUCTURE WITH A MINIMUM
OF 3" OF SAND ABOVE STRIP COMPOSITE. ENDS SHALL BE SEAMED FOLLOWING SAND FILLING.
21 DETAIL
SPLASH PAD DETAIL
SCALE: 1" = 2'
03A,03B,04A,04B,09,10
60 MIL TEXTURED HDPE
CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX X X X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
SECONDARY DRAIN SECT C-C'
5'
BEGIN
DRAIN LINER
GEOMEMBRANE
BEGIN
TEXTURED HDPE
5'
BEGIN
TEXTURED HDPE
5'
1'
DRAINAGE AGGREGATE
CUSHION GEOTEXTILE
60 MIL DRAIN LINER GEOMEMBRANE
18" Ø SCH. 40 PVC RISER
60 MIL HDPE GEOMEMBRANE -
TEXTURED60 MIL DRAIN LINER
GEOMEMBRANE
4" Ø SCH. 40 PVC
PERFORATED PIPE
CUSHION GEOTEXTILE
60 MIL SMOOTH HDPE GEOMEMBRANE
4" Ø SCH. 40 PVC PERFORATED PIPE
(PRIMARY LEAK DETECTION PIPE)
(SEE SECTION B-B')
15
05
15
05
4'
18" Ø SCH. 40 PERFORATED PVC RISER 15
05
PREPARED
SUBGRADE
(SEE NOTE 1)3
1
5
1 3
1
BEGIN
SMOOTH HDPE
DRAINAGE AGGREGATE
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
5'
BEGIN SMOOTH HDPE
OR DRAIN LINER
GEOMEMBRANE
BEGIN
TEXTURED HDPE
5'
BEGIN
SMOOTH HDPE
BEGIN
TEXTURED HDPE
5'
1'
CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
60 MIL HDPE GEOMEMBRANE -
TEXTURED60 MIL SMOOTH HDPE
18" Ø SCH. 40 PVC RISER
60 MIL HDPE GEOMEMBRANE -
TEXTURED
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC
PERFORATED PIPE
60 MIL DRAIN LINER
HDPE GEOMEMBRANE
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC PERFORATED PIPE
(SECONDARY LEAK DETECTION PIPE)
(SEE SECTION C-C')
15
05
15
05
60 MIL SMOOTH HDPE
300 MIL GEONET
4'
18" Ø SCH. 40 PERFORATED PVC RISER 15
05
PREPARED
SUBGRADE
(SEE NOTE 1)
3
1
5
1
3
1
WOVEN GEOTEXTILE
CUSHION GEOTEXTILE
60 MIL DRAIN LINER GEOMEMBRANE
60 MIL SMOOTH HDPE GEOMEMBRANE
BEGIN
TEXTURED HDPE
XXXXXXXXXX
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XX X X X X X X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
SLIMES DRAIN SECT D-D'
5'5'
1'
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
18" Ø SCH. 40 PVC RISER
60 MIL HDPE GEOMEMBRANE -
TEXTURED
4" Ø SCH. 40 PVC
PERFORATED PIPE
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC PERFORATED PIPE
(PRIMARY LEAK DETECTION PIPE)
4" Ø SCH. 40 PVC PERFORATED PIPE
(SECONDARY LEAK DETECTION PIPE)
15
05
15
05
15
05
300 MIL GEONET
4'
18" Ø SCH. 40 PERFORATED PVC RISER 15
05
PREPARED
SUBGRADE
(SEE NOTE 1)5
1
3
1
3
1
BEGIN SMOOTH HDPE
OR DRAIN LINER
GEOMEMBRANE
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
4" Ø SCH. 40 PVC PERFORATED PIPE
(PRIMARY LEAK DETECTION PIPE)
4" Ø SCH. 40 PVC PERFORATED PIPE
(SECONDARY LEAK DETECTION PIPE)
DRAINAGE
AGGREGATE
WOVEN GEOTEXTILE
4" Ø SCH. 40 PERFORATED PVC PIPE
60 MIL DRAIN LINER GEOMEMBRANE
CUSHION GEOTEXTILE
60 MIL HDPE GEOMEMBRANE - SMOOTH
SEE DETAIL
15
05
15
05
17
06
300 MIL GEONET
15
05
PREPARED
SUBGRADE
(SEE NOTE 1)
3:1 3:1
3:13:1
5:1
3:1 3:1
3:13:1
3:13:1
CELL
FLOOR
5:1
10'
25'
4" Ø SCH. 40 PVC
SLIMES DRAIN PIPE
E
08
F
08
BOTTOM
OF SUMP
4.75'5.5'2.25'
C
07
A
07
5'
0.5% (
M
I
N
.
)
0.5
%

(
M
I
N
.
)
B
07
A B
D
07
PRIMARY LDS
18" Ø SCH. 40
PVC RISER
SECONDARY
18" Ø SCH. 40
PVC RISER
SLIMES DRAIN
18" Ø SCH. 40
PVC RISER
4" Ø SCH. 40 PVC
SECONDARY LDS PIPE
4" Ø SCH. 40 PVC
PRIMARY LDS PIPE
C
CELL
FLOOR
CELL
FLOOR
DETAILS & SECTIONS III
SC0634-05-07
07
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
2

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
A SECTION
SECONDARY LEAK DETECTION SUMP
SCALE: 1" = 2'
-
B SECTION
PRIMARY LEAK DETECTION SUMP
SCALE: 1" = 2'
-
D SECTION
SLIMES DRAIN AND LDS PIPING SECTION
SCALE: 1" = 2'
-
C SECTION
SLIMES DRAIN SUMP
SCALE: 1" = 2'
-
NOTES:
1.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT
LEAST 6-INCHES OF FILL OVERLYING SANDSTONE IN
ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE
TECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)
SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENT
SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY. SOIL THICKNESSES ARE MINIMUMS.
3.WOVEN GEOTEXTILE SHALL BE PROPEX 200 ST, SKAPS W 200, OR
APPROVED EQUAL (WOVEN SLIT FILM, AOS = 40, FLOW RATE = 4
GPM/SF, GRAB STRENGTH = 200 LBS, PUNCTURE = 100 LBS.)
22 PLAN
SUMP PLAN VIEW
SCALE: 1" = 6'
04A,04B
6'
60 MIL HDPE
GEOMEMBRANE - TEXTURED
CUSHION GEOTEXTILE
SEWN SEAM
CUSHION TO
WOVEN CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
1'1'
11'8'
XXXXXXXXXXXXXXXXXXXXXX
BEGIN
DRAIN LINER
GEOMEMBRANE
BEGIN
TEXTURED HDPE
SLIMES DRAIN SECT A-A'
60 MIL HDPE GEOMEMBRANE - TEXTURED
WOVEN GEOTEXTILESEWN SEAM
CUSHION TO
WOVEN
DRAINAGE AGGREGATE
18" Ø SCH. 40 PERFORATED
PVC RISER
3'
30 MIL
GEONET
XXXXXXXXXXXXXXXXXXXXXX
BEGIN
DRAIN LINER
GEOMEMBRANE
BEGIN
TEXTURED HDPE
3'
30 MIL
GEONET
15
05 18" Ø SCH. 40 PERFORATED
PVC RISER 15
05
18" Ø SCH. 40 PERFORATED
PVC RISER 15
05
2
1
2
1
3
1
3
1
PREPARED
SUBGRADE
(SEE NOTE 1)
PREPARED
SUBGRADE
(SEE NOTE 1)
SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES
1'1'
11'8'6'60 MIL HDPE GEOMEMBRANE - TEXTURED
60 MIL HDPE GEOMEMBRANE - TEXTURED
CUSHION GEOTEXTILE
WOVEN GEOTEXTILESEWN SEAM
CUSHION TO
WOVEN
SEWN SEAM
CUSHION TO
WOVEN CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
18" Ø SCH. 40 SOLID PVC RISER
18" Ø SCH. 40 SOLID PVC RISER
18" Ø SCH. 40 SOLID PVC RISER
2
1
2
1
3
1
3
1
PREPARED
SUBGRADE
(SEE NOTE 1)
PREPARED
SUBGRADE
(SEE NOTE 1)
SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES
SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES
DETAILS & SECTIONS IV
SC0634-05-07
08
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
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S
D
C
a
d
d
\
C
A
D
D
\
S
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0
6
3
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E
N
E
R
G
Y

F
U
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L
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0
6
3
4
-
0
2
-
0
2
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u
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6
3
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6/
2
5
/
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8

3
:
4
2

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
E SECTION
SUMP SECTION (FLOOR)
SCALE: 1" = 2'
07
F SECTION
SUMP SECTION (SLOPE)
SCALE: 1" = 2'
07
NOTES:
1.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT
LEAST 6-INCHES OF FILL OVERLYING SANDSTONE IN
ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE
TECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)
SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENT
SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY. SOIL THICKNESSES ARE MINIMUMS.
3.WOVEN GEOTEXTILE SHALL BE PROPEX 200 ST, SKAPS W 200, OR
APPROVED EQUAL (WOVEN SLIT FILM, AOS = 40, FLOW RATE = 4
GPM/SF, GRAB STRENGTH = 200 LBS, PUNCTURE = 100 LBS.)
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
5555
5560
5565
5570
5575
5580
5585
5590
5595
56
0
0
2.
0
%
2.0
%
2.0
:
1
5590
5600
56
0
0
25'
ACCESS
ROAD
25'
ACCESS
ROAD
10.0:1 MA
X
10.0:1 MA
X
G
09
H
09
5596
60 MIL GEOMEMBRANE CONNECTOR
LIMIT OF CELL 5A LINER
PROPOSED LIMIT OF GRADING
SPLASH PAD
GRADE BREAK
ANCHOR TRENCH
EXISTING CELL 4B
WATER EL. 5584.9
NEW ANCHOR TRENCH
(SEE NOTE 5)
APPROXIMATE LIMIT OF CELL 4B LINER
21
06
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
5.5'
3'3'
CELL 5A 25' ACCESS ROAD
(PROJECTED)
1' (MIN.)1' (MIN.)2%2%
2%
2
1
2
1
1'1'
EXTRUSION WELD
60 MIL HDPE GEOMEMBRANE
CONNECTOR TO 60 MIL HDPE
GEOMEMBRANE - SMOOTH
SEE NOTE 5
NEW ANCHOR TRENCH
(SEE NOTE 5)
PREPARED
SUBGRADE
3' (MIN.)
3' (MIN.)
ANCHOR
TRENCH
60 MIL HDPE
GEOMEMBRANE -
DRAIN LINER
CUSHION GEOTEXTILE
(SEE NOTE 1)
6" THICK CONCRETE
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL HDPE
GEOMEMBRANE - TEXTURED
(SPLASH PAD)
60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXISTING CELL 4B GEONET
EXTRUSION WELD 60 MIL HDPE
GEOMEMBRANE CONNECTOR TO 60
MIL HDPE GEOMEMBRANE - SMOOTH
EXISTING CELL 4B GROUND SURFACE
60 MIL HDPE
GEOMEMBRANE
CONNECTOR
EXISTING CELL 4B 60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXISTING CELL 4B
GEOSYNTHETIC CLAY LINER
EXISTING CELL 4B 60 MIL HDPE
GEOMEMBRANE - SMOOTH
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
11A
05
EXTRUSION WELD 60 MIL HDPE - TEXTURED
TO 60 MIL HDPE SMOOTH GEOMEMBRANE
(TYP.) (4 SIDES)
EXISTING GROUND
SURFACE
40'
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
55'
5'
55'
5'
5.5'
10 (MAX)
1
ACCESS ROAD ACCESS ROAD
6" THICK CONCRETE
10 (MAX)
1
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
CUSHION GEOTEXTILE
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
6" THICK CONCRETE
CUSHION GEOTEXTILE
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL GEOMEMBRANE - SMOOTH 60 MIL GEOMEMBRANE - SMOOTH
DETAILS & SECTIONS V
SC0634-05-07
09
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
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J
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S
D
C
a
d
d
\
C
A
D
D
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0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
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0
6
3
4
-
0
5
-
0
7
.
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w
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6/
2
5
/
2
0
1
8

3
:
4
2

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
23 PLAN
SPILLWAY PLAN - 5A
SCALE: 1" = 20'
03A,04A
NOTES:
1.CUSHION GEOTEXTILE SHALL BE PLACED OVERLYING PRIMARY
GEOMEMBRANE WHERE CONCRETE IS INSTALLED.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
3.WELDED WIRE FABRIC SHALL BE INSTALLED AT CENTER OF
CONCRETE SLAB SECTION.
4.SPLASH PAD AT SPILLWAY SHALL BE 150' WIDE, SHALL EXTEND 5'
ONTO THE FLOOR AND BE EXTRUSION WELDED ON ALL FOUR (4)
SIDES TO PRIMARY GEOMEMBRANE.
5.CUT AND FOLD BACK EXISTING LINER SYSTEM GEOSYNTHETIC
LAYERS (60 mil HDPE MEMBRANE, 300 mil GEONET, 60 mil HDPE
GEOMEMBRANE, GCL) TO ALLOW EXCAVATION OF SPILLWAY.
REPLACE LINER SYSTEM GEOSYNTHETICS LAYERS ONTO NEW
SPILLWAY GRADES AND NEW ANCHOR TRENCH. NEW ANCHOR
TRENCH SHALL BE TIED INTO EXISTING ANCHOR TRENCH.
6.ANCHOR 60 MIL GEOMEMBRANE CONNECTOR AT TOP OF 10H:1V
SLOPE IN 12" DEEP ANCHOR TRENCH.
H SECTION
SPILLWAY - SECTION 2-5A
SCALE: 1" = 4'
-
G SECTION
SPILLWAY - SECTION-5A
SCALE: 1" = 8'
-
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
2%
2
1
2%
3'
CELL 5A/5B 25' ACCESS ROAD
(PROJECTED)3'
1' (MIN.)1' (MIN.)
1'
3' (MIN.)
3
3' (MIN.)
1'
5.8'
1
60 MIL HDPE
GEOMEMBRANE -DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
PREPARED
SUBGRADE
CUSHION GEOTEXTILE
(SEE NOTE 1)60 MIL HDPE
GEOMEMBRANE
CONNECTOR
ANCHOR TRENCH
EXISTING CELL 5A 60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXISTING CELL 5A 60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
SEE NOTE 5
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL HDPE
GEOMEMBRANE - TEXTURED
(SPLASH PAD)
INTERIM CELL 5B SIDE SLOPE
(TO BE RE-GRADED TO 2H:1V)
EXTRUSION WELD 60 MIL HDPE - TEXTURED
TO 60 MIL HDPE - SMOOTH GEOMEMBRANE
(TYP.) (4 SIDES)
6" THICK CONCRETE
EXTRUSION WELD
60 MIL HDPE GEOMEMBRANE CONNECTOR TO
60 MIL HDPE GEOMEMBRANE - SMOOTH
NEW ANCHOR TRENCH
(SEE NOTE 5)
2
1
11A
05
EXTRUSION WELD
60 MIL HDPE GEOMEMBRANE CONNECTOR TO
60 MIL HDPE GEOMEMBRANE - SMOOTH
5585
558
5
I
10
2.0%
2.0%
10
.
0
:
1

M
A
X
10
.
0
:
1

M
A
X
25'
ACCESS
ROAD
55
4
5
55
4
5
55
5
0
55
5
0
55
5
5
55
5
5
55
6
0
55
6
0
55
6
5
55
6
5
55
7
0
55
7
0
55
7
5
55
7
5
55
8
0
55
8
0
J
10
25'
ACCESS
ROAD
LIMIT OF CELL 5A LINER
SPLASH PAD
LIMIT OF CELL 5B LINER
GRADE BREAK
60 MIL GEOMEMBRANE CONNECTOR
CELL 5A
NEW ANCHOR TRENCH
(SEE NOTE 5)
CELL 5B
ANCHOR TRENCH
21
06
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
40'55'64'5'
6.4'5.3'
5'
ACCESS ROADACCESS ROAD
WELDED WIRE FABRIC
(SEE NOTE 3)
10 (MAX)
1 10 (MAX)
1
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
6" THICK CONCRETE
CUSHION GEOTEXTILE
60 MIL GEOMEMBRANE - SMOOTH
6" THICK CONCRETE
CUSHION GEOTEXTILE
60 MIL GEOMEMBRANE - SMOOTH
DETAILS & SECTIONS VI
SC0634-05-07
10
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
2

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
24 PLAN
SPILLWAY PLAN - 5B
SCALE: 1" = 20'
03B,04B
I SECTION
SPILLWAY - SECTION-5B
SCALE: 1" = 8'
-
J SECTION
SPILLWAY - SECTION 2 - 5B
SCALE: 1" = 4'
-
NOTES:
1.CUSHION GEOTEXTILE SHALL BE PLACED OVERLYING PRIMARY
GEOMEMBRANE WHERE CONCRETE IS INSTALLED.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
3.WELDED WIRE FABRIC SHALL BE INSTALLED AT CENTER OF
CONCRETE SLAB SECTION.
4.SPLASH PAD AT SPILLWAY SHALL BE 159' WIDE, SHALL EXTEND 5'
ONTO THE FLOOR AND BE EXTRUSION WELDED ON ALL FOUR (4)
SIDES TO PRIMARY GEOMEMBRANE.
5.CUT AND FOLD BACK EXISTING LINER SYSTEM GEOSYNTHETIC
LAYERS (60 mil HDPE MEMBRANE, 300 mil GEONET, 60 mil HDPE
GEOMEMBRANE, GCL) TO ALLOW EXCAVATION OF SPILLWAY.
REPLACE LINER SYSTEM GEOSYNTHETICS LAYERS ONTO NEW
SPILLWAY GRADES AND NEW ANCHOR TRENCH. NEW ANCHOR
TRENCH SHALL BE TIED INTO EXISTING ANCHOR TRENCH.
6.ANCHOR 60 MIL GEOMEMBRANE CONNECTOR AT TOP OF 10H:1V
SLOPE IN 12" DEEP ANCHOR TRENCH.

APPENDIX A-2
Construction Drawings
Option B – Double Liner with Geosynthetic
Clay Liner

01 TITLE SHEET
02 SITE PLAN
03A CELL 5A PROPOSED GRADING
03B CELL 5B PROPOSED GRADING
04A PIPE LAYOUT PLAN AND DETAILS - CELL 5A
04B PIPE LAYOUT PLAN AND DETAILS - CELL 5B
05 LINER SYSTEM DETAILS I
06 LINER SYSTEM DETAILS II
07 DETAILS & SECTIONS III
08 DETAILS & SECTIONS IV
09 DETAILS & SECTIONS V
10 DETAILS & SECTIONS VI
TITLE SHEET
SC0634-01
01
JUNE 2018
SC0634A
ENERGY FUELS RESOURCES (USA) INC.
PREPARED FOR:
[phone]
LIST OF DRAWINGS
6425 S. HIGHWAY 191
DRAWING DESCRIPTION
BLANDING, UTAH 84511
PREPARED BY:
P.O. BOX 809
TOOELE
MILLARD
IRON
SAN JUAN
KANE
JUAB
BOX ELDER
UINTAH
EMERY
GRAND
UTAH
BEAVER WAYNE
DUCHESNE
SEVIER
SUMMIT
RICHCACHE
SANPETE
PIUTE
WASATCH
DAVIS
WEBER
DAGGETT
SALT LAKE
BLACK

M
E
S
A

R
D
.
RU
I
N

S
P
R
I
N
G
S

S
P
U
R
CR-271
CR-
2
1
0
POSEY S. LAST SHOT
S
H
E
A
R
I
N
G

P
E
N
ENERGY FUELS
WHITE MESA MILL
DMC WHITE
MESA MILL
Energy Fuels Resources (USA) Inc.
DETAIL IDENTIFICATION LEGEND
SHEET ON WHICH ABOVE
DETAIL IS PRESENTED
DETAIL NUMBER
DETAIL NUMBER
SHEET ON WHICH
ABOVE DETAIL WAS
FIRST REFERENCED
EXAMPLE: DETAIL NUMBER 4 PRESENTED ON
SHEET NO. 6 WAS REFERENCED FOR THE FIRST TIME
ON SHEET NO. 3.
(ABOVE SYSTEM ALSO APPLIES TO SECTION IDENTIFICATIONS,
HOWEVER, LETTERS ARE USED INSTEAD OF NUMBERS.)
4
3
DETAIL
TITLE OF DETAIL
SCALE: 1"=2'
4
6
LOCATION MAP
NOT TO SCALEVICINITY MAP
NOT TO SCALE
PERMIT LEVEL DESIGN DRAWINGS
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
ENERGY FUELS WHITE MESA MILL
BLANDING, UTAH
JUNE 2018
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4
-
0
1
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
1
9

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
BLACK MESA RD.
SITE
GEOSYNTEC CONSULTANTS
[phone]
16644 WEST BERNARDO DRIVE, SUITE 301
SAN DIEGO, CALIFORNIA 92127
x
x
x
x
x
x
x
x
xxxxxx
x
x
x
x
xxx
x
xxxxxxx
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x
x
x x
xx
x
x x x x x
x
x
xx
x
x
x
x
x
xx
x
x
x
x
x
x x x
x
x
x
x
x
x
x
x
x
x
x
xxx
xxxxxxx
x
x
x
x
x
x
xxxx
x
x x x
x
x
x
x
x
xxxxx
xxx
x
x x x x x
x
x
xxxxx
x
x
x
x
x
x
x
x
x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
5560
5560
55
7
0
5570
5
5
8
0
55
8
0
5
5
4
0
5
5
5
0
5560
5570
55
8
0
556
0
557
0
5560
5
5
7
0
5580
559
0
55
7
0
558
0
5590
5550
55
9
0
5590
55
9
0
560
0
56
0
0
5600
56
0
0
5610
5
5
8
0
55
9
0
560
0
56
1
0
56
2
0
56
3
0
560
0
56
1
0
56
2
0
5580
5590
5590
55
5
0
556
0
55
7
0
55
8
0
559
0
55
8
0
560
0
5600
561
0
562
0
559
0
560
0
55
9
0
56
0
0
56
3
0
56
4
0
56
5
0
5620
56
1
0
562
0
562
0
5630
5640
5650
5660
5670
56
1
0
56
2
0
5610
559056005610
56
2
0
56
3
0
5610
56
2
0
56
3
0
5630
558
0
55
9
0
5
6
0
0
5620
563
0
5620
5630
5640
56
5
0
56
6
0
5670
5
5
8
0
5590
5600
5610
5
6
2
0
563
0
5
6
3
0
5
6
3
0
5
6
4
0
5
6
5
0
56
6
0
56
7
0
55605570
5580
5550
5560
5
5
5
0
5
5
6
0
5550 5560
5570
5580
55
7
0
55
8
0
55
9
0
55
5
0
55
5
0
55
6
0
55
6
0
55
7
0
55
7
0
55
8
0
55
8
0
55
9
0
55
9
0
55
7
0
55
8
0
55
8
0
55
9
0
55
9
0
5570
5580
5590
5600
5560
5570
5580
5590
5600
MW-15
MW-33
MW-36
MW-35
MW-34
MW-37
MW-14
MW-17
MW-03
MW-23
MW-12
MW-05
MW-11
MW-25
DR-12 DR-13
SITE PLAN
SC0634-02
02
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4
-
0
2
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
1
6

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
N
00
SCALE IN FEET
300'600'
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.EXISTING WELLS, PIPING, AND OTHER SITE FEATURES SHALL BE
PROTECTED IN PLACE, EXCEPT AS NOTED OTHERWISE.
3.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL, AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR
SHALL NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
4.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
5.CONSTRUCTION WATER TO BE PROVIDED BY OWNER AT
NORTHEAST CORNER OF CELL 4A.
6.CONTRACTOR TO AVOID KNOWN ARCHEOLOGICAL AREAS. OWNER
TO CLEAR ARCHEOLOGICAL AREAS WITHIN LIMITS OF WORK PRIOR
TO BEGINNING EXCAVATION.
5570 JUNE 2011 EXISTING GROUND MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
SURFACE WATER BOUNDARY
SURFACE WATER DRAINAGE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING LIMIT
PROPOSED STOCKPILE BOUNDARIES
KNOWN ARCHEOLOGICAL AREAS (SEE NOTE 6)
EXISTING GROUNDWATER MONITORING WELLS
LEGEND
xx
5600
OFFICE
EXISTING CELL 1
EXISTING CELL 3
EXISTING CELL 4B
EXISTING CELL 4A
EXISTING CELL 2
CELL 5A
CELL 5B
SOIL
STOCKPILE #1
SOIL
STOCKPILE #2
SOIL
STOCKPILE #3
TOPSOIL
STOCKPILE #1
TOPSOIL
STOCKPILE #2ROCK
STOCKPILE #1
ROCK
STOCKPILE #2
MW-12DR-13
x x x x x x x x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x x x x x x x x x x x x x
x x x x
x x x x x x x x x x
x
x
x
x
xxxxx
x
x
x
x
x
x
x x x x x x x x x x x x x
555
0
556
0
55
7
0
55
8
0
559
0
5590
5590
56005600
5570
55
8
0
55
9
0
55
9
0
55
9
0
56
0
0
5580
5590
55
9
0
5
6
0
0
?
?
?
?
?
?
?
?
?
?
?
?
?
???
?
?
?
?????
?
??????
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
??
?
?
??
?
?
?
???
?
?
?
?????
?
??????
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
??
?
?
??
?
?
?
55
5
0
55
4
8
5
5
5
2
55
5
4
555
0
556
0
5570
5580
5548
555
2
555
4
555
6
5558
5562
5564
5566
5568
5572
5574
5576
5578
5582
5584
5570
5580
5590
5600
5600
55
5
0
55
6
0
55
7
0
55
7
0
55
8
0
55
8
0
55
9
055
9
0
5560
5570
5580
5590
5600
55
7
0
55
8
0
55
9
0
5550
5560
5570
5570
5580
5580
555
0
556
0
557
0
558
0
5550
5560
5570
5580
5600
55
9
0
5560
5570
5580
5580
1
.
7
5
%
1
.
7
5
%
1
.
7
5
%
2.0:1
3
.
0
:
1
2.0
:
1
2.
0
:
1
2.0:1
3.0:1
3.0
:
1
3.
0
:
1
3
.
0
:
1
2.0
:
1
3.
0
:
1
3.0
:
1
2.0
:
1
5.0:1
0.7
5
%
0.7
5
%
3.0
%
0.7
5
%
0.7
5
%
3.
0
%
0.7
5
%
0.
7
5
%
10.0%
5550
5560
5544
5546
5548
5552
5554
5556
5558
5562
5564
5566
5568
MATCHLINE (SEE SHEET03B )
MA
T
C
H
L
I
N
E

(
S
E
E

S
H
E
E
T

03
B
)
S
L
-
2
S
L
-
1
SL-5
SL-4
SL-8
S
L
-
3
S
L
-
6
S
L
-
7
SL-9
TP12-01
TP12-02
TP12-07
TP12-05
TP12-08
TP12-06
TP12-04
TP12-03
TP12-10
TP12-09
MW-33
MW-34
MW-37
MW-15
DR-12
DR-13
CELL 5A PROPOSED GRADING
SC0634 - 03A-04B
03A
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
5
1

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
N
00 100'200'
SCALE IN FEET
NOTES
5570 JUNE 2011 EXISTING GROUND MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
PROPOSED GRADE BREAK
LIMIT OF LINER SYSTEM
APPROXIMATE TOP OF ROCK CONTOUR (1') (SEE NOTES 4 AND 5)
SPLASH PAD
EXPLORATORY TRENCH LOCATION
SEISMIC LINE LOCATIONS (SEE NOTE 4)
CELL 4B SOIL BORINGS (SEE NOTE 4)
EXISTING GROUNDWATER MONITOR WELL
LEGEND
xx
5600
5602
TP12-03
CELL 5A
FUTURE
CELL 5B
5570
11A
05
11A
05
11A
05
11B
05
11B
05
23
09
INTERIM SLOPE
INTERIM SLOPE
INTERIM ACCESS RAMP
19
06
10
05
10
05
10
05
10
05
9
05
21
06
SEE NOTE 6
11A
05
21
06
21
06
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
4.SEISMIC LINE DATA AND CELL 4B BORINGS ARE PROVIDED IN
SECTION 02200 OF THE TECHNICAL SPECIFICATIONS.
5.ROCK SURFACE IS APPROXIMATE AND BASED ON TRENCHES
PERFORMED AT THE SITE. WHERE QUESTION MARKS ARE SHOWN,
SURFACE IS ESTIMATED AND NOT BASED ON TRENCHES.
6.LOCALLY GRADE AREA NORTH OF BERM TO DRAIN AROUND BERM.
MW-33
CELL 4B SOIL BORING (TYP)
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x
x
x
x
x
x
x
x
x
xxxxxxxxxxxxx
x x x x x x x x x x
x
x
xxxxxxxxx
x
x
x
x x
???
?
?
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?
?
?????
?
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?
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?
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?
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?
??
?
?
?
55
5
0
55
6
0
5
5
7
0
55
4
8
55
5
2
55
5
4
55
5
6
55
5
8
55
6
2
55
6
4
55
6
6
5
5
6
8
5
5
7
2
55
7
4
555
0
556
0
554
8
555
2
555
4
555
6
5558
5562
5544
5546
5548
5550
5560
5570
5570
5580
5580
55
5
0
55
6
0
55
6
0
55
7
0
55
7
0
55
8
0
55
8
0
55
9
0
55
9
0
555
0
55
6
0
55
7
0
55
8
0
5550
5560
5570
5580
5560
5570
5580
5590
5600
55
5
0
55
6
0
55
7
0
55
7
0
55
8
0
55
8
0
55
9
0
55
9
0
5560 5560
5570
55
8
0
55
6
0
55
6
0
55
7
0
5
5
7
0
5
5
8
0
5
5
6
0
5570
5580
5600
5580
5590
5590
5600
5600
55
8
0
559
0
5590
560
0
5600
5550
5552
5554
5556
5558
5560
5570
5580
5590
5600
5550
5550
5560
5560
5570
5570
5580
5580
55
6
0
55
7
0
55
8
0
55
9
0
556
0
55
7
0
55
8
0
55
9
0
56
0
0
5570
5580
5590
5600
5560
5570
5570
5580
5580
55
5
0
55
6
0
55
7
0
55
8
0
55
9
0
2.0:1
2.0:1
2.0
:
1
2.
0
:
1
3.0:1
2.0:1 5.0:1
5.0:1
2.0:1
2.0
:
1
3.
0
:
1
2.
0
:
1
3.0
:
1
1.75%
1.75%
1.75%
3.0
%
0.7
5
%
0.7
5
%
0.7
5
%
0.
7
5
%
0.75%
5
5
5
0
5
5
6
0
5
5
7
0
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
5
5
5
8
5
5
6
2
5
5
6
4
5
5
6
6
5
5
6
8
3.0:1
MA
T
C
H
L
I
N
E

(
S
E
E

S
H
E
E
T

03
A
)
MATCHLINE (SEE SHEET 03A)
SL-14
SL-13
SL-12 SL-18
SL-10
SL-11
S
L
-
1
6
S
L
-
1
7
S
L
-
1
5
TP12-15
TP12-17
TP12-18
TP12-16
TP12-14
TP12-12
TP12-19
TP12-11
TP12-13
MW-37
MW-15
MW-14
MW-17
DR-13
CELL 5B PROPOSED GRADING
SC0634 - 03A-04B
03B
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
5
1

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
N
00 100'200'
SCALE IN FEET
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
4.SEISMIC LINE DATA AND CELL 4B BORINGS ARE PROVIDED IN
SECTION 02200 OF THE TECHNICAL SPECIFICATIONS.
5.ROCK SURFACE IS APPROXIMATE AND BASED ON TRENCHES
PERFORMED AT THE SITE. WHERE QUESTION MARKS ARE SHOWN,
SURFACE IS ESTIMATED AND NOT BASED ON TRENCHES.
5570 JUNE 2011 EXISTING GROUND / CELL 5A GRADING MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND / CELL 5A GRADING MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
PROPOSED GRADE BREAK
LIMIT OF LINER
APPROXIMATE TOP OF ROCK CONTOUR (1') (SEE NOTES 4 AND 5)
SPLASH PAD
EXPLORATORY TRENCH LOCATION
SEISMIC LINE LOCATIONS (SEE NOTE 4)
CELL 4B SOIL BORINGS (SEE NOTE 4)
EXISTING GROUNDWATER MONITORING WELL
LEGEND
xx
5600
5602
TP12-03
CELL 5A
CELL 5B
5570
11A
05
11B
05
24
10
20
06
19
06
10
05
9
05
11A
05
11A
05
11B
05
10
05
10
05
10
05
21
06
21
06
21
06
MW-33
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x xxx
x x x x x
x
x
xxx
x
x
x
x x x x x x
555
0
55
6
0
55
7
0
55
8
0
559
0
55905590
56005600
5570
55
8
0
55
9
0
55
9
0
55
9
0
55
9
0
56
0
0
56
0
0
5590
5
5
9
0
5
6
0
0
5544
5546
5548
5552
5554
5556
5558
5562
5564
5566
5568
645'
563'
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x xxx
x x x x x
x
x
xxx
x
x
x
x x x x x x
555
0
55
6
0
55
7
0
55
8
0
559
0
55905590
56005600
5570
55
8
0
55
9
0
559
0
55
9
0
55
9
0
56
0
0
56
0
0
5590
55
9
0
5
6
0
0
5544
5546
5548
5552
5554
5556
5558
5562
5564
5566
5568
50'
(TYP.)
50'
(TYP.)
556
0
1
.
7
5
%
3.0
:
1
3.
0
:
1
2.0
:
1
3.0
:
1
0.7
5
%
0.7
5
%
5544
5546
DR-13
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x x x x
555
0
55
6
0
5570
55
8
0
1
.
7
5
%
1
.
7
5
%
2.0:1
3.0:1
3.0
:
1
3.
0
:
1
2.
0
:
1
3.
0
:
1
0.7
5
%
0.7
5
%
10.0%
5544
5546
5548
5552
5554
5556
50'
(TYP.)
50'
(TYP.)
DR-13
PIPE LAYOUT PLAN AND DETAILS - CELL 5A
SC0634 - 03A-04B
04A
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
5
1

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
N
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL, AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
5570 JUNE 2011 EXISTING GROUND MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
LIMIT OF LINER SYSTEM
PRIMARY AND SECONDARY LEAK DETECTION SYSTEM PIPING
SLIMES DRAIN SYSTEM PIPING
SLIMES DRAIN SYSTEM STRIP COMPOSITE AND SAND BAGS
EXISTING GROUNDWATER MONITOR WELL
SPLASH PAD
LEGEND
xx
5602
1 PLAN
CELL 5A LEAK DETECTION SYSTEM
SCALE: 1" = 200'
-
3 PLAN
CELL 5A SLIMES DRAIN SYSTEM
SCALE: 1" = 200'
-
2 DETAIL
CELL 5A LEAK DETECTION SYSTEM
SCALE: 1" = 50'
-
4 DETAIL
CELL 5A SLIMES DRAIN SYSTEM
SCALE: 1" = 100'
-
5600
CELL 5A
FUTURE
CELL 5B
FUTURE
CELL 5B
FUTURE
CELL 5B
CELL 5A
CELL 5A
CELL 5A
LEAK DETECTION PIPING (TYP.)
LIMIT OF CELL 5A LINER
CONCRETE PIPE
SUPPORT
18" DIA. SCH 40 PVC LDS RISER
CONNECTION
TO SUMP
18" DIA. SCH 40 PVC
SLIMES DRAIN RISER
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE
CONCRETE PIPE
SUPPORT
LIMIT OF CELL 5A LINER
EMERGENCY
SPILLWAY
CONNECTION
TO SUMP
23
09
10
05
9
05
11A
05
EMERGENCY
SPILLWAY
23
09
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE 18A
06
18B
06
18A
06
18B
06
17
06
17
06
14
05
19
06
13
05
19
06
11A
05
16
06
22
07
16
06
16
06
16
06
21
06
22
07
DR-12
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
5550
5560
5570
5580
5580
2.0:1
2.0
:
1
1.75%
0.
7
5
%
5
5
4
2
5
5
4
4
5
5
4
6
xxxxxxxxxxxxxxxxxxx
x
x
x
x
x
x
x
x
x
x
x
x
x
x
xxxxxx
x x x x x
x
xxxx
x
x
5544
5546
5552
5554
5556
5558
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
5
5
5
8
5
5
6
2
5
5
6
4
5
5
6
6
5
5
6
8
50'
(TYP.)
50'
(TYP.)
5544
5546
5552
5554
5556
5558
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
5
5
5
8
5
5
6
2
5
5
6
4
5
5
6
6
5
5
6
8
629'
573'
x x x x x x x x x x x x x x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
5550
5550
5560
5560
5570
5570
5580
5580
55
5
0
55
6
0
55
7
0
55
8
0
55
9
0
2.0:1
2.
0
:
1
3.0
:
1
1.75%
1.75%
0.7
5
%
5
5
5
0
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
50'
(TYP.)
50'
(TYP.)
PIPE LAYOUT PLAN AND DETAILS - CELL 5B
SC0634 - 03A-04B
04B
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
5
1

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
N
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL, AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
5 PLAN
CELL 5B LEAK DETECTION SYSTEM
SCALE: 1" = 200'
-
7 PLAN
CELL 5B SLIMES DRAIN SYSTEM
SCALE: 1" = 200'
-
6 DETAIL
CELL 5B LEAK DETECTION SYSTEM
SCALE: 1" = 50'
-
8 DETAIL
CELL 5B SLIMES DRAIN SYSTEM
SCALE: 1" = 100'
-
5570 JUNE 2011 EXISTING GROUND / CELL 5A GRADING MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND / CELL 5A GRADING MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
LIMIT OF LINER SYSTEM
PRIMARY AND SECONDARY LEAK DETECTION SYSTEM PIPING
SLIMES DRAIN SYSTEM PIPING
SLIMES DRAIN SYSTEM STRIP COMPOSITE AND SAND BAGS
SPLASH PAD
LEGEND
xx
5602
5600
CELL 5A
CELL 5A
CELL 5A
CELL 5A
CELL 5B
CELL 5B
CELL 5B
CELL 5B
CONCRETE PIPE
SUPPORT
18" DIA. SCH 40 PVC LDS RISER
CONNECTION
TO SUMP
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
18" DIA. SCH 40 PVC
SLIMES DRAIN RISER
EMERGENCY
SPILLWAY
CONNECTION
TO SUMP
EMERGENCY
SPILLWAY
EMERGENCY
SPILLWAY
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5A LINER
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5A LINER
EMERGENCY
SPILLWAY
CONCRETE PIPE
SUPPORT
LEAK DETECTION PIPING (TYP.)
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE
10
05
9
05
11A
05
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE
18A
06
18B
06
18A
06
18B
06
17
06
17
06
14
05
19
06
13
05
19
06
16
06
22
07
16
0616
06
16
06
24
10
24
10
24
10
24
10
20
06
11A
05
21
06
22
07
PREPARED SUBGRADE/
ENGINEERED FILL
2'
3'22' ACCESS ROAD
CELL 5A OR 5B
VARIES
1
0.75% (MIN.)60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
ANCHOR TRENCH BACKFILL
GEOSYNTHETIC CLAY LINER
PREP
A
R
E
D

S
U
B
G
R
A
D
E
/
ENGI
N
E
E
R
E
D

F
I
L
L
60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
GEOSYNTHETIC CLAY LINER
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
PREPARED SUBGRADE/
ENGINEERED FILL
(NOTE 3)
60 MIL HDPE
GEOMEMBRANE - SMOOTH
GEOSYNTHETIC CLAY LINER
300 MIL GEONET
PREPARED SUBGRADE/
ENGINEERED FILL
1.5' MIN.
(NOTE 2)
2'
3'
0.75%
ANCHOR TRENCH BACKFILL
60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
GEOSYNTHETIC CLAY LINER
2'
3'
2'
4'
2.5' MIN.
3
1
1'
PREPARED SUBGRADE/
ENGINEERED FILL
19
06
11A
05
60 MIL HDPE
GEOMEMBRANE -
TEXTURED
CUSHION GEOTEXTILE
ANCHOR
TRENCH
BACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
BLIND FLANGE WITH CAP
18" Ø SCH 40 PVC
RISER
TOE OF SLOPE
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°
ELBOW
60 MIL
TEXTURED
HDPE
CONCRETE PIPE
SUPPORT
60 MIL HDPE GEOMEMBRANE -
TEXTURED
STAINLESS
STEEL BAND CLAMP
GEOSYNTHETIC CLAY LINER
2'
3'
2'
4'
3
1
2.5' MIN.1'
PREPARED SUBGRADE/
ENGINEERED FILL
19
06
11A
05
CUSHION GEOTEXTILE
60 MIL HDPE
GEOMEMBRANE -
TEXTURED
ANCHOR
TRENCH
BACKFILL
WOVEN GEOTEXTILE
18" Ø SCH 40 PVC RISER
TERMINATE WOVEN GEOTEXTILE
AND WRAP PIPE
BLIND FLANGE WITH CAP
22.5°
ELBOW
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
TOE OF SLOPE
CONCRETE PIPE
SUPPORT
WOVEN
GEOTEXTILE
GEOSYNTHETIC CLAY LINER
12"
60°'60°'
PVC SCHEDULE 40 PVC
1/4" HOLES STAGGERED
EVERY 12 INCHES
LINER SYSTEM DETAILS I
SC0634-05-07
05
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
0
0

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
9 DETAIL
BASE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
10 DETAIL
SIDE SLOPE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
11A DETAIL
ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B,04A,04B,05,06,09
11B DETAIL
ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B
13 DETAIL
LEAK DETECTION SYSTEM
RISER PENETRATION
SCALE: 1" = 2'
04A,04B
14 DETAIL
SLIMES DRAIN RISER
PENETRATION
SCALE: 1" = 2'
04A,04B
15 DETAIL
PERFORATED PIPE
SCALE: 1" = 1'
07,08
NOTES:
1.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
2.ANCHOR TRENCHES MAY BE CONSTRUCTED WITH A MAXIMUM
DEPTH OF 3.5 FEET WITH UP TO 1 FOOT OF BACKFILL BETWEEN
EACH GEOMEMBRANE IN BOTTOM OF ANCHOR TRENCH.
3.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT
LEAST 6-INCHES OF FILL OVERLYING SANDSTONE IN
ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE
TECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)
SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENT
SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
XXXXXXXXXXXXXXXXXXXXXXXXX
X
X
X
X
X
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XX X X X X X X X X XXXXXXXXXXXXXXXXXXXXXXX
12"
12"
1
1
15
05
1
1
60 MIL HDPE GEOMEMBRANE - SMOOTH
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC
PERFORATED PIPE
DRAINAGE
AGGREGATE
300 MIL GEONET
PREPARED
SUBGRADE
(SEE NOTE 3)
GEOSYNTHETIC CLAY LINER
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
4'
1'
1'1'
15
05
4" Ø SCH. 40 PVC
PERFORATED PIPE GEOSYNTHETIC CLAY LINER
WOVEN GEOTEXTILE
CUSHION GEOTEXTILE
SEWN SEAM60 MIL HDPE
GEOMEMBRANE - SMOOTH
SAND BAGS
SPACED 1 PER 10
FT ON BOTH SIDES
DRAINAGE
AGGREGATE
CUSHION GEOTEXTILEPREPARED
SUBGRADE
(SEE NOTE 3)
300 MIL GEONET
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
6"(MIN)
12"
3"
PLAN VIEW
1"
12"
18"
12" (MIN.)
SECTION VIEW
GEOSYNTHETIC CLAY LINER
STRIP COMPOSITE
STRIP COMPOSITE END
60 MIL HDPE GEOMEMBRANE - SMOOTH
UDOT CONCRETE
SAND FILLED BAGSTRIP COMPOSITE
300 MIL GEONET
60 MIL HDPE GEOMEMBRANE - SMOOTH
PREPARED
SUBGRADE
(SEE NOTE 3)
6"(MIN)
12"
3"
PLAN VIEW
SECTION VIEW
12"
18"
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
1"
STRIP COMPOSITE
STRIP COMPOSITE END
UDOT CONCRETE SAND
STRIP COMPOSITE
PREPARED
SUBGRADE
(SEE NOTE 3)
SEWN SEAM
WOVEN GEOTEXTILE (SEE NOTE 4)
SEWN SEAMS
60 MIL HDPE GEOMEMBRANE - SMOOTH
GEOSYNTHETIC CLAY LINER
300 MIL GEONET
60 MIL HDPE GEOMEMBRANE - SMOOTH
2'
2'
15'8'
CONCRETE PIPE SUPPORT
LEAK DETECTION SYSTEM RISER
(NOTE 2)
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
SLIMES DRAIN SYSTEM RISER
(NOTE 2)
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
BLIND FLANGE
WITH CAP
PREPARED SUBGRADE/
ENGINEERED FILL
2'
3'ACCESS ROAD, APPROX. 19'
2
1
CELL 5B
PREPARED SUBGRADE/
ENGINEERED FILL
2'
3'
CELL 5A 2
1
10
05
10
05
SEE SLOPE
LINER DETAIL
SEE SLOPE
LINER DETAIL
11A
05
11A
05
XXXXXXXXXX
PREPARED SUBGRADE/
ENGINEERED FILL
SPLASH PAD DET.
(OLD SECT. D)
5'
11A
05
10
05
10
05
SEE ANCHOR
TRENCH DETAIL
SEE SLOPE
LINER DETAIL
PIPE (BY OTHERS)
TOE OF SLOPE
EXTRUSION WELD
(TYP.) (4 SIDES)
CREST OF SLOPE
MINIMUM 10' WIDE STRIP OF TEXTURED
GEOMEMBRANE EXTRUSION WELDED (4 SIDES)
EXTRUSION WELD
SEE BASE LINER DETAIL
LINER SYSTEM DETAILS II
SC0634-05-07
06
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
0
0

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
16 DETAIL
LEAK DETECTION SYSTEM TRENCH
SCALE: 1" = 1'
04A,04B
17 DETAIL
SLIMES DRAIN HEADER
SCALE: 1" = 1'
04A,04B
18A DETAIL
SLIMES DRAIN LATERAL - OPTION 1
SCALE: NTS
04A,04B
18B DETAIL
SLIMES DRAIN LATERAL - OPTION 2
SCALE: NTS
04A,04B
19 DETAIL
CONCRETE PIPE SUPPORT
SCALE: 1" = 2'
03A,03B,04A,04B
20 DETAIL
CELL 5A - CELL 5B ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03B,04B
NOTES:
1.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE GEOSYNTHETICS, WHICH ARE
SHOWN AT AN EXAGGERATED SCALE FOR CLARITY.
2.EXPOSED PVC PIPE SHALL BE PAINTED TO MINIMIZE DAMAGE DUE TO UV.
3.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT LEAST 6-INCHES OF FILL OVERLYING
SANDSTONE IN ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE TECHNICAL
SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED) SOIL AND ROCK SHALL BE REMOVED TO
EXPOSE COMPETENT SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
4.WOVEN GEOTEXTILE SHALL BE FOLDED OVER AND SEAMED. GEOTEXTILE SHALL BE FILLED WITH
UDOT CONCRETE SAND TO CREATE A CONTINUOUS SANDBAG-LIKE STRUCTURE WITH A MINIMUM
OF 3" OF SAND ABOVE STRIP COMPOSITE. ENDS SHALL BE SEAMED FOLLOWING SAND FILLING.
21 DETAIL
SPLASH PAD DETAIL
SCALE: 1" = 2'
03A,03B,04A,04B,09,10
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
5'
BEGIN
SMOOTH HDPE
BEGIN
TEXTURED HDPE
5'
BEGIN
SMOOTH HDPE
BEGIN
TEXTURED HDPE
5'
1'
15
05
15
05
4'
15
05
3
1
5
1
3
1
DRAINAGE AGGREGATE
CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
60 MIL HDPE GEOMEMBRANE -
TEXTURED60 MIL SMOOTH HDPE
18" Ø SCH. 40 PVC RISER
60 MIL HDPE GEOMEMBRANE -
TEXTURED
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC
PERFORATED PIPE
GEOSYNTHETIC CLAY LINER
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC PERFORATED PIPE
60 MIL SMOOTH HDPE
300 MIL GEONET
18" Ø SCH. 40 PERFORATED PVC RISER
PREPARED
SUBGRADE
(SEE NOTE 1)
BEGIN
TEXTURED HDPE
XXXXXXXXXX
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XX X X X X X X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
SLIMES DRAIN SECT D-D'
5'5'
1'
15
05
15
05
4'
15
05
5
1
3
1
3
1
WOVEN GEOTEXTILE
CUSHION GEOTEXTILE
GEOSYNTHETIC CLAY LINER
60 MIL SMOOTH HDPE GEOMEMBRANE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
18" Ø SCH. 40 PVC RISER
60 MIL HDPE GEOMEMBRANE -
TEXTURED
4" Ø SCH. 40 PVC
PERFORATED PIPE
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC PERFORATED PIPE
(LEAK DETECTION PIPE)
300 MIL GEONET
18" Ø SCH. 40 PERFORATED PVC RISER
PREPARED
SUBGRADE
(SEE NOTE 1)
BEGIN
SMOOTH HDPE
1'1'
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
15
05
17
06
15
05
4" Ø SCH. 40 PVC PERFORATED PIPE
(LEAK DETECTION PIPE)
DRAINAGE
AGGREGATE
WOVEN GEOTEXTILE
4" Ø SCH. 40 PERFORATED PVC PIPE
GEOSYNTHETIC CLAY LINER
CUSHION GEOTEXTILE
60 MIL HDPE GEOMEMBRANE - SMOOTH
SEE DETAIL
300 MIL GEONET
PREPARED
SUBGRADE
(SEE NOTE 1)
3:1 3:1
3:13:1
5:1
3:1 3:1
3:13:1
3:13:1
CELL
FLOOR
5:1
10'
20'
D
08
E
08
BOTTOM
OF SUMP
4.5'4.5'
B
07
#
07
5'
0.5% (
M
I
N
.
)
0.5
%

(
M
I
N
.
)
A B
C
07
CELL
FLOOR
CELL
FLOOR
4" Ø SCH. 40 PVC
SLIMES DRAIN PIPE
LDS 18" Ø SCH. 40 PVC RISER
SLIMES DRAIN
18" Ø SCH. 40
PVC RISER
4" Ø SCH. 40 PVC LDS PIPE
8'
DETAILS & SECTIONS III
SC0634-05-07
07
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
0
0

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
A SECTION
LEAK DETECTION SUMP
SCALE: 1" = 2'
-
C SECTION
SLIMES DRAIN AND LDS PIPING SECTION
SCALE: 1" = 2'
-
B SECTION
SLIMES DRAIN SUMP
SCALE: 1" = 2'
-
NOTES:
1.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT
LEAST 6-INCHES OF FILL OVERLYING SANDSTONE IN
ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE
TECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)
SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENT
SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY. SOIL THICKNESSES ARE MINIMUMS.
3.WOVEN GEOTEXTILE SHALL BE PROPEX 200 ST, SKAPS W 200, OR
APPROVED EQUAL (WOVEN SLIT FILM, AOS = 40, FLOW RATE = 4
GPM/SF, GRAB STRENGTH = 200 LBS, PUNCTURE = 100 LBS.)
22 PLAN
SUMP PLAN VIEW
SCALE: 1" = 6'
04A,04B
1'1'
11'9'
XXXXXXXXXXXXXXXXXXXXXX
BEGIN
SMOOTH HDPE
BEGIN
TEXTURED HDPE
SLIMES DRAIN SECT A-A'
3'
XXXXXXXXXXXXXXXXXXXXXX
BEGIN
SMOOTH HDPE
BEGIN
TEXTURED HDPE
3'
15
05 15
05
2
1
3
1
3
1
60 MIL HDPE
GEOMEMBRANE - TEXTURED
CUSHION GEOTEXTILE
SEWN SEAM
CUSHION TO
WOVEN CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
60 MIL HDPE GEOMEMBRANE - TEXTURED
WOVEN GEOTEXTILESEWN SEAM
CUSHION TO
WOVEN
DRAINAGE AGGREGATE
18" Ø SCH. 40 PERFORATED
PVC RISER
30 MIL
GEONET
30 MIL
GEONET
18" Ø SCH. 40 PERFORATED
PVC RISER
PREPARED
SUBGRADE
(SEE NOTE 1)
PREPARED
SUBGRADE
(SEE NOTE 1)
SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES
GEOSYNTHETIC CLAY LINER
1'1'
11'9'
2
1
3
1
60 MIL HDPE GEOMEMBRANE - TEXTURED
60 MIL HDPE GEOMEMBRANE - TEXTURED
CUSHION GEOTEXTILE
WOVEN GEOTEXTILESEWN SEAM
CUSHION TO
WOVEN
SEWN SEAM
CUSHION TO
WOVEN CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
18" Ø SCH. 40 SOLID PVC RISER
18" Ø SCH. 40 SOLID PVC RISER
PREPARED
SUBGRADE
(SEE NOTE 1)
PREPARED
SUBGRADE
(SEE NOTE 1)
SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES
SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES
3
1
GEOSYNTHETIC CLAY LINER
DETAILS & SECTIONS IV
SC0634-05-07
08
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
0
0

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
D SECTION
SUMP SECTION (FLOOR)
SCALE: 1" = 2'
07
E SECTION
SUMP SECTION (SLOPE)
SCALE: 1" = 2'
07
NOTES:
1.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT
LEAST 6-INCHES OF FILL OVERLYING SANDSTONE IN
ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE
TECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)
SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENT
SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY. SOIL THICKNESSES ARE MINIMUMS.
3.WOVEN GEOTEXTILE SHALL BE PROPEX 200 ST, SKAPS W 200, OR
APPROVED EQUAL (WOVEN SLIT FILM, AOS = 40, FLOW RATE = 4
GPM/SF, GRAB STRENGTH = 200 LBS, PUNCTURE = 100 LBS.)
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
5555
5560
5565
5570
5575
5580
5585
5590
5595
56
0
0
2.
0
%
2.0
%
2.0
:
1
5590
5600
56
0
0
25'
ACCESS
ROAD
25'
ACCESS
ROAD
10.0:1 MA
X
10.0:1 MA
X
G
09
H
09
5596
21
06
60 MIL GEOMEMBRANE CONNECTOR
LIMIT OF CELL 5A LINER
PROPOSED LIMIT OF GRADING
SPLASH PAD
GRADE BREAK
ANCHOR TRENCH
EXISTING CELL 4B
WATER EL. 5584.9
NEW ANCHOR TRENCH
(SEE NOTE 5)
APPROXIMATE LIMIT OF CELL 4B LINER
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
5.5'
3'3'
CELL 5A 25' ACCESS ROAD
(PROJECTED)
1' (MIN.)1' (MIN.)2%2%
2%
2
1
2
1
1'1'
3' (MIN.)
3' (MIN.)
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
11A
05
EXTRUSION WELD
60 MIL HDPE GEOMEMBRANE
CONNECTOR TO 60 MIL HDPE
GEOMEMBRANE - SMOOTH
SEE NOTE 5
NEW ANCHOR TRENCH
(SEE NOTE 5)
PREPARED
SUBGRADE
60 MIL HDPE
GEOMEMBRANE -
DRAIN LINER
ANCHOR
TRENCH
6" THICK CONCRETE
CUSHION GEOTEXTILE
(SEE NOTE 1)
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL HDPE
GEOMEMBRANE - TEXTURED
(SPLASH PAD)
60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXISTING CELL 4B GEONET60 MIL HDPE
GEOMEMBRANE
CONNECTOR
EXTRUSION WELD 60 MIL HDPE
GEOMEMBRANE CONNECTOR TO 60
MIL HDPE GEOMEMBRANE - SMOOTH
EXISTING CELL 4B GROUND SURFACE
EXISTING CELL 4B 60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXISTING CELL 4B
GEOSYNTHETIC CLAY LINER
EXISTING CELL 4B 60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXTRUSION WELD 60 MIL HDPE - TEXTURED
TO 60 MIL HDPE SMOOTH GEOMEMBRANE
(TYP.) (4 SIDES)
EXISTING GROUND
SURFACE
40'
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
55'
5'
55'
5'
5.5'
10 (MAX)
1
10 (MAX)
1
ACCESS ROAD ACCESS ROAD
6" THICK CONCRETE
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
CUSHION GEOTEXTILE
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
6" THICK CONCRETE
CUSHION GEOTEXTILE
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL GEOMEMBRANE - SMOOTH 60 MIL GEOMEMBRANE - SMOOTH
DETAILS & SECTIONS V
SC0634-05-07
09
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
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P
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GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
23 PLAN
SPILLWAY PLAN - 5A
SCALE: 1" = 20'
03A,04A
NOTES:
1.CUSHION GEOTEXTILE SHALL BE PLACED OVERLYING PRIMARY
GEOMEMBRANE WHERE CONCRETE IS INSTALLED.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
3.WELDED WIRE FABRIC SHALL BE INSTALLED AT CENTER OF
CONCRETE SLAB SECTION.
4.SPLASH PAD AT SPILLWAY SHALL BE 150' WIDE, SHALL EXTEND 5'
ONTO THE FLOOR AND BE EXTRUSION WELDED ON ALL FOUR (4)
SIDES TO PRIMARY GEOMEMBRANE.
5.CUT AND FOLD BACK EXISTING LINER SYSTEM GEOSYNTHETIC
LAYERS (60 mil HDPE MEMBRANE, 300 mil GEONET, 60 mil HDPE
GEOMEMBRANE, GCL) TO ALLOW EXCAVATION OF SPILLWAY.
REPLACE LINER SYSTEM GEOSYNTHETICS LAYERS ONTO NEW
SPILLWAY GRADES AND NEW ANCHOR TRENCH. NEW ANCHOR
TRENCH SHALL BE TIED INTO EXISTING ANCHOR TRENCH.
6.ANCHOR 60 MIL GEOMEMBRANE CONNECTOR AT TOP OF 10H:1V
SLOPE IN 12" DEEP ANCHOR TRENCH.
H SECTION
SPILLWAY - SECTION 2-5A
SCALE: 1" = 4'
-
G SECTION
SPILLWAY - SECTION-5A
SCALE: 1" = 8'
-
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
2%
2
1
2%
3'
CELL 5A/5B 25' ACCESS ROAD
(PROJECTED)3'
1' (MIN.)1' (MIN.)
1'
3' (MIN.)
3
3' (MIN.)
1'
5.8'
1
2
1
11A
05 60 MIL HDPE
GEOMEMBRANE -DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
PREPARED
SUBGRADE
CUSHION GEOTEXTILE
(SEE NOTE 1)60 MIL HDPE
GEOMEMBRANE
CONNECTOR
ANCHOR TRENCH
EXISTING CELL 5A 60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXISTING CELL 5A 60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
SEE NOTE 5
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL HDPE
GEOMEMBRANE - TEXTURED
(SPLASH PAD)
INTERIM CELL 5B SIDE SLOPE
(TO BE RE-GRADED TO 2H:1V)
EXTRUSION WELD 60 MIL HDPE - TEXTURED
TO 60 MIL HDPE - SMOOTH GEOMEMBRANE
(TYP.) (4 SIDES)
6" THICK CONCRETE
EXTRUSION WELD
60 MIL HDPE GEOMEMBRANE CONNECTOR TO
60 MIL HDPE GEOMEMBRANE - SMOOTH
NEW ANCHOR TRENCH
(SEE NOTE 5)
EXTRUSION WELD
60 MIL HDPE GEOMEMBRANE CONNECTOR TO
60 MIL HDPE GEOMEMBRANE - SMOOTH
EXISTING GEOSYNTHETIC
CLAY LINER
GEOSYNTHETIC CLAY LINER
GEOSYNTHETIC CLAY LINER
5585
558
5
I
10
2.0%
2.0%
10
.
0
:
1

M
A
X
10
.
0
:
1

M
A
X
25'
ACCESS
ROAD
55
4
5
55
4
5
55
5
0
55
5
0
55
5
5
55
5
5
55
6
0
55
6
0
55
6
5
55
6
5
55
7
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7
0
55
7
5
55
7
5
55
8
0
55
8
0
J
10
25'
ACCESS
ROAD
21
06
LIMIT OF CELL 5A LINER
SPLASH PAD
LIMIT OF CELL 5B LINER
GRADE BREAK
CELL 5A
60 MIL GEOMEMBRANE CONNECTOR
NEW ANCHOR TRENCH
(SEE NOTE 5)
CELL 5B
ANCHOR TRENCH
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
40'55'64'5'
6.4'5.3'
5'
10 (MAX)
1 10 (MAX)
1
ACCESS ROADACCESS ROAD
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
6" THICK CONCRETE
CUSHION GEOTEXTILE
60 MIL GEOMEMBRANE - SMOOTH
6" THICK CONCRETE
CUSHION GEOTEXTILE
60 MIL GEOMEMBRANE - SMOOTH
DETAILS & SECTIONS VI
SC0634-05-07
10
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
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2
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M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
24 PLAN
SPILLWAY PLAN - 5B
SCALE: 1" = 20'
03B,04B
I SECTION
SPILLWAY - SECTION-5B
SCALE: 1" = 8'
-
J SECTION
SPILLWAY - SECTION 2 - 5B
SCALE: 1" = 4'
-
NOTES:
1.CUSHION GEOTEXTILE SHALL BE PLACED OVERLYING PRIMARY
GEOMEMBRANE WHERE CONCRETE IS INSTALLED.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
3.WELDED WIRE FABRIC SHALL BE INSTALLED AT CENTER OF
CONCRETE SLAB SECTION.
4.SPLASH PAD AT SPILLWAY SHALL BE 159' WIDE, SHALL EXTEND 5'
ONTO THE FLOOR AND BE EXTRUSION WELDED ON ALL FOUR (4)
SIDES TO PRIMARY GEOMEMBRANE.
5.CUT AND FOLD BACK EXISTING LINER SYSTEM GEOSYNTHETIC
LAYERS (60 mil HDPE MEMBRANE, 300 mil GEONET, 60 mil HDPE
GEOMEMBRANE, GCL) TO ALLOW EXCAVATION OF SPILLWAY.
REPLACE LINER SYSTEM GEOSYNTHETICS LAYERS ONTO NEW
SPILLWAY GRADES AND NEW ANCHOR TRENCH. NEW ANCHOR
TRENCH SHALL BE TIED INTO EXISTING ANCHOR TRENCH.
6.ANCHOR 60 MIL GEOMEMBRANE CONNECTOR AT TOP OF 10H:1V
SLOPE IN 12" DEEP ANCHOR TRENCH.

APPENDIX B
Construction Quality Assurance Plan

Prepared for
Energy Fuels Resources (USA), Inc.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
CONSTRUCTION QUALITY
ASSURANCE PLAN
CELLS 5A AND 5B
WHITE MESA MILL
BLANDING, UTAH
Prepared by

16644 West Bernardo Rd, Suite 301
San Diego, CA 92127
Project Number SC0634

June 2018

SC0634.CQAPlan5A.d.20170822 ii June 2018

TABLE OF CONTENTS

1. INTRODUCTION .................................................................................................... 1 
1.1 Terms of Reference ....................................................................................... 1 
1.2 Purpose and Scope of the Construction Quality Assurance Plan .................. 1 
1.3 References ..................................................................................................... 2 
1.4 Organization of the Construction Quality Assurance Plan ........................... 2 
2. DEFINITIONS RELATING TO CONSTRUCTION QUALITY ASSURANCE ... 3 
2.1 Owner ............................................................................................................ 3 
2.2 Construction Manager ................................................................................... 3 
2.3 Design Engineer ............................................................................................ 4 
2.4 Contractor ...................................................................................................... 4 
2.5 Resin Supplier ............................................................................................... 5 
2.6 Manufacturers ............................................................................................... 5 
2.7 Geosynthetic Installer .................................................................................... 5 
2.8 CQA Consultant ............................................................................................ 6 
2.9 Surveyor ........................................................................................................ 6 
2.10 CQA Laboratory ............................................................................................ 7 
2.11 Lines of Communication ............................................................................... 7 
2.12 Deficiency Identification and Rectification .................................................. 8 
3. CQA CONSULTANT’S PERSONNEL AND DUTIES ........................................ 10 
3.1 Overview ..................................................................................................... 10 
3.2 CQA Personnel ............................................................................................ 10 
3.3 CQA Engineer ............................................................................................. 10 
3.4 CQA Site Manager ...................................................................................... 11 
4. SITE AND PROJECT CONTROL ........................................................................ 13 
4.1 Project Coordination Meetings ................................................................... 13 
4.1.1 Pre-Construction Meeting .............................................................. 13 
4.1.2 Progress Meetings .......................................................................... 14 
4.1.3 Problem or Work Deficiency Meeting .......................................... 14 
5. DOCUMENTATION ............................................................................................. 15 
5.1 Overview ..................................................................................................... 15 
5.2 Daily Recordkeeping ................................................................................... 15 
5.3 Construction Problems and Resolution Data Sheets ................................... 16 
5.4 Photographic Documentation ...................................................................... 17 
5.5 Design or Specifications Changes ............................................................... 17 
5.6 CQA Report ................................................................................................ 17 
6. WELL ABANDONMENT ..................................................................................... 19 
6.1 Introduction ................................................................................................. 19 
6.2 CQA Monitoring Activities ......................................................................... 19 
6.2.1 Materials ........................................................................................ 19 

SC0634.CQAPlan5A.d.20170822 iii June 2018

6.2.2 Well Abandonment ........................................................................ 19 
6.2.3 Deficiencies ................................................................................... 19 
6.2.4 Notification .................................................................................... 20 
6.2.5 Repairs and Re-testing ................................................................... 20 
7. EARTHWORK ....................................................................................................... 21 
7.1 Introduction ................................................................................................. 21 
7.2 Earthwork Testing Activities ...................................................................... 21 
7.2.1 Sample Frequency ......................................................................... 21 
7.2.2 Sample Selection ........................................................................... 21 
7.3 CQA Monitoring Activities ......................................................................... 22 
7.3.1 Vegetation Removal ...................................................................... 22 
7.3.2 Topsoil Removal ............................................................................ 22 
7.3.3 Engineered Fill ............................................................................... 22 
7.3.4 Subgrade Soil ................................................................................. 22 
7.3.5 Fine Grading .................................................................................. 23 
7.3.6 Anchor Trench Construction ......................................................... 23 
7.4 Deficiencies ................................................................................................. 23 
7.4.1 Notification .................................................................................... 24 
7.4.2 Repairs and Re-Testing .................................................................. 24 
8. DRAINAGE AGGREGATE .................................................................................. 25 
8.1 Introduction ................................................................................................. 25 
8.2 Testing Activities ........................................................................................ 25 
8.2.1 Sample Frequency ......................................................................... 25 
8.2.2 Sample Selection ........................................................................... 26 
8.3 CQA Monitoring Activities ......................................................................... 26 
8.3.1 Drainage Aggregate ....................................................................... 26 
8.4 Deficiencies ................................................................................................. 26 
8.4.1 Notification .................................................................................... 27 
8.4.2 Repairs and Re-testing ................................................................... 27 
9. POLYVINYL CHLORIDE (PVC) PIPE AND STRIP COMPOSITE .................. 28 
9.1 Material Requirements ................................................................................ 28 
9.2 Manufacturer ............................................................................................... 28 
9.2.1 Submittals ...................................................................................... 28 
9.3 Handling and Laying ................................................................................... 28 
9.4 Perforations ................................................................................................. 29 
9.5 Joints ........................................................................................................... 29 
9.6 Strip Composite ........................................................................................... 29 
10. GEOMEMBRANE ................................................................................................. 30 
10.1 General ........................................................................................................ 30 
10.2 Geomembrane Material Conformance ........................................................ 30 
10.2.1 Introduction .................................................................................... 30 

SC0634.CQAPlan5A.d.20170822 iv June 2018

10.2.2 Review of Quality Control ............................................................. 30 
10.2.2.1 Material Properties Certification ................................... 30 
10.2.2.2 Geomembrane Roll MQC Certification ........................ 31 
10.2.3 Conformance Testing ..................................................................... 31 
10.3 Delivery ....................................................................................................... 32 
10.3.1 Transportation and Handling ......................................................... 32 
10.3.2 Storage ........................................................................................... 32 
10.4 Geomembrane Installation .......................................................................... 32 
10.4.1 Introduction .................................................................................... 32 
10.4.2 Earthwork ...................................................................................... 33 
10.4.2.1 Surface Preparation ....................................................... 33 
10.4.2.2 Geosynthetic Termination ............................................. 33 
10.4.3 Geomembrane Placement .............................................................. 33 
10.4.3.1 Panel Identification ....................................................... 33 
10.4.3.2 Field Panel Placement ................................................... 34 
10.4.4 Field Seaming ................................................................................ 36 
10.4.4.1 Requirements of Personnel............................................ 36 
10.4.4.2 Seaming Equipment and Products ................................ 36 
10.4.4.3 Seam Preparation .......................................................... 38 
10.4.4.4 Weather Conditions for Seaming .................................. 38 
10.4.4.5 Overlapping and Temporary Bonding .......................... 39 
10.4.4.6 Trial Seams .................................................................... 39 
10.4.4.7 General Seaming Procedure .......................................... 39 
10.4.4.8 Nondestructive Seam Continuity Testing ..................... 40 
10.4.4.9 Destructive Testing ....................................................... 42 
10.4.5 Defects and Repairs ....................................................................... 45 
10.4.5.1 Identification ................................................................. 45 
10.4.5.2 Evaluation ..................................................................... 46 
10.4.5.3 Repair Procedures ......................................................... 46 
10.4.5.4 Verification of Repairs .................................................. 47 
10.4.5.5 Large Wrinkles .............................................................. 47 
10.4.6 Lining System Acceptance ............................................................ 47 
11. GEOTEXTILE ........................................................................................................ 49 
11.1 Introduction ................................................................................................. 49 
11.2 Manufacturing ............................................................................................. 49 
11.3 Labeling ....................................................................................................... 50 
11.4 Shipment and Storage ................................................................................. 50 
11.5 Conformance Testing .................................................................................. 50 
11.5.1 Tests ............................................................................................... 50 
11.5.2 Sampling Procedures ..................................................................... 51 
11.5.3 Test Results .................................................................................... 51 

SC0634.CQAPlan5A.d.20170822 v June 2018

11.5.4 Conformance Sample Failure ........................................................ 51 
11.6 Handling and Placement ............................................................................. 52 
11.7 Seams and Overlaps .................................................................................... 52 
11.8 Repair .......................................................................................................... 52 
11.9 Placement of Soil or Aggregate Materials .................................................. 53 
12. GEOSYNTHETIC CLAY LINER (GCL) .............................................................. 54 
12.1 Introduction ................................................................................................. 54 
12.2 Manufacturing ............................................................................................. 54 
12.3 Labeling ....................................................................................................... 55 
12.4 Shipment and Storage ................................................................................. 55 
12.5 Conformance Testing .................................................................................. 55 
12.5.1 Tests ............................................................................................... 55 
12.5.2 Conformance Sample Failure ........................................................ 56 
12.6 GCL Delivery and Storage .......................................................................... 56 
12.6.1 Earthwork ...................................................................................... 57 
12.6.1.1 Surface Preparation ....................................................... 57 
12.7 GCL Installation .......................................................................................... 57 
13. GEONET ................................................................................................................ 59 
13.1 Introduction ................................................................................................. 59 
13.2 Manufacturing ............................................................................................. 59 
13.3 Labeling ....................................................................................................... 59 
13.4 Shipment and Storage ................................................................................. 59 
13.5 Conformance Testing .................................................................................. 60 
13.5.1 Tests ............................................................................................... 60 
13.5.2 Sampling Procedures ..................................................................... 60 
13.5.3 Test Results .................................................................................... 60 
13.5.4 Conformance Test Failure ............................................................. 60 
13.6 Handling and Placement ............................................................................. 61 
13.7 Geonet Seams and Overlaps ........................................................................ 62 
13.8 Repair .......................................................................................................... 62 
14. CONCRETE SPILLWAY ...................................................................................... 63 
14.1 Introduction ................................................................................................. 63 
14.2 CQA Monitoring Activities ......................................................................... 63 
14.2.1 Subgrade Preparation ..................................................................... 63 
14.2.2 Liner System and Cushion Geotextile Installation ........................ 63 
14.2.3 Welded Wire Reinforcement Installation ...................................... 63 
14.2.4 Concrete Installation ...................................................................... 63 
14.2.5 Conformance Testing ..................................................................... 64 
14.3 Deficiencies ................................................................................................. 64 
14.3.1 Notification .................................................................................... 64 
14.3.2 Repairs ........................................................................................... 64 

SC0634.CQAPlan5A.d.20170822 vi June 2018

15. SURVEYING ......................................................................................................... 65 
15.1 Survey Control ............................................................................................ 65 
15.2 Precision and Accuracy ............................................................................... 65 
15.3 Lines and Grades ......................................................................................... 65 
15.4 Frequency and Spacing ............................................................................... 65 
15.5 Documentation ............................................................................................ 65 

TABLES

1A Test Procedures for the Evaluation of Earthwork
1B Minimum Earthwork Testing Frequencies
2A Test Procedures for the Evaluation of Aggregate
2B Minimum Aggregate Testing Frequencies for Conformance Testing
3 Geomembrane Conformance Testing Requirements
4 Geotextile Conformance Testing Requirements
5 GCL Conformance Testing Requirements
6 Geonet Conformance Testing Requirements

SC0634.CQAPlan5A.d.20170822 1 June 2018

1. INTRODUCTION
1.1 Terms of Reference

Geosyntec Consultants (Geosyntec) has prepared this Construction Quality Assurance
(CQA) Plan for the construction of liner systems associated with the Cells 5A and 5B
Lining Systems Construction at the Energy Fuels Resources (USA), Inc. (Energy Fuels)
White Mesa Mill Facility (site), located at 6425 South Highway 191, Blanding, Utah
84511. This CQA Plan was prepared by Ms. Rebecca Oliver, of Geosyntec, and was
reviewed by Mr. Gregory T. Corcoran, P.E., also of Geosyntec, in general accordance
with the peer review policies of the firm.

1.2 Purpose and Scope of the Construction Quality Assurance Plan

The purpose of the CQA Plan is to address the CQA procedures and monitoring
requirements for construction of the project. The CQA Plan is intended to: (i) define the
responsibilities of parties involved with the construction; (ii) provide guidance in the
proper construction of the major components of the project; (iii) establish testing
protocols; (iv) establish guidelines for construction documentation; and (v) provide the
means for assuring that the project is constructed in conformance to the Technical
Specifications, permit conditions, applicable regulatory requirements, and Construction
Drawings.

This CQA Plan addresses the earthwork and geosynthetic components of the liner system
for the project. Two alternative liner systems are proposed for the Cells: Option A –
Triple Liner and Option B- Double Liner with Geosynthetic Clay Liner (GCL). These are
described in detail in the Design Report prepared by Geosyntec in June 2018. The
earthwork, geosynthetic, and appurtenant components include well abandonment,
excavation, fill, prepared subgrade, geomembrane, geotextile, geosynthetic clay liner
(GCL), geonet, drainage aggregate, and polyvinyl chloride (PVC) pipe. It should be
emphasized that care and documentation are required in the placement of aggregate and
in the production and installation of the geosynthetic materials installed during
construction. This CQA Plan delineates procedures to be followed for monitoring
construction utilizing these materials.

The CQA monitoring activities associated with the selection, evaluation, and placement
of drainage aggregate are included in the scope of this plan. The CQA protocols
applicable to manufacturing, shipping, handling, and installing all geosynthetic materials
are also included. However, this CQA Plan does not specifically address either

SC0634.CQAPlan5A.d.20170822 2 June 2018

installation specifications or specification of soils and geosynthetic materials as these
requirements are addressed in the Technical Specifications.

1.3 References

The CQA Plan includes references to test procedures in the latest editions of the ASTM
International.

1.4 Organization of the Construction Quality Assurance Plan

The remainder of the CQA Plan is organized as follows:

 Section 2 presents definitions relating to CQA;
 Section 3 describes the CQA personnel and duties;
 Section 4 describes site and project control requirements;
 Section 5 presents CQA documentation;
 Section 6 presents CQA of well abandonment;
 Section 7 presents CQA of earthwork;
 Section 8 presents CQA of the drainage aggregate;
 Section 9 presents CQA of the pipe and fittings;
 Section 10 presents CQA of the geomembrane;
 Section 11 presents CQA of the geotextile;
 Section 12 presents CQA of the GCL;
 Section 13 presents CQA of the geonet;
 Section 14 presents CQA of the concrete spillway; and
 Section 15 presents CQA surveying.

SC0634.CQAPlan5A.d.20170822 3 June 2018

2. DEFINITIONS RELATING TO CONSTRUCTION QUALITY
ASSURANCE
This CQA Plan is devoted to Construction Quality Assurance. In the context of this
document, Construction Quality Assurance and Construction Quality Control are defined
as follows:

Construction Quality Assurance (CQA) - A planned and systematic pattern of means and
actions designed to assure adequate confidence that materials or services meet contractual
and regulatory requirements and will perform satisfactorily in service. CQA refers to
means and actions employed by the CQA Consultant to assure conformity of the project
“Work” with this CQA Plan, the Construction Drawings, and the Technical
Specifications. CQA testing of aggregate, pipe, and geosynthetic components is provided
by the CQA Consultant.

Construction Quality Control (CQC) - Actions which provide a means to measure and
regulate the characteristics of an item or service in relation to contractual and regulatory
requirements. Construction Quality Control refers to those actions taken by the
Contractor, Manufacturer, or Geosynthetic Installer to verify that the materials and the
workmanship meet the requirements of this CQA Plan, the Construction Drawings, and
the Technical Specifications. In the case of the geosynthetic components and piping of
the Work, CQC is provided by the Manufacturer, Geosynthetic Installer, and Contractor.

2.1 Owner

The Owner of this project is Energy Fuels Resources (USA), Inc. (Energy Fuels).

2.2 Construction Manager

Responsibilities

The Construction Manager is responsible for managing the construction and
implementation of the Construction Drawings and Technical Specifications for the
project work. The Construction Manager is selected/appointed by the Owner.

SC0634.CQAPlan5A.d.20170822 4 June 2018

2.3 Design Engineer

Responsibilities

The Design Engineer is responsible for the design, Construction Drawings, and Technical
Specifications for the project work. In this CQA Plan, the term “Design Engineer” refers
to Geosyntec.

Qualifications

The Engineer of Record shall be a qualified engineer, registered as required by regulations
in the State of Utah. The Design Engineer should have expertise, which demonstrates
significant familiarity with piping, geosynthetics and soils, as appropriate, including
design and construction experience related to liner systems.

2.4 Contractor

Responsibilities

In this CQA Plan, Contractor refers to an independent party or parties, contracted by the
Owner, performing the work in accordance with this CQA Plan, the Construction
Drawings, and the Technical Specifications. The Contractor will be responsible for the
installation of the soils, pipe, drainage aggregate, and geosynthetic components of the
liner systems. This work will include subgrade preparation, anchor trench excavation and
backfill, placement of drainage aggregate for the slimes drain and two leak detection
systems, installation of PVC piping, placement of cast-in-place concrete, and
coordination of work with the Geosynthetic Installer and other subcontractors.

The Contractor will be responsible for constructing the liner system and appurtenant
components in accordance with the Construction Drawings and complying with the
quality control requirements specified in the Technical Specifications.

Qualifications

Qualifications of the Contractor are specific to the construction contract. The Contractor
should have a demonstrated history of successful earthworks, piping, and liner system
construction and shall maintain current state and federal licenses as appropriate.

SC0634.CQAPlan5A.d.20170822 5 June 2018

2.5 Resin Supplier

Responsibilities

The Resin Supplier produces and delivers the resin to the Geosynthetics Manufacturer.

Qualifications

Qualifications of the Resin Supplier are specific to the Manufacturer’s requirements. The
Resin Supplier will have a demonstrated history of providing resin with consistent
properties.

2.6 Manufacturers

Responsibilities

The Manufacturers are responsible for the production of finished material (geomembrane,
geotextile, GCL, geonet, and pipe) from appropriate raw materials.

Qualifications

The Manufacturer(s) will be able to provide sufficient production capacity and qualified
personnel to meet the demands of the project. The Manufacturer(s) must be a well-
established firm(s) that meets the requirements identified in the Technical Specifications.

2.7 Geosynthetic Installer

Responsibilities

The Geosynthetic Installer is responsible for field handling, storage, placement, seaming,
ballasting or anchoring against wind uplift, and other aspects of the geosynthetic material
installation. The Geosynthetic Installer may also be responsible for specialized
construction tasks (i.e., including construction of anchor trenches for the geosynthetic
materials).

Qualifications

The Geosynthetic Installer will be trained and qualified to install the geosynthetic
materials of the type specified for this project. The Geosynthetic Installer shall meet the
qualification requirements identified in the Technical Specifications.

SC0634.CQAPlan5A.d.20170822 6 June 2018

2.8 CQA Consultant

Responsibilities

The CQA Consultant is a party, independent from the Owner, Contractor, Manufacturer,
and Geosynthetic Installer, who is responsible for observing, testing, and documenting
activities related to the CQC and CQA of the earthwork, piping, and geosynthetic
components used in the construction of the Project as required by this CQA Plan and the
Technical Specifications. The CQA Consultant will also be responsible for issuing a
CQA report at the completion of the Project construction, which documents construction
and associated CQA activities. The CQA report will be signed and sealed by the CQA
Engineer who will be a Professional Engineer registered in the State of Utah.

Qualifications

The CQA Consultant shall be a well-established firm specializing in geotechnical and
geosynthetic engineering that possess the equipment, personnel, and licenses necessary
to conduct the geotechnical and geosynthetic tests required by the project plans and
Technical Specifications. The CQA Consultant will provide qualified staff for the
project, as necessary, which will include, at a minimum, a CQA Engineer and a CQA Site
Manager. The CQA Engineer will be a professionally licensed engineer as required by
State of Utah regulations.

The CQA Consultant will be experienced with earthwork and installation of geosynthetic
materials similar to those materials used in construction of the Project. The CQA
Consultant will be experienced in the preparation of CQA documentation including CQA
Plans, field documentation, field testing procedures, laboratory testing procedures,
construction specifications, construction drawings, and CQA reports.

The CQA Site Manager will be specifically familiar with the construction of earthworks,
piping, and geosynthetic lining systems. The CQA Site Manager will be trained by the
CQA Consultant in the duties as CQA Site Manager.

2.9 Surveyor

Responsibilities

The Surveyor is a party, independent from the Contractor, Manufacturer, and
Geosynthetic Installer, that is responsible for surveying, documenting, and verifying the

SC0634.CQAPlan5A.d.20170822 7 June 2018

location of all significant components of the Work. The Surveyor’s work is coordinated
and employed by the Contractor. The Surveyor is responsible for issuing Record
Drawings of the construction.

Qualifications

The Surveyor will be a well-established surveying company with at least 3 years of
surveying experience in the State of Utah. The Surveyor will be a licensed professional
as required by the State of Utah regulations. The Surveyor shall be fully equipped and
experienced in the use of total stations and the recent version of AutoCAD. All surveying
will be performed under the direct supervision of the Contractor.

2.10 CQA Laboratory

Responsibilities

The CQA Laboratory is a party, independent from the Contractor, Manufacturer, and
Geosynthetic Installer, that is responsible for conducting tests in accordance with ASTM
and other applicable test standards on samples of geosynthetic materials and soil in either
an onsite or offsite laboratory.

Qualifications

The CQA Laboratory will have experience in testing soils and geosynthetic materials and
will be familiar with ASTM and other applicable test standards. The CQA Laboratory
will be capable of providing test results within a maximum of seven days of receipt of
samples and will maintain that capability throughout the duration of earthworks
construction and geosynthetic materials installation. The CQA Laboratory will also be
capable of transmitting geosynthetic destructive test results within 24 hours of receipt of
samples and will maintain that capability throughout the duration of geosynthetic material
installation.

2.11 Lines of Communication

The following organization chart indicates the lines of communication and authority
related to this project.

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2.12 Deficiency Identification and Rectification

If a defect is discovered in the work, the CQA Engineer will evaluate the extent and nature
of the defect. If the defect is indicated by an unsatisfactory test result, the CQA Engineer
will determine the extent of the deficient area by additional tests, observations, a review
of records, or other means that the CQA Engineer deems appropriate.

After evaluating the extent and nature of a defect, the CQA Engineer will notify the
Construction Manager and schedule appropriate re-tests when the work deficiency is
corrected by the Contractor.

The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a
project specification criterion cannot be met, or unusual weather conditions hinder work,
then the CQA Engineer will develop and present to the Design Engineer suggested
Project Organization Chart
Energy Fuels
White Mesa Mill Cell 4B

Manufacturers / Resin
Suppliers
Owner/Construction Manager
Energy Fuels

Contractor /
Geosynthetic Installer

Engineer
Geosyntec Consultants
Regulatory Agency
Utah Department of
Environmental Quality

CQA Laboratory

CQA Consultant

Construction Manager

SC0634.CQAPlan5A.d.20170822 9 June 2018

solutions for approval. Major modification to the Construction Drawings, Technical
Specifications, or this CQA Plan must be provided to the regulatory agency for review
prior to implementation.

Defect corrections will be monitored and documented by CQA personnel prior to
subsequent work by the Contractor in the area of the deficiency.

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3. CQA CONSULTANT’S PERSONNEL AND DUTIES
3.1 Overview

The CQA Engineer will provide supervision within the scope of work of the CQA
Consultant. The scope of work for the CQA Consultant includes monitoring of
construction activities including the following:

 earthwork;
 subgrade preparation;
 installation of GCL;
 installation of geomembrane;
 installation of geonet;
 installation of drainage aggregate;
 installation of piping; and
 installation of geotextile.

Duties of CQA personnel are discussed in the remainder of this section.

3.2 CQA Personnel

The CQA Consultant’s personnel will include:

 the CQA Engineer, who works from the office of the CQA Consultant and
who conducts periodic visits to the site as required; and
 the CQA Site Manager, who is located at the site.

3.3 CQA Engineer

The CQA Engineer shall supervise and be responsible for monitoring and CQA activities
relating to the construction of the earthworks, piping, and installation of the geosynthetic
materials of the Project. Specifically, the CQA Engineer:

 reviews the project design, this CQA Plan, Construction Drawings, and
Technical Specifications;

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 reviews other site-specific documentation; unless otherwise agreed, such
reviews are for familiarization and for evaluation of constructability only, and
hence the CQA Engineer and the CQA Consultant assume no responsibility
for the liner system design;
 reviews and approves the Geosynthetic Installer’s Quality Control (QC) Plan;
 attends Pre-Construction Meetings as needed;
 administers the CQA program (i.e., provides supervision of and manages
onsite CQA personnel, reviews field reports, and provides engineering review
of CQA related activities);
 provides quality control of CQA documentation and conducts site visits;
 reviews the Record Drawings; and
 with the CQA Site Manager, prepares the CQA report documenting that the
project was constructed in accordance with the Construction Documents.

3.4 CQA Site Manager

The CQA Site Manager:

 acts as the onsite representative of the CQA Consultant;
 attends CQA-related meetings (e.g., pre-construction, daily, weekly (or
designates a representative to attend the meetings));
 oversees the ongoing preparation of the Record Drawings;
 reviews test results provided by Contractor;
 assigns locations for testing and sampling;
 oversees the collection and shipping of laboratory test samples;
 reviews results of laboratory testing and makes appropriate recommendations;
 reviews the calibration and condition of onsite CQA equipment;
 prepares a daily summary report for the project;
 reviews the Manufacturer’s Quality Control (MQC) documentation;
 reviews the Geosynthetic Installer’s personnel Qualifications for conformance
with those pre-approved for work on site;

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 notes onsite activities in daily field reports and reports to the CQA Engineer
and Construction Manager;
 reports unresolved deviations from the CQA Plan, Construction Drawings,
and Technical Specifications to the Construction Manager; and
 assists with the preparation of the CQA report.

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4. SITE AND PROJECT CONTROL
4.1 Project Coordination Meetings

Meetings of key project personnel are necessary to assure a high degree of quality during
installation and to promote clear, open channels of communication. Therefore, Project
Coordination Meetings are an essential element in the success of the project. Several
types of Project Coordination Meetings are described below, including: (i) pre-
construction meetings; (ii) progress meetings; and (iii) problem or work deficiency
meetings.

4.1.1 Pre-Construction Meeting
A Pre-Construction Meeting will be held at the site prior to construction of the Project.
At a minimum, the Pre-Construction Meeting will be attended by the Contractor, the
Geosynthetic Installer’s Superintendent, the CQA Consultant, and the Construction
Manager.

Specific items for discussion at the Pre-Construction Meeting include the following:

 appropriate modifications or clarifications to the CQA Plan;
 the Construction Drawings and Technical Specifications;
 the responsibilities of each party;
 lines of authority and communication;
 methods for documenting and reporting, and for distributing documents and
reports;
 acceptance and rejection criteria;
 protocols for testing;
 protocols for handling deficiencies, repairs, and re-testing;
 the time schedule for all operations;
 procedures for packaging and storing archive samples;
 panel layout and numbering systems for panels and seams;
 seaming procedures;
 repair procedures; and
 soil stockpiling locations.

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The Construction Manager will conduct a site tour to observe the current site conditions
and to review construction material and equipment storage locations. A person in
attendance at the meeting will be appointed by the Construction Manager to record the
discussions and decisions of the meeting in the form of meeting minutes. Copies of the
meeting minutes will be distributed to all attendees.

4.1.2 Progress Meetings
Progress meetings will be held between the CQA Site Manager, the Contractor,
Construction Manager, and other concerned parties participating in the construction of
the project. This meeting will include discussions on the current progress of the project,
planned activities for the next week, and revisions to the work plan or schedule. The
meeting will be documented in meeting minutes prepared by a person designated by the
Construction Manager at the beginning of the meeting. Within two working days of the
meeting, draft minutes will be transmitted to representatives of parties in attendance for
review and comment. Corrections or comments to the draft minutes shall be made within
two working days of receipt of the draft minutes to be incorporated in the final meeting
minutes.

4.1.3 Problem or Work Deficiency Meeting
A special meeting will be held when and if a problem or deficiency is present or likely to
occur. The meeting will be attended by the Contractor, the Construction Manager, the
CQA Site Manager, and other parties as appropriate. If the problem requires a design
modification, the Design Engineer should either be present at, consulted prior to, or
notified immediately upon conclusion of this meeting. The purpose of the work
deficiency meeting is to define and resolve the problem or work deficiency as follows:

 define and discuss the problem or deficiency;
 review alternative solutions;
 select a suitable solution agreeable to all parties; and
 implement an action plan to resolve the problem or deficiency.

The Construction Manager will appoint one attendee to record the discussions and
decisions of the meeting. The meeting record will be documented in the form of meeting
minutes and copies will be distributed to all affected parties. A copy of the minutes will
be retained in facility records.

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5. DOCUMENTATION
5.1 Overview

An effective CQA Plan depends largely on recognition of all construction activities that
should be monitored and on assigning responsibilities for the monitoring of each activity.
This is most effectively accomplished and verified by the documentation of quality
assurance activities. The CQA Consultant will document that quality assurance
requirements have been addressed and satisfied.

The CQA Site Manager will provide the Construction Manager with signed descriptive
remarks, data sheets, and logs to verify that monitoring activities have been carried out.
The CQA Site Manager will also maintain, at the job site, a complete file of Construction
Drawings and Technical Specifications, a CQA Plan, checklists, test procedures, daily
logs, and other pertinent documents.

5.2 Daily Recordkeeping

Preparation of daily CQA documentation will consist of daily field reports prepared by
the CQA Site Manager which may include CQA monitoring logs and testing data sheets.
This information may be regularly submitted to and reviewed by the Construction
Manager. Daily field reports will include documentation of the observed activities during
each day of activity. The daily field reports may include monitoring logs and testing data
sheets. At a minimum, these logs and data sheets will include the following information:

 the date, project name, location, and other identification;
 a summary of the weather conditions;
 a summary of locations where construction is occurring;
 equipment and personnel on the project;
 a summary of meetings held and attendees;
 a description of materials used and references of results of testing and
documentation;
 identification of deficient work and materials;
 results of re-testing corrected “deficient work;”
 an identifying sheet number for cross referencing and document control;
 descriptions and locations of construction monitored;

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 type of construction and monitoring performed;
 description of construction procedures and procedures used to evaluate
construction;
 a summary of test data and results;
 calibrations or re-calibrations of test equipment and actions taken as a result
of re-calibration;
 decisions made regarding acceptance of units of work or corrective actions to
be taken in instances of substandard testing results;
 a discussion of agreements made between the interested parties which may
affect the work; and
 signature of the respective CQA Site Manager.

5.3 Construction Problems and Resolution Data Sheets

Construction Problems and Resolution Data Sheets, to be submitted with the daily field
reports prepared by the CQA Site Manager, describing special construction situations,
will be cross-referenced with daily field reports, specific observation logs, and testing
data sheets and will include the following information, where available:

 an identifying sheet number for cross-referencing and document control;
 a detailed description of the situation or deficiency;
 the location and probable cause of the situation or deficiency;
 how and when the situation or deficiency was found or located;
 documentation of the response to the situation or deficiency;
 final results of responses;
 measures taken to prevent a similar situation from occurring in the future; and
 signature of the CQA Site Manager and a signature indicating concurrence by
the Construction Manager.

The Construction Manager will be made aware of significant recurring nonconformance
with the Construction Drawings, Technical Specifications, or CQA Plan. The cause of
the nonconformance will be determined and appropriate changes in procedures or
specifications will be recommended. These changes will be submitted to the Construction
Manager for approval. When this type of evaluation is made, the results will be

SC0634.CQAPlan5A.d.20170822 17 June 2018

documented and any revision to procedures or specifications will be approved by the
Contractor and Design Engineer.

A summary of supporting data sheets, along with final testing results and the CQA
Engineer’s approval of the work, will be required upon completion of construction.

5.4 Photographic Documentation

Photographs will be taken and documented in order to serve as a pictorial record of work
progress, problems, and mitigation activities. These records will be presented to the
Construction Manager upon completion of the project. Photographic reporting data
sheets, where used, will be cross-referenced with observation and testing data sheet(s), or
Construction Problem and Resolution Data Sheet(s).

5.5 Design or Specifications Changes

Design or specifications changes may be required during construction. In such cases, the
CQA Site Manager will notify the Design Engineer. Design or specification changes will
be made with the written agreement of the Design Engineer and will take the form of an
addendum to the Construction Drawings and Technical Specifications.

5.6 CQA Report

At the completion of the Project, the CQA Consultant will submit to the Owner a CQA
report signed and sealed by a Professional Engineer licensed in the State of Utah. The
CQA report will acknowledge: (i) that the work has been performed in compliance with
the Construction Drawings and Technical Specifications; (ii) physical sampling and
testing has been conducted at the appropriate frequencies; and (iii) that the summary
document provides the necessary supporting information. At a minimum, this report will
include:

 MQC documentation;
 a summary report describing the CQA activities and indicating compliance
with the Construction Drawings and Technical Specifications which is signed
and sealed by the CQA Engineer;
 a summary of CQA/CQC testing, including failures, corrective measures, and
retest results;
 Contractor and Installer personnel resumes and qualifications as necessary;

SC0634.CQAPlan5A.d.20170822 18 June 2018

 documentation that the geomembrane trial seams were performed in
accordance with the CQA Plan and Technical Specifications;
 documentation that field seams were non-destructively tested using a method
in accordance with the applicable test standards;
 documentation that nondestructive testing was monitored by the CQA Site
Manager, that the CQA Site Manager informed the Geosynthetic Installer of
any required repairs, and that the CQA Site Manager monitored the seaming
and patching operations for uniformity and completeness;
 records of sample locations, the name of the individual conducting the tests,
and the results of tests;
 Record Drawings as provided by the Surveyor; and
 daily field reports.

The Record Drawings will include scale drawings depicting the location of the
construction and details pertaining to the extent of construction (e.g., plan dimensions
and appropriate elevations). Record Drawings and required base maps will be prepared
by a qualified Professional Land Surveyor registered in the State of Utah. These
documents will be reviewed by the CQA Consultant and included as part of the CQA
Report.

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6. WELL ABANDONMENT
6.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for well
abandonment. The CQA Site Manager will review and become familiar with the
Construction Documents and any approved addenda or changes that pertain to work
completed under this section.

The CQA Site Manager will monitor well abandonment operations. The CQA Engineer
will review the contractor’s submittals pertaining to CQA and provide recommendations
to the Design Engineer. Monitored abandonment activities will be documented, as will
deviations from the Construction Drawings and the Technical Specifications. Any non-
conformance identified by the CQA Site Manager will be reported to the Construction
Manager.

6.2 CQA Monitoring Activities

6.2.1 Materials
CQA activities provided for storing and handling of materials shall meet the requirements
set forth in Section 02070 of the Technical Specifications.

6.2.2 Well Abandonment
The wells to be abandoned are indicated on the Drawings. Well abandonment shall be
observed by the CQA Site Manager. Observed well abandonment activities shall be
documented in daily field reports. The CQA Site Manager shall keep a detailed log for
the abandoned well, including drilling procedure, total depth of abandonment, depth to
groundwater (if applicable), final depth of boring, and well destruction details, including
the depth of placement and quantities of all well abandonment materials.

6.2.3 Deficiencies
If a defect is discovered in the well abandonment, the CQA Site Manager will evaluate
the extent and nature of the defect. The CQA Consultant will determine the extent of the
deficient area by observations, a review of records, or other means that the CQA
Consultant deems appropriate.

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6.2.4 Notification
After observing a defect, the CQA Consultant will notify the Construction Manager and
schedule appropriate re-evaluation after the work deficiency is corrected by the
Contractor.

6.2.5 Repairs and Re-testing
The Contractor will correct the deficiency to the satisfaction of the CQA Consultant. If
a project specification criterion cannot be met, or unusual weather conditions hinder
work, then the CQA Consultant will develop and present to the Design Engineer
suggested solutions for approval.

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7. EARTHWORK
7.1 Introduction

This section prescribes the CQA activities to be performed to monitor that earthwork is
constructed in accordance with Construction Drawings and Technical Specifications.
The earthwork construction procedures to be monitored by the CQA Site Manager, if
required, shall include:

 vegetation removal;
 subgrade preparation;
 engineered fill placement, moisture conditioning, and compaction; and
 anchor trench excavation and backfill.

7.2 Earthwork Testing Activities

Testing of earthwork to be used for engineered fill will be performed for material
conformance. The CQA Laboratory will perform the conformance testing and CQC
testing. Soil testing will be conducted in accordance with the current versions of the
corresponding ASTM test procedures. The test methods indicated in Tables 1A and 1B
are those that will be used for this testing unless the test methods are updated or revised
prior to construction. Revisions to the test methods will be reviewed and approved by
the Design Engineer and the CQA Consultant prior to their usage.

7.2.1 Sample Frequency
The frequency of subgrade soil testing for material qualification and material
conformance will conform to the minimum frequencies presented in Table 1A. The
frequency of soil testing shall conform to the minimum frequencies presented in
Table 1B. The actual frequency of testing required will be increased by the CQA Site
Manager, as necessary, if variability of materials is noted at the site, during adverse
conditions, or to isolate failing areas of the construction.

7.2.2 Sample Selection
Sampling locations will be selected by the CQA Site Manager. Conformance samples
will be obtained from borrow pits or stockpiles of material. The Contractor must plan the
work and make soil available for sampling in a timely and organized manner so that the
test results can be obtained before the material is installed. The CQA Site Manager must

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document sample locations so that failing areas can be immediately isolated. The CQA
Site Manager will follow standard sampling procedures to obtain representative samples
of the proposed soil materials.

7.3 CQA Monitoring Activities

7.3.1 Vegetation Removal
The CQA Site Manager will monitor and document that vegetation is sufficiently cleared
and grubbed in areas where engineered fill is to be placed. Vegetation removal shall be
performed as described in the Technical Specifications and the Construction Drawings.

7.3.2 Topsoil Removal
The CQA Site Manager will monitor and document that topsoil is sufficiently excavated
in areas where engineered fill is to be placed. Topsoil removal shall be performed as
described in the Technical Specifications and the Construction Drawings.

7.3.3 Engineered Fill
During construction, the CQA Site Manager will monitor engineered fill placement and
compaction to confirm it is consistent with the requirements specified in the Technical
Specifications and the Construction Drawings. The CQA Site Manager will monitor, at
a minimum, that:

 the fill material is free of debris and other undesirable materials and that
particles are no larger than 6-inches in longest dimension;
 the fill is constructed to the lines and grades shown on the Construction
Drawings; and
 fill compaction requirements are met as specified in the Technical
Specifications.

7.3.4 Subgrade Soil
During construction, the CQA Site Manager will monitor the subgrade soil placement
and compaction methods are consistent with the requirements specified in the Technical
Specifications and the Construction Drawings. The CQA Site Manager will monitor, at
a minimum, that:

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 the subgrade soil is free of protrusions larger than 0.7-inches and particles are
to be no larger than 3-inches in longest dimension;
 the subgrade soil is constructed to the lines and grades shown on the
Construction Drawings; and
 compaction requirements are met as specified in the Technical Specifications.
7.3.5 Fine Grading
The CQA Site Manager shall monitor and document that site re-grading performed meets
the requirements of the Technical Specifications and the Construction Drawings. At a
minimum, the CQA Site Manager shall monitor that:
 the subgrade surface is free of sharp rocks, debris, and other undesirable
materials;
 the subgrade surface is smooth and uniform; and
 the subgrade surface meets the lines and grades shown on the Construction
Drawings.

7.3.6 Anchor Trench Construction
During construction, the CQA Site Manager will monitor the anchor trench excavation
and backfill methods are consistent with the requirements specified in the Technical
Specifications and the Construction Drawings. The CQA Site Manager will monitor, at
a minimum, that:

 the anchor trench is free of debris and other undesirable materials;
 the anchor trench is constructed to the lines and grades shown on the
Construction Drawings; and
 compaction requirements are met, through visual observations, as specified in
the Technical Specifications.

7.4 Deficiencies

If a defect is discovered in the earthwork product, the CQA Site Manager will
immediately determine the extent and nature of the defect. If the defect is indicated by
an unsatisfactory test result, the CQA Consultant will determine the extent of the
defective area by additional tests, observations, a review of records, or other means that
the CQA Consultant deems appropriate. If the defect is related to adverse site conditions,

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such as overly wet soils or non-conforming particle sizes, the CQA Site Manager will
define the limits and nature of the defect.

7.4.1 Notification
After evaluating the extent and nature of a defect, the CQA Consultant will notify the
Construction Manager and Contractor and schedule appropriate re-evaluation when the
work deficiency is to be corrected.

7.4.2 Repairs and Re-Testing
The Contractor will correct deficiencies to the satisfaction of the CQA Consultant. If a
project specification criterion cannot be met, or unusual weather conditions hinder work,
then the CQA Consultant will develop and present to the Construction Manager suggested
solutions for his approval.

Re-evaluations by the CQA Site Manager shall continue until it is verified that defects
have been corrected before any additional work is performed by the Contractor in the area
of the deficiency.

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8. DRAINAGE AGGREGATE
8.1 Introduction

This section prescribes the CQA activities to be performed to monitor that drainage
aggregates are constructed in accordance with Construction Drawings and Technical
Specifications. The drainage aggregates construction procedures to be monitored by the
CQA Site Manager include drainage aggregate placement.

8.2 Testing Activities

Aggregate testing will be performed for material qualification and material conformance.
These two stages of testing are defined as follows:

 Material qualification tests are used to evaluate the conformance of a proposed
aggregate source with the Technical Specifications for qualification of the
source prior to construction.
 Aggregate conformance testing is used to evaluate the conformance of a
particular batch of aggregate from a qualified source to the Technical
Specifications prior to installation of the aggregate.

The Contractor will be responsible for submitting material qualification test results to the
Construction Manager and to the CQA Consultant for review. The CQA Laboratory will
perform the conformance testing and CQC testing. Aggregate testing will be conducted
in accordance with the current versions of the corresponding ASTM test procedures. The
test methods indicated in Tables 2A and 2B are those that will be used for this testing
unless the test methods are updated or revised prior to construction. Revisions to the test
methods will be reviewed and approved by the Design Engineer and the CQA Consultant
prior to their usage.

8.2.1 Sample Frequency
The frequency of aggregate testing for material qualification and material conformance
will conform to the minimum frequencies presented in Table 2A. The frequency of
aggregate testing shall conform to the minimum frequencies presented in Table 2B. The
actual frequency of testing required will be increased by the CQA Site Manager, as
necessary, if variability of materials is noted at the site, during adverse conditions, or to
isolate failing areas of the construction.

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8.2.2 Sample Selection
With the exception of qualification samples, sampling locations will be selected by the
CQA Site Manager. Conformance samples will be obtained from borrow pits or
stockpiles of material. The Contractor must plan the work and make aggregate available
for sampling in a timely and organized manner so that the test results can be obtained
before the material is installed. The CQA Site Manager must document sample locations
so that failing areas can be immediately isolated. The CQA Site Manager will follow
standard sampling procedures to obtain representative samples of the proposed aggregate
materials.

8.3 CQA Monitoring Activities

8.3.1 Drainage Aggregate
The CQA Site Manager will monitor and document the installation of the drainage
aggregates. In general, monitoring of the installation of drainage aggregate includes the
following activities:

 reviewing documentation of the material qualification test results provided by
the Contractor;
 sampling and testing for conformance of the materials to the Technical
Specifications;
 documenting that the drainage aggregates are installed using the specified
equipment and procedures;
 documenting that the drainage aggregates are constructed to the lines and
grades shown on the Construction Drawings; and
 monitoring that the construction activities do not cause damage to underlying
geosynthetic materials.

8.4 Deficiencies

If a defect is discovered in the drainage aggregates, the CQA Site Manager will evaluate
the extent and nature of the defect. If the defect is indicated by an unsatisfactory test
result, the CQA Consultant will determine the extent of the deficient area by additional
tests, observations, a review of records, or other means that the CQA Consultant deems
appropriate.

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8.4.1 Notification
After evaluating the extent and nature of a defect, the CQA Consultant will notify the
Construction Manager and Contractor and schedule appropriate re-tests when the work
deficiency is to be corrected.

8.4.2 Repairs and Re-testing
The Contractor will correct the deficiency to the satisfaction of the CQA Consultant. If
a project specification criterion cannot be met, or unusual weather conditions hinder
work, then the CQA Consultant will develop and present to the Construction Manager
suggested solutions for approval.

Re-tests recommended by the CQA Site Manager shall continue until it is verified that
the defect has been corrected before any additional work is performed by the Contractor
in the area of the deficiency. The CQA Site Manager will also verify that installation
requirements are met and that submittals are provided.

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9. POLYVINYL CHLORIDE (PVC) PIPE AND STRIP COMPOSITE
9.1 Material Requirements

PVC pipe, fittings, and strip composite must conform to the requirements of the Technical
Specifications. The CQA Consultant will document that the PVC pipe, fittings, and strip
composite meet those requirements.

9.2 Manufacturer

9.2.1 Submittals
Prior to the installation of PVC pipe and strip composite, the Manufacturer will provide
to the CQA Consultant:

 a properties’ sheet including, at a minimum, all specified properties, measured
using test methods indicated in the Technical Specifications, or equivalent;
and

The CQA Consultant will document that:

 the property values certified by the Manufacturer meet the Technical
Specifications; and
 the measurements of properties by the Manufacturer are properly documented
and that the test methods used are acceptable.

9.3 Handling and Laying

Care will be taken during transportation of the pipe such that it will not be cut, kinked, or
otherwise damaged. Ropes, fabric, or rubber-protected slings and straps will be used
when handling pipes. Chains, cables, or hooks inserted into the pipe ends will not be
used. Two slings spread apart will be used for lifting each length of pipe. Pipe or fittings
will not be dropped onto rocky or unprepared ground.

Pipes will be handled and stored in accordance with the Manufacturer’s recommendation.
The handling of joined pipe will be in such a manner that the pipe is not damaged by
dragging it over sharp and cutting objects. Slings for handling the pipe will not be
positioned at joints. Sections of the pipes with deep cuts and gouges will be removed and
the ends of the pipe rejoined.

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9.4 Perforations

The CQA Site Manager shall monitor and document that the perforations of the PVC pipe
conform to the requirements of the Construction Drawings and the Technical
Specifications.

9.5 Joints

The CQA Monitor shall monitor and document that pipe and fittings are joined by the
methods indicated in the Technical Specifications.

9.6 Strip Composite

The CQA Site Monitor shall monitor and document that the strip composite and sandbags
meet and are installed in accordance with the requirements outlined on the drawings and in
the Technical Specifications.

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10. GEOMEMBRANE
10.1 General

This section discusses and outlines the CQA activities to be performed for high density
polyethylene (HDPE) smooth, textured, and Drain Liner™ geomembrane installation.
The CQA Site Manager will review the Construction Drawings, Technical Specifications,
and any approved Addenda regarding this material.

10.2 Geomembrane Material Conformance

10.2.1 Introduction
The CQA Site Manager will document that the geomembrane delivered to the site meets
the requirements of the Technical Specifications prior to installation. The CQA Site
Manager will:

 review the manufacturer’s submittals for compliance with the Technical
Specifications;
 document the delivery and proper storage of geomembrane rolls; and
 conduct conformance testing of the rolls before the geomembrane is installed.

The following sections describe the CQA activities required to verify the conformance of
geomembrane.

10.2.2 Review of Quality Control
10.2.2.1 Material Properties Certification

The Manufacturer will provide the Construction Manager and the CQA Consultant with
the following:

 property data sheets, including, at a minimum, all specified properties,
measured using test methods indicated in the Technical Specifications, or
equivalent; and
 sampling procedures and results of testing.

The CQA Consultant will document that:

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 the property values certified by the Manufacturer meet all of the requirements
of the Technical Specifications; and
 the measurements of properties by the Manufacturer are properly documented
and that the test methods used are acceptable.

10.2.2.2 Geomembrane Roll MQC Certification

Prior to shipment, the Manufacturer will provide the Construction Manager and the CQA
Consultant with MQC certificates for every roll of geomembrane provided. The MQC
certificates will be signed by a responsible party employed by the Geomembrane
Manufacturer, such as the production manager. The MQC certificates shall include:

 roll numbers and identification; and
 results of MQC tests; as a minimum, results will be given for thickness,
specific gravity, carbon black content, carbon black dispersion, tensile
properties, and puncture resistance evaluated in accordance with the methods
indicated in the Technical Specifications or equivalent methods approved by
the Construction Manager.

The CQA Consultant will document that:

 that MQC certificates have been provided at the specified frequency, and that
the certificates identify the rolls related to the roll represented by the test
results; and
 review the MQC certificates and monitor that the certified roll properties meet
the specifications.

10.2.3 Conformance Testing
The CQA Consultant shall obtain conformance samples (at the manufacturing facility or
site) at the specified frequency and forward them to the Geosynthetics CQA Laboratory
for testing to monitor conformance to both the Technical Specifications and the list of
properties certified by the Manufacturer. The test procedures will be as indicated in
Table 3. Where optional procedures are noted in the test method, the requirements of the
Technical Specifications will prevail.

Samples will be taken across the width of the roll and will not include the first linear
3 feet of material. Unless otherwise specified, samples will be 3 feet long by the roll
width. The CQA Consultant will mark the machine direction on the samples with an

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arrow along with the date and roll number. The required minimum sampling frequencies
are provided in Table 3.

The CQA Consultant will examine results from laboratory conformance testing and will
report any non-conformance to the Construction Manager and the Geosynthetic Installer.
The procedures prescribed in the Technical Specifications will be followed in the event
of a failing conformance test.

10.3 Delivery

10.3.1 Transportation and Handling
The CQA Consultant will document that the transportation and handling does not pose a
risk of damage to the geomembrane.

Upon delivery of the rolls of geomembrane, the CQA Site Manager will document that
the rolls are unloaded and stored on site as required by the Technical Specifications.
Damage caused by unloading will be documented by the CQA Site Manager and the
damaged material shall not be installed.

10.3.2 Storage
The Geosynthetic Installer will be responsible for the storage of the geomembrane on site.
The Contractor will provide storage space in a location (or several locations) such that
onsite transportation and handling are optimized, if possible, to limit potential damage.

The CQA Site Manager will document that storage of the geomembrane provides
adequate protection against sources of damage.

10.4 Geomembrane Installation

10.4.1 Introduction
The CQA Site Manager will document that the geomembrane installation is carried out
in accordance with the Construction Drawings, Technical Specifications, and
Manufacturer’s recommendations.

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10.4.2 Earthwork1
10.4.2.1 Surface Preparation

The CQA Site Manager will document that:

 the prepared subgrade meets the requirements of the Technical Specifications
and has been approved; and
 placement of the overlying materials does not damage, create large wrinkles,
or induce excessive tensile stress in any underlying geosynthetic materials.

The Geosynthetic Installer will certify in writing that the surface on which the
geosynthetics will be installed is acceptable. The Certificate of Acceptance, as presented
in the Technical Specifications, will be signed by the Geosynthetic Installer and given to
the CQA Site Manager prior to commencement of geosynthetics installation in the area
under consideration.

After the subgrade has been accepted by the Geosynthetic Installer, it will be the
Geosynthetic Installer’s responsibility to indicate to the Construction Manager any
change in the subgrade soil condition that may require repair work. If the CQA Site
Manager concurs with the Geosynthetic Installer, then the CQA Site Manager shall
monitor and document that the subgrade soil is repaired before geosynthetic installation
begins.

At any time before and during the geomembrane installation, the CQA Site Manager will
indicate to the Construction Manager locations that may not provide adequate support to
the geomembrane.

10.4.2.2 Geosynthetic Termination

The CQA Site Manager will document that the geosynthetic terminations (Anchor Trench)
have been constructed in accordance with the Construction Drawings. Backfilling above the
terminations will be conducted in accordance with the Technical Specifications.

10.4.3 Geomembrane Placement
10.4.3.1 Panel Identification

1 For Option A, geomembrane will be installed over subgrade; for Option B, geomembrane will be installed
over GCL

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A field panel is the unit area of geomembrane which is to be seamed in the field, i.e., a
field panel is a roll or a portion of roll cut in the field. It will be the responsibility of the
CQA Site Manager to document that each field panel is given an “identification code”
(number or letter-number) consistent with the Panel Layout Drawing. This identification
code will be agreed upon by the Construction Manager, Geosynthetic Installer and CQA
Site Manager. This field panel identification code will be as simple and logical as
possible. Roll numbers established in the manufacturing plant must be traceable to the
field panel identification code.

The CQA Site Manager will establish documentation showing correspondence between
roll numbers and field panel identification codes. The field panel identification code will
be used for all CQA records.

10.4.3.2 Field Panel Placement

Location

The CQA Site Manager will document that field panels are installed at the location
indicated in the Geosynthetic Installer’s Panel Layout Drawing, as approved or modified
by the Construction Manager.

Installation Schedule

Field panels may be installed using one of the following schedules:

 all field panels are placed prior to field seaming in order to protect the
subgrade from erosion by rain;
 field panels are placed one at a time and each field panel is seamed after its
placement (in order to minimize the number of unseamed field panels exposed
to wind); and
 any combination of the above.

If a decision is reached to place all field panels prior to field seaming, it is usually
beneficial to begin at the high point area and proceed toward the low point with “shingle”
overlaps to facilitate drainage in the event of precipitation. It is also usually beneficial to
proceed in the direction of prevailing winds. Accordingly, an early decision regarding
installation scheduling should be made if and only if weather conditions can be predicted
with reasonable certainty. Otherwise, scheduling decisions must be made during

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installation, in accordance with varying conditions. In any event, the Geosynthetic
Installer is fully responsible for the decision made regarding placement procedures.

The CQA Site Manager will evaluate every change in the schedule proposed by the
Geosynthetic Installer and advise the Construction Manager on the acceptability of that
change. The CQA Site Manager will document that the condition of the subgrade soil
has not changed detrimentally during installation.

The CQA Site Manager will record the identification code, location, and date of
installation of each field panel.

Weather Conditions

Geomembrane placement will not proceed unless otherwise authorized when the ambient
temperature is below 32F or above 122F. In addition, wind speeds and direction will
be monitored for potential impact to geosynthetic installation. Geomembrane placement
will not be performed during any precipitation, in the presence of excessive moisture
(e.g., fog, dew), or in an area of ponded water.

The CQA Site Manager will document that the above conditions are fulfilled.
Additionally, the CQA Site Manager will document that the subgrade soil has not been
damaged by weather conditions. The Geosynthetics Installer will inform the
Construction Manager if the above conditions are not fulfilled.

Method of Placement

The CQA Site Manager will document the following:

 equipment used does not damage the geomembrane by handling, trafficking,
excessive heat, leakage of hydrocarbons or other means;
 the surface underlying the geomembrane has not deteriorated since previous
acceptance, and is still acceptable immediately prior to geomembrane
placement;
 geosynthetics are oriented in accordance with the requirements of the
Technical Specifications;
 excessive dust and/or dirt is not within the Drain Liner™ studs which could
result in clogging and/or damage to the adjacent materials;

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 geosynthetic elements immediately underlying the geomembrane are clean
and free of debris;
 personnel working on the geomembrane do not smoke, wear damaging shoes,
or engage in other activities which could damage the geomembrane;
 the method used to unroll the panels does not cause scratches or crimps in the
geomembrane and does not damage the supporting soil;
 the method used to place the panels minimizes wrinkles (especially
differential wrinkles between adjacent panels); and
 adequate temporary loading or anchoring (e.g., sand bags, tires), not likely to
damage the geomembrane, has been placed to prevent uplift by wind (in case
of high winds, continuous loading, e.g., by adjacent sand bags, is
recommended along edges of panels to minimize risk of wind flow under the
panels).

The CQA Site Manager will inform the Construction Manager if the above conditions are
not fulfilled.

Damaged panels or portions of damaged panels that have been rejected will be marked
and their removal from the work area recorded by the CQA Site Manager. Repairs will
be made in accordance with procedures described in Section 9.4.5.

10.4.4 Field Seaming
This section details CQA procedures to document that seams are properly constructed
and tested in accordance with the Manufacturer’s specifications and industry standards.

10.4.4.1 Requirements of Personnel

All personnel performing seaming operations will be qualified by experience or by
successfully passing seaming tests, as outlined in the Technical Specifications. The most
experienced seamer, the “master seamer”, will provide direct supervision over less
experienced seamers.

The Geosynthetic Installer will provide the Construction Manager and the CQA
Consultant with a list of proposed seaming personnel and their experience records. These
documents will be reviewed by the Construction Manager and the Geosynthetics CQA
Consultant.

10.4.4.2 Seaming Equipment and Products

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Approved processes for field seaming are fillet extrusion welding and double-track fusion
welding.

Fillet Extrusion Process

The fillet extrusion-welding apparatus will be equipped with gauges giving the
temperature in the apparatus.

The Geosynthetic Installer will provide documentation regarding the extrusion welding
rod to the CQA Site Manager, and will certify that the extrusion welding rod is compatible
with the Technical Specification, and in any event, is comprised of the same resin as the
geomembrane.

The CQA Site Manager will log apparatus temperatures, ambient temperatures, and
geomembrane surface temperatures at appropriate intervals.

The CQA Site Manager will document that:

 the Geosynthetic Installer maintains, on site, the number of spare operable
seaming apparatus decided at the Pre-construction Meeting;
 equipment used for seaming is not likely to damage the geomembrane;
 the extruder is purged prior to beginning a seam until all heat-degraded
extrudate has been removed from the barrel;
 the electric generator is placed on a smooth base such that no damage occurs
to the geomembrane;
 a smooth insulating plate or fabric is placed beneath the hot welding apparatus
after usage; and
 the geomembrane is protected from damage in heavily trafficked areas.

Fusion Process

The fusion-welding apparatus must be automated vehicular-mounted devices. The
fusion-welding apparatus will be equipped with gauges giving the applicable
temperatures and pressures.

The CQA Site Manager will log ambient, seaming apparatus, and geomembrane surface
temperatures as well as seaming apparatus speeds.

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The CQA Site Manager will also document that:

 the Geosynthetic Installer maintains on site the number of spare operable
seaming apparatus decided at the Pre-construction Meeting;
 equipment used for seaming is not likely to damage the geomembrane;
 for cross seams, the edge of the cross seam is ground to a smooth incline (top
and bottom) prior to welding;
 the electric generator is placed on a smooth cushioning base such that no
damage occurs to the geomembrane from ground pressure or fuel leaks;
 a smooth insulating plate or fabric is placed beneath the hot welding apparatus
after usage; and
 the geomembrane is protected from damage in heavily trafficked areas.

10.4.4.3 Seam Preparation

The CQA Site Manager will document that:

 prior to seaming, the seam area is clean and free of moisture, dust, dirt, debris,
and foreign material;
 horizontal seams are not present on slopes greater than 10H:1V;
 Drain Liner™ studs are removed and grind depth does not exceed 10 percent
of the core geomembrane thickness; and
 seams are aligned with the fewest possible number of wrinkles and
“fishmouths.”

10.4.4.4 Weather Conditions for Seaming

The normally required weather conditions for seaming are as follows unless authorized
in writing by the Design Engineer:

 seaming will only be approved between ambient temperatures of 32°F and
122°F.

If the Geosynthetic Installer wishes to use methods that may allow seaming at ambient
temperatures below 32°F or above 122°F, the Geosynthetic Installer will demonstrate and
certify that such methods produce seams which are entirely equivalent to seams produced

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within acceptable temperature, and that the overall quality of the geomembrane is not
adversely affected.

The CQA Site Manager will document that these seaming conditions are fulfilled and will
advise the Geosynthetics Installer if they are not.

10.4.4.5 Overlapping and Temporary Bonding

The CQA Site Manager will document that:

 the panels of geomembrane have a finished overlap of a minimum of 3 inches
for both extrusion and fusion welding;
 no solvent or adhesive bonding materials are used; and
 the procedures utilized to temporarily bond adjacent panels together does not
damage the geomembrane.

The CQA Site Manager will log appropriate temperatures and conditions, and will log
and report non-compliances to the Construction Manager.

10.4.4.6 Trial Seams

Trial seams shall be prepared with the procedures and dimensions as indicated in the
Technical Specifications. The CQA Site Manager will observe trial seam procedures and
will document the results of trial seams on trial seam logs. Each trial seam samples will
be assigned a number. The CQA Site Manager, will log the date, time, machine
temperature(s), seaming unit identification, name of the seamer, and pass or fail
description for each trial seam sample tested.

Separate trial seaming logs shall be maintained for fusion welded and extrusion welded
trial seams.

10.4.4.7 General Seaming Procedure

Unless otherwise specified, the general production seaming procedure used by the
Geosynthetic Installer will be as follows:

 fusion-welded seams are continuous, commencing at one end to the seam and
ending at the opposite end;
 cleaning, overlap, and shingling requirements shall be maintained;

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 if seaming operations are carried out at night, adequate illumination will be
provided at the Geosynthetic Installer’s expense; and
 seaming will extend to the outside edge of panels to be placed in the anchor
trench.

The CQA Site Manager shall document geomembrane seaming operations on seaming
logs. Seaming logs shall include, at a minimum:

 seam identifications (typically associated with panels being joined);
 seam starting time and date;
 seam ending time and date;
 seam length;
 identification of person performing seam; and
 identification of seaming equipment.

Separate logs shall be maintained for fusion and extrusion welded seams. In addition, the
CQA Site Manager shall monitor during seaming that:

 fusion-welded seams are continuous, commencing at one end of the seam and
ending at the opposite end; and
 cleaning, overlap, and shingling requirements are maintained.

10.4.4.8 Nondestructive Seam Continuity Testing

Concept

The Geosynthetic Installer will non-destructively test field seams over their length using
a vacuum test unit, air pressure test (for double fusion seams only), or other method
approved by the Construction Manager. The purpose of nondestructive tests is to check
the continuity of seams. It does not provide information on seam strength. Continuity
testing will be carried out as the seaming work progresses, not at the completion of field
seaming.

The CQA Site Manager will:

 observe continuity testing;

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 record location, date, name of person conducting the test, and the results of
tests; and
 inform the Geosynthetic Installer of required repairs.

The Geosynthetic Installer will complete any required repairs in accordance with
Section 10.4.5.

The CQA Site Manager will:

 observe the repair and re-testing of the repair;
 mark on the geomembrane that the repair has been made; and
 document the results.

The following procedures will apply to locations where seams cannot be non-
destructively tested:

All such seams will be cap-stripped with the same geomembrane.

 If the seam is accessible to testing equipment prior to final installation, the
seam will be non-destructively tested prior to final installation.
 If the seam cannot be tested prior to final installation, the seaming and cap-
stripping operations will be observed by the CQA Site Manager and
Geosynthetic Installer for uniformity and completeness.

The seam number, date of observation, name of tester, and outcome of the test or
observation will be recorded by the CQA Site Manager.

Vacuum Testing

Vacuum testing shall be performed utilizing the equipment and procedures specified in
the Technical Specifications. The CQA Site Manager shall observe the vacuum testing
procedures and document that they are performed in accordance with the Technical
Specifications. The result of vacuum testing shall be recorded on the CQA seaming logs.
Results shall include, at a minimum, the personnel performing the vacuum test and the
result of the test (pass or fail), and the test date. Seams failing the vacuum test shall be
repaired in accordance with the procedures listed in the Technical Specifications. The
CQA Site Manager shall document seam repairs in the seaming logs.

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Air Pressure Testing

Air channel pressure testing shall be performed on double-track seams created with a
fusion welding device, utilizing the equipment and procedures specified in the Technical
Specifications. The CQA Site Manager shall observe the air pressure testing procedures
and document that they are performed in accordance with the Technical Specifications.
The result of air channel pressure testing shall be recorded on the CQA seaming logs.
Results shall include, at a minimum, personnel performing the air pressure test, the
starting air pressure and time, the final air pressure and time, the drop in psi during the
test, and the result of the test (pass or fail). Seams failing the air pressure test shall be
repaired in accordance with the procedures listed in the Technical Specifications. The
CQA Site Manager shall document seam repairs in the seaming logs.

10.4.4.9 Destructive Testing

Concept

Destructive seam testing will be performed on site and at the independent CQA laboratory
in accordance with the Construction Drawings and the Technical Specifications.
Destructive seam tests will be performed at selected locations. The purpose of these tests
is to evaluate seam strength. Seam strength testing will be done as the seaming work
progresses, not at the completion of all field seaming.

Location and Frequency

The CQA Site Manager will select locations where seam samples will be cut out for
laboratory testing. Those locations will be established as follows.

 The frequency of geomembrane seam testing is a minimum of one destructive
sample per 500 feet of weld. If after a total of 50 samples have been tested
and no more than one sample has failed, the frequency can be increased to one
per 1,000 feet.
 A minimum of one test per seaming machine over the duration of the project.
 Additional test locations may be selected during seaming at the CQA Site
Manager’s discretion. Selection of such locations may be prompted by
suspicion of excess crystallinity, contamination, offset welds, or any other
potential cause of imperfect welding.

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The Geosynthetic Installer will not be informed in advance of the locations where the
seam samples will be taken.

Sampling Procedure

Samples will be marked by the CQA Site Manager following the procedures listed in the
Technical Specifications. Preliminary samples will be taken from either side of the
marked sample and tested before obtaining the full sample per the requirements of the
Technical Specifications. Samples shall be obtained by the Geosynthetic Installer.
Samples shall be obtained as the seaming progresses in order to have laboratory test
results before the geomembrane is covered by another material. The CQA Site Manager
will:

 observe sample cutting and monitor that corners are rounded;
 assign a number to each sample, and mark it accordingly;
 record sample location on the Panel Layout Drawing; and
 record reason for taking the sample at this location (e.g., statistical routine,
suspicious feature of the geomembrane).

Holes in the geomembrane resulting from destructive seam sampling will be immediately
repaired in accordance with repair procedures described in Section 10.4.5. The continuity
of the new seams in the repaired area will be tested in accordance with Section 10.4.4.8.

Size and Distribution of Samples

The destructive sample will be 12 inches (0.3 meters) wide by 42 inches (1.1 meters) long
with the seam centered lengthwise. The sample will be cut into three parts and distributed
as follows:

 one portion, measuring 12 inches by 12 inches (30 centimeters (cm) by
30 cm), to the Geosynthetic Installer for field testing;
 one portion, measuring 12 inches by 18 inches (30 cm by 45 cm), for CQA
Laboratory testing; and
 one portion, measuring 12 inches by 12 inches (30 cm by 30 cm), to the
Construction Manager for archive storage.

Final evaluation of the destructive sample sizes and distribution will be made at the Pre-
Construction Meeting.

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Field Testing

Field testing will be performed by the Geosynthetic Installer using a gauged tensiometer.
Prior to field testing the Geosynthetic Installer shall submit a calibration certificate for
gauge tensiometer to the CQA Consultant for review. Calibration must have been
performed within one year of use on the current project. The destructive sample shall be
tested according to the requirements of the Technical Specifications. The specimens shall
not fail in the seam and shall meet the strength requirements outlined in the Technical
Specifications. If any field test specimen fails, then the procedures outlined in Procedures
for Destructive Test Failures of this section will be followed.

The CQA Site Manager will witness field tests and mark samples and portions with their
number. The CQA Site Manager will also document the date and time, ambient
temperature, number of seaming unit, name of seamer, welding apparatus temperatures
and pressures, and pass or fail description.

CQA Laboratory Testing

Destructive test samples will be packaged and shipped, if necessary, under the
responsibility of the CQA Site Manager in a manner that will not damage the test sample.
The Construction Manager will be responsible for storing the archive samples. This
procedure will be outlined at the Pre-construction Meeting. Samples will be tested by the
CQA Laboratory. The CQA Laboratory will be selected by the CQA Consultant with the
concurrence of the Design Engineer.

Testing will include “Bonded Seam Strength” and “Peel Adhesion.” The minimum
acceptable values to be obtained in these tests are given in the Technical Specifications.
At least five specimens will be tested for each test method. Specimens will be selected
alternately, by test, from the samples (i.e., peel, shear, peel, shear, and so on). A passing
test will meet the minimum required values in at least four out of five specimens.

The CQA Laboratory will provide test results no more than 24 hours after they receive
the samples. The CQA Consultant will review laboratory test results as soon as they
become available, and make appropriate recommendations to the Construction Manager.

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Geosynthetic Installer’s Laboratory Testing

The Geosynthetic Installer’s laboratory test results will be presented to the Construction
Manager and the CQA Consultant for comments.

Procedures for Destructive Test Failure

The following procedures will apply whenever a sample fails a destructive test, whether
that test conducted by the CQA Laboratory, the Geosynthetic Installer’s laboratory, or by
gauged tensiometer in the field. The Geosynthetic Installer has two options:

 The Geosynthetic Installer can reconstruct the seam between two passed test
locations.
 The Geosynthetic Installer can trace the welding path to an intermediate
location at 10 feet (3 meters) minimum from the point of the failed test in each
direction and take a small sample for an additional field test at each location.
If these additional samples pass the test, then full laboratory samples are taken.
If these laboratory samples pass the tests, then the seam is reconstructed
between these locations. If either sample fails, then the process is repeated to
establish the zone in which the seam should be reconstructed.

Acceptable seams must be bounded by two locations from which samples passing
laboratory destructive tests have been taken. Repairs will be made in accordance with
Section 10.4.5.

The CQA Site Manager will document actions taken in conjunction with destructive test
failures.

10.4.5 Defects and Repairs
This section prescribes CQA activities to document that defects, tears, rips, punctures,
damage, or failing seams shall be repaired.

10.4.5.1 Identification

Seams and non-seam areas of the geomembrane shall be examined by the CQA Site
Manager for identification of defects, holes, blisters, undispersed raw materials and signs
of contamination by foreign matter. Because light reflected by the geomembrane helps
to detect defects, the surface of the geomembrane shall be clean at the time of
examination.

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10.4.5.2 Evaluation

Potentially flawed locations, both in seam and non-seam areas, shall be non-destructively
tested using the methods described in Section 10.4.4.8 as appropriate. Each location that
fails the nondestructive testing will be marked by the CQA Site Manager and repaired by
the Geosynthetic Installer. Work will not proceed with any materials that will cover
locations which have been repaired until laboratory test results with passing values are
available.

10.4.5.3 Repair Procedures

Portions of the geomembrane exhibiting a flaw, or failing a destructive or nondestructive
test, will be repaired. Several procedures exist for the repair of these areas. The final
decision as to the appropriate repair procedure will be at the discretion of the CQA
Consultant with input from the Construction Manager and Geosynthetic Installer. The
procedures available include:

 patching, used to repair large holes, tears, undispersed raw materials, and
contamination by foreign matter;
 grinding and re-welding, used to repair small sections of extruded seams;
 spot welding or seaming, used to repair small tears, pinholes, or other minor,
localized flaws;
 capping, used to repair large lengths of failed seams; and
 removing a bad seam and replacing with a strip of new material welded into
place (used with large lengths of fusion seams).

In addition, the following provisions will be satisfied:

 surfaces of the geomembrane which are to be repaired will be abraded no more
than 20 minutes prior to the repair;
 surfaces must be clean and dry at the time of the repair;
 all seaming equipment used in repairing procedures must be approved;
 the repair procedures, materials, and techniques will be approved in advance
by the CQA Consultant with input from the Design Engineer and Geosynthetic
Installer;

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 patches or caps will extend at least 6 inches (150 millimeters (mm)) beyond
the edge of the defect, and all corners of patches will be rounded with a radius
of at least 3 inches (75 mm);
 cuts and holes to be patched shall have rounded corners; and
 the geomembrane below large caps should be appropriately cut to avoid water
or gas collection between the two sheets.

10.4.5.4 Verification of Repairs

The CQA Site Manager shall monitor and document repairs. Records of repairs shall be
maintained on repair logs. Repair logs shall include, at a minimum:

 panel containing repair and approximate location on panel;
 approximate dimensions of repair;
 repair type, i.e. fusion weld or extrusion weld
 date of repair;
 seamer making the repair; and
 results of repair non-destructive testing (pass or fail).

Each repair will be non-destructively tested using the methods described herein, as
appropriate. Repairs that pass the non-destructive test will be taken as an indication of
an adequate repair. Large caps may be of sufficient extent to require destructive test
sampling, per the requirements of the Technical Specifications. Failed tests shall be
redone and re-tested until passing test results are observed.

10.4.5.5 Large Wrinkles

When seaming of the geomembrane is completed (or when seaming of a large area of the
geomembrane liner is completed) and prior to placing overlying materials, the CQA Site
Manager will observe the geomembrane wrinkles. The CQA Site Manager will indicate
to the Geosynthetic Installer which wrinkles should be cut and re-seamed. The seam thus
produced will be tested like any other seam.

10.4.6 Lining System Acceptance
The Geosynthetic Installer and the Manufacturer(s) will retain all responsibility for the
geosynthetic materials in the liner system until acceptance by the Construction Manager.

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The geosynthetic liner system will be accepted by the Construction Manager when:

 the installation is finished;
 verification of the adequacy of all seams and repairs, including associated
testing, is complete;
 all documentation of installation is completed including the CQA Engineer’s
acceptance report and appropriate warranties; and
 CQA report, including “as built” drawing(s), sealed by a registered
professional engineer has been received by the Construction Manager.

The CQA Site Manager will document that installation proceeded in accordance with the
Technical Specifications for the project.

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11. GEOTEXTILE
11.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the
geotextile installation. The CQA Consultant will review the Construction Drawings, and
the Technical Specifications, and any approved addenda or changes.

11.2 Manufacturing

The Manufacturer will provide the Construction Manager with a list of guaranteed
“minimum average roll value” properties (defined as the mean less two standard
deviations), for each type of geotextile to be delivered. The Manufacturer will also
provide the Construction Manager with a written quality control certification signed by a
responsible party employed by the Manufacturer that the materials actually delivered
have property “minimum average roll values” which meet or exceed all property values
guaranteed for that type of geotextile.

The quality control certificates will include:

 roll identification numbers; and
 results of MQC testing.

The Manufacturer will provide, as a minimum, test results for the following:

 mass per unit area;
 grab strength;
 tear strength;
 puncture strength;
 permittivity; and
 apparent opening size.

MQC tests shall be performed at the frequency listed in the Technical Specifications.
CQA tests on geotextile produced for the project shall be performed according to the test
methods specified and frequencies presented in Table 4.

The CQA Consultant will examine Manufacturer certifications to evaluate that the
property values listed on the certifications meet or exceed those specified for the

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particular type of geotextile and the measurements of properties by the Manufacturer are
properly documented, test methods acceptable and the certificates have been provided at
the specified frequency properly identifying the rolls related to testing. Deviations will
be reported to the Construction Manager.

11.3 Labeling

The Manufacturer will identify all rolls of geotextile with the following:

 manufacturer’s name;
 product identification;
 lot number;
 roll number; and
 roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

11.4 Shipment and Storage

During shipment and storage, the geotextile will be protected from ultraviolet light
exposure, precipitation or other inundation, mud, dirt, dust, puncture, cutting, or any other
damaging or deleterious conditions. To that effect, geotextile rolls will be shipped and
stored in relatively opaque and watertight wrappings.

Protective wrappings will be removed less than one hour prior to unrolling the geotextile.
After the wrapping has been removed, a nonwoven geotextile will not be exposed to
sunlight for more than 15 days, except for UV protection geotextile, unless otherwise
specified and guaranteed by the Manufacturer.

The CQA Site Manager will observe rolls upon delivery at the site and deviation from the
above requirements will be reported to the Geosynthetic Installer.

11.5 Conformance Testing

11.5.1 Tests
The CQA Consultant will sample the geotextile either during production at the
manufacturing facility or after delivery to the construction site. The samples will be

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forwarded to the Geosynthetics CQA Laboratory for testing to assess conformance with
the Technical Specifications. The test methods and minimum testing frequencies are
indicated in Table 4.

11.5.2 Sampling Procedures
Samples will be taken across the width of the roll and will not include the first 3 feet.
Unless otherwise specified, samples will be 3 feet long by the roll width. The CQA
Consultant will mark the machine direction on the samples with an arrow.

Unless otherwise specified, samples will be taken at a rate as indicated in Table 4 for
geotextiles.

11.5.3 Test Results
The CQA Consultant will examine results from laboratory conformance testing and will
report non-conformance with the Technical Specifications and this CQA Plan to the
Construction Manager.

11.5.4 Conformance Sample Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

 The Manufacturer will replace every roll of geotextile that is in
nonconformance with the Technical Specifications with a roll(s) that meets
Technical Specifications; or
 The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical Specifications.
If either of these samples fail, the numerically closest rolls on the side of the
failed sample will be tested by the CQA Laboratory. These samples must
conform to the Technical Specifications. If any of these samples fail, every
roll of geotextile on site from this lot and every subsequently delivered roll
that is from the same lot must be tested by the CQA Laboratory for
conformance to the Technical Specifications. This additional conformance
testing will be at the expense of the Manufacturer.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

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11.6 Handling and Placement

The Geosynthetic Installer will handle all geotextiles in such a manner as to document
they are not damaged in any way, and the following will be complied with:

 In the presence of wind, all geotextiles will be weighted with sandbags or the
equivalent. Such sandbags will be installed during placement and will remain
until replaced with earth cover material.
 Geotextiles will be cut using an approved geotextile cutter only. If in place,
special care must be taken to protect other materials from damage, which
could be caused by the cutting of the geotextiles.
 The Geosynthetic Installer will take all necessary precautions to prevent
damage to underlying layers during placement of the geotextile.
 During placement of geotextiles, care will be taken not to entrap in the
geotextile stones, excessive dust, or moisture that could damage the geotextile,
generate clogging of drains or filters, or hamper subsequent seaming.
 A visual examination of the geotextile will be carried out over the entire
surface, after installation, to document that no potentially harmful foreign
objects, such as needles, are present.

The CQA Site Manager will note non-compliance and report it to the Construction
Manager.

11.7 Seams and Overlaps

Geotextiles will be continuously sewn. No horizontal seams will be allowed on side
slopes (i.e. seams will be along, not across, the slope), except as part of a patch.

Seams will be sewn using polymeric thread with chemical and ultraviolet resistance
properties equal to or exceeding those of the geotextile.

11.8 Repair

Holes or tears in the geotextile will be repaired as follows:

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 On slopes: A patch made from the same geotextile will be double seamed into
place. Should a tear exceed 10 percent of the width of the roll, that roll will
be removed from the slope and replaced.
 Non-slopes: A patch made from the same geotextile will be spot-seamed in
place with a minimum of 6 inches (0.60 meters) overlap in all directions.

Care will be taken to remove any soil or other material that may have penetrated the torn
geotextile.

The CQA Site Manager will observe any repair, note any non-compliance with the above
requirements and report them to the Construction Manager.

11.9 Placement of Soil or Aggregate Materials

The Contractor will place all soil or aggregate materials located on top of a geotextile, in
such a manner as to document:

 no damage of the geotextile;
 minimal slippage of the geotextile on underlying layers; and
 no excess tensile stresses in the geotextile.

Non-compliance will be noted by the CQA Site Manager and reported to the Construction
Manager.

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12. GEOSYNTHETIC CLAY LINER (GCL)
12.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the GCL
installation. The CQA Consultant will review the Construction Drawings, Technical
Specifications, and approved addenda or changes.

12.2 Manufacturing

The Manufacturer will provide the Construction Manager with a list of guaranteed
“minimum average roll value” properties (defined as the mean less two standard
deviations), for the GCL to be delivered. The Manufacturer will also provide the
Construction Manager with a written quality control certification signed by a responsible
party employed by the Manufacturer that the materials actually delivered have property
“minimum average roll values” which meet or exceed all property values guaranteed for
that GCL.

The quality control certificates will include:

 roll identification numbers; and
 results of quality control testing.

The Manufacturer will provide, as a minimum, test results for the following:

 mass per unit area (bentonite content); and
 index flux.

Quality control tests must be performed, in accordance with the test methods specified in
Table 5, on GCL produced for the project.

The CQA Consultant will examine Manufacturer certifications to verify that the property
values listed on the certifications meet or exceed those specified for the GCL and the
measurements of properties by the Manufacturer are properly documented, test methods
acceptable and the certificates have been provided at the specified frequency properly
identifying the rolls related to testing. Deviations will be reported to the Construction
Manager.

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12.3 Labeling

The Manufacturer will identify all rolls of GCL with the following:

 manufacturer’s name;
 product identification;
 lot number;
 roll number; and
 roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

12.4 Shipment and Storage

During shipment and storage, the GCL will be protected from ultraviolet light exposure,
precipitation or other inundation, mud, dirt, dust, puncture, and cutting or any other
damaging or deleterious conditions. To that effect, GCL rolls will be shipped and stored
in relatively opaque and watertight wrappings.

The CQA Site Manager will observe rolls upon delivery at the site and any deviation from
the above requirements will be reported to the Construction Manager.

12.5 Conformance Testing

12.5.1 Tests
The CQA Consultant will sample the GCL either during production at the manufacturing
facility or after delivery to the construction site. The samples will be forwarded to the
Geosynthetics CQA Laboratory for testing to assess conformance with the Technical
Specifications. The test methods and minimum testing frequencies are indicated in
Table 5.

Samples will be taken across the width of the roll and will not include the first 3 ft if the
sample is cut on site. Unless otherwise specified, samples will be 3 ft long by the roll
width. The CQA Consultant will mark the machine direction with an arrow and the
manufacturer's roll number on each sample.

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During GCL installation, the CQA Site Manager will deploy a small container to collect
water as it is being applied to the surface of the GCL. The depth of water within the
container will be measured and compared to the requirements outlined in the Technical
Specifications. In addition, the CQA Site Manager will collect 6 inch square samples of
the hydrated GCL for testing of moisture content. Samples will be collected once the
overlying secondary geomembrane is in place and taken from within a destructive sample
location. The test methods and minimum testing frequencies are indicated in Table 5.

The CQA Site Manager will examine results from laboratory conformance testing and
will report non-conformance to the Construction Manager.

12.5.2 Conformance Sample Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

 The Manufacturer will replace every roll of GCL that is in nonconformance
with the Technical Specifications with a roll(s) that meets Technical
Specifications; or
 The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical Specifications.
If either of these samples fail, the numerically closest rolls on the side of the
failed sample will be tested by the CQA Laboratory. These samples must
conform to the Technical Specifications. If any of these samples fail, every
roll of GCL on site from this lot and every subsequently delivered roll that is
from the same lot must be tested by the CQA Laboratory for conformance to
the Technical Specifications. This additional conformance testing will be at
the expense of the Manufacturer.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

12.6 GCL Delivery and Storage

Upon delivery to the site, the CQA Site Manager will check the GCL rolls for defects
(e.g., tears, holes) and for damage. The CQA Site Manager will report to the Construction
Manager and the Geosynthetics Installer:

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 any rolls, or portions thereof, which should be rejected and removed from the
site because they have severe flaws; and
 any rolls which include minor repairable flaws.

The GCL rolls delivered to the site will be checked by the CQA Site Manager to document
that the roll numbers correspond to those on the approved Manufacturer's quality control
certificate of compliance.

12.6.1 Earthwork2
12.6.1.1 Surface Preparation

The CQA Site Manager will document that:

 the prepared subgrade meets the requirements of the Technical Specifications
and has been approved; and
 placement of the overlying materials does not damage, create large wrinkles,
or induce excessive tensile stress in any underlying geosynthetic materials.

The Geosynthetic Installer will certify in writing that the surface on which the
geosynthetics will be installed is acceptable. The Certificate of Acceptance, as presented
in the Technical Specifications, will be signed by the Geosynthetic Installer and given to
the CQA Site Manager prior to commencement of geosynthetics installation in the area
under consideration.

After the subgrade has been accepted by the Geosynthetic Installer, it will be the
Geosynthetic Installer’s responsibility to indicate to the Construction Manager any
change in the subgrade soil condition that may require repair work. If the CQA Site
Manager concurs with the Geosynthetic Installer, then the CQA Site Manager shall
monitor and document that the subgrade soil is repaired before geosynthetic installation
begins.

At any time before and during the geomembrane installation, the CQA Site Manager will
indicate to the Construction Manager locations that may not provide adequate support to
the geomembrane.

12.7 GCL Installation

2 For Option A, geomembrane will be installed over subgrade and no GCL will be installed; for Option B,
GCL will be installed over subgrade

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The CQA Site Manager will monitor and document that the GCL is installed in
accordance with the Drawings and the Technical Specifications. The Geosynthetics
Installer shall provide the CQA Site Manager a certificate of subgrade acceptance prior
to the installation of the GCL as outlined in the Technical Specifications. The GCL
installation activities to be monitored and documented by the CQA Site Manager include:

 monitoring that the GCL rolls are stored and handled in a manner
which does not result in any damage to the GCL;
 monitoring that the GCL is not exposed to UV radiation for extended
periods of time without prior approval;
 monitoring that the GCL are seamed in accordance with the Technical
Specifications and the Manufacturer's recommendations;
 monitoring and documenting that the GCL is installed on an approved
subgrade, free of debris, protrusions, or uneven surfaces;
 monitoring that the subgrade surface is moist to within a minimum of
1 inch from the subgrade surface;
 monitoring that the GCL is hydrated prior to installation of the
overlying geomembrane; and
 monitoring that any damage to the GCL is repaired as outlined in the
Technical Specifications.

The CQA Site Manager will note non-compliance and report it to the Construction
Manager.

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13. GEONET
13.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the geonet
installation. The CQA Consultant will review the Construction Drawings, Technical
Specifications, and any approved addenda or changes.

13.2 Manufacturing

The Manufacturer will provide the CQA Consultant with a list of certified “minimum
average roll value” properties for the type of geonet to be delivered. The Manufacturer
will also provide the CQA Consultant with a written certification signed by a responsible
representative of the Manufacturer that the geonet actually delivered have “minimum
average roll values” properties which meet or exceed all certified property values for that
type of geonet.

The CQA Consultant will examine the Manufacturers’ certifications to document that the
property values listed on the certifications meet or exceed those specified for the
particular type of geonet. Deviations will be reported to the Construction Manager.

13.3 Labeling

The Manufacturer will identify all rolls of geonet with the following:

 Manufacturer’s name;
 product identification;
 lot number;
 roll number; and
 roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

13.4 Shipment and Storage

During shipment and storage, the geonet will be protected from mud, dirt, dust, puncture,
cutting or any other damaging or deleterious conditions. The CQA Site Manager will

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observe rolls upon delivery to the site and deviation from the above requirements will be
reported to the Construction Manager. Damaged rolls will be rejected and replaced.

The CQA Site Manager will observe that geonet is free of dirt and dust just before
installation. The CQA Site Manager will report the outcome of this observation to the
Construction Manager, and if the geonet is judged dirty or dusty, they will be cleaned by
the Geosynthetic Installer prior to installation.

13.5 Conformance Testing

13.5.1 Tests
The geonet material will be tested for transmissivity (ASTM D 4716) and for thickness
(ASTM D 5199) at the frequencies presented in Table 6.

13.5.2 Sampling Procedures
The CQA Consultant will sample the geonet either during production at the
manufacturing facility or after delivery to the construction site. The samples will be
forwarded to the Geosynthetics CQA Laboratory for testing to assess conformance with
the Technical Specifications.

Samples will be taken across the width of the roll and will not include the first
3 linear feet. Unless otherwise specified, samples will be 3 feet long by the roll width.
The CQA Consultant will mark the machine direction on the samples with an arrow.

13.5.3 Test Results
The CQA Consultant will examine results from laboratory conformance testing and
compare results to the Technical Specifications. The criteria used to evaluate
acceptability are presented in the Technical Specifications. The CQA Consultant will
report any nonconformance to the Construction Manager.

13.5.4 Conformance Test Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

 The Manufacturer will replace every roll of geonet that is in nonconformance
with the Technical Specifications with a roll that meets specifications; or

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 The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical Specifications.
If either of these samples fail, the numerically closest rolls on the side of the
failed sample that is not tested, will be tested by the CQA Laboratory. These
samples must conform to the Technical Specifications. If any of these samples
fail, every roll of geonet on site from this lot and every subsequently delivered
roll that is from the same lot must be tested by the CQA Laboratory for
conformance to the Technical Specifications.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

13.6 Handling and Placement

The Geosynthetic Installer will handle all geonet in such a manner as to document they
are not damaged in any way. The Geosynthetic Installer will comply with the following:

 If in place, special care must be taken to protect other materials from damage,
which could be caused by the cutting of the geonet.
 The Geosynthetic Installer will take any necessary precautions to prevent
damage to underlying layers during placement of the geonet.
 During placement of geonet, care will be taken to prevent entrapment of dirt
or excessive dust that could cause clogging of the drainage system, or stones
that could damage the adjacent geomembrane. If dirt or excessive dust is
entrapped in the geonet, it should be cleaned prior to placement of the next
material on top of it. In this regard, care should be taken with the handling or
sandbags, to prevent rupture or damage of the sandbag.
 A visual examination of the geonet will be carried out over the entire surface,
after installation to document that no potentially harmful foreign objects are
present.

The CQA Site Manager will note noncompliance and report it to the Construction
Manager.

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13.7 Geonet Seams and Overlaps

Adjacent geonet panels will be joined in accordance with Construction Drawings and
Technical Specifications. As a minimum, the adjacent rolls will be overlapped by at least
4 inches and secured by tying, in accordance with the Technical Specifications.

The CQA Site Manager will note any noncompliance and report it to the Construction
Manager.

13.8 Repair

Holes or tears in the geonet will be repaired by placing a patch extending 2 feet beyond
edges of the hole or tear. The patch will be secured by tying with approved tying devices
every 6 inches If the hole or tear width across the roll is more than 50 percent of the
width of the roll, the damaged area will be cut out and the two portions of the geonet will
be joined in accordance with Section 13.7.

The CQA Site Manager will observe repairs, note non-compliances with the above
requirements and report them to the Construction Manager.

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14. CONCRETE SPILLWAY
14.1 Introduction

This section prescribes the CQA activities to be performed to monitor that the concrete
spillway is constructed in accordance with Construction Drawings and Technical
Specifications. The concrete spillway construction procedures to be monitored by the
CQA Site Manager, if required, shall include:

 subgrade preparation;
 liner system and cushion geotextile installation;
 welded wire reinforcement installation; and
 concrete placement and finishing.

14.2 CQA Monitoring Activities

14.2.1 Subgrade Preparation
The CQA Site Manager will monitor and document that the subgrade is prepared in
accordance with the Technical Specifications and the Construction Drawings.

14.2.2 Liner System and Cushion Geotextile Installation
The CQA Site Manager shall monitor and document that the liner system components,
along with the anchor trench and cushion geotextile, are installed in accordance with the
requirements of the Technical Specifications and the Construction Drawings.

14.2.3 Welded Wire Reinforcement Installation
The CQA Site Manager shall monitor and document that the welded wire fabric
reinforcement is installed in accordance with the requirements of the Technical
Specifications and the Construction Drawings.

14.2.4 Concrete Installation
The CQA Site Manager shall test, monitor, and document that the concrete is installed in
accordance with the requirements of the Technical Specifications and the Construction
Drawings. At a minimum, the CQA Site Manager shall review the concrete tickets prior

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to installing the concrete to monitor that the concrete meets the requirements outlined in
the Technical Specifications.

14.2.5 Conformance Testing
The Contractor shall facilitate the CQA Site Manager in the collection of samples
required for testing. Compression test specimens shall be prepared by the CQA Site
Manager by the following method:

 compression test cylinders from fresh concrete in accordance with ASTM C
172 and C 31.

Compression testing shall be completed on one cylinder at 7 days, one cylinder at 14
days, and two (2) cylinders at the 28 day strength. The CQA Consultant will examine
results from laboratory conformance testing and will report any non-conformance with
the requirements outlined in the Technical Specifications to the Construction Manager.

14.3 Deficiencies

If a defect is discovered in the concrete spillway, the CQA Site Manager will immediately
determine the extent and nature of the defect. The CQA Site Manager will determine the
extent of the defective area by additional observations, a review of records, or other means
that the CQA Site Manager deems appropriate.

14.3.1 Notification
After evaluating the extent and nature of a defect, the CQA Site Manager will notify the
Construction Manager and Contractor and schedule appropriate re-evaluation when the
work deficiency is to be corrected.

14.3.2 Repairs
The Contractor will correct deficiencies to the satisfaction of the CQA Consultant. If a
project specification criterion cannot be met, or unusual weather conditions hinder work,
then the CQA Consultant will develop and present to the Construction Manager suggested
solutions for his approval.

Re-evaluations by the CQA Site Manager shall continue until the defects have been
corrected before any additional work is performed by the Contractor in the area of the
deficiency.

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15. SURVEYING
15.1 Survey Control

Survey control will be performed by the Surveyor as needed. A permanent benchmark
will be established for the site(s) in a location convenient for daily tie--in. The vertical
and horizontal control for this benchmark will be established within normal land
surveying standards.

15.2 Precision and Accuracy

A wide variety of survey equipment is available for the surveying requirements for these
projects. The survey instruments used for this work should be sufficiently precise and
accurate to meet the needs of the projects.

15.3 Lines and Grades

The following structures will be surveyed to verify and document the lines and grades
achieved during construction of the Project:

 geomembrane terminations; and
 centerlines of pipes.

15.4 Frequency and Spacing

A line of survey points no further than 100 feet apart must be taken at the top of pipes or
other appurtenances to the liner.

15.5 Documentation

Field survey notes should be retained by the Land Surveyor. The findings from the field
surveys should be documented on a set of Survey Record Drawings, which shall be
provided to the Construction Manager in AutoCAD format or other suitable format as
directed by the Construction Manager.

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TABLE 1A

TEST PROCEDURES FOR THE EVALUATION OF EARTHWORK

TEST METHOD DESCRIPTION TEST STANDARD
Sieve Analysis Particle Size Distribution ASTM D 422
Modified Proctor Moisture Density Relationship ASTM D 1557

TABLE 1B

MINIMUM EARTHWORK TESTING FREQUENCIES

TEST TEST METHOD FILL
Sieve Analysis ASTM D 422 1 per 20,000 CY or 1 per
material type
Modified Proctor ASTM D 1557 1 per 20,000 CY or 1 per
material type
Nuclear Densometer – In-
situ Moisture/Density
ASTM D 6938 1 per 500 yd3

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TABLE 2A

TEST PROCEDURES FOR THE EVALUATION OF AGGREGATE

TEST METHOD DESCRIPTION TEST STANDARD
Sieve Analysis Particle Size Distribution of
Fine and Coarse Aggregates
ASTM C 136
Hydraulic Conductivity
(Rigid Wall Permeameter)
Permeability of Aggregates ASTM D 2434
Insoluable Residue Insoluable Residue in
Carbonate Aggregates
ASTM D 3042

TABLE 2B

MINIMUM AGGREGATE TESTING FREQUENCIES FOR
CONFORMANCE TESTING

TEST TEST METHOD DRAINAGE AGGREGATE
Sieve Analysis ASTM C 136 1 per project
Hydraulic Conductivity ASTM D 2434 1 per project
Insoluable Residue Insoluable Residue in
Carbonate Aggregates 1 per project

SC0634.CQAPlan5A.d.20170822 68 June 2018

TABLE 3

GEOMEMBRANE CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD FREQUENCY4
Specific Gravity ASTM D 792 200,000 ft2
Thickness ASTM D 5199
or ASTM D 5994
200,000 ft2
Tensile Strength at
Yield
ASTM D 6693 200,000 ft2
Tensile Strength at
Break
ASTM D 6693 200,000 ft2
Elongation at Yield ASTM D 6693 200,000 ft2
Elongation at
Break
ASTM D 6693 200,000 ft2
Carbon Black
Content
ASTM D 4218 200,000 ft2
Carbon Black
Dispersion
ASTM D 5596 200,000 ft2
Interface Shear
Strength1,2,3
ASTM D 5321 1 per project
Notes:
1. To be performed at normal stresses of 10, 20, and 40 psi between smooth geomembrane and Drain Liner™
2. To be performed at normal stresses of 10, 20, and 40 psi between smooth geomembrane and 300-mil geonet
3. To be performed at normal stresses of 100, 200, and 400 psf between textured geomembrane and nonwoven geotexile.
4. Frequency does not include material intended for splash pads.

SC0634.CQAPlan5A.d.20170822 69 June 2018

TABLE 4

GEOTEXTILE CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM
FREQUENCY
Mass per Unit Area ASTM D 5261 1 test per 260,000 ft2
Grab Strength ASTM D 4632 1 test per 260,000 ft2
Puncture Resistance ASTM D 6241 1 test per 260,000 ft2
Permittivity ASTM D 4491 1 test per 260,000 ft2
Apparent Opening Size ASTM D 4751 1 test per 260,000 ft2
Notes:
1. Nonwoven geotextile only.

TABLE 5

GCL CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM FREQUENCY
Mass per Unit Area ASTM D 5993 1 test per 100,000 ft2
Index Flux ASTM D 5887 1 test per 400,000 ft2
Bentonite Moisture Content
– Post Field Hydration
ASTM D 2216 1 test per 4 secondary
geomembrane destructive
samples

Note: Hydraulic index flux testing shall be performed under an effective confining stress of 5 pounds per square inch.

TABLE 6

GEONET CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM FREQUENCY
Thickness ASTM D 5199 1 test per 200,000 ft2
Hydraulic Transmissivity ASTM D 4716 1 test per 400,000 ft2

Note: Transmissivity shall be measured using water at 68F with a gradient of 0.1 under a confining pressure of 7,000 lb/ft2. The
geonet shall be placed in the testing device between 60-mil smooth geomembrane. Measurements are taken one hour after
application of confining pressure.

APPENDIX C
Project Technical Specifications

Prepared for
Energy Fuels Resources (USA), Inc.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
TECHNICAL SPECIFICATIONS
CELLS 5A AND 5B
WHITE MESA MILL
BLANDING, UTAH
Prepared by

16644 West Bernardo Drive, Suite 301
San Diego, CA 92127
Project Number SC0634
June 2018
TABLE OF CONTENTS

Section 01010 — Summary of Work
Section 01025 — Measurement & Payment
Section 01300 — Submittals
Section 01400 — Quality Control
Section 01500 — Construction Facilities
Section 01505 — Mobilization / Demobilization
Section 01560 — Temporary Controls
Section 01700 — Contract Closeout
Section 02070 — Well Abandonment
Section 02200 — Earthwork
Section 02220 — Subgrade Preparation
Section 02225 — Drainage Aggregate
Section 02616 — Polyvinyl Chloride (PVC) Pipe
Section 02770 — Geomembrane
Section 02771 — Geotextile
Section 02772 — Geosynthetic Clay Liner
Section 02773 — Geonet
Section 03400 — Cast-In-Place Concrete

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SECTION 01010
SUMMARY OF WORK
PART 1 – GENERAL

1.01 DESCRIPTION OF WORK

A. The Work consists of constructing Cells 5A and 5B under separate contracts and at separate times.
Cell 5A will be constructed first, followed by Cell 5B in subsequent years. These Technical
Specifications are to be used for both Projects.

B. The Work generally involves the excavation or soil and rock, placement and compaction of fill,
preparation of subgrade, installation of geosynthetic liner system, and installation of associated
piping and concrete.

C. These Technical Specifications consist of requirements related to both Option A – Triple Liner and
Option B – Double Liner with Geosynthetic Clay Liner (GCL). Applicability of specifications,
specifically GCL, is dependent on Option selected for construction. The Owner will direct the
Contractor as to which liner system option will be constructed.

D. The Work will generally consist of:

1. Initial topographic survey;
2. Mass excavation and fill placement and compaction;
3. Subgrade preparation;
4. Anchor trench and leak detection system trench and sump excavation;
5. Installation of either (see Drawings, Option A or Option B for specific differences):
a. Option A - 130-mil high density polyethylene (HDPE) tertiary Drain Liner™
geomembrane and textured 60-mil HDPE geomembrane in the sump side slope
riser trench; or
b. Option B - Geosynthetic clay liner (GCL).
6. Option A only - Installation of secondary leak detection system, cushion geotextile, drainage
aggregate, and 4-inch and 18-inch polyvinyl chloride (PVC) pipe and fittings;
7. Installation of smooth 60-mil HDPE secondary geomembrane on the bottom of the Cell, 130-
mil HDPE Drain Liner ™ geomembrane on the side slopes and 60-mil textured
geomembrane on the sump side slope riser trench;
8. Installation of primary leak detection system, cushion geotextile, drainage aggregate, and 4-
inch and 18-inch polyvinyl chloride (PVC) pipe and fittings;
9. Installation of 300-mil geonet on the bottom of the cell;
10. Installation of smooth 60-mil HDPE primary geomembrane and textured 60-mil HDPE
geomembrane in the sump side slope riser trench;
11. Installation of 16 oz./SY nonwoven geotextile cushion;
12. Installation of slimes drain 4-inch and 18-inch PVC pipe and fittings;
13. Installation of drainage aggregate around slimes drain and within sump;
14. Installation of woven geotextile;
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15. Installation of 60-mil HDPE geomembrane splash pads;
16. Backfill and compaction of anchor trenches;
17. Construction of concrete spillway and pipe support at the side slope riser termination; and
18. Installation of strip composite drainage layer, including sand bags.

1.02 CONTRACTOR’S RESPONSIBILITIES

A. Start, layout, construct, and complete the construction of the lining system (the Project) in
accordance with the Technical Specifications, CQA Plan, and Drawings (Contract Documents).

B. Provide a competent site superintendent, capable of reading and understanding the Construction
Documents, who shall receive instructions from the Construction Manager. Site superintendent
shall have successfully completed projects of similar scope (excavation of soil and rock, fill
placement and compaction, finish work to close tolerances to lines and grades, and geosynthetic
liner installation).

C. Establish means, techniques, and procedures for constructing and otherwise executing the Work.

D. Establish and maintain proper Health and Safety practices for the duration of the Project.

E. Except as otherwise specified, furnish the following and pay the cost thereof:

1. Labor, superintendent, and products.
2. Construction supplies, equipment, tools, and machinery.
3. Electricity and other utilities required for construction.
4. Other facilities and services necessary to properly execute and complete the Work.
5. A Registered Land Surveyor, licensed in the State of Utah, to survey and layout the Work,
and to certify as-built Record Drawings.

F. Pay cost of legally required sales, consumer, use taxes and governmental fees.

G. Perform Work in accordance with codes, ordinances, rules, regulations, orders, and other legal
requirements of governmental bodies and public agencies bearing on performance of the Work.

H. Forward submittals and communications to the Construction Manager. Where applicable, the
Construction Manager will coordinate submittals and communications with the representatives who
will give approvals and directions through the Construction Manager.

I. Maintain order, safe practices, and proper conduct at all times among Contractor's employees. The
Owner, and its authorized representative, may require that disciplinary action be taken against an
employee of the Contractor for disorderly, improper, or unsafe conduct. Should an employee of the
Contractor be dismissed from his duties for misconduct, incompetence, or unsafe practice, or
combination thereof, that employee shall not be rehired for the duration of the Work.

J. Coordinate the Work with the utilities, private utilities, and/or other parties performing work on or
adjacent to the Site. Eliminate or minimize delays in the Work and conflicts with those utilities or
contractors. Coordinate activities with the Construction Manager. Schedule private utility and
public utility work relying on survey points, lines, and grades established by the Contractor to occur
immediately after those points, lines, and grades have been established.

K. Coordinate activities of the several trades, suppliers, and subcontractors, if any, performing the
Work.
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1.03 NOTIFICATION

A. The Contractor shall notify the Construction Manager in writing if he elects to subcontract, sublet,
or reassign any portion of the Work. This shall be done at the time the bid is submitted. The written
statement shall describe the portion of the Work to be performed by the Subcontractor and shall
include an indication, by reference if desired by the Construction Manager, that the Subcontractor
is particularly experienced and equipped to perform that portion of the Work. No portion of the
Work shall be subcontracted, sublet, or reassigned without written permission of the Construction
Manager. Consent to subcontract, sublet, or reassign any portion of the Work by the Construction
Manager shall not be considered as a testimony of the Construction Manager as to the qualifications
of the Subcontractor and shall not be construed to relieve the Contractor of any responsibilities for
completion of the Work.

1.04 CONFORMANCE

A. Work shall conform to the Technical Specifications, Construction Quality Assurance (CQA) Plan,
and Drawings that form a part of these Contract Documents.

B. Omissions from the Technical Specifications, CQA Plan, and Drawings or the misdescription of
details of the Work which are necessary to carry out the intent of the Contract Documents, are
customarily performed and shall not relieve the Contractor from performing such omitted or
misdescribed details of the Work, but they shall be performed as if fully and correctly set forth and
described in the Technical Specifications, CQA Plan, and Drawings.

1.05 DEFINITIONS

A. OWNER – The term Owner means Energy Fuels Resources (USA), Inc. for whom the Work is to
be provided.

B. CONSTRUCTION MANAGER – The term Construction Manager means the firm responsible for
project administration and project documentation control. All formal documents will be submitted
to the Construction Manager for proper distribution and/or review. During the period of Work the
Construction Manager will act as an authorized representative of the Owner.

C. DESIGN ENGINEER – The term Design Engineer means the firm responsible for the design and
preparation of the Construction Documents. The Design Engineer is responsible for approving all
design changes, modifications, or clarifications encountered during construction. The Design
Engineer reports directly to the Owner.

D. CQA CONSULTANT – The term CQA Consultant refers to the firm responsible for CQA related
monitoring and testing activities. The CQA Consultant’s authorized personnel will include CQA
Engineer-of-Record and CQA Site Manager. The CQA Consultant may also perform construction
quality control (CQC) work as appropriate.

E. CONTRACTOR – The term Contractor means the firm that is responsible for the Work. The
Contractor's responsibilities include the Work of any and all of the subcontractors and suppliers.
The Contractor reports directly to the Construction Manager. All subcontractors report directly to
the Contractor.

F. SURVEYOR – The term Surveyor means the firm that will perform the survey and provide as-built
Record Drawings for the Work. The Surveyor shall be a Registered Land Surveyor, licensed to
practice in the State of Utah. The Surveyor is employed by and reports directly to the Contractor.

G. SITE – The term Site refers to all approved staging areas, and all areas where the Work is to be
performed, both public and private owned.

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H. WORK – The term Work means the entire completed construction, or various separately
identifiable parts thereof, required to be furnished under the Contract Documents. Work includes
any and all labor, services, materials, equipment, tools, supplies, and facilities required by the
Contract Documents and necessary for the completion of the project. Work is the result of
performing services, furnishing labor, and furnishing and incorporating materials and equipment
into the construction, all as required by the Contract Documents.

I. DAY – A calendar day on which weather and other conditions not under the control of the
Contractor will permit construction operations to proceed for the major part of the day (greater than
4 hours) with the normal working force engaged in performing the controlling item or items of Work
which would be in progress at that time.

J. CONTRACT DOCUMENTS – Contract Documents consist of the Technical Specifications, CQA
Plan, and Drawings.

1.06 CONTRACT TIMES

A. The time stated for completion and substantial completion shall be in accordance with the Contract
Times specified in the Agreement. No claims for damages shall be made by the Contractor for
delays.

B. Contractor shall adhere to the schedule provided in the Contract. Unapproved extensions to the
schedule will result in the Contractor paying liquidated damages in the amount of $4,000 per day to
cover costs associated with Construction Management and construction oversight.

1.07 CONTRACTOR USE OF WORK SITE

A. Confine Site operations to areas permitted by law, ordinances, permits, and the Contract Documents.
The Contractor shall ensure that all persons under his control (including Subcontractors and their
workers and agents) are kept within the boundaries of the Site and shall be responsible for any acts
of trespass or damage to property by persons who are under his control. Consider the safety of the
Work, and that of people and property on and adjacent to work Site, when determining amount,
location, movement, and use of materials and equipment on work Site.

B. The Contractor shall be responsible for protecting private and public property including pavements,
drainage culverts, electricity, highway, telephone, and similar property and shall make good of, or
pay for, all damage caused thereto. Control of erosion throughout the project is of prime importance
and is the responsibility of the Contractor. The Contractor shall provide and maintain all necessary
measures to control erosion during progress of the Work to the satisfaction of the Construction
Manager and all applicable laws and regulations, and shall remove such measures and collected
debris upon completion of the project. All provisions for erosion and sedimentation control apply
equally to all areas of the Work.

C. The Contractor shall promptly notify the Construction Manager in writing of any subsurface or
latent physical conditions at the Site that differ materially from those indicated or referred to in the
Contract Documents. Construction Manager will promptly review those conditions and advise
Owner in writing if further investigations or tests are necessary. If the Construction Manager finds
that the results of such investigations or tests indicate that there are subsurface and latent physical
conditions which differ materially from those intended in the Contract Documents, and which could
not reasonably have been anticipated by Contractor, a Change Order shall be issued incorporating
the necessary revisions.

D. At no time shall the Contractor interfere with operations of businesses on or in the vicinity of the
Site. Should the Contractor need to work outside the regular working hours, the Contractor is
required to submit a written request and obtain approval by the Construction Manager.

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1.08 PRESERVATION OF SCIENTIFIC INFORMATION

A. Federal and State legislation provides for the protection, preservation, and collection of data having
scientific, prehistoric, historical, or archaeological value (including relics and specimens) that might
otherwise be lost due to alteration of the terrain as a result of any construction work. If evidence of
such information is discovered during the course of the Work, the Contractor shall notify the
Construction Manager immediately, giving the location and nature of the findings. Written
confirmation shall be forwarded within two (2) working days.

B. The Contractor shall exercise care so as not to damage artifacts uncovered during excavation
operations, and shall provide such cooperation and assistance as may be necessary to preserve the
findings for removal or other disposition by the Construction Manager or Government agency.

C. Where appropriate, by reason of a discovery, the Construction Manager may order delays in the
time of performance, or changes in the Work, or both. If such delays, or changes, or both, are
ordered, the time of performance and contract price shall be adjusted in accordance with the
applicable clauses of the Contract.

1.09 MEASUREMENT AND PAYMENT

A. Measurement for Work will be according to the work items listed in Section 01025 of these
Specifications.

1.10 EXISTING UTILITIES

A. The Contractor shall be responsible for locating, uncovering, protecting, flagging, and identifying
all existing utilities encountered while performing the Work. The Contractor shall request that
Underground Service Alert (USA) locate and identify the existing utilities. The request shall be
made 48 hours in advance.

B. Costs resulting from damage to utilities shall be borne by the Contractor. Costs of damage shall
include repair and compensation for incidental costs resulting from the unscheduled loss of utility
service to affected parties.

C. The Contractor shall immediately stop work and notify the Construction Manager of all utilities
encountered and damaged. The Contractor shall also Survey the exact location of any utilities
encountered during construction.

1.11 CONTRACTOR QUALIFICATIONS

A. The Contractor, and all subcontractors, shall be licensed at the time of bidding, and throughout the
period of the Contract, by the State of Utah to do the type of work required under terms of these
Contract Documents. By submitting a bid, the Contractor certifies that he is skilled, competent, and
knowledgeable on the nature, extent and inherent conditions of the Work to be performed and has
been regularly engaged in the general class and type of work called for in these Contract Documents
and meets the qualifications required in these Specifications.

B. The Construction Manager shall disqualify a bidder that either cannot provide references, or if the
references cannot substantiate the Contractor's qualifications.

C. By submission of a bid for this Project, the Contractor acknowledges that he is thoroughly familiar
with the Site conditions.

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D. Contractor shall provide a full-time, on-site superintendent that is qualified in this type of work.
Site superintendent shall have successfully completed three projects of similar scope (excavation of
soil and rock, fill placement and compaction, finish work to close tolerances to lines and grades, and
geosynthetic liner installation).

1.12 INTERPRETATION OF TECHNICAL SPECIFICATIONS, CQA PLAN, AND DRAWINGS

A. Should it appear that the Work to be done or any matters relative thereto are not sufficiently detailed
or explained in the Technical Specifications, CQA Plan, and/or Drawings, the Design Engineer will
further explain or clarify, as may be necessary. In the event of any questions arising respecting the
true meaning of the Contract Documents, the matter shall be referred to the Design Engineer, whose
decision thereon shall be final.
1.13 HEALTH AND SAFETY

A. The Contractor shall be responsible for health and safety of its own crew, subcontractors, suppliers,
and visitors. The Contractor shall adhere to the Contractor Safety Rules for the Site and all
applicable Mine Safety and Health Administration (MSHA) rules.

1.14 GENERAL REQUIREMENTS

A. SURVEYING – The Surveyor shall be responsible for all surveying required to layout and control
the Work. Surveying shall be conducted such that all applicable standards required by the State of
Utah are met.

B. PERMITS – The Contractor shall be required to obtain permits in accordance with construction of
the facility.

C. SEDIMENTATION, EROSION CONTROL, AND DEWATERING – Contractor shall comply
with all laws, ordinances, and permits for controlling erosion, water pollution, and dust emissions
resulting from construction activities; the Contractor shall be responsible for any fines imposed due
to noncompliance. The Contractor shall perform work in accordance with the Storm Water Pollution
Prevention Plan (SWPPP) provided by the Owner. The Contractor shall pump all water generated
from dewatering into Cell 4A and 4B, as directed by the Construction Manager.

D. PROTECTION OF EXISTING SERVICES AND WELLS – The Contractor shall exercise care to
avoid disturbing or damaging the existing monitor wells, settlement monuments, electrical poles
and lines, permanent below-ground utilities, permanent drainage structures, and temporary utilities
and structures. When the Work requires the Contractor to be near or to cross locations of known
utilities, the Contractor shall carefully uncover, support, and protect these utilities and shall not cut,
damage, or otherwise disturb them without prior authorization from the Construction Manager. All
utilities or wells damaged by the Contractor shall be immediately repaired by the Contractor to the
satisfaction of the Construction Manager at no additional cost.

E. BURNING – The use of open fires for any reason is prohibited.

F. TEMPORARY ROADS – The Contractor shall be responsible for constructing and maintaining all
temporary roads and lay down areas that the Contractor may require in the execution of the Work.

G. CONSTRUCTION WATER – The Contractor shall obtain water from the Owner for construction
and dust control. The Contractor shall not add substances (such as soap) to construction water.

H. COOPERATION – The Contractor shall cooperate with all other parties engaged in project-related
activities to the greatest extent possible. Disputes or problems should be referred to the Construction
Manager for resolution.

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I. FAMILIARIZATION – The Contractor is responsible for becoming familiar with all aspects of the
Work prior to performing the Work.

J. SAFEGUARDS – The Contractor shall provide and use all personnel safety equipment, barricades,
guardrails, signs, lights, flares, and flagmen as required by MSHA, Occupational Safety and Health
Administration (OSHA), state, or local codes and ordinances. No excavations deeper than 4 feet
with side slopes steeper than 2:1 (horizontal:vertical) shall be made without the prior approval of
the Design Engineer and the Construction Manager. When shoring is required, the design and
inspection of such shoring shall be the Contractor’s responsibility and shall be subject to the review
of the Design Engineer and Construction Manager prior to use. No personnel shall work within or
next to an excavation requiring shoring until such shoring has been installed, inspected, and
approved by an engineer registered in the State of Utah. The Contractor shall be responsible for any
fines imposed due to violation of any laws and regulations relating to the safety of the Contractor’s
personnel.

K. CLEAN-UP – The Contractor shall be responsible for general housekeeping during construction.
Upon completion of the Work, the Contractor shall remove all of his equipment, facilities,
construction materials, and trash. All disturbed surface areas shall be re-paved, re-vegetated, or
otherwise put into the pre-existing condition before performing the Work, or a condition satisfactory
to the Construction Manager.

L. SECURITY – The Contractor is responsible for the safety and condition of all of his tools and
equipment.

M. ACCEPTANCE OF WORK – The Contractor shall retain ownership and responsibility for all Work
until accepted by Construction Manager. Construction Manager will accept ownership and
responsibility for the Work: (i) when all Work is completed; and (ii) after the Contractor has
submitted all required documentation, including manufacturing quality control documentation and
manufacturing certifications.

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

NOT USED.

[END OF SECTION]

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SECTION 01025
MEASUREMENT AND PAYMENT

PART 1 – GENERAL

1.01 DESCRIPTION OF WORK

A. This section covers measurement and payment criteria applicable to the Work performed under lump
sum and unit price payment methods, and non-payment for rejected work.

1.02 RELATED SECTIONS

A. This section relates to all other sections of the contract.

1.03 AUTHORITY

A. Measurement methods delineated in the individual specification sections are intended to
complement the criteria of this section. In the event of conflict, the requirements of the individual
specification section shall govern.

B. A surveyor, licensed in the State of Utah, hired by the Contractor will take all measurements and
compute quantities accordingly. All measurements, cross-sections, and quantities shall be stamped
and certified by the licensed surveyor and submitted to the Construction Manager. The Construction
Manager maintains the right to provide additional measurements and calculation of quantities to
verify measurements and quantities submitted by the Contractor.

1.04 UNIT QUANTITIES SPECIFIED

A. Quantities and measurements indicated in the Bid Schedule are for bidding and contract purposes
only. Quantities and measurements supplied or placed in the Work and verified by the Construction
Manager shall determine payment. If the actual work requires more or fewer quantities than those
quantities indicated, the Contractor shall provide the required quantities at the lump sum and unit
prices contracted unless modified elsewhere in these Contract Documents.

B. Utah sales tax shall be included in each bid item as appropriate.

1.05 MEASUREMENT OF QUANTITIES

A. Measurement by Volume: Measurement shall be by the cubic dimension using mean lengths,
widths, and heights or thickness, or by average end area method as measured by the surveyor. All
measurement shall be the difference between the original ground surface and the design (“neat-
line”) dimensions and grades.

B. Measurement by Area: Measurement shall be by the square dimension using mean lengths and
widths and/or radius as measured by the surveyor. All measurement shall be the difference between
the original ground surface and the design (“neat-line”) dimensions and grades.

C. Linear Measurement: Measurement shall be by the linear dimension, at the item centerline or mean
chord. All measurement shall be the difference between the original ground surface and the design
(“neat-line”) dimensions and grades.

D. Stipulated Lump Sum Measurement: Items shall be measured as a percentage by weight, volume,
area, or linear means or combination, as appropriate, of a completed item or unit of Work.
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1.06 PAYMENT

A. Payment includes full compensation for all required labor, products, tools, equipment,
transportation, services, and incidentals; erection, application, or installation of an item of the Work;
and all overhead and profit. Final payment for Work governed by unit prices will be made on the
basis of the actual measurements and quantities accepted by the Construction Manager multiplied
by the unit price for Work which is incorporated in or made necessary by the Work.

B. A monthly progress payment schedule will be used to compensate the Contractor for the Work. The
monthly amount to be paid to the Contractor is calculated as the percent of completed work for each
bid item multiplied by the total anticipated work for that bid item minus a 10 percent retainer.

C. When the Contractor has completed all Work associated with completion of the project, the
remaining 10 percent retainer of the contract amount will be paid to the Contractor after filing the
Notice of Completion.

1.07 NON-PAYMENT FOR REJECTED PRODUCTS

A. Payment shall not be made for any of the following:

1. Products wasted or disposed of in a manner that is not acceptable.
2. Products determined as unacceptable before or after placement.
3. Products not completely unloaded from the transporting vehicle.
4. Products placed beyond the design lines, dimensions, grades, and levels of the required Work.
5. Products remaining on hand after completion of the Work.
6. Loading, hauling, and disposing of rejected Products.
7. Products rejected because of contamination (i.e. soil residues, fuel spills, solvents, etc.).
B. Excavation of loose soil and/or rock, caused by actions of the Contractor (e.g. overblasting),
necessary to meet specifications for engineered fill placement.

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1.08 BID ITEMS

A. The following bid items shall be used by the Owner and by the Contractor to bid the Work described
in these bid documents.

BID
ITEM SECTION DESCRIPTION UNITS
1 01500 Construction Facilities LS
2 01505 Mobilization / Demobilization LS
3 02070 Well Abandonment LS
4 02200 Soil Excavation LS
5 02200 Rock Excavation LS
6 02200 Engineered Fill LS
7 02220 Subgrade Preparation LS
8 02220 Anchor Trench LF
9 02616 4-inch PVC Pipe and Fittings LF
10 02616 18-inch PVC Pipe and Fittings LF
11 02616 Strip Drain Composite LF
12 02770 60-mil Smooth HDPE Geomembrane SF
13 02770 60-mil Textured HDPE Geomembrane SF
14 02770 130-mil HDPE Drain Liner™ Geomembrane SF
15 02772 Geosynthetic Clay Liner SF
16 02773 300-mil Geonet SF
17 03400 Cast-In-Place Concrete LS
18 01505 Performance Bond LS

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

NOT USED.

[END OF SECTION]

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SECTION 01300
SUBMITTALS
PART 1 – GENERAL

1.01 DESCRIPTION OF WORK

A. This section contains requirements for administrative and work-related submittals such as
construction progress schedules, Shop Drawings, test results, operation and maintenance data, and
other submittals required by Contract Documents.

B. Submit required materials to the Construction Manager for proper distribution and review in
accordance with requirements of the Contract Documents.

1.02 CONSTRUCTION PROGRESS SCHEDULES

A. The Contractor shall prepare and submit two (2) copies of the baseline construction progress
Schedule to the Construction Manager for review within five (5) days after the effective date of
Contract.

B. Schedules shall be prepared in Microsoft Project/Primavera. The schedule shall include the
following items.

1. A separate horizontal bar for each operation.
2. A horizontal time scale, which identifies the first workday of each week.
3. A scale with spacing to allow space for notations and future revisions.
4. Listings arranged in order of start for each item of the Work.

C. The Construction Progress Schedule for construction of the Work shall include the following items
where applicable.

1. Submittals: dates for beginning and completion of each major element of construction and
installation dates for major items. Elements shall include, but not be limited to, the following
items which are applicable:

a. Mobilization schedule.
b. Demobilization schedule.
c. Final site clean-up.
d. Show projected percentage of completion for each item as of first day of each week.
e. Show each individual Bid Item.

Cell 5A and 5B Lining System Construction Submittals
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01300-2 June 2018

D. Schedule Revisions:

1. Bi-weekly to reflect changes in progress of Work.
2. Indicate progress of each activity at submittal date.
3. Show changes occurring since the previous schedule submittal. Changes shall include the
following.

a. Major changes in scope.
b. Activities modified since previous submittal.
c. Revised projections of progress and completion.
d. Other identifiable changes.

4. Provide narrative report as needed to define:

a. Problem areas, anticipated delays, and impact on schedule.
b. Recommended corrective action and its effect.

1.03 CONSTRUCTION WORK SCHEDULE

A. The Contractor shall submit an updated 14-day work schedule at the beginning of each week by
Monday morning at 8:00 a.m. The schedule shall address applicable line items from the construction
project schedule with a refined level of detail for special activities.

1.04 SHOP DRAWINGS AND SAMPLES

A. Shop Drawings, product data, and samples shall be submitted as required in individual Sections of
the Specifications.

B. The Contractor’s Responsibilities:

1. Review Shop Drawings, product data, and samples prior to submittal.
2. Determine and verify:
a. Field measurements.
b. Field construction criteria.
c. Catalog numbers and similar data.
d. Conformance with Specifications.

3. Coordinate each submittal with requirements of the Work and Contract Documents.
4. Notify the Construction Manager in writing, at the time of the submittal, of deviations from
requirements of Contract Documents.
5. Begin no fabrication or Work pertaining to required submittals until return of the submittals
with appropriate approval.
6. Designate dates for submittal and receipt of reviewed Shop Drawings and samples in the
construction progress schedule.

Cell 5A and 5B Lining System Construction Submittals
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01300-3 June 2018

C. Submittals shall contain:

1. Date of submittal and dates of previous submittals.
2. Project title and number.
3. Contract identification.
4. Names of:
a. The Contractor.
b. Supplier.
c. Manufacturer.
5. Summary of items contained in the submittal.
6. Identification of the product with identification numbers and the Drawing and Specification
section numbers.
7. Clearly identified field dimensions.
8. Details required on the Drawings and in the Specifications.
9. Manufacturer, model number, dimensions, and clearances, where applicable.
10. Relation to adjacent or critical features of the Work or materials.
11. Applicable standards, such as ASTM or Federal Specification numbers.
12. Identification of deviations from Contract Documents.
13. Identification of revisions on re-submittals.
14. 8-inch by 3-inch blank space for the Contractor’s and proper approval stamp.
15. The Contractor’s stamp, signed, certifying review of the submittal, verification of the
products, field measurements, field construction criteria, and coordination of information
within the submittal with requirements of Work and Contract Documents.

D. Re-submittal Requirements:

1. Re-submittal is required when corrections or changes in submittals are required by the
Construction Manager, Design Engineer, or CQA Consultant. Re-submittals are required
until all comments by the Construction Manager, Design Engineer, or CQA Consultant is
addressed and the submittal is approved.
2. Shop Drawings and Product Data:
a. Revise initial drawings or data and resubmit as specified for initial submittal.
b. Indicate changes made other than those requested by the Construction Manager,
Design Engineer, or CQA Consultant.

E. Distribute reproductions of Shop Drawings and copies of product data which have been accepted
by the Construction Manager to:

1. Job site file.
2. Record documents file.

Cell 5A and 5B Lining System Construction Submittals
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01300-4 June 2018

F. Construction Manager’s Duties:

1. Verify that review comments are technically correct and are consistent with technical and
contractual requirements of the work.
2. Return submittals to the Contractor for distribution or re-submittal.

G. Design Engineer’s Duties:

1. Review submittals promptly for compliance with contract documents and in accordance with
the schedule.
2. Affix stamp and signature, and indicate either the requirements for re-submittal or no
comments.
3. Return submittals to the Construction Manager.

H. CQA Consultant’s Duties:

1. Review submittals promptly for compliance with contract documents and in accordance with
the schedule.
2. Affix stamp and signature, and indicate either the requirements for re-submittal or no
comments.
3. Return submittals to the Construction Manager.

1.05 TEST RESULTS AND CERTIFICATION

A. Results of tests conducted by the Contractor on materials or products shall be submitted for review.

B. Certification of products shall be submitted for review.

1.06 SUBMITTAL REQUIREMENTS

A. Provide complete copies of required submittals as follows.

1. Construction Work Schedule:

a. Two copies of initial schedule (baseline schedule).
b. Two copies of each revision.

2. Construction Progress Schedule:

a. Two copies of initial schedule.
b. Two copies of each revision.

3. Shop Drawings: Two copies.
4. Certification Test Results: Two copies.
5. Other Required Submittals:

a. Two copies, if required, for review.
b. Two copies, if required, for record.

B. Deliver the required copies of the submittals to the Construction Manager.
Cell 5A and 5B Lining System Construction Submittals
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01300-5 June 2018

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

NOT USED.

[END OF SECTION]

Cell 5A and 5B Lining System Construction Quality Control
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01400-1 June 2018

SECTION 01400
QUALITY CONTROL

PART 1 – GENERAL
1.01 DESCRIPTION OF WORK

A. Monitor quality control over suppliers, Manufacturers, products, services, Site conditions, and
workmanship, to produce Work of specified quality.

B. Comply with Manufacturers' instructions, including each step in sequence.

C. Should Manufacturers' instructions conflict with Technical Specifications, request clarification from
Design Engineer before proceeding.

D. Comply with specified standards as minimum quality for the Work except where more stringent
tolerances, codes, or specified requirements indicate higher standards or more precise workmanship.

E. Perform Work by persons qualified to produce workmanship of specified quality.

1.02 TOLERANCES

A. Monitor tolerance control of installed products to produce acceptable Work. Do not permit
tolerances to accumulate.

B. Comply with Manufacturers' tolerances. Should Manufacturers' tolerances conflict with Technical
Specifications, request clarification from Design Engineer before proceeding.

C. Adjust products to appropriate dimensions; position before securing products in place.

1.03 REFERENCES

A. For products or workmanship specified by association, trade, or other consensus standards, complies
with requirements of the standard, except when more rigid requirements are specified or are required
by applicable codes.

B. Conform to reference standard by date of current issue on date of Notice to Proceed with
construction, except where a specific date is established by code.

C. Obtain copies of standards where required by product Specification sections.

1.04 INSPECTING AND TESTING SERVICES

A. The CQA Consultant will perform construction quality assurance (CQA) inspections, tests, and
other services specified in individual Sections of the Specification.

B. The Contractor shall cooperate with CQA Consultant; furnish samples of materials, design mix,
equipment, tools, storage, safe access, and assistance by incidental labor as requested.

C. CQA testing or inspecting does not relieve Contractor, subcontractors, and suppliers from their
requirements to perform quality control Work as indicated in the Technical Specifications.

Cell 5A and 5B Lining System Construction Quality Control
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01400-2 June 2018

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

NOT USED.

[END OF SECTION]

Cell 5A and 5B Lining System Construction Construction Facilities
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01500-1 June 2018

SECTION 01500
CONSTRUCTION FACILITIES

PART 1 – GENERAL

1.01 SECTION INCLUDES

A. Construction facilities include furnishing of all equipment, materials, tools, accessories, incidentals,
labor, and performing all work for the installation of equipment and for construction of facilities,
including their maintenance, operation, and removal, if required, at the completion of the Work
under the Contract.

1.02 DESCRIPTION OF WORK

A. Construction facilities include, but are not limited to, the following equipment, materials, facilities,
areas, and services:

1. Parking Areas.
2. Temporary Roads.
3. Storage of Materials and Equipment.
4. Construction Equipment.
5. Temporary Sanitary Facilities.
6. Temporary Water.
7. First Aid Facilities.
8. Health and Safety.
9. Security.

B. Construct/install, maintain, and operate construction facilities in accordance with the applicable
federal, state, and local laws, rules, and regulations, and the Contract Documents.

1.03 GENERAL REQUIREMENTS

A. Contractor is responsible for furnishing, installing, constructing, operating, maintaining, removing,
and disposing of the construction facilities, as specified in this Section, and as required for the
completion of the Work under the Contract.

B. Contractor shall maintain construction facilities in a clean, safe, and sanitary condition at all times
until completion of the Work.

C. Contractor shall minimize land disturbances related to the construction facilities to the greatest
extent possible and restore land, to the extent reasonable and practical, to its original contours by
grading to provide positive drainage and by seeding the area to match with existing vegetation or as
specified elsewhere.

1.04 TEMPORARY ROADS AND PARKING AREAS

A. Temporary roads and parking areas are existing roads that are improved or new roads constructed
by Contractor for convenience of Contractor in the performance of the Work under the Contract.

Cell 5A and 5B Lining System Construction Construction Facilities
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01500-2 June 2018

B. Contractor shall coordinate construction with Construction Manager.

C. Construct and operate roads in accordance with all MSHA and other applicable standards.

D. If applicable, coordinate all road construction activities with local utilities, fire, and police
departments.

E. Keep erosion to a minimum and maintain suitable grade and radii of curves to facilitate ease of
movement of vehicles and equipment.

F. Furnish and install longitudinal and cross drainage facilities, including, but not limited to, ditches,
structures, pipes and the like.

G. Clean equipment so that mud or dirt is not carried onto public roads. Clean up any mud or dirt
transported by equipment on paved roads both on-site and off-site.

1.05 STORAGE OF MATERIALS AND EQUIPMENT

A. Make arrangements for material and equipment storage areas. Locations and configurations of
approved facilities are subject to the acceptance of the Construction Manager.

B. Confine all operations, including storage of materials, to approved areas. Store materials in
accordance with these Technical Specifications and the Construction Drawings.

C. Store construction materials and equipment within boundaries of designated areas. Storage of
gasoline or similar fuels must conform to state and local regulations and be limited to the areas
approved for this purpose by the Construction Manager.

1.06 CONSTRUCTION EQUIPMENT

A. Erect, equip, and maintain all construction equipment in accordance with all applicable statutes,
laws, ordinances, rules, and regulations or other authority having jurisdiction.

B. Provide and maintain scaffolding, staging, hoists, barricades, and similar equipment required for
performance of the Work. Provide hoists or similar equipment with operators and signals, as
required.

C. Provide, maintain, and remove upon completion of the Work, all temporary rigging, scaffolding,
hoisting equipment, debris boxes, barricades around openings and excavations, fences, ladders, and
all other temporary work, as required for all Work hereunder.

D. Construction equipment and temporary work must conform to all the requirements of state, county,
and local authorities, MSHA, and underwriters that pertain to operation, safety, and fire hazard.
Furnish and install all items necessary for conformity with such requirements, whether or not called
for under separate Sections of these Technical Specifications.

1.07 TEMPORARY SANITARY FACILITIES

A. Provide temporary sanitary facilities for use by all employees and persons engaged in the Work,
including subcontractors, their employees and authorized visitors, and the Construction Manager.

B. Sanitary facilities include enclosed chemical toilets and washing facilities. These facilities must
meet the requirements of local public health standards.

C. Locate sanitary facilities as approved by Construction Manager, and maintain in a sanitary condition
during the entire course of the Work.
Cell 5A and 5B Lining System Construction Construction Facilities
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01500-3 June 2018

1.08 TEMPORARY WATER

A. Make all arrangements for water needs from the Owner.

B. Provide drinking water for all personnel at the site.

1.09 FIRST AID FACILITIES

A. Provide first aid equipment and supplies to serve all Contractor personnel at the Site.

1.10 HEALTH AND SAFETY

A. The Contractor shall submit a Site Health and Safety Plan for review a minimum of 7 days prior to
mobilization.

B. Provide necessary monitoring equipment and personal protective equipment in accordance with
Contractor prepared Site Health and Safety Plan.

1.11 SECURITY

A. Make all necessary provisions and be responsible for the security of the Work and the Site until final
inspection and acceptance of the Work, unless otherwise directed by the Construction Manager.

1.12 SHUT-DOWN TIME OF SERVICE

A. Do not disconnect or shut down any part of the existing utilities and services, except by express
written permission of Construction Manager.

1.13 MAINTENANCE

A. Maintain all construction facilities, utilities, temporary roads, and the like in good working condition
as required by the Construction Manager during the term of the Work.

1.14 STATUS AT COMPLETION

A. Upon completion of the Work, or prior thereto, when so required by Construction Manager:

1. Repair damage to roads caused by or resulting from the Contractor's work or operations.
2. Remove and dispose of all construction facilities. Similarly, all areas utilized for temporary
facilities shall be returned to near original, natural state, or as otherwise indicated or directed
by the Construction Manager.

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

Cell 5A and 5B Lining System Construction Construction Facilities
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01500-4 June 2018

PART 4 – MEASUREMENT AND PAYMENT

4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Construction
Facilities shall be lump sum (LS) and payment will be based on the unit price provided on the Bid
Schedule.

B. The following are considered incidental to the Work:

1. Mobilization.
2. Temporary roadways and parking areas.
3. Temporary sanitary facilities.
4. Decontamination of equipment.
5. Security.
6. Demobilization.

[END OF SECTION]
Cell 5A and 5B Lining System Construction Mobilization / Demobilization
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01505-1 June 2018

SECTION 01505
MOBILIZATION / DEMOBILIZATION

PART 1 – GENERAL

1.01 DESCRIPTION OF WORK

A. Mobilization consists of preparatory work and operations, including but not limited to those
necessary for the movement of personnel and project safety; including: adequate personnel,
equipment necessary for full planned production to meet baseline schedule, supplies, and incidentals
to the project Site; establishment of facilities necessary for work on the project; premiums on bond
and insurance for the project and for other work and operations the Contractor must perform or costs
the Contractor must incur before beginning work on the project, which are not covered in other bid
items.

B. Demobilization consists of work and operations including, but not limited to, movement of
personnel, equipment, supplies, and incidentals off-site.

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

4.01 GENERAL

A. Providing for and complying with the requirements set forth in this Section shall be lump sum (LS)
and payment will be based on the unit price provided on the Bid Schedule.

B. The Contract Price for Mobilization/Demobilization shall include the provision for movement of
equipment onto the job site; removal of all facilities and equipment at the completion of the project;
permits; preparation of a Health and Safety Plan; all necessary safety measures; and all other related
mobilization and demobilization costs. Price bid for mobilization shall not exceed 10 percent of the
total bid for the Project. Fifty percent of the mobilization bid price, less retention, will be paid on
the initial billing provided all equipment and temporary facilities are in place and bond fees paid.
The remaining 50 percent of the mobilization bid price will be paid on satisfactory removal of all
facilities and equipment on completion of the project.

[END OF SECTION]
Cell 5A and 5B Lining System Construction Temporary Controls
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01560-1 June 2018

SECTION 01560
TEMPORARY CONTROLS

PART 1 – GENERAL

1.01 DESCRIPTION OF WORK

A. Temporary Controls required during the term of the Contract for the protection of the environment
and the health and safety of workers and general public.

B. Furnishing all equipment, materials, tools, accessories, incidentals, and labor, and performing all
work for the installation of equipment and construction of facilities, including their maintenance
and operation during the term of the Contract.

C. Temporary Controls include:

1. Dust Control.
2. Pollution Control.
3. Traffic and Safety Controls.
D. Perform Work as specified in the Technical Specifications and as required by the Construction
Manager. Maintain equipment and accessories in clean, safe, and sanitary condition at all times
until completion of the Work.

1.02 DUST CONTROL

A. Provide dust control measures in-accordance with the Technical Specifications. Dust control
measures must meet requirements of applicable laws, codes, ordinances, and permits.

B. Dust control consists of transporting water, furnishing required equipment, testing of equipment,
additives, accessories and incidentals, and carrying out proper and efficient measures wherever and
as often as necessary to reduce dust nuisance, and to prevent dust originating from construction
operations throughout the duration of the Work.

C. Owner shall provide water. Contractor shall provide overhead tank and use water source to fill
overhead tank on a continuous basis (i.e., water supply shall not be operated on and off quickly).

1.03 POLLUTION CONTROL

A. Pollution of Waterways:

1. Perform Work using methods that prevent entrance or accidental spillage of solid or liquid
matter, contaminants, debris, and other objectionable pollutants and wastes into
watercourses, flowing or dry, and underground water sources.
2. Such pollutants and wastes will include, but will not be limited to, refuse, earth and earth
products, garbage, cement, concrete, sewage effluent, industrial waste, hazardous chemicals,
oil and other petroleum products, aggregate processing tailings, and mineral salts.

B. Dispose of pollutants and wastes in accordance with applicable permit provisions or in a manner
acceptable to and approved by the Construction Manager.

Cell 5A and 5B Lining System Construction Temporary Controls
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01560-2 June 2018

C. Storage and Disposal of Petroleum Product:

1. Petroleum products covered by this Section include gasoline, diesel fuel, lubricants, and
refined and used oil. During project construction, store all petroleum products in such a way
as to prevent contamination of all ground and surface waters and in accordance with local,
state, and federal regulations.
2. Lubricating oil may be brought into the project area in steel drums or other means, as the
Contractor elects. Store used lubricating oil in steel drums, or other approved means, and
return them to the supplier for disposal. Do not burn or otherwise dispose of at the Site.
3. Secondary containment shall be provided for products stored on site, in accordance with the
Owner provided Storm Water Pollution Prevention Plan.
1.04 TRAFFIC AND SAFETY CONTROLS

A. Perform in accordance with MSHA and other applicable requirements.

B. Post construction areas and roads with traffic control signs or devices used for protection of
workmen, the public, and equipment. Signs and devices must conform to the American National
Standards Institute (ANSI) Manual on Uniform Traffic Control Devices for Streets and Highways.

C. Remove signs or traffic control devices after they have finished serving their purpose. It is
particularly important to remove any markings on road surfaces that under conditions of poor
visibility could cause a driver to turn off the road or into traffic moving in the opposite direction.

D. Provide flag persons, properly equipped with International Orange protective clothing and flags, as
necessary, to direct or divert pedestrian or vehicular traffic. A full-time flag person shall be required
for the duration of importation of fill.

E. Barricades for protection of employees must conform to the portions of the ANSI Manual on
Uniform Traffic Control Devices for Streets and Highways, relating to barricades.

F. Guard and protect all workers, pedestrians, and the public from excavations, construction
equipment, all obstructions, and other dangerous items or areas by means of adequate railings, guard
rails, temporary walks, barricades, warning signs, sirens, directional signs, overhead protection,
planking, decking, danger lights, etc.

G. Construct and maintain fences, planking, barricades, lights, shoring, and warning signs as required
by local authorities and federal and state safety ordinances, and as required to protect all property
from injury or loss and as necessary for the protection of the public, and provide walks around any
obstructions made in a public place for carrying out the Work covered in this Contract. Leave all
such protection in place and maintained until removal is authorized by the Construction Manager.

1.05 MAINTENANCE

A. Maintain all temporary controls in good working conditions during the term of the Contract for the
safe and efficient transport of equipment and supplies, and for construction of permanent works.

1.06 STATUS AT COMPLETION

A. Upon completion of the Work, or prior thereto as approved by the Construction Manager, remove
all temporary controls and restore disturbed areas.

Cell 5A and 5B Lining System Construction Temporary Controls
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01560-3 June 2018

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

4.01 TEMPORARY CONTROLS

A. Temporary Controls: the measurement and payment of temporary controls shall be in accordance
with and as a part of Mobilization/Demobilization, as outlined in Section 01505.

[END OF SECTION]

Cell 5A and 5B Lining System Construction Contract Closeout
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01700-1 June 2018

SECTION 01700
CONTRACT CLOSEOUT

PART 1 – GENERAL

1.01 CLOSEOUT PROCEDURES

A. Contractor shall submit written certification that the Technical Specifications, CQA Plan, and
Drawings have been reviewed, Work has been inspected, and that Work is complete and in-
accordance with the Technical Specifications, CQA Plan, and Drawings and ready for Owner’s
inspection.

1.02 FINAL CLEANING

A. Contractor shall execute final cleaning prior to final inspection.

B. Contractor shall clean equipment and fixtures to a sanitary condition.

C. Contractor shall remove waste and surplus materials, rubbish, and construction facilities from the
construction Site.

1.03 PROJECT RECORD DOCUMENTS

A. Maintain on Site, one set of the following record documents and record actual revisions to the Work.

1. Drawings.
2. Specifications.
3. Addenda.
4. Change Orders and other Modifications to the Contract.
5. Reviewed Shop Drawings, product data, and samples.

B. Store Record Documents separate from documents used for construction.

C. Record information concurrent with construction progress.

D. Specifications: Legibly mark and record at each product Section a description of actual products
installed, including the following:

1. Manufacturer's name and product model and number.
2. Product substitutions or alternates utilized.
3. Changes made by Addenda and Modifications.

Cell 5A and 5B Lining System Construction Contract Closeout
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01700-2 June 2018

E. Record Documents and Shop Drawings: Legibly mark each item to record actual construction
including:

1. Measured horizontal and vertical location of underground utilities and appurtenances
referenced to permanent surface features.
2. Measured locations of internal utilities and appurtenances concealed in construction,
referenced to visible, accessible, and permanent features of the Work.
3. Field changes of dimension and detail.
4. Details not shown on original Construction Drawings.

F. Submit record documents to the Construction Manager.

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

4.01 CONTRACT CLOSEOUT

A. Contract Closeout: the measurement and payment of contract close out shall be in accordance with
and as part of Mobilization/Demobilization, as outlined in Section 01505.

[END OF SECTION]

Cell 5A and 5B Lining System Construction Well Abandonment
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 2070-1 June 2018

SECTION 02070
WELL ABANDONMENT

PART 1 — GENERAL

1.01 DESCRIPTION OF WORK

A. Supply all equipment, materials, and labor needed to abandon two (2) 3-inch diameter polyvinyl
chloride (PVC) casing groundwater monitoring wells as specified herein and as indicated on the
Drawings.

B. Well abandonment shall be accomplished under the direct supervision of a currently licensed water
well driller who shall be responsible for verification of the procedures and materials used.

1.02 RELATED SECTIONS

Section 01025 – Measurement and Payment
Section 01300 – Submittals
Section 01400 – Quality Control

1.03 REFERENCES

A. Drawings.

B. Construction Quality Assurance (CQA) Plan

C. Latest version of the ASTM International (ASTM) standards:

ASTM C-150 Standard Specification for Portland Cement.
D. Latest version of the American Petroleum Institute (API) standards:

API - 13A Specification for Drilling-Fluid Materials
1.04 SUBMITTALS

A. The Contractor shall keep detailed drilling logs for all wells abandoned, including drilling
procedures, total depth of abandonment, depth to groundwater (if applicable), final depth of boring,
and well destruction details, including the depths of placement of all well abandonment materials.
The Contractor shall provide a minimum of 7 days advance notice prior to beginning drilling and
shall submit a list of the type and quantity of materials used for well abandonment.

B. The Contractor shall acquire all necessary permits and prepare and file a well abandonment report
as required by the State of Utah, Division of Water Rights.

PART 2 — PRODUCTS

2.01 BENTONITE

A. Bentonite shall be Volclay (powdered sodium bentonite API-13A) or as otherwise approved by the
Design Engineer.

Cell 5A and 5B Lining System Construction Well Abandonment
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 2070-2 June 2018

2.02 WATER

A. Water used in the grout mixture shall be potable water or disinfected in accordance with R655-4-
9.6.5 Utah Administrative Code (UAC).

2.03 CEMENT

A. Cement shall be Portland Type I (ASTM C-150).

PART 3 — EXECUTION

3.01 GENERAL

A. The Contractor is responsible for obtaining all permits for the abandonment of wells and shall be
responsible for following all regulatory requirements as outlined in the Administrative Rules for
Water Well Drillers R655-4 UAC.

B. The Contractor shall be responsible for reviewing the well construction boring log for the
groundwater well to be abandoned. The original construction boring logs for the well to be
abandoned are attached to the end of this Section, as Exhibit I.

3.02 DRILLING

A. The Contractor shall sound and record the total depth of the well casing, depth to groundwater (if
encountered), and depth of the over boring.

B. Each well shall be over bored to a diameter 3 inches greater than the well casing diameter to a depth
of 3 feet below the well bottom of casing. The exact depth of the wells shall be in accordance with
the Contract Documents and as determined by the Design Engineer.

3.03 CEMENT-BENTONITE GROUT

A. A cement-bentonite grout shall be mixed for each well. The cement-bentonite grout shall have
approximately 2% by weight bentonite (i.e. one 94-lbs sack of cement and two lbs. of bentonite) and be
mixed with approximately 6.5 gallons of water. The cement-bentonite grout shall be mixed using a
recirculating pump to form a homogeneous mixture free of lumps.

B. Immediately after removing all well materials and recording the over bored depth, the slurry shall be
pressure grouted into the well borehole to 10 feet below final ground surface (bgs) (i.e. subgrade
elevations for Cells 5A and 5B).

C. The uppermost 10 feet of the abandoned well shall consist of neat cement grout or sand cement grout.

D. The Contractor shall monitor the mass, volume, and level of cement-bentonite grout placed in each well
borehole. These quantities shall be reported to the Construction Manager during the abandonment
process.

E. The cement grout or sand cement grout shall be allowed to settle. Cement grout or sand cement grout
shall be added, as necessary, until the elevation of the cured and settled cement grout or sand cement
grout conforms to the surface topography at the time of abandonment.

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PART 4 — MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements for well abandonment set forth in this Section
will be measured as lump sum (LS); and payment will be based on the unit price provided on the
Bid Schedule.
B. The following are considered incidental to the Work:
1. Submittals.
2. Bentonite.
3. Water.
4. Cement.
5. Well permits.
6. Mobilization.
7. Drilling.
8. Grading.
9. Decontamination of well abandonment equipment.
10. Disposal of decontamination materials.
11. Disposal of drill cuttings.

[END OF SECTION]
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Well Completion Logs
DR-12 and DR-13
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SECTION 02200
EARTHWORK
PART 1 — GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and
incidentals necessary to perform all Earthwork. The Work shall be carried out as specified herein
and in accordance with the Drawings.
B. The Work shall include, but not be limited to excavating, blasting, ripping, trenching, hauling,
placing, moisture conditioning, backfilling, compacting and grading. Earthwork shall conform to
the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Construction
Manager.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
1.03 REFERENCES
A. Drawings
B. Latest version of ASTM International (ASTM) standards:
ASTM D 422 Standard Method for Particle-Size Analysis of Soils
ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort
(56,000 ft-lb-ft/ft3 (2,700 kN-m/m3))
ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil-
Aggregate by Nuclear Methods (Shallow Depth)
C. Results of seismic refraction survey for Cells 5A and 5B (Attached Herein).
1.04 QUALIFICATIONS
A. The Contractor’s Site superintendent for the earthworks operations shall have supervised the
construction of at least three earthwork construction projects, in accordance with Section 01010,
Part 1.11.
1.05 SUBMITTALS
A. The Contractor shall submit to the Construction Manager a baseline survey to the limits of the work.
The baseline survey shall be prepared by a Utah licensed professional land surveyor and shall form
the basis for establishing pay quantities.
B. The Contractor shall submit to the Construction Manager a description of equipment and methods
proposed for excavation, and fill placement and compaction construction at least 14 days prior to
the start of activities covered by this Section.
C. If rock blasting is the chosen rock removal technique, the Contractor shall submit to the Construction
Manager a blast plan describing blast methods to remove rock to proposed grade. The blast plan
shall include a pre-blast survey, blast schedule, seismic monitoring records, blast design and
diagrams, and blast safety. The Contractor shall submit the plan to the Construction Manager at least
21 days prior to blast.
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D. If the Work of this Section is interrupted for reasons other than inclement weather, the Contractor
shall notify the Construction Manager a minimum of 48 hours prior to the resumption of Work.
E. If foreign borrow materials are proposed to be used for any earthwork material on this project, the
Contractor shall provide the Construction Manager information regarding the source of the material.
In addition, the Contractor shall provide the Construction Manager an opportunity to obtain samples
for conformance testing 14 days prior to delivery of foreign borrow materials to the Site. If
conformance testing fails to meet these Specifications, the Contractor shall be responsible for
reimbursing the Owner for additional conformance testing costs.
F. The Contractor shall submit as-built Record Drawing electronic files and data, to the Construction
Manager, within 7 days of project substantial completion, in accordance with this Section.
1.06 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for Earthwork meet the
requirements of the Drawings and this Section. Any material or method that does not conform to
these documents, or to alternatives approved in writing by the Construction Manager will be rejected
and shall be repaired, or removed and replaced, by the Contractor at no additional expense to the
Owner.
B. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance
testing required by the Contract Documents. This monitoring and testing, including random
conformance testing of construction materials and completed Work, will be performed by the CQA
Consultant. If nonconformances or other deficiencies are found in the materials or completed Work,
the Contractor will be required to repair the deficiency or replace the deficient materials at no
additional cost to the Owner.
PART 2 — PRODUCTS
2.01 MATERIAL
A. Top soil material shall consist of the top 6 to 12 inches of existing grade.
B. All materials excavated not considered as rock, boulders, or detached pieces of solid rock less than
1 cubic yard in volume are classified as common excavation.
C. Engineered fill material shall consist of on-site soil obtained from excavation or owner provided
stockpile and shall be free from rock larger than 6 inches, organic or other deleterious material.
D. Rock shall consist of all hard, compacted, or cemented materials that require blasting or the use of
ripping and excavating equipment larger than defined for common excavation. The excavation and
removal of isolated boulders or rock fragments larger than 1 cubic yard encountered in materials
otherwise conforming to the definition of common excavation shall be classified as rock excavation.
The presence of isolated boulders or rock fragments larger than 1 cubic yard is not in itself sufficient
to cause to change the classification of the surrounding material.
E. Rippable Soil and Rock, common excavation: Material that can be ripped at more than 250 cubic
yards per hour for each Caterpillar D9N dozer (or equivalent) with a single shank ripper attachment.
F. Loose material: Soil and rock material below finished grade elevations that was blasted or loosened
by ripping or is naturally loose.

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2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain compaction equipment as is necessary to
produce the required in-place soil density and moisture content.
B. The Contractor shall furnish, operate and maintain tank trucks, pressure distributors, or other
equipment designed to apply water uniformly and in controlled quantities.
C. The Contractor shall furnish, operate, and maintain miscellaneous equipment such as earth
excavating equipment, earth hauling equipment, and other equipment, as necessary for Earthwork
construction.
D. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the
Contractor, and to the satisfaction of the Construction Manager.

PART 3 — EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the Work in this Section, the Contractor shall become thoroughly
familiar with the Site, the Site conditions, and all portions of the Work falling within this and other
related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed Work of all other Sections and verify that
all Work is complete to the point where the installation of the Work specified in this
Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed Work of other Sections, the
Construction Manager shall be notified in writing prior to commencing Work. Failure to
notify the Construction Manager, or commencement of the Work of this Section, will be
construed as Contractor's acceptance of the related Work of all other Sections.
C. Existing soil and top of rock information is provided in the attached trench logs (Exhibit I). In
addition, rock rippability data obtained during site seismic refraction surveys is attached.
3.02 SOIL EXCAVATION
A. The Contractor shall excavate materials to the limits and grades shown on the Drawings.
B. The Contractor shall excavate top soil (top 6 to 12 inches of existing ground) to the limits of the
work and stockpile as directed by Construction Manager. During top soil removal, archeologist
personnel employed by the Owner will monitor excavation for archeological artifacts and may stop
excavation in a defined area to remove these artifacts.
C. The Contractor shall rip, blast, and/or mechanically remove rock 6-inches below final grades shown
on the Drawings.
D. The Contractor shall excavate loose soil/rock below final grades shown on the Drawings until
competent soil/rock surface is achieved to allow construction of engineered fill.
E. All excavated material not used as fill shall be stockpiled as shown on the Drawings and in
accordance with Subpart 3.05 of this Section.
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3.03 ROCK EXCAVATION
A. The Contractor shall remove rock by ripping, drilling, or blasting, or as approved by Construction
Manager.
B. Requirements for Blasting:
1. The Contractor shall arrange for a pre-blast survey of nearby buildings, berms, or other
structures that may potentially be at risk from blasting damage. The survey method used shall
be acceptable to the Contractor’s insurance company. The Contractor shall be responsible for
any damage resulting from blasting. The preblast survey shall be made available for review
three weeks before any blasting begins. Pre-blast surveys shall be completed by a practicing
civil engineer registered in the State of Utah, who has experience in rock excavation and
geotechnical design.
2. The Contractor shall submit for review the proposed methods and sequence of blasting for
rock excavations. The Contractor shall identify the number, depth, and spacing of holes;
stemming and number and type of delays; methods of controlling overbreak/overblasting at
excavation limits, procedures for monitoring the shots and recording information for each
shot; proposed depth of cover soil and overblasting; and other data that may be required to
control the blasting.
3. Blasting shall be done in accordance with the federal, state, or local regulatory requirements
for explosives and firing of blasts. Such regulations shall not relieve the Contractor of any
responsibility for damages caused by them or their employees due to the work of blasting.
All blasting work must be performed or supervised by a licensed blaster who shall at all times
have a license on their person and shall permit examination thereof by the Construction
Manager or other officials having jurisdiction.
4. The Contractor shall develop a trial blasting technique that identifies and limits the vibrations
and damage at varying distances from each shot. This trial blasting information shall be
collected and recorded by beginning the work at points farthest from areas to remain without
damage. The Contractor can vary the hole spacing, depths and orientations, explosive types
and quantities, blasting sequence, and delay patterns to obtain useful information to safeguard
against damage at critical areas.
5. Establish appropriate maximum limit for peak particle velocity for each structure or facility
that is adjacent to, or near blast sites. Base maximum limits on expected sensitivity of each
structure or facility to blast induced vibrations and federal, state, or local regulatory
requirements. In areas of blasting within 100 feet from the top of the existing berms, the
blasting peak particle velocities (PPV) shall not exceed 2 inches per second.
6. The Contractor shall discontinue any method of blasting which leads to
overshooting/overblasting or is dangerous to the berms surrounding the existing pond
structures.
7. The Contractor shall have sufficient cover soil to provide safety and minimize fly rock while
minimizing the quantity of fill material impacted with oversized rock and boulders.
8. The Contractor shall minimize overshooting/overblasting. All loose material shall be
removed prior to placing engineered fill.
9. The Contractor shall install a blast warning sign to display warning signals. Sign shall
indicate the following:
a. Five (5) minutes before blast: Three (3) long sounds of airhorn or siren
b. Immediately before blast: Three (3) short sounds of airhorn or siren
c. All clear signal after blast: one (1) long sound of airhorn or siren
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3.04 FILL
A. Prior to fill placement, areas to receive fill shall be cleared and grubbed and top soil shall be
removed.
B. The fill material shall be placed to the lines and grades shown on the Drawings.
C. Soil used for fill shall meet the requirements of Subpart 2.01 of this Section.
D. Soil used for fill shall be placed in a loose lift that results in a compacted lift thickness of no greater
8 inches and compacted to 90% of the maximum density at a moisture content of between -3% and
+3% of optimum moisture content, as determined by ASTM D 1557.
E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil
compaction requirements.
F. During soil wetting or drying, the material shall be regularly disced or otherwise mixed so that
uniform moisture conditions in the appropriate range are obtained.
3.05 STOCKPILING
A. Soil suitable for fill and excavated rock shall be stockpiled, separately, in areas as shown on the
Drawings or as designated by the Construction Manager, and shall be free of incompatible soil,
clearing debris, or other objectionable materials.
B. Separate soil stockpiles shall be constructed to contain topsoil, rock, sandy soil, and clayey soil.
C. Stockpiles shall be no steeper than 2H:1V (Horizontal:Vertical) or other slope approved by the
Design Engineer, graded to drain, sealed by tracking parallel to the slope with a dozer or other means
approved by the Construction Manager, and dressed daily during periods when fill is taken from the
stockpile. The Contractor shall employ temporary erosion and sediment control measures (i.e. silt
fence) as directed by the Construction Manager around stockpile areas.
D. There are no compaction requirements for stockpiled materials.
3.06 FIELD TESTING
A. The minimum frequency and details of quality control testing for Earthwork are provided below.
This testing will be performed by the CQA Consultant. The Contractor shall take this testing
frequency into account in planning the construction schedule.
1. The CQA Consultant will perform conformance tests on placed and compacted fill to evaluate
compliance with these Specifications. The dry density and moisture content of the soil will
be measured in-situ with a nuclear moisture-density gauge in accordance with
ASTM D 6938. The frequency of testing will be one test per 500 cubic yards of soil placed.
2. A special testing frequency will be used by the CQA Consultant when visual observations of
construction performance indicate a potential problem. Additional testing will be considered
when:
a. The rollers slip during rolling operation;
b. The lift thickness is greater than specified;
c. The fill is at improper and/or variable moisture content;
d. Fewer than the specified number of roller passes are made;
e. Dirt-clogged rollers are used to compact the material;
f. The rollers do not have optimum ballast; or
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g. The degree of compaction is doubtful.

3. During construction, the frequency of testing will be increased by the Construction Manager
in the following situations:
a. Adverse weather conditions;
b. Breakdown of equipment;
c. At the start and finish of grading;
d. If the material fails to meet Specifications; or
e. The work area is reduced.

B. Defective Areas:
1. If a defective area is discovered in the Earthwork, the CQA Consultant will evaluate the
extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the
CQA Consultant will determine the extent of the defective area by additional tests,
observations, a review of records, or other means that the Construction Manager deems
appropriate. If the defect is related to adverse Site conditions, such as overly wet soils or
surface desiccation, the CQA Site Manager shall define the limits and nature of the defect.
2. Once the extent and nature of a defect is determined, the Contractor shall correct the
deficiency to the satisfaction of the CQA Consultant. The Contractor shall not perform
additional Work in the area until the Construction Manager approves the correction of the
defect.
3. Additional testing may be performed by the CQA Consultant to verify that the defect has
been corrected. This additional testing will be performed before any additional Work is
allowed in the area of deficiency. The cost of the additional Work and the testing shall be
borne by the Contractor.

3.07 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout and control.
3.08 CONSTRUCTION TOLERANCE
A. The Contractor shall perform the Earthwork construction to within ±0.1 vertical feet of elevations
on the Drawings.
3.09 AS-BUILT SURVEY
A. For purposes of payment on Earthwork quantities, the Contractor shall conduct a comprehensive as-
built survey that complies with this Section.
B. The Contractor shall produce complete electronic as-built Record Drawings in conformance with
the requirements set forth in this Section. This electronic file shall be provided to the Construction
Manager for verification. Surveys shall be submitted for existing topography, top of rock, base of
excavation, and top of fill.
C. The Contractor shall produce an electronic boundary file that accurately conforms to the project site
boundary depicted on the plans or as modified during construction by approved change order. The
electronic file shall be provided to the Construction Manager for verification prior to use in any
earthwork computations or map generation.

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D. As-built survey data shall be collected throughout the project as indicated in these Specifications.
This data shall be submitted in hard-copy and American Standard Code for Information Interchange
(ASCII) format. ASCII format shall include: point number, northing and easting, elevations, and
descriptions of point. The ASCII format shall be as follows:
1. PPPP,NNNNNN.NNN,EEEEEE.EEE,ELEV.XXX,Description
a. Where:
 P – point number
 N- Northing
 E – Easting
 ELEV.XXX – Elevation
 Description – description of the point
3.10 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect completed Work of this Section.
B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that
promotes drainage of surface water away from the area and from finished Work. If threatening
weather conditions are forecast, soil surfaces shall be seal-rolled at a minimum to protect finished
Work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the
satisfaction of the Construction Manager, at the expense of the Contractor.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. All earthwork quantities shall be independently verified by the Construction Manager prior to
approval. The independent verification by the Construction Manager shall utilize the same basic
procedures as those used by the Contractor.
B. Any interim or soon-to-be buried (or otherwise obstructed) earthwork shall be surveyed and
quantified as the project progresses to enable timely verification by the Construction Manager.
C. Providing for and complying with the requirements set forth in this Section for Soil Excavation will
be measured as lump sum (LS) and payment will be based on the unit price provided on the Bid
Schedule.
D. Providing for and complying with the requirements set forth in this Section for Rock Excavation
will be measured as lump sum (LS) and payment will be based on the unit price provided on the Bid
Schedule.
E. Providing for and complying with the requirements set forth in this Section for Fill will be measured
as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule.
F. The following are considered incidental to the work:
 Submittals.
 Quality Control.
 Material samples, sampling, and testing.
 Excavation.
 Blasting, ripping, and hammering.
 Loading, and hauling.
 Scarification.
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 Screening.
 Layout survey.
 Rejected material removal, retesting, handling, and repair.
 Temporary haul roads.
 Erosion control.
 Dust control.
 Spill cleanup.
 Placement, compaction, and moisture conditioning.
 Stockpiling.
 Record survey.

[END OF SECTION]

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TABLE 02200-1
TABLE 02200-1
SUMMARY OF SEISMIC REFRACTION SURVEYS -
Cells 5A and 5B
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
0 to 4 1287 to 1392 Rippable
4 to 36 4944 to 5053 Rippable
> 36 6195 to 7403 Rippable
0 to 6 1312 to 2563 Rippable
> 6 5358 to 6372 Rippable
0 to 4 1341 to 1408 Rippable
4 to 14 3457 to 5578 Rippable
> 14 6512 to 6802 Rippable
0 to 8 1571 to 2191 Rippable
8 to 12 4245 to 5672 Rippable
>12 6538 to 7012 Rippable
0 to 5 1482 to 1658 Rippable
5 to 21 3866 to 4754 Rippable
>21 6087 to 6492 Rippable
0 to 6 1804 to 2078 Rippable
>6 4854 to 5966 Rippable
0 to 4 1059 to 1317 Rippable
4 to 25 3264 to 4564 Rippable
>25 5918 to 6499 Rippable
0 to 5 1052 to 1681 Rippable
5 to 14 2998 to 5299 Rippable
>14 5663 to 7907 Marginal
0 to 9 1137 to 1691 Rippable
>9 6235 to 7003 Rippable
0 to 7 1684 to 1939 Rippable
>7 6281 to 8285 Marginal
0 to 3 2083 to 2347 Rippable
3 to 46 4826 to 4905 Rippable
0 to 4 1489 to 2965 Rippable
>4 4955 to 6415 Rippable
0 to 4 1488 to 2035 Rippable
4 to 19 4757 to 5046 Rippable
> 19 6696 Rippable
0 to 4 1308 to 2080 Rippable
4 to 34 4899 to 5169 Rippable
> 34 8444 to 8736 Marginal
SL-12-04-01F
N37.52388
SL-12-05-01R N37.52416 W109.51729
Rev
S62W 5A
TP12-04
SL-12-04-01R
SL-12-06-01R
N37.52532
SL-12-07-01R
SL-12-06-01F
TP12-01
TP12-07
W109.51418
TP12-06 N37.52408 W109.51434
N37.52438 W109.51460
TP12-02 N37.52600 W109.51614
Fwd
N30W 5A - -
0-5.25 FT Residual Soil
5.25-6.75 FT Weathered Sandstone 6.75 to
7.0 FT Dakota Sandstone
5A
5A
5A
SL-12-03-01R N37.52447 W109.51466
Rev
N30E 5A
W109.51372
N37.52546 W109.51749
W109.51675
SL-12-07-01F
SL-12-03-01F N37.52499 W109.51506
Fwd
S30W
N37.52438 W109.51460
SL-12-05-01F
Survey Number Survey Line
Direction Cell (5A or 5B)
5A
N37.52554 W109.51566 5ASL-12-01-01R
5AW109.51749
N37.52384 W109.51791
Fwd
N62E 5A
SL-12-01-01F N37.52603 W109.51611
SL-12-02-01F N37.52603 W109.51611
SL-12-02-01R N37.52647 W109.51649
N37.52338 Rev
N30W
Excavatability Assessment3
N37.52388
N37.52507 W109.51506 - -
5A
5A
5A
5A
5A
W109.51793
5A
Fwd
S32E
Fwd
N32W
Rev
N32W
Fwd
S30E
Fwd
S65E
Rev
N30W
Fwd
S30E
--
--
Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points
5A
5A
0-1.5 FT Residual Soil
1.5-7.5 FT Weathered Sandstone
7.5-8.0 FT Shale Layer
8.0 FT Dakota Sandstone
Fwd
N20E
Rev
N75W
Fwd
S75E
Fwd
N32W
Rev
S32E
N37.52546
0-7.0 FT Residual Soil
7.0-8.5 FT Weathered Sandstone
8.5-9.5 FT Dakota Sandstone
0-5 FT Residual Soil
5.0-6.75 FT Weathered Sandstone
6.75 to 7.0 FT Dakota Sandstone
Fwd
N30W 5A - -
0-2.0 FT Residual Soil
2.0-3.5 FT Weathered Sandstone
3.5 FT Dakota Sandstone
TABLE 02200-1
SUMMARY OF SEISMIC REFRACTION SURVEYS -
Cells 5A and 5B
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
Survey Number Survey Line
Direction Cell (5A or 5B)Excavatability Assessment3 Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points
0 to 5 1061 to 1283 Rippable
5 to 17 3354 to 4800 Rippable
> 17 6025 Rippable
0 to 7 1521 to 1732 Rippable
> 7 4927 to 5849 Rippable
0 to 5 1211 to 2207 Rippable
>5 5570 to 6148 Rippable
0 to 6 1269 to 1639 Rippable
6 to 17 4661 to 6630 Rippable
>17 7230 to 7274 Rippable
0 to 6 1442 to 1904 Rippable
>6 5620 to 7611 Marginal
0 to 4 1835 to 2395 Rippable
>4 6387 to 7509 Marginal
0 to 6 1157 to 1227 Rippable
>6 7036 to 7052 Rippable
0 to 10 1411 to 1480 Rippable
>10 7343 to 8088 Marginal
0 to 4 1061 to 1488 Rippable
4 to 17 3331 to 4947 Rippable
> 17 8999 to 9761 Non-Rippable
0 to 3 1672 to 1955 Rippable
3 to 18 4721 to 5496 Rippable
>18 6643 to 7372 Rippable
0 to 6 1349 to 3557 Rippable
>6 7286 to 9352 Non-Rippable
0 to 5 1138 to 1248 Rippable
>5 6186 to 8977 Marginal
SL-12-09-01R N37.52570 W109.51324
Rev
S65W 5A
SL-12-09-01F N37.52544 W109.51392
Fwd
N65E
TP12-09 N37.52294 W109.51320
Fwd
N62E
5A
5A
5A/5BFwd
N20E
TP12-12 N37.52479
W109.51648N37.52443
TP12-03 N37.52559 W109.51355
SL-12-08-01F
SL-12-08-01R
TP12-05
W109.51582N37.52477
N37.52443 W109.51621
TP12-08 N37.52326 W109.51534
W109.50859
SL-12-11-01F N37.525045 W109.507928 5B
5B
5A/5B - -
Rev
S68W
SL-12-10-01F N37.524778 W109.50861 5B
5B
Fwd
N68E
SL-12-10-01R N37.52452 W109.50928
Rev
N68E
Fwd
S68W
TP12-10 N37.52464 W109.51260
Fwd
N88W
N37.52419 W109.51025
Fwd N70E 5B
5B
SL-12-13-01F N37.5249 W109.51025 5B
Rev
N70E
Fwd
S70W
SL-12-13-01R N37.52389 W109.51102
0-4.5 FT Residual Soil
4.5-6.5 FT Weathered Sandstone
6.5-7.5 FT Dakota Sandstone
0-6.0 FT Residual Soil
6.0-7.5 FT Weathered Sandstone
7.5 FT Dakota Sandstone
0-5.5 FT Residual Soil
5.5-7.0 FT Weathered Sandstone
7.0 FT Dakota Sandstone
0-4.5 FT Residual Soil
4.5-9.0 FT Weathered Sandstone
9.0-9.5 FT Dakota Sandstone
0-5.5 FT Residual Soil
5.5-6.5 FT Weathered Sandstone
6.5-7.5 FT Dakota Sandstone
--
Fwd
N40E
Rev
S62W
5A
--
--
5A
5A
5A
--
Fwd
S65W
Fwd
N10W
Fwd
S65W 5B - -
0-6.5 FT Residual Soil
6.5-7.5 FT Weathered Sandstone
7.5-8.0 FT Dakota Sandstone
TP12-13 N37.52419 W109.51025
Fwd
S70W 5B - - -
0-0.5 FT Residual Soil
0.5-1.0 FT Weathered Sandstone
1.0-2.0 FT Dakota Sandstone
SL-12-11-01R N37.524778 W109.50861
SL-12-12-01R N37.52441 W109.50956
Rev
S70W 5B
SL-12-12-01F
TABLE 02200-1
SUMMARY OF SEISMIC REFRACTION SURVEYS -
Cells 5A and 5B
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
Survey Number Survey Line
Direction Cell (5A or 5B)Excavatability Assessment3 Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points
0 to 6 1098 to 1775 Rippable
6 to 28 6361 to 6041 Rippable
>28 8046 to 8964 Marginal
0 to 6 1369 to 1419 Rippable
>6 7171 to 7762 Marginal
0 to 8 1478 to 3030 Rippable
>8 6346 to 7738 Marginal
0 to 9 1305 to 1554 Rippable
9 to 16 3197 to 4279 Rippable
>16 7886 to 8107 Marginal
0 to 6 1388 Rippable
6 to 22 2951 to 5517 Rippable
>22 9648 Non-Rippable
0 to 6 1215 to 1816 Rippable
>6 6435 to 6930 Rippable
0 to 4 1391 to 2336 Rippable
4 to 37 4801 to 4874 Rippable
>37 7554 Marginal
0 to 5 1694 to 1730 Rippable
5 to 22 4762 to 5491 Rippable
>22 6479 to 6483 Rippable
0 to 5 1090 to 1379 Rippable
5 to 26 5202 to 6893 Rippable
>26 7491 to 10938 Non-Rippable
0 to 4 1361 to 1420 Rippable
4 to 20 5110 to 5363 Rippable
>20 7861 to 11264 Non-Rippable
Notes:
1 - Surveyed end point of refraction survey lines coordinates in Latitude/Longitude decimal degree World Geodetic System (WGS) 84. Data collected in field.
2 - Calculated depth of seismic refractor based on P-wave first arrival times using Snells Law.
3 - Excavatability assessment based on correlations between seismic wave velocities and rippability using a Single Shank No. 9 ripper on a D9N dozer (Caterpillar, 2006)
RS - Residual Soil
wxs - weathered sandstone
Kds - Cretaceous Dakota Sandstone
SL-12-14-01F N37.52330 W109.51234
SL-12-14-01R N37.52361 W109.51167
5B
5B
Fwd
N62E
Rev
S62W
-
TP12-15
SL-12-15-01F N37.52542 W109.51112
5B
5B
N37.52361 W109.51167 - -
Fwd
N25W
Rev
S30E
Fwd
S20E
Fwd
S60W
SL-12-15-01R N37.52493 W109.51077
TP12-11
5B
5BN37.52512 W109.51098 -
SL-12-16-01F N37.52330 W109.50919 5B
Rev
S32E
Fwd
N32W
SL-12-17-01F N37.52330 W109.50919 5B
5BSL-12-16-01R N37.52380 W109.50957
Rev
N32W
Fwd
S32E
TP12-16 N37.52329 W109.50913
Fwd
S40E 5B
Fwd
N30W
SL-12-17-01R N37.52280 W109.50872 5B
TP12-18 5BN37.52223 W109.50835 - -
--
0-4.5 FT Residual Soil
4.5-6.0 FT Weathered Sandstone
6.0-6.5 FT Dakota Sandstone
0-5.5 FT Residual Soil
5.5-6.0 FT Weathered Sandstone
6.5 FT Dakota Sandstone
0-3.5 FT Residual Soil
3.5-11.0 FT Weathered Sandstone
11.0-12.0 FT Dakota Sandstone
-
0-0.5 FT Residual Soil
0.5-6.0 FT Weathered Sandstone
6.0-6.5 FT Dakota Sandstone
TP12-17 N37.52253 W109.51065
Fwd
N8E 5B - - -
0-0.5 FT Residual Soil
0.5-2.0 FT Weathered Sandstone
2.0-3.5 FT Dakota Sandstone
TP12-19 N37.52550 W109.50965
Fwd
N15W 5B - -
0-1.5 FT Residual Soil
1.5 FT Dakota Sandstone
SL-12-18-01F N37.52431 W109.50755
Fwd
E-W 5B
SL-12-18-01R N37.52430 W109.50829
Rev
E-W 5B
TP12-14 N37.52431 W109.50749
Fwd
S88W 5B - - -
0-4.5 FT Residual Soil
4.5-7.5 FT Weathered Sandstone
7.5 FT Dakota Sandstone
Cell 5A and 5B Lining System Construction Subgrade Preparation
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02220-1 June 2018

SECTION 02220
SUBGRADE PREPARATION

PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and
incidentals necessary to perform all Subgrade Preparation. The Work shall be carried out as
specified herein and in accordance with the Drawings and the Construction Quality Assurance
(CQA) Plan.
B. The Work shall include, but not be limited to placement, moisture conditioning, compaction, and
grading of subgrade soil and construction of geosynthetics anchor trench. Earthwork shall conform
to the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Design
Engineer.
1.02 RELATED SECTIONS
Section 02200 – Earthwork
Section 02270 – Geomembrane
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of ASTM International (ASTM) standards:
ASTM D 422 Standard Method for Particle-Size Analysis of Soils
ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort
(56,000 ft-lbf/ft3 (2,700 kN-m/m3))
ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil
and Rock In-Place by Nuclear Methods (Shallow Depth)
1.04 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for subgrade preparation meet the
requirements of the Drawings and this Section. Any material or method that does not conform to
these documents, or to alternatives approved in writing by the Design Engineer will be rejected and
shall be repaired, or removed and replaced, by the Contractor at no additional expense to the Owner.
PART 2 – PRODUCTS
2.01 SUBGRADE SOIL
A. Subgrade surface shall be free of protrusions larger than 0.7 inches. Any such observed particles
shall be removed prior to placement of geosynthetics.
B. Subgrade surface shall be free of large desiccation cracks (ie, larger than ¼ inch) at the time of
geosynthetics placement.
Cell 5A and 5B Lining System Construction Subgrade Preparation
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C. Subgrade soil shall consist of on-site soils that are free of particles greater than 3 inches in longest
dimension, deleterious, organic, and/or other soil impacts that can damage the overlying liner
system.
D. The subgrade surface shall be firm and unyielding, with no abrupt elevation changes, ice, or standing
water.
E. The subgrade surface shall be smooth and free of vegetation, sharp-edged rock, stones, sticks,
construction debris, and other foreign matter that could contact the geosynthetics.
F. At a minimum, the subgrade surface shall be rolled with a smooth-drum compactor of sufficient
weight to remove any excessive wheel ruts greater than 1-inch or other abrupt grade changes.
2.02 ANCHOR TRENCH BACKFILL
A. Anchor trench backfill is the soil material that is placed in the anchor trench, as shown on the
Drawings.
B. Where rocks are included in the anchor trench backfill, they shall be mixed with suitable excavated
materials to eliminate voids.
C. Material removed during trench excavation may be utilized for anchor trench backfill, provided that
all organic material, rubbish, debris, and other objectionable materials are first removed.
2.03 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain grading and compaction equipment as is
necessary to produce smooth surfaces for the placement of geosynthetics and acceptable in-place
soil density in the anchor trenches.
B. The Contractor shall furnish, operate, and maintain tank trucks, pressure distributors, or other
equipment designed to apply water uniformly and in controlled quantities for dust control and for
moisture conditioning soils to be placed as trench backfill.
C. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the
Contractor, and to the satisfaction of the Construction Manager.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work in this Section, the Contractor shall become thoroughly
familiar with the Site, the Site conditions, and all portions of the work falling within this and other
related Sections.
B. The Contractor shall provide for the protection of work installed in accordance with other Sections.
In the event of damage to other work, the Contractor shall make repairs and replacements to the
satisfaction of the Construction Manager, at the expense of the Contractor.
3.02 SUBGRADE SOIL SURFACE
A. The Contractor shall remove vegetation and roots to a minimum depth of 4-inches below ground
surface in all areas where geosynthetic materials are to be installed.
B. Contractor shall grade subgrade soil to be uniform in slope, free from ruts, mounds, or depressions.
C. Prior to tertiary geomembrane (Option A) or GCL (Option B) installation, the subgrade surface shall
be proof-rolled with appropriate compaction equipment to confirm subgrade stability.
Cell 5A and 5B Lining System Construction Subgrade Preparation
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3.03 TRENCH EXCAVATION
A. The Contractor shall excavate the anchor trench to the limits and grades shown on the Drawings.
B. Excavated anchor trench materials shall be returned as backfill for the anchor trench and compacted.
C. Material not suitable for anchor trench backfill shall be relocated as directed by the Construction
Manager.
3.04 TRENCH BACKFILL
A. The anchor trench backfill shall be placed to the lines and grades shown on the Drawings.
B. Soil used for anchor trench backfill shall meet the requirements of Subpart 2.02 of this Section.
C. Soil used for anchor trench backfill shall be placed in loose lifts of no more than 12 inches and
compacted to 90% of maximum dry density per ASTM D 1557. Backfill shall be within -3% to
+3% of optimum moisture content. The maximum permissible pre-compaction soil clod size is
6 inches.
D. The Contractor shall compact each lift of anchor trench backfill to the satisfaction of the
Construction Manager.
E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil
compaction requirements.
F. During soil wetting or drying, the material shall be regularly disked or otherwise mixed so that
uniform moisture conditions are obtained in the appropriate range.
3.05 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout and control.
B. The Contractor shall perform as-built surveys for all completed surfaces for purposes of Record
Drawing preparation. At a minimum, survey points shall be obtained at grade breaks, top of slope,
toe of slope, and limits of material type.
3.06 PROTECTION OF WORK
A. The Contractor shall protect completed work of this Section.
B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that
promotes drainage of surface water away from the area and from finished work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the
satisfaction of the Construction Manager, at the expense of the Contractor.

Cell 5A and 5B Lining System Construction Subgrade Preparation
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02220-4 June 2018

PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements for subgrade preparation will be measured as
lump sum (LS) and payment will be based on the unit price as provided on the Bid Schedule.
B. Providing for and complying with the requirements for anchor trench excavation and backfill shall
be measured on a lineal foot (LF) basis and payment will be based on the unit price as provided on
the Bid Schedule.
C. The following are considered incidental to the work:
 Submittals.
 Quality Control.
 Material samples.
 Screening.
 Excavation, loading, and hauling.
 Temporary haul roads.
 Layout survey.
 Rejected material removal, testing, hauling, and repair.
 Erosion Control
 Dust control.
 Spill Clean-up
 Placement, compaction, and moisture conditioning.
 Stockpiling.
 Record survey.

[END OF SECTION]

Cell 5A and 5B Lining System Construction Drainage Aggregate
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02225-1 June 2018

SECTION 02225
DRAINAGE AGGREGATE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and
incidentals necessary for the installation of Drainage Aggregate. The work shall be carried out as
specified herein and in accordance with the Drawings and the site Construction Quality Assurance
(CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, and placement of
Drainage Aggregate (aggregate).
1.02 RELATED SECTIONS
Section 02616 – PVC Pipe
Section 02770 – Geomembrane
Section 02771 – Geotextile
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site Construction Quality Assurance (CQA) Plan
C. Latest Version of ASTM International (ASTM) Standards:
ASTM C 33 Standard Specification for Concrete Aggregates
ASTM C 136 Test Method for Sieve Analysis of Fine and Coarse Aggregates
ASTM D 2434 Test Method for Permeability of Granular Soils (Constant Head)
ASTM D 3042 Standard Test Method for Insoluble Residue in Carbonate Aggregates
1.04 SUBMITTALS
A. The Contractor shall submit to the Construction Manager for approval, at least 7 days prior to the
start of construction, Certificates of Compliance for proposed aggregate materials. Certificates of
Compliance shall include, at a minimum, typical gradation, insoluable residue content,
representative sample, and source of aggregate materials.
B. The Contractor shall submit to the Construction Manager a list of equipment and technical
information for equipment proposed for use in placing the aggregate material in accordance with
this Section.
1.05 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance
testing required by the CQA Plan. This monitoring and testing, including random conformance
testing of construction materials and completed work, will be performed by the CQA Consultant. If
Cell 5A and 5B Lining System Construction Drainage Aggregate
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02225-2 June 2018

nonconformances or other deficiencies are found in the materials or completed work, the Contractor
will be required to repair the deficiency or replace the deficient materials.
PART 2 – PRODUCTS
2.01 MATERIALS
A. Aggregate shall meet the requirements specified in ASTM C 33 and shall not contain limestone.
Aggregate shall have a minimum permeability of 1×10-1 cm/sec when tested in accordance with
ASTM D 2434. The requirements of the Aggregate are presented below:
Maximum Particle Size Percent Finer
1 - inch 100
¼ - inch 0 to 5
No. 200 Sieve 0 to 2

B. Carbonate loss shall be no greater than 10 percent by dry weight basis when tested in accordance
with ASTM D 3042.
2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain hauling, placing, and grading equipment as
necessary for aggregate placement.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work in this Section, the Contractor shall become thoroughly
familiar with the site, the site conditions, and all portions of the work falling within this and other
related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed work of all other Sections and verify
that all work is complete to the point where the installation of the work specified in this
Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed work of other Sections, the
Construction Manager shall be notified in writing prior to commencing work. Failure to
notify the Construction Manager or commencement of the work of this Section will be
construed as Contractor's acceptance of the related work of all other Sections.
3.02 PLACEMENT
A. Place after underlying geosynthetic installation is complete, including construction quality control
(CQC) and CQA work.
B. Place to the lines, grades, and dimensions shown on the Drawings.
C. The subgrade of the aggregate consists of a geotextile overlying a geomembrane. The Contractor
shall avoid creating large wrinkles (greater than 6-inches high), tearing, puncturing, folding, or
damaging in any way the geosynthetic materials during placement of the aggregate material.
Cell 5A and 5B Lining System Construction Drainage Aggregate
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D. Damage to the geosynthetic liner system caused by the Contractor or his representatives shall be
repaired by the Geosynthetic Installer, at the expense of the Contractor.
E. No density or moisture requirements are specified for placement of the aggregate material.
3.03 FIELD TESTING
A. The minimum frequency and details of conformance testing are provided below. This testing will
be performed by the CQA Consultant. The Contractor shall take this testing frequency into account
in planning the construction schedule.
1. Aggregates conformance testing:
a. particle-size analyses conducted in accordance with ASTM C 136 at a frequency of
one per source; and
b. permeability tests conducted in accordance with ASTM D 2434 at a frequency of
one per source.
3.04 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout, control, and Record
Drawings.
3.05 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect all work of this Section.
B. In the event of damage, the Contractor shall make repairs and replacements to the satisfaction of the
Construction Manager at no additional cost to the Owner.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Drainage Aggregate
will be incidental to the PVC pipe, and payment will be based on the unit price for PVC pipe
provided on the Bid Schedule.
B. The following are considered incidental to the work:
 Submittals.
 Quality Control.
 Material samples, sampling, and testing.
 Excavation, loading, stockpiling, and hauling.
 Placing and grading.
 Layout survey.
 Rejected material.
 Rejected material removal, re-testing, handling, and repair.
 Mobilization.

[ END OF SECTION ]
Cell 5A and 5B Lining System Construction Polyvinyl Chloride (PVC) Pipe
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02616-1 June 2018

SECTION 02616
POLYVINYL CHLORIDE (PVC) PIPE

PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, and equipment
necessary to install perforated and solid wall polyvinyl chloride (PVC) Schedule 40 pipe and fittings,
as shown on the Drawings and in accordance with the Construction Quality Assurance (CQA) Plan.
1.02 RELATED SECTIONS
Section 02225 – Drainage Aggregate
Section 02270 – Geomembrane
Section 02771 – Geotextile
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings.
B. Site CQA Plan.
C. Latest version of the ASTM International (ASTM) standards:
ASTM D 1784 Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and
chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.
ASTM D 1785 Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80 and 120.
ASTM D 2466 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings,
Schedule 40.
ASTM D 2564 Standard Specification for Solvent Cements for Poly (Vinyl Chloride) (PVC)
Plastic Pipe and Fittings.
ASTM D 2774 Practice for Underground Installation of Thermoplastic Pressure Piping.
ASTM D 2855 Standard Practice for Making Solvent-Cemented Joints with Poly (Vinyl
Chloride) (PVC) Pipe and Fittings.
ASTM F 656 Standard Specification for Primers for Use in Solvent Cement Joints of Poly
(Vinyl Chloride) (PVC) Plastic Pipe and Fittings.
Cell 5A and 5B Lining System Construction Polyvinyl Chloride (PVC) Pipe
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02616-2 June 2018

1.04 SUBMITTALS
A. The Contractor shall submit to the Construction Manager for approval, at least 7 days prior to
installation of this material, Certificates of Compliance for the pipe and fittings to be furnished.
Certificates of Compliance shall consist of a properties sheet, including specified properties
measured using test methods indicated herein.
B. The Contractor shall submit to the Construction Manager, Record Drawings of the installed piping
at a frequency of not less than once per every 100 feet of installed pipe and strip composite. Record
Drawings shall be submitted within 7 days of completion of the record survey.
1.05 CQA MONITORING
A. The Contractor shall ensure that the materials and methods used for PVC pipe and fittings
installation meet the requirements of the Drawings and this Section. Any material or method that
does not conform to these documents, or to alternatives approved in writing by the Construction
Manager, will be rejected and shall be repaired or replaced by the Contractor at no additional cost
to the Owner.
PART 2 – MATERIALS
2.01 PVC PIPE & FITTINGS
A. PVC pipe and fittings shall be manufactured from a PVC compound which meets the requirements
of Cell Classification 12454 polyvinyl chloride as outlined in ASTM D 1784.
B. PVC pipe shall meet the requirements of ASTM D 1784 and ASTM D 1785 for Schedule 40 PVC
pipe.
C. PVC fittings shall meet the requirements of ASTM D 2466.
D. Clean rework or recycle material generated by the Manufacturer's own production may be used so
long as the pipe or fittings produced meet all the requirements of this Section.
E. Pipe and fittings shall be homogenous throughout and free of visible cracks, holes, foreign
inclusions, or other injurious defects, being uniform in color, capacity, density, and other physical
properties.
F. PVC pipe and fitting primer shall meet the requirements of ASTM F 656 and solvent cements shall
meet the requirements of ASTM D 2564.
2.02 PVC PERFORATED PIPE
A. Perforated pipe shall meet the requirements listed above for solid wall pipe, unless otherwise
approved by the Design Engineer. PVC pipe perforations shall be as shown on the Drawings.
2.03 STRIP COMPOSITE
A. Strip composite shall be comprised of high density polyethylene core Multi-Flow Drainage Systems
12-inch product, or Design Engineer approved equal. Consideration for equality will involve
chemical resistance, compressive strength, and flow capacity. Strip composite shall be installed as
shown on the Drawings.
B. Sand bags used to continuously cover the strip composite shall be comprised of woven geotextile
capable of allowing liquids to pass and shall have a minimum length of 18-inches.
Cell 5A and 5B Lining System Construction Polyvinyl Chloride (PVC) Pipe
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C. Sand bags shall contain Utah Department of Transportation (UDOT) concrete sand having a
carbonate loss of no greater than 10 percent by dry weight basis when tested in accordance with
ASTM D 3042 and meeting the following gradation.
Sieve Size Percent Passing
3/8 inch 100%
No. 4 95% to 100%
No. 16 45% to 80%
No. 50 10% to 30%
No. 100 2% to 10%

D. Contractor shall monitor that sand bags shall not be overfilled to the extent that the underlying strip
composite is visible.
E. In lieu of sand bag replacement if underlying strip composite is visible, additional sand bags may
be placed parallel and adjacent to strip composite and overlying sandbags such that visible portions
of the strip composite are covered.
F. In lieu of sandbags, Contractor may elect to install woven geotextile strips, partially covered with
UDOT concrete sand, overlying the strip of composite. Woven geotextile shall be folded over the
top of the sand and sewn to complete a geotextile wrap of the sand as shown on the Drawings.
PART 3 – PART 3 EXECUTION
3.01 PVC PIPE HANDLING
A. When shipping, delivering, and installing pipe, fittings, and accessories, do so to ensure a sound,
undamaged installation. Provide adequate storage for all materials and equipment delivered to the
site. PVC pipe and pipe fittings shall be handled carefully in loading and unloading so as not to
damage the pipe, fittings, or underlying materials.
3.02 PVC PIPE INSTALLATION
A. PVC pipe installation shall conform to these Specifications, the Manufacturer’s recommendations,
and as outlined in ASTM D 2774.
B. PVC perforated and solid wall pipe shall be installed as shown on the Drawings.
C. PVC pipe shall be inspected for cuts, scratches, or other damages prior to installation. Any pipe
showing damage, which in the opinion of the CQA Consultant will affect performance of the pipe,
must be removed from the site. Contractor shall replace any material found to be defective at no
additional cost to the Owner.
3.03 JOINING OF PVC PIPES
A. PVC pipe and fittings shall be joined by primer and solvent-cements per ASTM D 2855.
B. All loose dirt and moisture shall be wiped from the interior and exterior of the pipe end and the
interior of fittings.
Cell 5A and 5B Lining System Construction Polyvinyl Chloride (PVC) Pipe
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C. All pipe cuts shall be square and perpendicular to the centerline of the pipe. All burrs, chips, etc.,
from pipe cutting shall be removed from pipe interior and exterior.
D. Pipe and fittings shall be selected so that there will be as small a deviation as possible at the joints,
and so inverts present a smooth surface. Pipe and fittings that do not fit together to form a tight fit
will be rejected.
3.04 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect all work of this Section.
B. In the event of damage, the Contractor shall make all repairs and replacements necessary, to the
satisfaction of the Construction Manager.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for 4-inch PVC Pipe
will be measured as in-place linear foot (LF) to the limits shown on the Drawings, and payment will
be based on the unit price provided on the Bid Schedule.
B. Providing for and complying with the requirements set forth in this Section for 18-inch PVC Pipe
will be measured as in-place LF to the limits shown on the Drawings, and payment will be based on
the unit price provided on the Bid Schedule.
C. Providing for and complying with the requirements set forth in this Section for Strip Drain,
including connectors and sand bags or geotextile alternative, will be measured as in-place LF to the
limits shown on the Drawings, and payment will be based on the unit price provided on the Bid
Schedule.
D. The following are considered incidental to the Work:
 Submittals.
 Quality Control.
 Shipping, handling and storage.
 Fittings.
 Drainage aggregate.
 Joining.
 Mobilization.
 Placement.
 Rejected material.
 Rejected material removal, handling, re-testing, and repair.
 Gravel and sand bags and/or woven geotextile.
 UDOT sand.

[END OF SECTION]

Cell 5A and 5B Lining System Construction Geomembrane
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02770-1 June 2018

SECTION 02770
GEOMEMBRANE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and
incidentals necessary for the installation of smooth and textured high-density polyethylene (HDPE)
geomembrane and HDPE Drain Liner™ geomembrane, as shown on the Drawings. The work shall
be performed as specified herein and in accordance with the Drawings and the site Construction
Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage,
and seaming of the geomembrane.
1.02 RELATED SECTIONS
Section 02225 – Drainage Aggregate
Section 02771 – Geotextile
Section 02772 – Geosynthetic Clay Liner
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of Geosynthetic Research Institute (GRI) GM-9 – Cold Weather Seaming of
Geomembranes
D. Latest version of the ASTM International (ASTM) standards:
ASTM D 638 Standard Test Method for Tensile Properties of Plastics
ASTM D 792 Standard Test Methods for Specific Gravity (Relative Density) and Density of
Plastics by Displacement
ASTM D 1505 Standard Test Methods for Density of Plastics by Density-Gradient Technique
ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics
ASTM D 4439 Terminology for Geosynthetics
ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextiles,
Geomembranes, and Related Products
ASTM D 5199 Standard Test Method for Measuring the Nominal Thickness of Geosynthetics
ASTM D 5397 Test Method for Evaluation of Stress Crack Resistance of Polyolefin
Geomembranes Using Notched Constant Tensile Load Test
ASTM D 5596 Recommended Practice for Microscopical Examination of Pigment Dispersion in
Plastic Compounds
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ASTM D 5641 Practice for Geomembrane Seam Evaluation by Vacuum Chamber
ASTM D 5820 Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes
ASTM D 6365 Standard Test Method for the Non-destructive Testing of Geomembrane Seams
using the Spark Test.
ASTM D 6392 Standard Test Method for Determining the Integrity of Non-reinforced
Geomembrane Seams Produced using Thermo-Fusion Methods.
1.04 QUALIFICATIONS
A. Geomembrane Manufacturer:
1. The Geomembrane Manufacturer shall be responsible for the production of geomembrane
rolls from resin and shall have sufficient production capacity and qualified personnel to
provide material meeting the requirements of this Section and the construction schedule
for this project.
2. The Geomembrane Manufacturer shall have successfully manufactured a minimum of
20,000,000 square feet of polyethylene geomembrane.
B. Geosynthetics Installer:
1. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for
field handling, deploying, seaming, temporarily restraining (against wind), and other
aspects of the deployment and installation of the geomembrane and other geosynthetic
components of the project.
2. The Geosynthetics Installer shall have successfully installed a minimum of
20,000,000 square feet of polyethylene geomembrane on previous projects with similar
side slopes, bench widths, and configurations.
3. The installation crew shall have the following experience.
a. The Superintendent shall have supervised the installation of a minimum of
10,000,000 square feet of polyethylene geomembrane on at least ten (10) different
projects.
b. At least one seamer shall have experience seaming a minimum of 2,000,000
square feet of polyethylene geomembrane using the same type of seaming
apparatus to be used at this Site. Seamers with such experience will be designated
"master seamers" and shall provide direct supervision over less experienced
seamers.
c. All other seaming personnel shall have seamed at least 100,000 square feet of
polyethylene geomembrane using the same type of seaming apparatus to be used
at this site. Personnel who have seamed less than 100,000 square feet shall be
allowed to seam only under the direct supervision of the master seamer or
Superintendent.
1.05 WARRANTY
A. The Geosynthetic Manufacturer shall furnish the Owner a 20-year written warranty against defects
in materials. Warranty conditions concerning limits of liability will be evaluated by, and must be
acceptable to, the Owner.
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B. The Geosynthetic Installer shall furnish the Owner with a 1-year written warranty against defects
in workmanship. Warranty conditions concerning limits of liability will be evaluated by, and must
be acceptable to, the Owner.
1.06 SUBMITTALS
A. The Geosynthetic Installer shall submit the following documentation on the resin used to
manufacture the geomembrane to the Construction Manager for approval 14 days prior to
transporting any geomembrane to the Site.
1. Copies of quality control certificates issued by the resin supplier including the production
dates, brand name, and origin of the resin used to manufacture the geomembrane for the
project.
2. Results of tests conducted by the Geomembrane Manufacturer to verify the quality of the
resin used to manufacture the geomembrane rolls assigned to the project.
3. Certification that no reclaimed polymer is added to the resin during the manufacturing of
the geomembrane to be used for this project, or, if recycled polymer is used, the
Manufacturer shall submit a certificate signed by the production manager documenting the
quantity of recycled material, including a description of the procedure used to measure the
quantity of recycled polymer.
B. The Geosynthetic Installer shall submit the following documentation on geomembrane roll
production to the Construction Manager for approval 14 days prior to transporting any
geomembrane to the site.
1. Quality control certificates, which shall include:
a. roll numbers and identification; and
b. results of quality control tests, including descriptions of the test methods used,
outlined in Subpart 2.02 of this Section.
2. The manufacturer warranty specified in Subpart 1.05 of this Section.
C. The Geosynthetic Installer shall submit the following information to the Construction Manager for
approval 14 days prior to mobilization.
1. A Panel Layout Drawing showing the installation layout and identifying geomembrane
panel configurations, dimensions, details, locations of seams, as well as any variance or
additional details that deviate from the Drawings. The Panel Layout Drawing shall be
adequate for use as a construction plan and shall include dimensions, details, etc. The Panel
Layout Drawing, as modified and/or approved by the Construction Manager, shall become
Subpart of these Technical Specifications.
2. Installation schedule.
3. Copy of Geosynthetic Installer's letter of approval or license by the Geomembrane
Manufacturer.
4. Installation capabilities, including:
a. information on equipment proposed for this project;
b. average daily production anticipated for this project; and
c. quality control procedures.
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5. A list of completed facilities for which the Geosynthetic Installer has installed a minimum
of 20,000,000 square feet of polyethylene geomembrane, in accordance with Subpart 1.04
of this Section. The following information shall be submitted to the Construction Manager
for each facility:
a. the name and purpose of the facility, its location, and dates of installation;
b. the names of the owner, Engineer, and geomembrane manufacturer;
c. name of the supervisor of the installation crew; and
d. thickness and surface area of installed geomembrane.
6. In accordance with Subpart 1.04 of this Section, a resume of the Superintendent to be
assigned to this project, including dates and duration of employment, shall be submitted at
least 7 days prior to beginning geomembrane installation.
7. In accordance with Subpart 1.04 of this Section, resumes of all personnel who will perform
seaming operations on this project, including dates and duration of employment, shall be
submitted at least 7 days prior to beginning geomembrane installation.
D. A Certificate of Calibration less than 12 months old shall be submitted for each field tensiometer
prior to installation of any geomembrane.
E. During installation, the Geosynthetic Installer shall be responsible for the timely submission to the
Construction Manager of:
1. Quality control documentation; and
2. If geomembrane is placed directly on the subgrade (Option A), Subgrade Acceptance
Certificates, signed by the Geosynthetic Installer, for each area of subgrade to be covered
by geosynthetic materials.
F. Upon completion of the installation, the Geosynthetic Installer shall be responsible for the
submission to the Construction Manager of a warranty from the Geosynthetic Installer as specified
in Subpart 1.05.B of this Section.
G. Upon completion of the installation of each layer, the Geosynthetic Installer shall be responsible for
the submission to the Construction Manager of a Record Drawing showing the location and number
of each panel and locations and numbers of destructive tests and repairs.
H. The Geosynthetic Installer shall submit samples and material property cut-sheets on the proposed
geomembrane to the Construction Manager at least 7 days prior to delivery of this material to the
site.
I. The Geosynthetic Installer shall submit the following documentation on welding rod to the
Construction Manager for approval 14 days prior to transporting welding rod to the Site:
1. Quality control documentation, including lot number, welding rod spool number, and
results of quality control tests on the welding rod.
2. Certification that the welding rod is compatible with the geomembrane and this Section.

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1.07 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Geosynthetic Installer shall be aware of and accommodate all monitoring and conformance
testing required by the CQA Plan. This monitoring and testing, including random conformance
testing of construction materials and completed work, will be performed by the CQA Consultant. If
nonconformances or other deficiencies are found in the Geosynthetic Installer's materials or
completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the
deficient materials.
PART 2 – PRODUCTS
2.01 GEOMEMBRANE PROPERTIES
A. The Primary Geomembrane Manufacturer shall furnish white-or off-white-surfaced (upper side
only), smooth and textured geomembrane having properties that comply with the required property
values shown in Table 02770-1.
B. The Secondary Floor Geomembrane Manufacturer shall furnish black, smooth and textured
geomembrane having properties that comply with the required property values shown in Table
02770-1
C. The Secondary Side Slope Geomembrane Manufacturer shall furnish black Drain Liner™
geomembrane having properties that comply with the required property values shown in Table
02770-2.
D. The Tertiary Geomembrane Manufacturer shall furnish black Drain Liner™ geomembrane having
properties that comply with the required property values shown in Table 02770-2, if applicable.
E. In addition to the property values listed in Tables 02770-1 and 02770-2, the geomembrane shall:
1. Contain a maximum of 1 percent by weight of additives, fillers, or extenders (not including
carbon black and titanium dioxide).
2. Not have striations, pinholes (holes), bubbles, blisters, nodules, undispersed raw materials,
or any sign of contamination by foreign matter on the surface or in the interior.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. Rolls:
1. The Geomembrane Manufacturer shall continuously monitor geomembrane during the
manufacturing process for defects.
2. No geomembrane shall be accepted that exhibits any defects.
3. The Geomembrane Manufacturer shall measure and report the geomembrane thickness at
regular intervals along the roll length.
4. No geomembrane shall be accepted that fails to meet the specified thickness.

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5. The Geomembrane Manufacturer shall sample and test the geomembrane at a minimum of
once every 50,000 square feet, to demonstrate that its properties conform to the values
specified in Tables 02770-1 and 02770-2. At a minimum, the following tests shall be
performed:
Test Procedure
Thickness ASTM D 5199
or ASTM D 5994
Specific Gravity ASTM D 792
Tensile Properties ASTM D 6933
Puncture Resistance ASTM D 4833
Carbon Black ASTM D 4218
Carbon Black
Dispersion
ASTM D 5596

6. Tests not listed above but listed in Table 02770-1 or Table 02770-2 need not be run at the
one per 50,000 square feet frequency. However, the Geomembrane Manufacturer shall
certify that these tests are in compliance with this Section and have been performed on a
sample that is identical to the geomembrane to be used on this project. The Geosynthetic
Installer shall provide the test result documentation to the Construction Manager.
7. Any geomembrane sample that does not comply with the requirements of this Section will
result in rejection of the roll from which the sample was obtained and will not be used for
this project.
8. If a geomembrane sample fails to meet the quality control requirements of this Section, the
Geomembrane Manufacturer shall sample and test, at the expense of the Manufacturer,
rolls manufactured in the same resin batch, or at the same time, as the failing roll. Sampling
and testing of rolls shall continue until a pattern of acceptable test results is established to
bound the failed roll(s).
9. Additional testing may be performed at the Geomembrane Manufacturer's discretion and
expense, to isolate and more closely identify the non-complying rolls and/or to qualify
individual rolls.
B. The Geomembrane Manufacturer shall permit the CQA Consultant to visit the manufacturing plant
for project specific visits. If possible, such visits will be prior to or during the manufacturing of the
geomembrane rolls for the specific project. The CQA Consultant may elect to collect conformance
samples at the manufacturing facility to expedite the acceptance of the materials.
2.03 INTERFACE SHEAR TESTING
A. Interface shear test(s) shall be performed by the CQA Consultant on the proposed geosynthetic
components in accordance with ASTM D 5321. Tests shall be performed on geosynthetic
interfaces as outlined below.
1. Geotextile and Textured HDPE Geomembrane – the nonwoven cushion geotextile shall
be overlain by a 60-mil textured HDPE geomembrane.
a. Concrete sand shall be placed overlying and underlying the materials being
tested. The test shall be performed at normal stresses of 100, 200, and 400 psf at
a shear rate of no more than 0.20 in./min (5 mm/min.).
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b. The results of this test shall have peak shear strength values in excess of 53 psf,
106 psf, and 213 psf for normal stresses of 100 psf, 200 psf, and 400 psf,
respectively.
2. Drain Liner™ and Smooth HDPE Geomembrane – the Drain Liner™ shall be overlain by
a 60-mil smooth geomembrane.
a. Concrete sand shall be placed overlying and underlying the materials being
tested. The test shall be performed at normal stresses of 10, 20, and 40 psi at a
shear rate of no more than 0.20 in./min. (5 mm/min.).
b. The results of this test shall have a peak apparent friction angle in excess of 11
degrees.
3. Geonet and smooth HDPE Geomembrane – the geonet shall be overlain by a 60-mil
smooth HDPE geomembrane.
a. Concrete sand shall be placed overlying the geomembrane being tested. The test
shall be performed at normal stresses of 10, 20, and 40 psi at a shear rate of no
more than 0.20 in./min. (5 mm/min.).
b. The results of this test shall have a peak apparent friction angle in excess of 11
degrees.
4. Hydrated GCL interface – the GCL shall be overlain by a textured 60-mil HDPE
Concrete sand shall be placed overlying and underlying the materials being tested.
a. Before shearing, the GCL shall be hydrated under normal stresses for each
individual test (e.g. 100, 200, and 400 psf) for 48 hours. The test shall be
performed at normal stresses of 100, 200, and 400 psf at a shear rate of no more
than 0.04 in./min. (1 mm/min.).
b. The results of this test shall have peak shear strength values in excess of 53 psf,
106 psf, and 213 psf for normal stresses of 100 psf, 200 psf, and 400 psf,
respectively.
5. Hydrated GCL interface – the GCL shall be overlain by a smooth 60-mil HDPE
geomembrane. Concrete sand shall be placed overlying and underlying the materials
being tested.
a. Before shearing, the GCL shall be hydrated under a loading of 250 psf for 48
hours. The test shall be performed at normal stresses of 10, 20, and 40 psi at a
shear rate of no more than 0.04 in./min. (1 mm/min.).
b. The results of this test shall have a peak apparent friction angle in excess of
11 degrees.
2.04 LABELING
A. Geomembrane rolls shall be labeled with the following information.
1. thickness of the material;
2. length and width of the roll;
3. name of Geomembrane Manufacturer;
4. product identification;
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5. lot number; and
6. roll number.
2.05 TRANSPORTATION, HANDLING, AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the geomembrane incurred prior
to and during transportation to the site.
B. Handling and care of the geomembrane at the site prior to and following installation shall be the
responsibility of the Geosynthetic Installer. The Geosynthetic Installer shall be liable for all damage
to the materials incurred prior to final acceptance of the liner system by the Owner.
C. Geosynthetic Installer shall be responsible for storage of the geomembrane at the site. The
geomembrane shall be protected from excessive heat or cold, dirt, puncture, cutting, or other
damaging or deleterious conditions. Any additional storage procedures required by the
Geomembrane Manufacturer shall be the Geosynthetic Installer's responsibility. Geomembrane
rolls shall not be stored or placed in a stack of more than two rolls high.
D. The geomembrane shall be delivered at least 14 days prior to the planned deployment date to allow
the CQA Consultant adequate time to perform conformance testing on the geomembrane samples
as described in Subpart 3.05 of this Section. If the CQA Consultant performed a visit to the
manufacturing plant and performed the required conformance sampling, geomembrane can be
delivered to the site within the 14 days prior to the planned deployment date as long as there is
sufficient time for the CQA Consultant to complete the conformance testing and confirm that the
rolls shipped to the site are in compliance with this Section.
PART 3 – GEOMEMBRANE INSTALLATION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer shall
become thoroughly familiar with all portions of the work falling within this Section.
B. Inspection:
1. The Geosynthetic Installer shall carefully inspect the installed work of all other Sections
and verify that all work is complete to the point where the work of this Section may
properly commence without adverse effect.
2. If the Geosynthetic Installer has any concerns regarding the installed work of other
Sections, he shall notify the Construction Manager in writing prior to the start of the work
of this Section. Failure to inform the Construction Manager in writing or commencing
installation of the geomembrane will be construed as the Geosynthetic Installer's
acceptance of the related work of all other Sections.
C. A pre-installation meeting shall be held to coordinate the installation of the geomembrane with the
installation of other components of the liner system.
3.02 GEOMEMBRANE DEPLOYMENT
A. Layout Drawings:
1. The Geosynthetic Installer shall deploy the geomembrane panels in general accordance
with the Panel Layout Drawing specified. The Panel Layout Drawing must be approved
by the CQA Consultant prior to installation of any geomembrane.
B. Field Panel Identification:
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1. A geomembrane field panel is a roll or a portion of roll cut in the field.
2. Each field panel shall be given a unique identification code (number or letter-number).
This identification code shall be agreed upon by the Construction Manager and
Geosynthetic Installer.
C. Field Panel Placement:
1. Field panels shall be installed, as approved or modified, at the location and positions
indicated on the Panel Layout Drawing.
2. Primary geomembrane field panels shall be installed with the white side of the
geomembrane upward with the exception of the splash pads which will have the black side
of the geomembrane upward.
3. Drain Liner™ shall be placed with the studded side upward.
4. Panels shall be laid out in a manner which minimizes seams.
5. Field panels shall be placed one at a time.
6. Geomembrane shall not be placed when the ambient temperature is below 32°F or above
122°F, as measured in Subpart 3.03.C.3 in this Section, unless otherwise authorized in
writing by the Design Engineer. Geomembrane panels shall be allowed to equilibrate to
temperature of adjacent panels prior to seaming.
7. Geomembrane shall not be placed during any precipitation, in the presence of excessive
moisture (e.g., fog, dew), in an area of ponded water, or in the presence of wind speeds
greater than 20 mph.
8. The Geosynthetic Installer shall ensure that:
a. No vehicular traffic is allowed on the geomembrane with the exception of all
terrain vehicles with contact pressures at or lower than that exhibited by foot
traffic.
b. Equipment used does not damage the geomembrane by handling, trafficking, or
leakage of hydrocarbons (i.e., fuels).
c. Personnel working on the geomembrane do not smoke, wear damaging shoes,
bring glass onto the geomembrane, or engage in other activities that could damage
the geomembrane.
d. The method used to unroll the panels does not scratch or crimp the geomembrane
and does not damage the supporting soil or geosynthetics.
e. The method used to place the panels minimizes wrinkles (especially differential
wrinkles between adjacent panels). The method used to place the panels results
in intimate contact between the geomembrane and adjacent components.
f. Temporary ballast and/or anchors (e.g., sand bags) are placed on the
geomembrane to prevent wind uplift. Ballast methods must not damage the
geomembrane.
g. The geomembrane is especially protected from damage in heavily trafficked
areas.
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h. Any rub sheets to facilitate seaming are removed prior to installation of
subsequent panels.
9. Any field panel or portion thereof that becomes seriously damaged (torn, twisted, or
crimped) shall be replaced with new material. Less serious damage to the geomembrane
may be repaired, as approved by the Construction Manager. Damaged panels or portions
of damaged panels that have been rejected shall be removed from the work area and not
reused.
10. Care shall be taken during placement of tertiary, Drain Liner™ geomembrane to prevent
dirt or excessive dust in the liner studs that could cause clogging and/or damage to the
adjacent materials.
D. If the Geosynthetic Installer intends to install geomembrane between one hour before sunset and
one hour after sunrise, he shall notify the Construction Manager in writing prior to the start of the
work. The Geosynthetic Installer shall indicate additional precautions that shall be taken during
these installation hours. The Geosynthetic Installer shall provide proper illumination for work
during this time period.
3.03 FIELD SEAMING
A. Seam Layout:
1. In corners and at odd-shaped geometric locations, the number of field seams shall be
minimized. On slopes steeper than 10:1 (horizontal:vertical), geomembrane panels shall
be continuous down the slope, i.e., no horizontal seams shall be allowed on the slope.
Horizontal seams shall be considered as any seam having an alignment exceeding
45 degrees from being perpendicular to the slope contour lines, unless otherwise approved
by the Design Engineer. No seams shall be located in an area of potential stress
concentration.
2. Seams shall not be allowed within 5 feet of the top or toe of any slope.
B. Personnel:
1. All personnel performing seaming operations shall be qualified as indicated in Subpart 1.04
of this Section. No seaming shall be performed unless a "master seamer" is present on-
site.
C. Weather Conditions for Seaming:
1. Unless authorized in writing by the Design Engineer, seaming shall not be attempted at
ambient temperatures below 32°F or above 122°F. If the Geosynthetic Installer wishes to
use methods that may allow seaming at ambient temperatures below 32°F or above 122°F,
the procedure must be in accordance with GRI GM-9 for cold weather seaming and be
approved by the Construction Manager.
2. A meeting will be held between the Geosynthetic Installer and Design Engineer to establish
acceptable installation procedures. In all cases, the geomembrane shall be dry and
protected from wind damage during installation.
3. Ambient temperatures, measured by the CQA Site Manager, shall be measured between
0 and 6 inches above the geomembrane surface.
D. Overlapping:
1. The geomembrane shall be cut and/or trimmed such that all corners are rounded.
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2. Geomembrane panels shall be shingled with the upslope panel placed over the down slope
panel.
3. Geomembrane panels shall be sufficiently overlapped for welding and to allow peel tests
to be performed on the seam. Any seams that cannot be destructively tested because of
insufficient overlap shall be treated as failing seams.
E. Seam Preparation:
1. Prior to seaming, the seam area shall be clean and free of moisture, dust, dirt, debris of any
kind, and foreign material.
2. If seam overlap grinding is required, including to remove Drain Liner™ studs, the process
shall be completed according to the Geomembrane Manufacturer's instructions within 20
minutes of the seaming operation and in a manner that does not damage the geomembrane.
The grind depth shall not exceed ten percent of the core geomembrane thickness.
3. Seams shall be aligned with the fewest possible number of wrinkles and "fishmouths."
Proper temperature and sunlight acclimation shall be allowed prior to seaming a newly
placed panel to a previously placed panel (panels must be allowed to expand and contract
to be in equilibrium with adjacent panels prior to seaming).
F. General Seaming Requirements:
1. Fishmouths or wrinkles at the seam overlaps shall be cut along the ridge of the wrinkle to
achieve a flat overlap, ending the cut with circular cut-out. The cut fishmouths or wrinkles
shall be seamed and any portion where the overlap is insufficient shall be patched with an
oval or round patch of geomembrane that extends a minimum of 6 inches beyond the cut
in all directions.
2. Any electric generator shall be placed outside the area to be lined or mounted in a manner
that protects the geomembrane from damage due to the weight and frame of the generator
or due to fuel leakage. The electric generator shall be properly grounded.
G. Seaming Process:
1. Approved processes for field seaming are extrusion welding and double-track hot-wedge
fusion welding. Only equipment identified as part of the approved submittal specified in
Subpart 1.06 of this Section shall be used.
2. Extrusion Equipment and Procedures:
a. The Geosynthetics Installer shall maintain at least one spare operable seaming
apparatus on site.
b. Extrusion welding apparatuses shall be equipped with gauges giving the
temperatures in the apparatuses.
c. Prior to beginning an extrusion seam, the extruder shall be purged until all heat-
degraded extrudate has been removed from the barrel.
d. A smooth insulating plate or fabric shall be placed beneath the hot welding
apparatus after use.
3. Fusion Equipment and Procedures:
a. The Geosynthetic Installer shall maintain at least one spare operable seaming
apparatus on site.
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b. Fusion-welding apparatus shall be automated vehicular-mounted devices
equipped with gauges giving the applicable temperatures and speed.
c. A smooth insulating plate or fabric shall be placed beneath the hot welding
apparatus after use.
H. Drain Liner™ butt-seams
1. At the Drain Liner™ butt-seams (end of panel), a 2-foot length of 200-mil geonet will be
installed over the seams to extend a minimum of 6-inches onto the adjacent panel studs
and shall extend across the width of the panel. Butt-seam requirement applies to Drain
Liner™ to Drain Liner™, not to Drain Liner™ to smooth or textured HDPE
geomembrane.
2. Distance between studs on the panel and studs on extrusion-welded patches shall not
exceed 3-inches.
I. Trial Seams:
1. Trial seams shall be made on fragment pieces of geomembrane to verify that seaming
conditions are adequate. Trial seams shall be conducted on the same material to be installed
and under similar field conditions as production seams. Such trial seams shall be made at
the beginning of each seaming period, typically at the beginning of the day and after lunch,
for each seaming apparatus used each day, but no less frequently than once every 5 hours.
The trial seam sample shall be a minimum of 5 feet long by 1 foot wide (after seaming)
with the seam centered lengthwise for fusion equipment and at least 3 feet long by 1 foot
wide for extrusion equipment. Seam overlap shall be as indicated in Subpart 3.03.D of this
Section.
2. Four coupon specimens, each 1-inch wide, shall be cut from the trial seam sample by the
Geosynthetics Installer using a die cutter to ensure precise 1-inch wide coupons. The
coupons shall be tested, by the Geosynthetic Installer, with the CQA Site Manager present,
in peel (both the outside and inside track) and in shear using an electronic readout field
tensiometer in accordance with ASTM D 6392, at a strain rate of 2 inches/minute. The
samples shall not exhibit failure in the seam, i.e., they shall exhibit a Film Tear Bond
(FTB), which is a failure (yield) in the parent material. The required peel and shear seam
strength values are listed in Table 02770-3. At no time shall specimens be soaked in water.
3. If any coupon specimen fails, the trial seam shall be considered failing and the entire
operation shall be repeated. If any of the additional coupon specimens fail, the seaming
apparatus and seamer shall not be accepted and shall not be used for seaming until the
deficiencies are corrected and two consecutive successful trial seams are achieved.
J. Nondestructive Seam Continuity Testing:
1. The Geosynthetic Installer shall nondestructively test for continuity on all field seams over
their full length. Continuity testing shall be carried out as the seaming work progresses,
not at the completion of all field seaming. The Geosynthetic Installer shall complete any
required repairs in accordance with Subpart 3.03.K of this Section. The following
procedures shall apply:
a. Vacuum testing in accordance with ASTM D 5641.
b. Air channel pressure testing for double-track fusion seams in accordance with
ASTM D 5820 and the following:
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i. Insert needle, or other approved pressure feed device, from pressure
gauge and inflation device into the air channel at one end of a double
track seam.
ii. Energize the air pump and inflate air channel to a pressure between 25
and 30 pounds per square inch (psi). Close valve and sustain the pressure
for not less than 5 minutes.
iii. If loss of pressure exceeds 3 psi over 5 minutes, or if the pressure does
not stabilize, locate the faulty area(s) and repair seam in accordance with
Subpart 3.03.K of this Section.
iv. After 5 minutes, cut the end of air channel opposite from the end with the
pressure gauge and observe release of pressure to ensure air channel is
not blocked. If the channel does not depressurize, find and repair the
portion of the seam containing the blockage per Subpart 3.03.K of this
Section. Repeat the air pressure test on the resulting segments of the
original seam created by the repair and the ends of the seam. Repeat the
process until the entire length of seam has successfully passed pressure
testing or contains a repair. Repairs shall also be non-destructively tested
per Subpart 3.03.K.5 of this Section.
v. Remove needle, or other approved pressure feed device, and seal repair in
accordance with Subpart 3.03.K of this Section.
c. Spark test seam integrity verification shall be performed in accordance with
ASTM D 6365 if the seam cannot be tested using other nondestructive methods.
K. Destructive Testing:
1. Destructive seam tests shall be performed on samples collected from selected locations to
evaluate seam strength and integrity. Destructive tests shall be carried out as the seaming
work progresses, not at the completion of all field seaming.
2. Sampling:
a. Destructive test samples shall be collected at a minimum average frequency of
one test location per 500 feet of total seam length. If after a total of 50 samples
have been tested and no more than 1 sample has failed, the frequency can be
increased to one per 1,000 feet. Test locations shall be determined during seaming,
and may be prompted by suspicion of excess crystallinity, contamination, offset
seams, or any other potential cause of imperfect seaming. The CQA Site Manager
will be responsible for choosing the locations. The Geosynthetic Installer shall
not be informed in advance of the locations where the seam samples will be taken.
The CQA Site Manager reserves the right to increase the sampling frequency if
observations suggest an increased frequency is warranted.
b. The CQA Site Manager shall mark the destructive sample locations. Samples
shall be cut by the Geosynthetic Installer at the locations designated by the CQA
Site Manager as the seaming progresses in order to obtain laboratory test results
before the geomembrane is covered by another material. Each sample shall be
numbered and the sample number and location identified on the Panel Layout
Drawing. All holes in the geomembrane resulting from the destructive seam
sampling shall be immediately repaired in accordance with the repair procedures
described in Subpart 3.03.K of this Section. The continuity of the new seams
associated with the repaired areas shall be tested according to Subpart 3.03.I of
this Section.
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c. Two coupon strips of dimensions 1-inch wide and 12-inches long with the seam
centered parallel to the width shall be taken from any side of the sample location.
These samples shall be tested in the field in accordance with Subpart 3.03.J.3 of
this Section. If these samples pass the field test, a laboratory sample shall be
taken. The laboratory sample shall be at least 1-foot wide by 3.5-feet long with
the seam centered along the length. The sample shall be cut into three parts and
distributed as follows:
i. One portion 12-inches long to the Geosynthetic Installer.
ii. One portion 18-inches long to the Geosynthetic CQA Laboratory for
testing.
iii. One portion 12-inches long to the Owner for archival storage.
3. Field Testing:
a. The two 1-inch wide strips shall be tested in the field tensiometer in the peel mode
on both sides of the double track fusion welded sample. The CQA Site Manager
has the option to request an additional test in the shear mode. If any field test
sample fails to meet the requirements in Table 02770-3, then the procedures
outlined in Subpart 3.03.J.5 of this Section for a failing destructive sample shall
be followed.
4. Laboratory Testing:
a. Testing by the Geosynthetics CQA Laboratory will include "Seam Strength" and
"Peel Adhesion" (ASTM D 6392) with 1-inch wide strips tested at a rate of
2 inches/minute. At least 5 specimens will be tested for each test method (peel
and shear). Four of the five specimens per sample must pass both the shear
strength test and peel adhesion test when tested in accordance with
ASTM D 6392. The minimum acceptable values to be obtained in these tests are
indicated in Table 02770-3. Both the inside and outside tracks of the dual track
fusion welds shall be tested in peel.
5. Destructive Test Failure:
a. The following procedures shall apply whenever a sample fails a destructive test,
whether the test is conducted by the Geosynthetic CQA's laboratory, the
Geosynthetic Installer laboratory, or by a field tensiometer. The Geosynthetic
Installer shall have two options:
i. The Geosynthetic Installer can reconstruct the seam (e.g., remove the old
seam and reseam) between any two laboratory-passed destructive test
locations created by that seaming apparatus. Trial welds do not count as a
passed destructive test.
ii. The Geosynthetic Installer can trace the welding path in each direction to
an intermediate location, a minimum of 10 feet from the location of the
failed test, and take a small sample for an additional field test at each
location. If these additional samples pass the field tests, then full laboratory
samples shall be taken. These full laboratory samples shall be tested in
accordance with Subpart 3.03.J.4 of this Section. If these laboratory
samples pass the tests, then the seam path between these locations shall be
reconstructed and nondestructively (at a minimum) tested. If a sample
fails, then the process shall be repeated, i.e. another destructive sample
shall be obtained and tested at a distance of at least 10 more feet in the
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seaming path from the failed sample. The seam path between the ultimate
passing sample locations shall be reconstructed and nondestructively (at a
minimum) tested. In cases where repaired seam lengths exceed 150 feet, a
destructive sample shall be taken from the repaired seam and the above
procedures for destructive seam testing shall be followed.
b. Whenever a sample fails destructive or non-destructive testing, the CQA
Consultant may require additional destructive tests be obtained from seams that
were created by the same seamer and/or seaming apparatus during the same time
shift.
L. Defects and Repairs:
1. The geomembrane will be inspected before and after seaming for evidence of defects,
holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter.
The surface of the geomembrane shall be clean at the time of inspection. The
geomembrane surface shall be swept or washed by the Installer if surface contamination
inhibits inspection.
2. At observed suspected flawed location, both in seamed and non-seamed areas, shall be
nondestructively tested using the methods described Subpart 3.03.I of this Section, as
appropriate. Each location that fails nondestructive testing shall be marked by the CQA
Site Manager and repaired by the Geosynthetic Installer.
3. When seaming of a geomembrane is completed (or when seaming of a large area of a
geomembrane is completed) and prior to placing overlying materials, the CQA Site
Manager shall identify all excessive geomembrane wrinkles. The Geosynthetic Installer
shall cut and reseam all wrinkles so identified. The seams thus produced shall be tested
as per all other seams.
4. Repair Procedures:
a. Any portion of the geomembrane exhibiting a flaw, or failing a destructive or
nondestructive test, shall be repaired by the Geosynthetic Installer. Several repair
procedures are acceptable. The final decision as to the appropriate repair
procedure shall be agreed upon between the Design Engineer and the
Geosynthetic Installer. The procedures available include:
i. Patching – extrusion welding a patch to repair holes larger than 1/16 inch,
tears, undispersed raw materials, and contamination by foreign matter;
ii. Abrading and reseaming – applying an extrusion seam to repair very small
sections of faulty extruded seams;
iii. Spot seaming – applying an extrusion bead to repair minor, localized flaws
such as scratches and scuffs;
iv. Capping – extrusion welding a geomembrane cap over long lengths of
failed seams; and
v. Strip repairing – cutting out bad seams and replacing with a strip of new
material seamed into place on both sides with fusion welding.
b. In addition, the following criteria shall be satisfied:
i. surfaces of the geomembrane that are to be repaired shall be abraded no
more than 20 minutes prior to the repair;
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ii. the grind depth around the repair shall not exceed ten percent of the core
geomembrane thickness;
iii. all surfaces must be clean and dry at the time of repair;
iv. all seaming equipment used in repair procedures must be approved by trial
seaming;
v. any other potential repair procedures shall be approved in advance, for the
specific repair, by the Design Engineer;
vi. patches or caps shall extend at least 6 inches beyond the edge of the defect,
and all corners of patches and holes shall be rounded with a radius of at
least 3 inches;
vii. extrudate shall extend a minimum of 3 inches beyond the edge of the patch
at fusion welded seam overlaps.

5. Repair Verification:
a. Repairs shall be nondestructively tested using the methods described in Subpart
3.03.I of this Section, as appropriate. Repairs that pass nondestructive testing
shall be considered acceptable repairs. Repairs that failed nondestructive or
destructive testing will require the repair to be reconstructed and retested until
passing test results are observed. At the discretion of the CQA Consultant,
destructive testing may be required on any caps.
3.04 MATERIALS IN CONTACT WITH THE GEOMEMBRANE
A. The Geosynthetic Installer shall take all necessary precautions to ensure that the geomembrane is
not damaged during its installation. During the installation of other components of the liner system
by the Contractor, the Contractor shall ensure that the geomembrane is not damaged. Any damage
to the geomembrane caused by the Contractor shall be repaired by the Geosynthetic Installer at the
expense of the Contractor.
B. Soil and aggregate materials shall not be placed over the geomembranes at ambient temperatures
below 32°F or above 122°F, unless otherwise specified.
C. All attempts shall be made to minimize wrinkles in the geomembrane.
D. Construction loads permitted on the geomembrane are limited to foot traffic and all terrain vehicles
with a contact pressures at or lower than 7 pounds per square inch.
3.05 CONFORMANCE TESTING
A. Samples of the geomembrane will be removed by the CQA Site Manager and sent to a Geosynthetic
CQA Laboratory for testing to ensure conformance with the requirements of this Section. The CQA
Consultant may collect samples at the manufacturing plant or from the rolls delivered to the site.
The Geosynthetic Installer shall assist the CQA Site Manager in obtaining conformance samples
from any geomembrane rolls sampled at the site. The Geosynthetic Installer and Contractor shall
account for this sampling and testing requirement in the installation schedule, including the
turnaround time for laboratory results. Only materials that meet the requirements of Subpart 2.02
of this Section shall be installed.
B. Samples will be selected by the CQA Consultant in accordance with this Section and with the
procedures outlined in the CQA Plan.
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C. Samples will be taken at a minimum frequency of one sample per 100,000 square feet excluding the
splash pads. If the Geomembrane Manufacturer provides material that requires sampling at a
frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of
100,000 square feet (90,000 square feet), then the Geosynthetic Installer shall pay the cost for all
additional testing.
D. The CQA Consultant may increase the frequency of sampling in the event that test results do not
comply with the requirements of Subpart 2.02 of this Section.
E. The following tests will be performed by the CQA Consultant:
Test Procedure
Thickness ASTM D 5199
or ASTM D 5944
Specific Gravity ASTM D 792
Tensile Properties ASTM D 6693
Carbon Black ASTM D 4218
Carbon Black Dispersion ASTM D 5596

F. Any geomembrane that is not certified in accordance with Subpart 1.06.C of this Section, or that
conformance testing indicates does not comply with Subpart 2.02 of this Section, shall be rejected.
The Geosynthetic Installer shall replace the rejected material with new material.
3.06 GEOMEMBRANE ACCEPTANCE
A. The Geosynthetic Installer shall retain all ownership and responsibility for the geomembrane until
accepted by the Owner.
B. The geomembrane will not be accepted by the Owner before:
1. the installation is completed;
2. all documentation is submitted;
3. verification of the adequacy of all field seams and repairs, including associated testing, is
complete; and
4. all warranties are submitted.
3.07 PROTECTION OF WORK
A. The Geosynthetic Installer and Contractor shall use all means necessary to protect all work of this
Section.
B. In the event of damage, the Geosynthetic Installer shall make all repairs and replacements necessary,
to the satisfaction of the Construction Manager.

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PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for 60-mil, smooth,
textured, and Drain Liner™ HDPE geomembrane will be measured as in-place square feet (SF), as
measured by the surveyor, including geomembrane in the anchor trench to the limits shown on the
Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
 Submittals.
 Quality Control.
 Shipping, handling, and storage.
 Deployment.
 Layout survey.
 Mobilization.
 Rejected material.
 Rejected material removal, handling, re-testing, and repair.
 Overlaps and seaming.
 Temporary anchorage.
 Pipe boots.
 Cleaning seam area.
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TABLE 02770-1
REQUIRED HDPE GEOMEMBRANE PROPERTIES
PROPERTIES QUALIFIERS UNITS
SMOOTH HDPE
SPECIFIED
VALUES
TEXTURED HDPE
SPECIFIED
VALUES
TEST METHOD
Physical Properties
Thickness Average
Minimum
mils
mils
60
54
60
54
ASTM D 5199
or ASTM D 5944
Specific Gravity Minimum N/A 0.94 0.94 ASTM D 792 Method A
or ASTM D 1505
Mechanical Properties
Tensile Properties (each direction)
1. Tensile (Break) Strength
2. Elongation at Break
3. Tensile (Yield) Strength
4. Elongation at Yield

Minimum

lb/in
%
lb/in
%

228
700
126
12

90
100
126
12

ASTM D 6693
Puncture Minimum lb 108 90 ASTM D 4833
Environmental Properties
Carbon Black Content Range % 2-3 2 ASTM D 4218
Carbon Black Dispersion N/A none Note 1 Note 1 ASTM D 5596
Environmental Stress Crack Minimum hr 300 300 ASTM D 5397
Liner System Properties
Interface Shear Strength – Textured
Geomembrane and Geotextile
Minimum psf N/A 53, 106, 213 ASTM D53212
Interface Shear Strength – Smooth
Geomembrane to Geonet
Minimum degrees N/A 11 ASTM D 53212
Interface Shear Strength – Smooth
Geomembrane to Drain Liner™ HDPE
geomembrane
Minimum degrees N/A 11 ASTM D 53212

Notes: (1) Minimum 9 of 10 in Categories 1 or 2; 10 in Categories 1, 2, or 3.
(2) Interface shear strength testing shall be performed, by the CQA Consultant, in accordance with part 2.03.1 of this Section.

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TABLE 02770-2
REQUIRED HDPE DRAIN LINER™ GEOMEMBRANE PROPERTIES
PROPERTIES QUALIFIERS UNITS SPECIFIED
VALUES TEST METHOD
Physical Properties
Thickness Average
Minimum
mils
mils
60
54
ASTM D 5994

Specific Gravity Minimum N/A 0.94 ASTM D 792
Drainage Stud Height Average Minimum mils 130 ASTM D 7466
Mechanical Properties
Tensile Properties (each direction)
1. Tensile (Break) Strength
2. Elongation at Break
3. Tensile (Yield) Strength
4. Elongation at Yield

Minimum

lb/in
%
lb/in
%

132
13
132
300

ASTM D 6693
Puncture Minimum lb
lb
95
72
ASTM D 4833
Environmental Properties
Carbon Black Content Range % 2 ASTM D 4218
Carbon Black Dispersion N/A none Note 1 ASTM D 5596
Environmental Stress Crack Minimum hr 300 ASTM D 5397
Liner System Properties
Interface Shear Strength Minimum degrees 11 ASTM D53212

Notes: (1) Minimum 9 of 10 in Categories 1 or 2; 10 in Categories 1, 2, or 3.
(2) Interface shear strength testing shall be performed, by the CQA Consultant, in accordance with part 2.03.3 of this Section.
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TABLE 02770-3
REQUIRED GEOMEMBRANE SEAM PROPERTIES
PROPERTIES QUALIFIERS UNITS SPECIFIED
VALUES(3) TEST METHOD
Shear Strength(1)
Fusion minimum lb/in 120 ASTM D 6392
Extrusion minimum lb/in 120 ASTM D 6392
Peel Adhesion
FTB(2) Visual Observation
Fusion minimum lb/in 91 ASTM D 6392
Extrusion minimum lb/in 78 ASTM D 6392

Notes: (1) Also called “Bonded Seam Strength”.
(2) FTB = Film Tear Bond means that failure is in the parent material, not the seam. The maximum seam separation is 25 percent of
the seam area.
(3) Four of five specimens per destructive sample must pass both the shear and peel strength tests.

[END OF SECTION]

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SECTION 02771
GEOTEXTILE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and
incidentals necessary for the installation of the geotextile. The work shall be carried out as specified
herein and in accordance with the Drawings and the Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, and seaming
of the various geotextile components of the project.
C. Nonwoven cushion geotextile shall be used between the Drainage Aggregate and Geomembrane as
shown on the Drawings. Woven geotextile shall be used overlying the cushion geotextile/drainage
aggregate and as a substitute for sand bags, as shown on the Drawings.
1.02 RELATED SECTIONS
Section 02200 – Earthwork
Section 02225 – Drainage Aggregate
Section 02616 – Polyvinyl Chloride (PVC) Pipe
Section 02770 – Geomembrane
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of ASTM International (ASTM) standards:
ASTM D 4355 Standard Test Method for Deterioration of Geotextile from Exposure to
Ultraviolet Light and Water
ASTM D 4439 Terminology for Geosynthetics
ASTM D 4491 Standard Test Method for Water Permeability of Geotextile by Permittivity
ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of Geotextile
ASTM D 4632 Standard Test Method for Breaking Load and Elongation of Geotextile (Grab
Method)
ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of a Geotextile
ASTM D 6241 Standard Test Method for the Static Puncture Strength of Geotextiles and
Geotextile-Related Products Using a 50-mm Probe
ASTM D 5261 Standard Test Method for Measuring Mass Per Unit Area of Geotextile

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1.04 SUBMITTALS
A. The Contractor shall submit the following information regarding the proposed geotextile to the
Construction Manager for approval at least 7 days prior to geotextile delivery:
1. manufacturer and product name;
2. minimum property values of the proposed geotextile and the corresponding test procedures;
3. projected geotextile delivery dates; and
4. list of geotextile roll numbers for rolls to be delivered to the site.
B. At least 7 days prior to geotextile placement, the Contractor shall submit to the Construction
Manager the Manufacturing Quality Control (MQC) certificates for each roll of geotextile. The
certificates shall be signed by responsible parties employed by the geotextile manufacturer (such as
the production manager). The MQC certificates shall include:
1. lot, batch, and/or roll numbers and identification;
2. MQC test results, including a description of the test methods used; and
3. Certification that the geotextile meets or exceeds the required properties of the Drawings
and this Section.
1.05 CQA MONITORING
A. The Contractor shall be aware of and accommodate all monitoring and conformance testing required
by the CQA Plan. This monitoring and testing, including random conformance testing of
construction materials and completed work, will be performed by the CQA Consultant. If
nonconformances or other deficiencies are found in the Contractor's materials or completed work,
the Contractor will be required to repair the deficiency or replace the deficient materials at no
additional expense to the Owner.
PART 2 – PRODUCTS
2.01 GEOTEXTILE PROPERTIES
A. The Geotextile Manufacturer shall furnish materials that meet or exceed the criteria specified in
Table 02771-1 in accordance with the minimum average roll value (MARV), as defined by ASTM
D 4439.
B. The cushion geotextile shall be nonwoven materials, suitable for use in filter/separation and cushion
applications.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. The geotextile shall be manufactured with MQC procedures that meet or exceed generally accepted
industry standards.
B. The Geotextile Manufacturer shall sample and test the geotextile to demonstrate that the material
conforms to the requirements of these Specifications.
C. Any geotextile sample that does not comply with this Section shall result in rejection of the roll from
which the sample was obtained. The Contractor shall replace any rejected rolls.
D. If a geotextile sample fails to meet the MQC requirements of this Section the Geotextile
Manufacturer shall additionally sample and test, at the expense of the Manufacturer, rolls
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manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls
shall continue until a pattern of acceptable test results is established to define the bounds of the
failed roll(s). All the rolls pertaining to the failed rolls shall be rejected.
E. Additional sample testing may be performed, at the Geotextile Manufacturer's discretion and
expense, to identify more closely the extent of non-complying rolls and/or to qualify individual rolls.
F. Sampling shall, in general, be performed on sacrificial portions of the geotextile material such that
repair is not required. The Geotextile Manufacturer shall sample and test the geotextile to
demonstrate that the geotextile properties conform to the values specified in Table 02771-1.
1. At a minimum, the following MQC tests shall be performed on the geotextile (results of
which shall meet the requirements specified in Table 02271):
Test Procedure Frequency
Grab strength ASTM D 4632 130,000 ft2
Mass per Unit Area ASTM D 5261 130,000 ft2
Tear strength ASTM D 4533 130,000 ft2
Puncture strength ASTM D 4833 130,000 ft2
Permittivity ASTM D 4491 540,000 ft2
A.O.S. ASTM D 4751 540,000 ft2

G. The Geotextile Manufacturer shall comply with the certification and submittal requirements of this
Section.
2.03 INTERFACE SHEAR TESTING
A. Interface shear test(s) shall be performed on the proposed geosynthetic components in accordance
with Section 02270, Part 2.03.A
2.04 PACKING AND LABELING
A. Geotextile shall be supplied in rolls wrapped in relatively impervious and opaque protective covers.
B. Geotextile rolls shall be marked or tagged with the following information:
1. manufacturer's name;
2. product identification;
3. lot or batch number;
4. roll number; and
5. roll dimensions.
2.05 TRANSPORTATION, HANDLING, AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the geotextile incurred prior to
and during transportation to the site.
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B. The geotextile shall be delivered to the site at least 14 days prior to the planned deployment date to
allow the CQA Consultant adequate time to perform conformance testing on the geotextile samples
as described in Subpart 3.06 of this Section.
C. Handling, unloading, storage, and care of the geotextile at the site, prior to and following
installation, are the responsibility of the Contractor. The Contractor shall be liable for any damage
to the materials incurred prior to final acceptance by the Owner.
D. The Contractor shall be responsible for offloading and storage of the geotextile at the site.
E. The geotextile shall be protected from sunlight, puncture, or other damaging or deleterious
conditions. The geotextile shall be protected from mud, dirt, and dust. Any additional storage
procedures required by the geotextile Manufacturer shall be the responsibility of the Contractor.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Contractor shall become
thoroughly familiar with the site, the site conditions, and all portions of the work falling within this
Section.
B. If the Contractor has any concerns regarding the installed work of other Sections or the site, the
Construction Manager shall be notified, in writing, prior to commencing the work. Failure to notify
the Construction Manager or commencing installation of the geotextile will be construed as
Contractor's acceptance of the related work of all other Sections.
3.02 PLACEMENT
A. Geotextile installation shall not commence over other materials until CQA conformance
evaluations, by the CQA Consultant, of underlying materials are complete, including evaluations of
the Contractor's survey results to confirm that the previous work was constructed to the required
grades, elevations, and thicknesses. Should the Contractor begin the work of this Section prior to
the completion of CQA evaluations for underlying materials or this material, this shall be at the risk
of removal of these materials, at the Contractor’s expense, to remedy the non-conformances. The
Contractor shall account for the CQA conformance evaluations in the construction schedule.
B. The Contractor shall handle all geotextile in such a manner as to ensure it is not damaged in any
way.
C. The Contractor shall take any necessary precautions to prevent damage to underlying materials
during placement of the geotextile.
D. After unwrapping the cushion geotextile from its opaque cover, the geotextile shall not be left
exposed for a period in excess of 15 days unless a longer exposure period is approved in writing by
the Geotextile Manufacturer.
E. The Contractor shall take care not to entrap stones, excessive dust, or moisture in the geotextile
during placement.
F. The Contractor shall anchor or weight all geotextile with sandbags, or the equivalent, to prevent
wind uplift.
G. The Contractor shall examine the entire geotextile surface after installation to ensure that no foreign
objects are present that may damage the geotextile or adjacent layers. The Contractor shall remove
any such foreign objects and shall replace any damaged geotextile.

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3.03 SEAMS AND OVERLAPS
A. On slopes steeper than 10 horizontal to 1 vertical, geotextiles shall be continuous down the slope;
that is, no horizontal seams are allowed. Horizontal seams shall be considered as any seam having
an alignment exceeding 45 degrees from being perpendicular to the slope contour lines, unless
otherwise approved by the Design Engineer. No horizontal seams shall be allowed within 5 feet of
the top or toe of the slopes.
B. Nonwoven geotextile seams shall be overlapped and continuously sewn. Thread shall by polymeric
with chemical and ultraviolet resistance properties equal or exceeding those of the geotextile.
C. Woven geotextile shall be overlapped and continuously sewn.
3.04 REPAIR
A. Any holes or tears in the geotextile shall be repaired using a patch made from the same geotextile.
If a tear exceeds 50 percent of the width of a roll, that roll shall be removed and replaced.
3.05 PLACEMENT OF SOIL MATERIALS
A. The Contractor shall place soil materials on top of the geotextile in such a manner as to ensure that:
1. the geotextile and the underlying materials are not damaged;
2. minimum slippage occurs between the geotextile and the underlying layers during placement; and
3. excess stresses are not produced in the geotextile.
B. Equipment shall not be driven directly on the geotextile.
3.06 CONFORMANCE TESTING
A. Conformance samples of the geotextile materials will be removed by the CQA Site Manager after
the material has been received at the site and sent to a Geosynthetic CQA Laboratory for testing to
ensure conformance with the requirements of this Section and the CQA Plan. This testing will be
carried out, in accordance with the CQA Plan, prior to the start of the work of this Section.
B. Samples of each geotextile will be taken, by the CQA Site Manager, at a minimum frequency of one
sample per 260,000 square feet (minimum of one).
C. The CQA Consultant may increase the frequency of sampling in the event that test results do not
comply with requirements of Subpart 2.01 of this Section until passing conformance test results are
obtained for all material that is received at the site. This additional testing shall be performed at the
expense of the Contractor.
D. The following conformance tests will be performed (results of which shall meet the requirements
specified in Table 02771):
Test Cushion
Geotextile
Procedure
Woven
Geotextile
Procedure
Grab strength ASTM D 4632 ASTM D 4632
Mass per Unit Area ASTM D 5261 N/A
Puncture strength ASTM D 4833 ASTM D 4833
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Test Cushion
Geotextile
Procedure
Woven
Geotextile
Procedure
Permittivity ASTM D 4491 ASTM D 4491
A.O.S. ASTM D 4751 ASTM D 4751

E. Any geotextile that is not certified in accordance with Subpart 1.04 of this Section, or that
conformance testing results do not comply with Subpart 2.01 of this Section, will be rejected. The
Contractor shall replace the rejected material with new material. All other rolls that are represented
by failing test results will also be rejected, unless additional testing is performed to further determine
the bounds of the failed material.
3.07 PROTECTION OF WORK
A. The Contractor shall protect all work of this Section.
B. In the event of damage, the Contractor shall make repairs and replacements to the satisfaction of the
Construction Manager at the expense of the Contractor.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Geotextile will be
incidental to PVC Pipe, and payment will be based on the unit price provided for PVC Pipe on the
Bid Schedule.
B. The following are considered incidental to the work:
 Submittals.
 Quality Control.
 Shipping, handling, and storage.
 Layout survey.
 Mobilization.
 Rejected material.
 Overlaps and seaming.
 Rejected material removal, handling, re-testing, and repair.
 Temporary anchorage.
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TABLE 02771-1
REQUIRED PROPERTY VALUES FOR GEOTEXTILE
PROPERTIES QUALIFIERS UNITS
NONWOVEN
CUSHION
GEOTEXTILE
SPECIFIED
VALUES
WOVEN
GEOTEXTILE
SPECIFIED
VALUES
TEST METHOD
Physical Properties
Mass per unit area Minimum oz/yd2 16 N/A ASTM D 5261
Apparent opening size
(O95)
Maximum mm 0.21 0.43 ASTM D 4751
Permittivity Minimum s-1 0.5 0.05 ASTM D 4491
Grab strength Minimum lb 390 200 ASTM D 4632
Tear strength Minimum lb 150 N/A ASTM D 4533
Puncture strength Minimum lb 1,120 700 ASTM D 6241
Ultraviolet Resistance @
500 hours
Minimum % 70 70 ASTM D 4355

[ END OF SECTION ]

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SECTION 02772
GEOSYNTHETIC CLAY LINER (OPTION B ONLY)
PART 1 – GENERAL
1.01 SCOPE
A. The Geosynthetic Installer shall furnish all labor, materials, tools, supervision, transportation,
equipment, and incidentals necessary for installation of the geosynthetic clay liner (GCL). The work
shall be carried out as specified herein and in accordance with the Drawings and Construction
Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage,
and seaming of the GCL.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
Section 02770 – Geomembrane
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest Version American Society of Testing and Materials (ASTM) Standards:
ASTM D 5887 Test Method for Measurement of Index Flux Through Saturated Geosynthetic
Clay Liner Specimens using a Flexible Wall Permeameter
ASTM D 5888 Guide for Storage and Handling of Geosynthetic Clay Liners
ASTM D 5890 Test Method for Swell Index of Clay Mineral Component of Geosynthetic Clay
Liners
ASTM D 5891 Test Method for Fluid Loss of Clay Component of Geosynthetic Clay Liners
ASTM D 5993 Test Method for Measuring Mass per Unit Area of Geosynthetic Clay Liners
1.04 QUALIFICATIONS
A. GCL Manufacturer:
1. The Manufacturer shall be a well-established firm with more than five (5) years of
experience in the manufacturing of GCL.
2. The GCL Manufacturer shall be responsible for the production of GCL rolls and shall have
sufficient production capacity and qualified personnel to provide material meeting the
requirements of this Section and the construction schedule for this project.
B. GCL Installer:
1. The Geosynthetic Installer shall install the GCL and shall meet the requirements of
Section 02770 Subpart 1.04. B and this Section.
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2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for
field handling, deploying, temporarily restraining (against wind), and other aspects of the
deployment and installation of the GCL and other geosynthetic components of the project.
1.05 SUBMITTALS
A. At least 7 days before transporting any GCL to the site, the Manufacturer shall provide the following
documentation to the Construction Manager for approval.
1. list of material properties, including test methods utilized to analyze/confirm properties.
2. projected delivery dates for this project.
3. Manufacturing quality control certificates for each shift's production for which GCL for
the project was produced, signed by responsible parties employed by the Manufacturer
(such as the production manager).
4. Manufacturer Quality Control (MQC) certificates, including:
a. roll numbers and identification; and
b. MQC results, including description of test methods used, outlined in
Subpart 2.02 of this Section.
5. Certification that the GCL meets all the properties outlined in Subpart 2.01 of this Section.
B. During installation, the Geosynthetic Installer shall be responsible for the timely submission to the
Construction Manager of:
1. Quality control documentation; and
2. Subgrade Acceptance Certificates, signed by the Geosynthetic Installer, for each area of
subgrade to be covered by geosynthetic clay liner.
1.06 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required by the
CQA Plan. This monitoring and testing, including random conformance testing of construction
materials and completed work, will be performed by the CQA Consultant. If nonconformances or
other deficiencies are found in the materials or completed work, the Geosynthetic Installer will be
required to repair the deficiency or replace the deficient materials at no additional cost to the Owner.
PART 2 – PRODUCTS
2.01 MATERIAL PROPERTIES
A. The flux of the bentonite portion of the GCL shall be no greater than 1×10-8 m3/m2-sec, when
measured in a flexible wall permeameter in accordance with ASTM D 5887 under an effective
confining stress of 5 pounds per square inch (psi).
B. The GCL shall have the following minimum dimensions:
1. the minimum roll width shall be 15 feet; and
2. the linear length shall be long enough to conform with the requirements specified in this
Section.
C. The bentonite component of the GCL shall be applied at a minimum concentration of
0.75 pound per square foot (psf), when measured at a water content of 0 percent.
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D. The GCL shall meet or exceed all required property values listed in Table 02772-1.
E. The bentonite will be adhered to the backing material(s) in a manner that prevents it from being
dislodged when transported, handled, and installed in a manner prescribed by the Manufacturer.
The method used to hold the bentonite in place shall not be detrimental to other components of the
lining system.
F. The geotextile components of the GCL shall be woven and nonwoven and have a combined mass
per unit area of 9 ounces per square yard (oz./SY).
G. The GCL shall be needle punched.
2.02 INTERFACE SHEAR TESTING
A. Interface shear testing requirements and results shall be in accordance with Section 02770 2.03A.
2.03 MANUFACTURING QUALITY CONTROL (MQC)
A. The GCL shall be manufactured with quality control procedures that meet or exceed generally
accepted industry standards.
B. The Manufacturer shall sample and test the GCL to demonstrate that the material complies with the
requirements of this Section.
C. Any GCL sample that does not comply with this Section will result in rejection of the roll from
which the sample was obtained. The Manufacturer shall replace any rejected rolls.
D. If a GCL sample fails to meet the quality control requirements of this Section, the Construction
Manager will require that the Manufacturer sample and test, at the expense of the Manufacturer,
rolls manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of
rolls shall continue until a pattern of acceptable test results is established to determine the bounds
of the failed roll(s). All rolls pertaining to failed tests shall be rejected.
E. Additional sample testing may be performed, at the Manufacturer's discretion and expense, to more
closely identify the extent of any non-complying rolls and/or to qualify individual rolls.
F. Sampling shall, in general, be performed on sacrificial portions of the GCL material such that repair
is not required. The Manufacturer shall sample and test the GCL to demonstrate that its properties
conform to the requirements stated herein. At a minimum, the following (MQC) tests shall be
performed by the Manufacturer: dry mass per unit area (ASTM D5993) and index flux at frequencies
of at least one per 50,000 square feet and one per 200,000 square feet, respectively.
G. The Manufacturer shall comply with the certification and submittal requirements of this Section.
2.04 PACKING AND LABELING
A. GCL shall be supplied in rolls wrapped in impervious and opaque protective covers.
B. GCL shall be marked or tagged with the following information:
1. Manufacturer's name;
2. product identification;
3. lot number;
4. roll number; and
5. roll dimensions.
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2.05 TRANSPORTATION, HANDLING AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the GCL incurred prior to and
during transportation to the site.
B. Handling, storage, and care of the GCL at the site prior to and following installation, are the
responsibility of the Geosynthetic Installer, until final acceptance by the Owner.
C. The GCL shall be stored and handled in accordance with ASTM D 5888.
D. The Geosynthetic Installer shall be liable for all damage to the materials incurred prior to and during
transportation to the site including hydration of the GCL prior to placement.
E. The GCL shall be on-site at least 14 days prior to the scheduled installation date to allow for
completion of conformance testing described in Subpart 3.07 of this Section.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer shall
carefully inspect the installed work of all other Sections and verify that all work is complete to the
point where the installation of this Section may properly commence without adverse impact.
B. If the Geosynthetic Installer has any concerns regarding the installed work of other Sections, he
should notify the Construction Manager in writing prior to commencing the work. Failure to notify
the Construction Manager or commencing installation of the GCL will be construed as Geosynthetic
Installer's acceptance of the related work of all other Sections.
C. A pre-installation meeting shall be held to coordinate the installation of the GCL with the installation
of other components of the lining system.
3.02 SURFACE PREPARATION
A. The Geosynthetics Installer shall provide certification in writing that the surface on which the GCL
will be installed is acceptable. This certification of acceptance shall be given to the Construction
Manager prior to commencement of geosynthetics installation in the area under consideration.
Special care shall be taken to maintain the prepared soil surface.
B. Special care shall be taken to maintain the prepared soil surface. The subgrade shall be moisture
conditioned prior to installation of the GCL. GCL subgrade shall be moisture conditioned the day
before installation such that the surface is workable but not dry to a depth of more than 1 inch from
subgrade surface.
C. No GCL shall be placed onto an area that has been softened by precipitation or that has cracked due
to desiccation. The soil surface shall be observed daily to evaluate the effects of desiccation
cracking and/or softening on the integrity of the prepared subgrade.
D. Subgrade protrusions shall not exceed 0.7 inch.
3.03 HANDLING AND PLACEMENT
A. The Geosynthetic Installer shall handle all GCL in such a manner that it is not damaged in any way.
B. In the presence of wind, all GCL shall be sufficiently weighted with sandbags to prevent their
movement.
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C. Any GCL damaged by stones or other foreign objects, or by installation activities, shall be repaired
in accordance with Subpart 3.06 by the Geosynthetic Installer, at the expense of the Geosynthetic
Installer.
D. All GCL shall be hydrated by the Geosynthetic Installer once in place by direct spraying with water.
Hydrated GCL shall be defined as greater than 50% moisture content when tested in accordance
with ASTM D 2216. To monitor the hydration process, small, shallow, flat bottom containers shall
be deployed on the GCL surface by the CQA Site Manager during water spraying to measure the
amount (depth) of water applied. Minimum depth of water will be 1/8-inch. During hot, dry periods,
additional water may be required. Upon completion of the direct spraying with water, the GCL shall
be covered with the overlying secondary geomembrane within 2 hours. Samples of the hydrated
GCL will be obtained by the CQA Site Manager from locations of destructive tests in the secondary
geomembrane. GCL sample holes shall be repaired in accordance with Part 3.06 of this Section.
E. The GCL shall be installed with the woven geotextile facing up (against the overlying
geomembrane).
3.04 OVERLAPS
A. On slopes steeper than 10:1 (horizontal:vertical), all GCL shall be continuous down the slope, i.e.,
no horizontal seams shall be allowed on the slope. Horizontal seams shall be considered as any
seam having an alignment exceeding 30 degrees from being perpendicular to the slope contour lines,
unless otherwise approved by the Construction Manager.
B. All GCL shall be overlapped in accordance with the Manufacturer's recommended procedures. At
a minimum, along the length (i.e., the sides) of the GCL placed on slopes steeper than 10:1
(horizontal:vertical), the overlap shall be 12 inches, and along the width (i.e., the ends) the overlap
shall be 24 inches.
C. At a minimum, along the length (i.e., the sides) of the GCL placed on non-sloped areas (i.e. slopes
no steeper than 10:1), the overlap shall be 6-inches, and along the width (i.e., the ends) the overlap
shall be 12-inches.
3.05 MATERIALS IN CONTACT WITH THE GCL
A. Installation of other components of the liner system shall be carefully performed to avoid damage
to the GCL.
B. Construction Manager approved low ground pressure equipment may be driven directly on the GCL.
C. Installation of the GCL in appurtenant areas, and connection of the GCL to appurtenances shall be
made according to the Drawings. The Geosynthetic Installer shall ensure that the GCL is not
damaged while working around the appurtenances.
3.06 REPAIR
A. Any holes or tears in the GCL shall be repaired by placing a GCL patch over the defect. On slopes
steeper than 10 percent, the patch shall overlap the edges of the hole or tear by a minimum of 2 feet
in all directions. On slopes 10 percent or flatter, the patch shall overlap the edges of the hole or tear
by a minimum of 1 foot in all directions. The patch shall be secured with a Manufacturer
recommended water-based adhesive.
B. Care shall be taken to remove any soil, rock, or other materials, which may have penetrated the torn
GCL.
C. The patch shall not be nailed or stapled.

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3.07 CONFORMANCE TESTING
A. Samples of the GCL will be removed by the CQA Site Manager and sent to a Geosynthetic CQA
Laboratory for testing to ensure conformance with the requirements of this Section and the CQA
Plan. The Geosynthetic Installer shall assist the CQA Site Manager in obtaining conformance
samples. The Geosynthetic Installer shall account for this testing in the installation schedule.
B. At a minimum, the following conformance tests will be performed at a minimum frequency rate of
one sample per 100,000 square feet: mass per unit area (ASTM D 5993) and bentonite moisture
content (ASTM D 5993). At a minimum, the following conformance tests will be performed at a
frequency of one sample per 400,000 square feet: index flux (ASTM D 5887). If the GCL
Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size,
etc.) resulting in one sample per less than 90 percent of 100,000 square feet (90,000 square feet),
then the Geosynthetic Installer shall pay the cost for all additional testing.
C. The CQA Consultant may increase the frequency of sampling in the event that test results do not
comply with the requirements of Subpart 2.01 of this Section until passing conformance test results
are obtained for all material that is received at the site. This additional testing shall be performed at
the expense of the Geosynthetic Installer.
D. Any GCL that is not certified by the Manufacturer in accordance with Subpart 1.05 of this Section
or that does not meet the requirements specified in Subpart 2.01 shall be rejected and replaced by
the Geosynthetic Installer, at the expense of the Geosynthetic Installer.
3.08 PROTECTION OF WORK
A. The Geosynthetic Installer shall protect all work of this Section.
B. In the event of damage, the Geosynthetic Installer shall immediately make all repairs and
replacements necessary to the approval of the Construction Manager, at the expense of the
Geosynthetic Installer.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for GCL will be
measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on the
Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
 Submittals.
 Quality Control.
 Shipping, handling and storage.
 Overlaps and seaming.
 Hydration.
 Layout survey.
 Mobilization.
 Rejected material.
 Rejected material removal, handling, re-testing, and repair.
 Overlaps and seaming.
 Temporary anchorage.
 Visqueen.

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TABLE 02772-1
REQUIRED GCL PROPERTY VALUES
PROPERTIES QUALIFIERS UNITS SPECIFIEDVALUES TEST METHOD
GCL Properties
Bentonite Content2 minimum lb/ft3 0.75 ASTM D 5993
Bentonite Swell Index minimum mL/2g 24 ASTM D 5890
Bentonite Fluid Loss maximum mL 18 ASTM D 5891
Hydraulic Index Flux maximum m3/m2-s 1 x 10-8 ASTM D 58871

Notes: (1) Hydraulic flux testing shall be performed under an effective confining stress of 5 pounds per square inch.
(2) Measured at a moisture content of 0 percent; also known as mass per unit area

[END OF SECTION]

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SECTION 02773
GEONET

PART 1 – GENERAL
1.01 SCOPE
A. The Geosynthetic Installer shall furnish all labor, materials, tools, supervision, transportation,
equipment, and incidentals necessary for installation of the geonet. The work shall be carried out
as specified herein and in accordance with the Drawings and Construction Quality Assurance (CQA)
Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage,
and seaming of the geonet.
C. 300-mil geonet shall be installed above the secondary geomembrane to form the primary leak
detection system. 200-mil geonet shall be installed overlying the butt seams of the tertiary Drain
Liner™ geomembrane, if applicable.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
Section 02225 – Drainage Aggregate
Section 02616 – Polyvinyl Chloride (PVC) Pipe
Section 02770 – Geomembrane
Section 02771 – Geotextile
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest Version ASTM International (ASTM) Standards:
ASTM D792 Standard Test Methods for Specific Gravity and Density of Plastics by
Displacement
ASTM D1505 Standard Test Method for Density of Plastics by the Density-Gradient Technique
ASTM D1603 Standard Test Method for Carbon Black in Olefin Plastics
ASTM D4218 Standard Test Method for Determination of Carbon Black Content in
Polyethylene Compounds by Muffle-Furnace Technique
ASTM D4716 Standard Test Method for Constant Head Hydraulic Transmissivity (In-Place
Flow) of Geotextiles and Geotextile Related Products
ASTM D5199 Standard Test Method for Measuring Nominal Thickness of Geosynthetics
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1.04 QUALIFICATIONS
A. Geonet Manufacturer:
1. The Manufacturer shall be a well-established firm with more than five (5) years of
experience in the manufacturing of geonet.
2. The Manufacturer shall be responsible for the production of geonet rolls and shall have
sufficient production capacity and qualified personnel to provide material meeting the
requirements of this Section and the construction schedule for this project.
B. Geonet Installer:
1. The Geosynthetic Installer shall meet the requirements of Subpart 1.04. B of
Section 02770, and this Section.
2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for
field handling, deploying, temporarily restraining (against wind and re-curling), and other
aspects of the deployment and installation of the geonet and other geosynthetic components
of the project.
1.05 SUBMITTALS
A. At least 7 days before transporting any geonet to the site, the Manufacturer shall provide the
following documentation to the Construction Manager for approval.
1. list of material properties, including test methods utilized to analyze/confirm properties.
2. projected delivery dates for this project.
3. Manufacturing Quality Control (MQC) certificates for each shift's production for which
geonet for the project was produced, signed by responsible parties employed by the
Manufacturer (such as the production manager). MQC certificates shall include:
a. roll numbers and identification; and
b. MQC results, including description of test methods used, outlined in
Subpart 2.01 of this Section.
c. Certification that the geonet meets all the properties outlined in Subpart 2.01 of this
Section.
1.06 CONSTRUCTION QUALITY ASSURANCE (CQA)
A. The Geosynthetic Installer shall ensure that the materials and methods used for producing and
handling the geonet meet the requirements of the Drawings and this Section. Any material or
method that does not conform to these documents, or to alternatives approved in writing by the
Design Engineer, will be rejected and shall be repaired or replaced, at the Geosynthetic Installer’s
expense.
B. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required by the
CQA Plan. This monitoring and testing, including random conformance testing of construction
materials and completed work, will be performed by the CQA Consultant. If nonconformances or
other deficiencies are found in the materials or completed work, the Geosynthetic Installer will be
required to repair the deficiency or replace the deficient materials at no additional cost to the Owner.
PART 2 – PRODUCTS
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2.01 GEONET PROPERTIES
A. The Manufacturer shall furnish geonet having properties that comply with the required property
values shown on Table 02773-1.
B. In addition to documentation of the property values listed in Table 02773-1, the geonet shall contain
a maximum of one percent by weight of additives, fillers, or extenders (not including carbon black)
and shall not contain foaming agents or voids within the ribs of the geonet.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. The geonet shall be manufactured with MQC procedures that meet or exceed generally accepted
industry standards.
B. Any geonet sample that does not comply with the Specifications will result in rejection of the roll
from which the sample was obtained. The Geonet Manufacturer shall replace any rejected rolls at
no additional cost to Owner.
C. If a geonet sample fails to meet the MQC requirements of this Section, then the Geonet Manufacturer
shall sample and test each roll manufactured, in the same lot, or at the same time, as the failing roll.
Sampling and testing of rolls shall continue until a pattern of acceptable test results is established.
D. Additional sample testing may be performed, at the Geonet Manufacturer’s discretion and expense,
to more closely identify any non-complying rolls and/or to qualify individual rolls.
E. Sampling shall, in general, be performed on sacrificial portions of the geonet material such that
repair is not required. The Manufacturer shall sample and test the geonet, at a minimum, once every
100,000 square feet to demonstrate that its properties conform to the values specified in Table
02773-1.
F. At a minimum, the following MQC tests shall be performed:
Test Procedure
Density ASTM D 792 or D 1505
Thickness ASTM D 5199
Carbon Black Content ASTM D 1603

G. The hydraulic transmissivity test (ASTM D 4716) in Table 02773-1 need not be performed at a
frequency of one per 100,000 square feet. However, the Geonet Manufacturer will certify that this
test has been performed on a sample of geonet identical to the product that will be delivered to the
Site. The Geonet Manufacturer shall provide test results as part of MQC documentation.
H. The Geonet Manufacturer shall comply with the certification and submittal requirements of this
Section.

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2.03 LABELING
A. Geonet shall be supplied in rolls labeled with the following information:
1. manufacturer’s name;
2. product identification;
3. lot number;
4. roll number; and
5. roll dimensions.
2.04 TRANSPORTATION
A. Transportation of the geonet shall be the responsibility of the Geonet Manufacturer. The Geonet
Manufacturer shall be liable for all damages to the materials incurred prior to and during
transportation to the site.
B. Geonet shall be delivered to the site at least 7 days before the scheduled date of deployment to allow
the CQA Site Manager adequate time to inventory the geonet rolls and obtain additional
conformance samples, if needed. The Geosynthetic Installer shall notify the Construction Manager
a minimum of 48 hours prior to any delivery.
2.05 HANDLING AND STORAGE
A. The Geosynthetic Manufacturer shall be responsible for handling, off-loading, storage, and care of
the geonet prior to and following installation at the Site. The Geosynthetic Installer shall be liable
for all damages to the materials incurred prior to final acceptance of the geonet drainage layer by
the Owner.
B. The geonet shall be stored off the ground and out of direct sunlight, and shall be protected from mud
and dirt. The Geosynthetic Installer shall be responsible for implementing any additional storage
procedures required by the Geonet Manufacturer.
2.06 CONFORMANCE TESTING
A. Conformance testing, if required, shall be performed in accordance with the CQA Plan. The
Geosynthetics installer shall assist the CQA Site Manager in obtaining conformance samples, if
requested. The CQA Consultant has the option of collecting samples at the manufacturing facility.
B. Passing conformance testing results, if applicable, are required before any geonet is deployed.
C. Samples shall be taken at a minimum frequency of one sample per 200,000 square feet with a
minimum of one sample per lot. If the Geonet Manufacturer provides material that requires
sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90
percent of 200,000 square feet (180,000 square feet), then the Geosynthetic Installer shall pay the
cost for all additional testing.
D. The CQA Consultant may increase the frequency of sampling in the event that test results do not
comply with the requirements of Subpart 2.01 of this Section until passing conformance test results
are obtained for all material that is received at the Site. This additional testing shall be performed
at the expense of the Geosynthetic Installer.
E. Any geonet that are not certified in accordance with Subpart 1.05 of this Section, or that
conformance testing indicates do not comply with Subpart 2.01 of this Section, will be rejected by
the CQA Consultant. The Geonet Manufacturer shall replace the rejected material with new material
at no additional cost to the Owner.
Cell 5A and 5B Lining System Construction Geonet
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02773-5 June 2018

PART 3 – EXECUTION
3.01 HANDLING AND PLACEMENT
A. The geonet shall be handled in such a manner as to ensure it is not damaged in any way.
B. Precautions shall be taken to prevent damage to underlying layers during placement of the geonet.
C. The geonet shall be installed in a manner that minimizes wrinkles.
D. Care shall be taken during placement of geonet to prevent dirt or excessive dust in the geonet that
could cause clogging and/or damage to the adjacent materials.
3.02 JOINING AND TYING
A. Adjacent panels of geonet shall be overlapped by at least 4 inches. These overlaps shall be secured
by tying with nylon ties.
B. Tying shall be achieved by plastic fasteners or polymer braid. Tying devices shall be white or
yellow for easy inspection. Metallic devices shall not be used.
C. Tying shall be performed at a minimum interval of every 5 feet along the geonet roll edges and
2 feet along the geonet roll ends.
3.03 REPAIR
A. Any holes or tears in the geonet shall be repaired by placing a patch extending 1 foot beyond the
edges of the hole or tear. The patch shall be secured to the original geonet by tying every 6 inches
with approved tying devices. If the hole or tear width across the roll is more than 50 percent of the
width of the roll, then the damaged area shall be cut out and the two portions of the geonet shall be
joined in accordance with the requirements of Subpart 3.02 of this Section.
3.04 PRODUCT PROTECTION
A. The Geosynthetics Installer shall use all means necessary to protect all prior work, and all materials
and completed work of other Sections.
B. In the event of damage to the geonet, the Geosynthetic Installer shall immediately make all repairs
per the requirements of this Section.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for geonet will be
measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on the
Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
 Submittals.
 Quality Control.
 Shipping, handling, and storage.
 Overlaps and seaming.
 Layout survey.
 Offloading.
 Mobilization.
 Rejected material.
Cell 5A and 5B Lining System Construction Geonet
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02773-6 June 2018

 Rejected material removal, handling, re-testing, and repair.
 Temporary anchorage.

Cell 5A and 5B Lining System Construction Geonet
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02773-7 June 2018

TABLE 02773-1
REQUIRED GEONET PROPERTY VALUES

PROPERTIES QUALIFIERS UNITS 300-MIL
GEONET
SPECIFIED(1)
VALUES
200-MIL
GEONET
SPECIFIED(1)
VALUES
TEST METHOD
Resin Density Minimum g/cc 0.94 0.94 ASTM D792 or D1505
Carbon Black Content Range % 2.0 – 3.0 2.0 – 3.0 ASTM D1603 or D4218
Thickness Minimum mils 300 200 ASTM D5199
Transmissivity(2) Minimum m2 / sec 8 x 10-3 1 x 10-3 ASTM D4716

Notes: (1) All values (except transmissivity) represent average roll values.
(2) Transmissivity shall be measured using water at 68F with a gradient of 0.1 under a confining pressure of 7,000 lb/ft2. The geonet
shall be placed in the testing device between 60-mil HDPE smooth geomembrane. Measurements are taken one hour after
application of confining pressure.
(3) Interface shear strength testing shall be performed, by the CQA Consultant, in accordance with Part 2.03 of this Section.

[ END OF SECTION ]

Cell 5A and 5B Lining System Construction Cast-in-Place Concrete
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 03400-1 June 2018

SECTION 03400
CAST-IN-PLACE CONCRETE

PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, transportation and equipment necessary to
construct a cast-in-place spillway crossing as shown on the Drawings and as specified herein.
B. The Work shall include, but not be limited to, procurement, delivery, subgrade preparation,
formwork, concrete placement, control joints, surface treatment, and curing.

1.02 RELATED SECTIONS
None.
1.03 REFERENCES
A. Drawings
B. Construction Quality Assurance (CQA) Plan
C. Latest version of American Concrete Institute (ACI) standards:
ACI 117 Tolerances for Concrete Construction and Materials
ACI 211.1 Selecting Proportions for Normal, Heavyweight, and Mass Concrete
ACI 301 Structural Concrete for Buildings
ACI 304R Measuring, Mixing, Transporting, and Placing Concrete
ACI 308 Standard Practice for Curing Concrete
ACI 318 Building Code Requirements for Reinforced Concrete
ACI 347R Formwork for Concrete
D. Latest version of the ASTM International (ASTM) standards:
ASTM A 615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement
ASTM C 33 Concrete Aggregates
ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens
ASTM C 94 Ready- Mixed Concrete
ASTM C 127 Specific Gravity and Adsorption of Coarse Aggregate
ASTM C 128 Specific Gravity and Adsorption of Fine Aggregate
ASTM C 143 Slump of Hydraulic Cement Concrete
ASTM C 150 Portland Cement
Cell 5A and 5B Lining System Construction Cast-in-Place Concrete
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 03400-2 June 2018

ASTM C 171 Sheet Materials for Curing Concrete
ASTM C 192 Making and Curing Concrete Test Specimens in the Laboratory
ASTM C 309 Liquid Membrane - Forming Compounds for Curing Concrete
ASTM C 403 Time of Setting of Concrete Mixtures by Penetration Resistance
ASTM C 494 Chemical Admixtures for Concrete
ASTM C 618 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral
Admixture in Portland Cement Concrete
1.04 SUBMITTALS
A. At least 7 days prior to construction of the concrete, Contractor shall submit a mix design for the
type of concrete. Submit a complete list of materials including types, brands, sources, amount of
cement, fly ash, pozzolans, retardants, and admixtures, and applicable reference specifications for
the following:
1. Slump design based on total gallons of water per cubic yard.
2. Type and quantity of cement.
3. Brand, type, ASTM designation, active chemical ingredients, and quantity of each
admixture.
4. Compressive strength based on 28-day compression tests.
B. Delivery Tickets:
1. Provide duplicate delivery tickets with each load of concrete delivered, one for Contractor's
records and one for the Construction Manager, with the following information:
a. Date and serial number of ticket.
b. Name of ready-mixed concrete plant, operator, and job location.
c. Type of cement, admixtures, if any, and brand name.
d. Cement content, in bags per cubic yard (CY) of concrete, and mix design.
e. Truck number, time loaded, and name of dispatcher.
f. Amount of concrete (CY) in load delivered.
g. Gallons of water added at job, if any, and slump of concrete after water was added.
C. Delivery
1. The Concrete Manufacturer shall be liable for all damage to the materials incurred prior to
and during transportation to the Site.
1.05 MANUFACTURER QUALITY CONTROL (MQC)
A. Aggregates shall be sampled and tested in accordance with ASTM C 33.
B. Concrete test specimens shall be made, cured, and stored in conformity with ASTM C 192 and tested
in conformity with ASTM C 39.
C. Slump shall be determined in accordance with ASTM C 143.

Cell 5A and 5B Lining System Construction Cast-in-Place Concrete
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 03400-3 June 2018

1.06 LIMITING REQUIREMENTS
A. Unless otherwise specified, each concrete mix shall be designed and concrete shall be controlled
within the following limits:
1. Concrete slump shall be kept as low as possible, consistent with proper handling and
thorough compaction. Unless otherwise authorized by the Construction Manager, slump
shall not exceed 5 inches.
2. The admixture content, batching method, and time of introduction to the mix shall be in
accordance with the manufacturer's recommendations for minimum shrinkage and for
compliance with this Section. A water-reducing admixture may be included in concrete.
PART 2 – PRODUCTS
2.01 PROPORTIONING AND DESIGN MIXES
A. Concrete shall have the following properties.
1. 3,000 pounds per square inch (psi), 28-day compressive strength.
2. Slump range of 1 to 5 inches.
3. Coarse Aggregate Gradation, ASTM C 33, Number 57 or 67.
B. Retarding admixture in proportions recommended by the manufacturer to attain additional working
and setting time from 1 to 5 hours.
2.02 CONCRETE MATERIALS
A. Cement shall conform to ASTM C 150 Type II.
B. Water shall be fresh and clean, free from oils, acids, alkalis, salts, organic materials, and other
substances deleterious to concrete.
C. Aggregates shall conform to ASTM C 33. Aggregates shall not contain any substance which may
be deleteriously reactive with the alkalis in the cement, and shall not possess properties or
constituents that are known to have specific unfavorable effects in concrete.
D. The Contractor may use a water reducing chemical admixture. The water reducing admixture shall
conform to ASTM C 494, Type A. The chemical admixture shall be approved by the Construction
Manager.
2.03 REINFORCING STEEL
A. The reinforcing steel shall be Grade 60 in accordance with ASTM A 615.
B. Unless otherwise noted on the Drawings, all reinforcement bars shall be No. 3 (3/8-inch diameter)
in accordance with ASTM A 615 and welded wire fabric shall be sized as 6 x 6, W1.4 x W1.4.
PART 3 – EXECUTION
3.01 BATCHING, MIXING, AND TRANSPORTING CONCRETE
A. Batching shall be performed according to ASTM C 94, ACI 301, and ACI 304R, except as modified
herein. Batching equipment shall be such that the concrete ingredients are consistently measured
within the following tolerances: 1 percent for cement and water, 2 percent for aggregate, and
3 percent for admixtures. Concrete Manufacturer shall furnish mandatory batch ticket information
for each load of ready mix concrete.
Cell 5A and 5B Lining System Construction Cast-in-Place Concrete
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 03400-4 June 2018

B. Machine mixing shall be performed according to ASTM C 94 and ACI 301. Mixing shall begin
within 30 minutes after the cement has been added to the aggregates. Concrete shall be placed
within 90 minutes of either addition of mixing water to cement and aggregates or addition of cement
to aggregates. Additional water may be added, provided that both the specified maximum slump
and water-cement ratio are not exceeded. When additional water is added, an additional
30 revolutions of the mixer at mixing speed is required. Dissolve admixtures in the mixing water
and mix in the drum to uniformly distribute the admixture throughout the batch.
C. Transport concrete from the mixer to the forms as rapidly as practicable. Prevent segregation or
loss of ingredients. Clean transporting equipment thoroughly before each batch. Do not use
aluminum pipe or chutes. Remove concrete which has segregated in transporting and dispose of as
directed.
3.02 SUBGRADE PREPARATION
A. Subgrade shall be graded to the lines and elevations as shown on the Drawings.
B. Standing water, mud, debris, and foreign matter shall be removed before concrete is placed.
3.03 PLACING CONCRETE
A. Place concrete in accordance with ACI 301, ACI 318, and ACI 304R. Place concrete as soon as
practicable after the forms and the reinforcement have been approved by the CQA Site Manager.
Do not place concrete when weather conditions prevent proper placement and consolidation, in
uncovered areas during periods of precipitation, or in standing water. Prior to placing concrete,
remove dirt, construction debris, water, snow, and ice from within the forms. Deposit concrete as
close as practicable to the final position in the forms. Place concrete in one continuous operation
from one end of the structure towards the other
B. Ensure reinforcement is not disturbed during concrete placement.
C. Do not allow concrete temperature to decrease below 50 °F while curing. Cover concrete and
provide sufficient heat to maintain 50 °F minimum adjacent to both the formwork and the structure
while curing. Limit the rate of cooling to 5 °F in any 1 hour and 50 °F per 24 hours after heat
application.
D. Do not spread concrete with vibrators. Concrete shall be placed in final position without being
moved laterally more than 5 feet.
E. When placing of concrete is temporarily halted or delayed, provide construction joints.
F. Concrete shall not be dropped a distance greater than 5 feet.
G. Place concrete with aid of internal mechanical vibrator equipment capable of 9,000 cycles/minute.
Transmit vibration directly to concrete.
H. Hot Weather:
1. Comply with ACI 304R.
2. Concrete temperature shall not exceed 90°F.
3. At air temperatures of 80°F or above, keep concrete as cool as possible during placement
and curing. Cool forms by water wash.
4. Evaporation reducer shall be used in accordance with manufacturer recommendations
(Subpart 2.02).
Cell 5A and 5B Lining System Construction Cast-in-Place Concrete
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 03400-5 June 2018

3.04 CURING AND PROTECTION
A. Immediately after placement, protect concrete from premature drying, excessively hot or cold
temperatures, and mechanical injury in accordance with ACI 308.
B. Immediately after placement, protect concrete from plastic shrinkage by applying evaporation
reducer in accordance with manufacturer recommendations (Subpart 2.02).
C. Maintain concrete with minimal moisture loss at relatively constant temperature for period
necessary for hydration of cement and hardening of concrete (Subpart 2.02).
D. Protect from damaging mechanical disturbances, particularly load stresses, heavy shock, and
excessive vibration.
E. Membrane curing compound shall be spray applied at a coverage of not more than 300 square feet
per gallon. Unformed surfaces shall be covered with curing compound within 30 minutes after final
finishing. If forms are removed before the end of the specified curing period, curing compound
shall be immediately applied to the formed surfaces before they dry out.
F. Curing compound shall be suitably protected against abrasion during the curing period.
G. Film curing will not be allowed.
3.05 FORMS
A. Formwork shall prevent leakage of mortar and shall conform to the requirements of ACI 347R.
B. Do not disturb forms until concrete is adequately cured.
C. Form system design shall be the Contractor’s responsibility.
3.06 CONTROL JOINTS
A. Control joints shall consist of plastic strips set flush with finished surface or ¼-inch wide joints
formed with a trowel immediately after pouring or cut with a diamond saw within 12 hours after
pouring.
B. Control joints shall be installed in a 15 foot by 15 foot grid spacing along the slab unless otherwise
approved by the Design Engineer. Control joints shall be no greater than 1 ½ inches below the
surface.
3.07 SLAB FINISHES
A. Unformed surfaces of concrete shall be screeded and given an initial float finish followed by
additional floating, and troweling where required.
B. Concrete shall be broom finished.
3.08 SURVEY
A. The Surveyor shall locate the features of the concrete structure. The dimensions, locations and
elevations of the features shall be presented on the Surveyor’s Record Drawings.
Cell 5A and 5B Lining System Construction Cast-in-Place Concrete
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 03400-6 June 2018

PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Cast-In-Place
Concrete will be measured as lump sum (LS) and payment will be based on the unit price provided
on the Bid Schedule.
B. The following are considered incidental to the work:
 Mobilization.
 Submittals.
 Quality Control.
 Excavation.
 Subgrade preparation.
 Concrete batching, mixing, and delivery.
 Layout and as-built Record Survey.
 Subgrade preparation.
 Reinforcing steel.
 Formwork.
 Concrete placement and finishing.
 Saw cutting and control joints.
 Rejected material removal, handling, re-testing, repair, and replacement.

[END OF SECTION]

APPENDIX D
Design Calculations

Attachment A – Liner System Details

0.0 1.0
1.0E-02
1.0E-03
Gradient
15,000 psf
Tr
a
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s
m
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s
i
v
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t
y

(
m
2/s
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0.2 0.4 0.80.6
Drain Liner™/Smooth HDPE
Transmissivity under 15,000 psf
Normal stress
ASTM D4716
6/21/18
6/21/18
06/22/2018




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TRI/ENVIRONMENTAL, INC.
A Texas Research International Company
Client:Agru TRI Log#: E2201-75-03
Project: Anne Steacy Test Method: ASTM D 5321
Test Date: 7/5-7/5/05

Upper Box: Agru 60 mil smooth Geomembrane

Lower Box: Agru 60 mil Studliner

Interface Interface soaked and loading applied
Conditioning: for a minimum of 3 hours prior to shear

Box Dimension: 12"x12"x4"

Test Condition: Wet

Shearing Rate: 0.2 inches/minute
Trial Number 1 2 3
Bearing Slide Resistance (lbs) 9 10 13
Normal Stress (psf)0 125 250 500
Maximum Shear Stress (psf) 36 82 161
Corrected Shear Stres 8 27 72 148
Secant Angle (degrees) 12.1 16.0 16.5
RESULTS: Maximum Friction Angle and Y-intercept
Regression Friction Angle (degrees): 16.2
Y-intercept or Regression Adhesion (psf): 0
Regression Line: Y= 0.290 * X + 0
Regression Coefficient (r squared): 0.986
Note: The regression line includes the origin.
The testing herein is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply
to samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the final use and purpose of the material.
TRI observes and maintains client confidentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.
9063 Bee Caves Road Austin, TX 78733-6201 [phone] [phone] 1-800-880-TEST
Tested Interface: Agru 60 mil Studliner vs. Agru 60 mil Smooth Geomembrane
INTERFACE FRICTION TEST REPORT
Quality Review/Date
John M. Allen, E.I.T., 07/11/2005
0
200
400
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0 200 400 600
Normal Stress (psf)
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Maximum Shear Stress (Linear Fit)
Attachment E (1/3)
TRI/ENVIRONMENTAL, INC.
A Texas Research International Company
Client:Agru TRI Log#: E2201-75-03
Project: Anne Steacy Test Method: ASTM D 5321
Test Date: 7/5-7/5/05

Upper Box: Agru 60 mil smooth Geomembrane

Lower Box: Agru 60 mil Studliner

Interface Interface soaked and loading applied
Conditioning: for a minimum of 3 hours prior to shear

Box Dimension: 12"x12"x4"

Test Condition: Wet

Shearing Rate: 0.2 inches/minute
Trial Number 1 2 3
Bearing Slide Resistance (lbs) 9 10 13
Normal Stress (psf) 125 250 500 0
Large Displacment Shear Stress (psf) 48 90 158
Corrected Shear Stress (psf) 39 80 145 6
Secant Angle (degrees) 17.2 17.7 16.2
RESULTS: Large Displacement Friction Angle and Y-intercept
at 3.5-in. of Displacement
Regression Friction Angle (degrees): 15.7
Y-intercept or Regression Adhesion (psf): 6
Regression Line: Y= 0.281 * X + 6
Regression Coefficient (r squared): 0.997
Large displacement shear stresses interperted at 2 inches of
diplacement due to strain hardening effects.
The testing herein is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply
to samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the final use and purpose of the material.
TRI observes and maintains client confidentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.
9063 Bee Caves Road Austin, TX 78733-6201 [phone] [phone] 1-800-880-TEST
Quality Review/Date
Tested Interface: Agru 60 mil Studliner vs. Agru 60 mil Smooth Geomembrane
INTERFACE FRICTION TEST REPORT
John M. Allen, E.I.T., 07/11/2005
0
200
400
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0 200 400 600
Normal Shear Stress (psf)
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Large Displacement Shear Stress (Linear Fit)
Attachment E (2/3)
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PREPARED SUBGRADE/ENGINEERED FILL
2'
3'22' ACCESS ROAD
CELL 5A OR 5B
VARIES1
60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
ANCHOR TRENCH BACKFILL
0.75% (MIN.)
PREPAR
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60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
PREPARED SUBGRADE/ENGINEERED FILL(NOTE 3)
60 MIL HDPEGEOMEMBRANE - SMOOTH
60 MIL HDPEGEOMEMBRANE - DRAINLINER
300 MIL GEONET
PREPARED SUBGRADE/ENGINEERED FILL
1.5' MIN.(NOTE 2)
2'
3'
0.75%
ANCHOR TRENCH BACKFILL
60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
2'
3'
2'
4'
2.5' MIN.
3
1
1'
PREPARED SUBGRADE/ENGINEERED FILL
60 MIL HDPEGEOMEMBRANE -TEXTURED
CUSHION GEOTEXTILE
ANCHORTRENCHBACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
18" Ø SCH 40 PVCRISER
BLIND FLANGE WITH CAP
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°ELBOW
TOE OF SLOPE
60 MILTEXTUREDHDPE
CONCRETE PIPESUPPORT
60 MIL HDPE GEOMEMBRANE -TEXTURED
STAINLESSSTEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
2.5' MIN.
3 1
1'
PREPARED SUBGRADE/ENGINEERED FILL
60 MIL HDPEGEOMEMBRANE -TEXTURED
CUSHION GEOTEXTILE
ANCHORTRENCHBACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
BLIND FLANGE WITH CAP
18" Ø SCH 40 PVCRISER
TOE OF SLOPE
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°ELBOW
60 MILTEXTUREDHDPE
CONCRETE PIPESUPPORT
60 MIL HDPE GEOMEMBRANE -TEXTURED
STAINLESSSTEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
3
1
2.5' MIN.1'
PREPARED SUBGRADE/ENGINEERED FILL
CUSHION GEOTEXTILE
60 MIL HDPEGEOMEMBRANE -TEXTURED
ANCHORTRENCHBACKFILL
WOVEN GEOTEXTILE
18" Ø SCH 40 PVC RISER
TERMINATE WOVEN GEOTEXTILEAND WRAP PIPE
BLIND FLANGE WITH CAP
22.5°ELBOW
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
TOE OF SLOPE
CONCRETE PIPESUPPORT
WOVENGEOTEXTILE
19
06
11A
05
12"60°'60°'
PVC SCHEDULE 40 PVC
1/4" HOLES STAGGEREDEVERY 12 INCHES
LINER SYSTEM DETAILS I
SC0634-05-07
05
JANUARY 2013
SC0634
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
WHITE MESA MILLBLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUEDFOR PROJECT TENDER ORCONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
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9
:
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1

A
M
DATE
GTC
MMC
RBF
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
(1in)(2in)(3in)(4in)
G
8
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
9 DETAIL
BASE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
10 DETAIL
SIDE SLOPE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
11A DETAIL
ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B,04A,04B,05,06,09
11B DETAIL
ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B
12 DETAIL
SECONDARY LEAK DETECTIONRISER PENETRATION
SCALE: 1" = 2'
04A,04B
13 DETAIL
PRIMARY LEAK DETECTIONSYSTEM RISER PENETRATION
SCALE: 1" = 2'
04A,04B
14 DETAIL
SLIMES DRAIN RISERPENETRATION
SCALE: 1" = 2'
04A,04B
15 DETAIL
PERFORATED PIPE
SCALE: 1" = 1'
07,08
NOTES:
1. DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
2. ANCHOR TRENCHES MAY BE CONSTRUCTED WITH A MAXIMUMDEPTH OF 3.5 FEET WITH UP TO 1 FOOT OF BACKFILL BETWEENEACH GEOMEMBRANE IN BOTTOM OF ANCHOR TRENCH.
3. PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF ATLEAST 6-INCHES OF FILL OVERLYING SANDSTONE INACCORDANCE WITH SECTIONS 02200 AND 02220 OF THETECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENTSOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
PREPARED SUBGRADE/ENGINEERED FILL
2'
3'22' ACCESS ROAD
CELL 5A OR 5B
VARIES1
60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
ANCHOR TRENCH BACKFILL
0.75% (MIN.)
PREPAR
E
D

S
U
B
G
R
A
D
E
/
ENGINE
E
R
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D

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I
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60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
PREPARED SUBGRADE/ENGINEERED FILL(NOTE 3)
60 MIL HDPEGEOMEMBRANE - SMOOTH
60 MIL HDPEGEOMEMBRANE - DRAINLINER
300 MIL GEONET
PREPARED SUBGRADE/ENGINEERED FILL
1.5' MIN.(NOTE 2)
2'
3'
0.75%
ANCHOR TRENCH BACKFILL
60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
2'
3'
2'
4'
2.5' MIN.
3
1
1'
PREPARED SUBGRADE/ENGINEERED FILL
60 MIL HDPEGEOMEMBRANE -TEXTURED
CUSHION GEOTEXTILE
ANCHORTRENCHBACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
18" Ø SCH 40 PVCRISER
BLIND FLANGE WITH CAP
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°ELBOW
TOE OF SLOPE
60 MILTEXTUREDHDPE
CONCRETE PIPESUPPORT
60 MIL HDPE GEOMEMBRANE -TEXTURED
STAINLESSSTEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
2.5' MIN.
3 1
1'
PREPARED SUBGRADE/ENGINEERED FILL
60 MIL HDPEGEOMEMBRANE -TEXTURED
CUSHION GEOTEXTILE
ANCHORTRENCHBACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
BLIND FLANGE WITH CAP
18" Ø SCH 40 PVCRISER
TOE OF SLOPE
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°ELBOW
60 MILTEXTUREDHDPE
CONCRETE PIPESUPPORT
60 MIL HDPE GEOMEMBRANE -TEXTURED
STAINLESSSTEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
3
1
2.5' MIN.1'
PREPARED SUBGRADE/ENGINEERED FILL
CUSHION GEOTEXTILE
60 MIL HDPEGEOMEMBRANE -TEXTURED
ANCHORTRENCHBACKFILL
WOVEN GEOTEXTILE
18" Ø SCH 40 PVC RISER
TERMINATE WOVEN GEOTEXTILEAND WRAP PIPE
BLIND FLANGE WITH CAP
22.5°ELBOW
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
TOE OF SLOPE
CONCRETE PIPESUPPORT
WOVENGEOTEXTILE
19
06
11A
05
12"60°'60°'
PVC SCHEDULE 40 PVC
1/4" HOLES STAGGEREDEVERY 12 INCHES
LINER SYSTEM DETAILS I
SC0634-05-07
05
JANUARY 2013
SC0634
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
WHITE MESA MILLBLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUEDFOR PROJECT TENDER ORCONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
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1
2
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1
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2
0
1
2

9
:
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1

A
M
DATE
GTC
MMC
RBF
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
(1in)(2in)(3in)(4in)
G
8
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
9 DETAIL
BASE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
10 DETAIL
SIDE SLOPE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
11A DETAIL
ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B,04A,04B,05,06,09
11B DETAIL
ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B
12 DETAIL
SECONDARY LEAK DETECTIONRISER PENETRATION
SCALE: 1" = 2'
04A,04B
13 DETAIL
PRIMARY LEAK DETECTIONSYSTEM RISER PENETRATION
SCALE: 1" = 2'
04A,04B
14 DETAIL
SLIMES DRAIN RISERPENETRATION
SCALE: 1" = 2'
04A,04B
15 DETAIL
PERFORATED PIPE
SCALE: 1" = 1'
07,08
NOTES:
1. DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
2. ANCHOR TRENCHES MAY BE CONSTRUCTED WITH A MAXIMUMDEPTH OF 3.5 FEET WITH UP TO 1 FOOT OF BACKFILL BETWEENEACH GEOMEMBRANE IN BOTTOM OF ANCHOR TRENCH.
3. PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF ATLEAST 6-INCHES OF FILL OVERLYING SANDSTONE INACCORDANCE WITH SECTIONS 02200 AND 02220 OF THETECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENTSOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
PREPARED SUBGRADE/ENGINEERED FILL
2'
3'22' ACCESS ROAD
CELL 5A OR 5B
VARIES1
60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
ANCHOR TRENCH BACKFILL
0.75% (MIN.)
PREPAR
E
D

S
U
B
G
R
A
D
E
/
ENGINE
E
R
E
D

F
I
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60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
PREPARED SUBGRADE/ENGINEERED FILL(NOTE 3)
60 MIL HDPEGEOMEMBRANE - SMOOTH
60 MIL HDPEGEOMEMBRANE - DRAINLINER
300 MIL GEONET
PREPARED SUBGRADE/ENGINEERED FILL
1.5' MIN.(NOTE 2)
2'
3'
0.75%
ANCHOR TRENCH BACKFILL
60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
2'
3'
2'
4'
2.5' MIN.
3
1
1'
PREPARED SUBGRADE/ENGINEERED FILL
60 MIL HDPEGEOMEMBRANE -TEXTURED
CUSHION GEOTEXTILE
ANCHORTRENCHBACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
18" Ø SCH 40 PVCRISER
BLIND FLANGE WITH CAP
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°ELBOW
TOE OF SLOPE
60 MILTEXTUREDHDPE
CONCRETE PIPESUPPORT
60 MIL HDPE GEOMEMBRANE -TEXTURED
STAINLESSSTEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
2.5' MIN.
3 1
1'
PREPARED SUBGRADE/ENGINEERED FILL
60 MIL HDPEGEOMEMBRANE -TEXTURED
CUSHION GEOTEXTILE
ANCHORTRENCHBACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
BLIND FLANGE WITH CAP
18" Ø SCH 40 PVCRISER
TOE OF SLOPE
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°ELBOW
60 MILTEXTUREDHDPE
CONCRETE PIPESUPPORT
60 MIL HDPE GEOMEMBRANE -TEXTURED
STAINLESSSTEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
3
1
2.5' MIN.1'
PREPARED SUBGRADE/ENGINEERED FILL
CUSHION GEOTEXTILE
60 MIL HDPEGEOMEMBRANE -TEXTURED
ANCHORTRENCHBACKFILL
WOVEN GEOTEXTILE
18" Ø SCH 40 PVC RISER
TERMINATE WOVEN GEOTEXTILEAND WRAP PIPE
BLIND FLANGE WITH CAP
22.5°ELBOW
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
TOE OF SLOPE
CONCRETE PIPESUPPORT
WOVENGEOTEXTILE
19
06
11A
05
12"60°'60°'
PVC SCHEDULE 40 PVC
1/4" HOLES STAGGEREDEVERY 12 INCHES
LINER SYSTEM DETAILS I
SC0634-05-07
05
JANUARY 2013
SC0634
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
WHITE MESA MILLBLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUEDFOR PROJECT TENDER ORCONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

M
i
k
e
C

o
n

1
2
/
2
1
/
2
0
1
2

9
:
5
1

A
M
DATE
GTC
MMC
RBF
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
(1in)(2in)(3in)(4in)
G
8
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
9 DETAIL
BASE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
10 DETAIL
SIDE SLOPE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
11A DETAIL
ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B,04A,04B,05,06,09
11B DETAIL
ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B
12 DETAIL
SECONDARY LEAK DETECTIONRISER PENETRATION
SCALE: 1" = 2'
04A,04B
13 DETAIL
PRIMARY LEAK DETECTIONSYSTEM RISER PENETRATION
SCALE: 1" = 2'
04A,04B
14 DETAIL
SLIMES DRAIN RISERPENETRATION
SCALE: 1" = 2'
04A,04B
15 DETAIL
PERFORATED PIPE
SCALE: 1" = 1'
07,08
NOTES:
1. DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
2. ANCHOR TRENCHES MAY BE CONSTRUCTED WITH A MAXIMUMDEPTH OF 3.5 FEET WITH UP TO 1 FOOT OF BACKFILL BETWEENEACH GEOMEMBRANE IN BOTTOM OF ANCHOR TRENCH.
3. PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF ATLEAST 6-INCHES OF FILL OVERLYING SANDSTONE INACCORDANCE WITH SECTIONS 02200 AND 02220 OF THETECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENTSOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
1.00
Horizontal Seismic Load Coefficient, Ky = 0.65White Mesa Mill Cell 5A
Section A-A'
Yield Acceleration Determination
Analysis Method: Morgenstern-Price
West - Cell 5A
East - Cell 5BTailings
Dakota Sandstone
Berm
Cell Surface Pool Elevation
Liner
FIGURE 5Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
1.00
Horizontal Seismic Load Coefficient, Ky = 0.66
Tailings
North - Cell 4B
South - Cell 5A
White Mesa Mill Cell 5A
Section B-B'
Yield Acceleration Determination
Analysis Method: Morgenstern-Price
Dakota Sandstone
Cell Surface
Liner
Berm
Pool Elevation
FIGURE 9Distance (feet)
0 100 200 300 400 500 600 700 800
(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
0 100 200 300 400 500 600 700 800
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
1.00
White Mesa Mill Cell 5B
Section C-C'
Yield Acceleration Determination
Analysis Method: Morgenstern-Price
South North - Cell 5B
Tailings
Dakota Sandstone
Berm Cell Surface
Pool Elevation
Liner
FIGURE 13
Horizontal Seismic Load Coefficient, Ky = 0.51
Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
TABLE 1
SUMMARY OF SLOPE STABILITY ANALYSES
Energy Fuels - White Mesa Mill, Cells 5A & 5B
Blanding, Utah
Static --1.5 3.2
Seismic Loading (0.1g)--1.3 2.6
Construction Loading --1.1 2.0
Yield Acceleration 0.65 1.0 1.0
Static --1.5 3.2
Seismic Loading (0.1g)--1.3 2.6
Construction Loading --1.1 2.1
Yield Acceleration 0.66 1.0 1.0
Static --1.5 3.4
Seismic Loading (0.1g)--1.3 2.5
Construction Loading --1.1 2.8
Yield Acceleration 0.51 1.0 1.0
Tailings Slope Interim Tailings Slope
Cell 4B filled with
tailings; Cell 5A
partially full
--1.3 1.3
B-B'
C-C'
Cell 4B filled with
tailings; Cell 5A
empty
Cell 5A filled with
tailings; Cell 5B
empty
Cell 5B filled with
tailings
Cross Section Loading Condition Cell Condition
Yield
Acceleration
Minimum Factor
of Safety
Calculated
Factor of Safety
A-A'
3.30 3.40 3.50
3.23
White Mesa Mill Cell 5A
Section A-A'
Static Loading
Analysis Method: Morgenstern-Price
West - Cell 5A
East - Cell 5BTailings
Dakota Sandstone
Berm
Cell Surface Pool Elevation
Liner
FIGURE 2Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.010 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
2.6 0
3.0 0
2.58
White Mesa Mill Cell 5A
Section A-A'
Seismic Loading (0.1g)
Analysis Method: Morgenstern-Price
West - Cell 5A
East - Cell 5BTailings
Dakota Sandstone
Berm
Cell Surface Pool Elevation
Liner
FIGURE 3Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
2 .2 0
2.4 0
2.60
2.04
White Mesa Mill Cell 5A
Section A-A'
Construction Loading
Analysis Method: Morgenstern-Price
West - Cell 5A
East - Cell 5BTailings
Dakota Sandstone
Berm
Cell Surface Pool Elevation
Liner
FIGURE 4
16 kips
Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
1.00
Horizontal Seismic Load Coefficient, Ky = 0.65White Mesa Mill Cell 5A
Section A-A'
Yield Acceleration Determination
Analysis Method: Morgenstern-Price
West - Cell 5A
East - Cell 5BTailings
Dakota Sandstone
Berm
Cell Surface Pool Elevation
Liner
FIGURE 5Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
3.23
Tailings
North - Cell 4B
South - Cell 5A
White Mesa Mill Cell 5A
Section B-B'
Static Loading
Analysis Method: Morgenstern-Price
Dakota Sandstone
Cell Surface
Liner
Berm
Pool Elevation
FIGURE 6Distance (feet)
0 100 200 300 400 500 600 700 800
(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
0 100 200 300 400 500 600 700 800
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
2.60
2.70
2.80
2.57
Tailings
North - Cell 4B
South - Cell 5A
White Mesa Mill Cell 5A
Section B-B'
Seismic Loading (0.1g)
Analysis Method: Morgenstern-Price
Dakota Sandstone
Cell Surface
Liner
Berm
Pool Elevation
FIGURE 7Distance (feet)
0 100 200 300 400 500 600 700 800
(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
0 100 200 300 400 500 600 700 800
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
2 .2 0
2 .4 0
2.10
16 kips
Tailings
North - Cell 4B
South - Cell 5A
White Mesa Mill Cell 5A
Section B-B'
Construction Loading
Analysis Method: Morgenstern-Price
Dakota Sandstone
Cell Surface
Liner
Berm
Pool Elevation
FIGURE 8Distance (feet)
0 100 200 300 400 500 600 700 800
(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
0 100 200 300 400 500 600 700 800
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
1.00
Horizontal Seismic Load Coefficient, Ky = 0.66
Tailings
North - Cell 4B
South - Cell 5A
White Mesa Mill Cell 5A
Section B-B'
Yield Acceleration Determination
Analysis Method: Morgenstern-Price
Dakota Sandstone
Cell Surface
Liner
Berm
Pool Elevation
FIGURE 9Distance (feet)
0 100 200 300 400 500 600 700 800
(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
0 100 200 300 400 500 600 700 800
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
3.5
0

3
.
7
0

3.42
White Mesa Mill Cell 5B
Section C-C'
Static Loading
Analysis Method: Morgenstern-Price
South North - Cell 5B
Tailings
Dakota Sandstone
Berm
Cell Surface
Pool Elevation
Liner
FIGURE 10Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
2
.5
5

2
.
6
0

2.65
2.54
White Mesa Mill Cell 5B
Section C-C'
Seismic Loading (0.1g)
Analysis Method: Morgenstern-Price
South North - Cell 5B
Tailings
Dakota Sandstone
Berm
Cell Surface
Pool Elevation
Liner
FIGURE 11Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
2.85
2.95
2.77
White Mesa Mill Cell 5B
Section C-C'
Construction Loading
Analysis Method: Morgenstern-Price
South North - Cell 5B
Tailings
Dakota Sandstone
Berm
Cell Surface
Pool Elevation
Liner
FIGURE 12
16 kips
Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
1.00
White Mesa Mill Cell 5B
Section C-C'
Yield Acceleration Determination
Analysis Method: Morgenstern-Price
South North - Cell 5B
Tailings
Dakota Sandstone
Berm Cell Surface
Pool Elevation
Liner
FIGURE 13
Horizontal Seismic Load Coefficient, Ky = 0.51
Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
1.31
White Mesa Mill Cell 5A
Interim Tailings Slope
Analysis Method: Morgenstern-Price
West - Cell 5A East - Cell 4B
7
Dakota Sandstone
TailingsBerm
Liner
Cell Surface
Water Tailings
Liner
1
FIGURE 14Distance, feet
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700
(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
6.06
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700
El
e
v
a
t
i
o
n
,

f
e
e
t

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
6.06
TABLE 3
White Mesa Mill
Cell 5B Slimes Drain
Maximum Liquid Depth
SC0634.Slimes Drain Drainage5B.20121106.xls 12/13/2012
Permeability
(cm/sec)
Permeability
(ft/min)
Drainage Path
Length (ft.)
Thickness
(VF)Q (cfm/ft)
Volume of
Liquid
(CF/ft)
Time to
Dewater
(min/VF/ft)
Time to
Dewater
(days/VF/ft)
Total Flow
Rate (gpm)
Volume Removed
(gal)
Pipe
Limitation
(days)
3.31E-04 6.51E-04 49.7 43 6.57E-04 11 16,731 11.62 148.14 2,478,439 0.08
3.31E-04 6.51E-04 49.2 42 6.49E-04 11 16,957 11.78 146.16 2,478,439
3.31E-04 6.51E-04 48.6 41 6.41E-04 11 17,158 11.92 144.44 2,478,439
3.31E-04 6.51E-04 48.1 40 6.32E-04 11 17,406 12.09 142.39 2,478,439
3.31E-04 6.51E-04 47.6 39 6.23E-04 11 17,667 12.27 140.28 2,478,439
3.31E-04 6.51E-04 47.1 38 6.13E-04 11 17,942 12.46 138.14 2,478,439
3.31E-04 6.51E-04 46.7 37 6.02E-04 11 18,270 12.69 135.66 2,478,439
3.31E-04 6.51E-04 46.3 36 5.91E-04 11 18,617 12.93 133.13 2,478,439
3.31E-04 6.51E-04 45.9 35 5.79E-04 11 18,983 13.18 130.56 2,478,439
3.31E-04 6.51E-04 45.5 34 5.68E-04 11 19,371 13.45 127.94 2,478,439
3.31E-04 6.51E-04 45.1 33 5.56E-04 11 19,783 13.74 125.28 2,478,439
3.31E-04 6.51E-04 44.8 32 5.43E-04 11 20,265 14.07 122.30 2,478,439
3.31E-04 6.51E-04 44.5 31 5.29E-04 11 20,779 14.43 119.28 2,478,439
3.31E-04 6.51E-04 44.3 30 5.15E-04 11 21,375 14.84 115.95 2,478,439
3.31E-04 6.51E-04 44.0 29 5.01E-04 11 21,962 15.25 112.85 2,478,439
3.31E-04 6.51E-04 43.8 28 4.86E-04 11 22,643 15.72 109.46 2,478,439
3.31E-04 6.51E-04 43.7 27 4.70E-04 11 23,428 16.27 105.79 2,478,439
3.31E-04 6.51E-04 43.5 26 4.54E-04 11 24,218 16.82 102.34 2,478,439
3.31E-04 6.51E-04 43.4 25 4.38E-04 11 25,129 17.45 98.63 2,478,439
3.31E-04 6.51E-04 43.3 24 4.21E-04 11 26,116 18.14 94.90 2,478,439
3.31E-04 6.51E-04 43.3 23 4.04E-04 11 27,251 18.92 90.95 2,478,439
3.31E-04 6.51E-04 43.2 22 3.87E-04 11 28,424 19.74 87.20 2,478,439
3.31E-04 6.51E-04 43.2 21 3.69E-04 11 29,778 20.68 83.23 2,478,439
3.31E-04 6.51E-04 43.3 20 3.51E-04 11 31,339 21.76 79.09 2,478,439
3.31E-04 6.51E-04 43.3 19 3.33E-04 11 32,988 22.91 75.13 2,478,439
3.31E-04 6.51E-04 43.4 18 3.15E-04 11 34,901 24.24 71.01 2,478,439
3.31E-04 6.51E-04 43.6 17 2.96E-04 11 37,125 25.78 66.76 2,478,439
3.31E-04 6.51E-04 43.7 16 2.78E-04 11 39,535 27.46 62.69 2,478,439
3.31E-04 6.51E-04 43.9 15 2.60E-04 11 42,364 29.42 58.50 2,478,439
3.31E-04 6.51E-04 44.1 14 2.41E-04 11 45,597 31.66 54.36 2,478,439
3.31E-04 6.51E-04 44.4 13 2.22E-04 11 49,438 34.33 50.13 2,478,439
3.31E-04 6.51E-04 44.7 12 2.04E-04 11 53,920 37.44 45.96 2,478,439
3.31E-04 6.51E-04 45.0 11 1.86E-04 11 59,217 41.12 41.85 2,478,439
3.31E-04 6.51E-04 45.3 10 1.68E-04 11 65,573 45.54 37.80 2,478,439
3.31E-04 6.51E-04 45.7 9 1.50E-04 11 73,502 51.04 33.72 2,478,439
3.31E-04 6.51E-04 46.0 8 1.32E-04 11 83,233 57.80 29.78 2,478,439
3.31E-04 6.51E-04 46.5 7 1.14E-04 11 96,157 66.78 25.77 2,478,439
3.31E-04 6.51E-04 46.9 6 9.72E-05 11 113,148 78.58 21.90 2,478,439
3.31E-04 6.51E-04 47.4 5 8.02E-05 11 137,225 95.30 18.06 2,478,439
3.31E-04 6.51E-04 47.8 4 6.36E-05 11 172,979 120.12 14.33 2,478,439
3.31E-04 6.51E-04 48.3 3 4.72E-05 11 233,051 161.84 10.63 2,478,439
3.31E-04 6.51E-04 48.9 2 3.11E-05 11 353,919 245.78 7.00 2,478,439
3.31E-04 6.51E-04 49.4 1 1.54E-05 11 715,076 496.58 3.47 2,478,439
days 2,055.93 96,659,131 0.08
years 5.63
Average Soil Porosity 0.22
Geomean Soil Permeability 3.31E-04 cm/sec
Distance Between Drains 50 ft
Thickness of Unit 1 ft
Maximum Depth 43 ft
Length of Strip Drain 30,120 ft
TABLE 4
White Mesa Mill
Cell 5B Slimes Drain
Average Liquid Depth
SC0634.Slimes Drain Drainage5B.20121106.xls 12/13/2012
Permeability
(cm/sec)
Permeability
(ft/min)
Drainage
Path Length
(ft.)
Thickness
(VF)Q (cfm/ft)
Volume of
Liquid
(CF/ft)
Time to
Dewater
(min/VF/ft)
Time to
Dewater
(days/VF/ft)
Total Flow
Rate (gpm)
Volume Removed
(gal)
3.31E-04 6.51E-04 42.2 34 6.12E-04 11 17,966 12.48 137.95 2,478,439
3.31E-04 6.51E-04 41.8 33 6.00E-04 11 18,335 12.73 135.17 2,478,439
3.31E-04 6.51E-04 41.5 32 5.86E-04 11 18,773 13.04 132.02 2,478,439
3.31E-04 6.51E-04 41.2 31 5.72E-04 11 19,238 13.36 128.83 2,478,439
3.31E-04 6.51E-04 41.0 30 5.56E-04 11 19,783 13.74 125.28 2,478,439
3.31E-04 6.51E-04 40.8 29 5.40E-04 11 20,365 14.14 121.70 2,478,439
3.31E-04 6.51E-04 40.6 28 5.24E-04 11 20,989 14.58 118.08 2,478,439
3.31E-04 6.51E-04 40.5 27 5.07E-04 11 21,713 15.08 114.15 2,478,439
3.31E-04 6.51E-04 40.4 26 4.89E-04 11 22,492 15.62 110.19 2,478,439
3.31E-04 6.51E-04 40.3 25 4.71E-04 11 23,334 16.20 106.22 2,478,439
3.31E-04 6.51E-04 40.3 24 4.53E-04 11 24,306 16.88 101.97 2,478,439
3.31E-04 6.51E-04 40.3 23 4.34E-04 11 25,363 17.61 97.72 2,478,439
3.31E-04 6.51E-04 40.3 22 4.15E-04 11 26,516 18.41 93.47 2,478,439
3.31E-04 6.51E-04 40.4 21 3.95E-04 11 27,848 19.34 89.00 2,478,439
3.31E-04 6.51E-04 40.6 20 3.74E-04 11 29,385 20.41 84.34 2,478,439
3.31E-04 6.51E-04 40.7 19 3.55E-04 11 31,007 21.53 79.93 2,478,439
3.31E-04 6.51E-04 40.9 18 3.34E-04 11 32,891 22.84 75.35 2,478,439
3.31E-04 6.51E-04 41.2 17 3.14E-04 11 35,081 24.36 70.65 2,478,439
3.31E-04 6.51E-04 41.4 16 2.94E-04 11 37,455 26.01 66.17 2,478,439
3.31E-04 6.51E-04 41.8 15 2.73E-04 11 40,338 28.01 61.44 2,478,439
3.31E-04 6.51E-04 42.1 14 2.53E-04 11 43,529 30.23 56.94 2,478,439
3.31E-04 6.51E-04 42.5 13 2.32E-04 11 47,323 32.86 52.37 2,478,439
3.31E-04 6.51E-04 42.9 12 2.13E-04 11 51,749 35.94 47.89 2,478,439
3.31E-04 6.51E-04 43.3 11 1.93E-04 11 56,980 39.57 43.50 2,478,439
3.31E-04 6.51E-04 43.8 10 1.73E-04 11 63,402 44.03 39.09 2,478,439
3.31E-04 6.51E-04 44.3 9 1.54E-04 11 71,250 49.48 34.78 2,478,439
3.31E-04 6.51E-04 44.8 8 1.36E-04 11 81,061 56.29 30.57 2,478,439
3.31E-04 6.51E-04 45.4 7 1.17E-04 11 93,882 65.20 26.40 2,478,439
3.31E-04 6.51E-04 46.0 6 9.91E-05 11 110,977 77.07 22.33 2,478,439
3.31E-04 6.51E-04 46.6 5 8.15E-05 11 134,909 93.69 18.37 2,478,439
3.31E-04 6.51E-04 47.2 4 6.44E-05 11 170,808 118.62 14.51 2,478,439
3.31E-04 6.51E-04 47.9 3 4.76E-05 11 231,121 160.50 10.72 2,478,439
3.31E-04 6.51E-04 48.6 2 3.13E-05 11 351,748 244.27 7.05 2,478,439
3.31E-04 6.51E-04 49.3 1 1.54E-05 11 713,629 495.58 3.47 2,478,439
days 1,899.68 76,831,617
years 5.20
Average Soil Porosity 0.22
Geomean Soil Permeability 3.31E-04 cm/sec
Distance Between Drains 50 ft
Thickness of Unit 1 ft
Average Depth 34 ft
Length of Strip Drain 30,120 ft
TABLE 5
White Mesa Mill
Cell 5B Slimes Drain
Minimum Liquid Depth
SC0634.Slimes Drain Drainage5B.20121106.xls 12/13/2012
Permeability
(cm/sec)
Permeability
(ft/min)
Drainage
Path Length
(ft.)
Thickness
(VF)Q (cfm/ft)
Volume of
Liquid
(CF/ft)
Time to
Dewater
(min/VF/ft)
Time to
Dewater
(days/VF/ft)
Total Flow
Rate (gpm)
Volume Removed
(gal)
3.31E-04 6.51E-04 35.4 25 5.37E-04 11 20,497 14.23 120.92 2,478,439
3.31E-04 6.51E-04 35.4 24 5.15E-04 11 21,351 14.83 116.08 2,478,439
3.31E-04 6.51E-04 35.5 23 4.92E-04 11 22,342 15.52 110.93 2,478,439
3.31E-04 6.51E-04 35.6 22 4.70E-04 11 23,424 16.27 105.81 2,478,439
3.31E-04 6.51E-04 35.8 21 4.46E-04 11 24,677 17.14 100.44 2,478,439
3.31E-04 6.51E-04 36.1 20 4.21E-04 11 26,128 18.14 94.86 2,478,439
3.31E-04 6.51E-04 36.4 19 3.97E-04 11 27,731 19.26 89.37 2,478,439
3.31E-04 6.51E-04 36.7 18 3.73E-04 11 29,513 20.50 83.98 2,478,439
3.31E-04 6.51E-04 37.1 17 3.48E-04 11 31,590 21.94 78.46 2,478,439
3.31E-04 6.51E-04 37.6 16 3.23E-04 11 34,017 23.62 72.86 2,478,439
3.31E-04 6.51E-04 38.1 15 2.99E-04 11 36,767 25.53 67.41 2,478,439
3.31E-04 6.51E-04 38.6 14 2.76E-04 11 39,910 27.72 62.10 2,478,439
3.31E-04 6.51E-04 39.2 13 2.52E-04 11 43,648 30.31 56.78 2,478,439
3.31E-04 6.51E-04 39.8 12 2.29E-04 11 48,010 33.34 51.62 2,478,439
3.31E-04 6.51E-04 40.5 11 2.06E-04 11 53,295 37.01 46.50 2,478,439
3.31E-04 6.51E-04 41.2 10 1.84E-04 11 59,638 41.42 41.56 2,478,439
3.31E-04 6.51E-04 42.0 9 1.63E-04 11 67,551 46.91 36.69 2,478,439
3.31E-04 6.51E-04 42.8 8 1.42E-04 11 77,442 53.78 32.00 2,478,439
3.31E-04 6.51E-04 43.6 7 1.22E-04 11 90,160 62.61 27.49 2,478,439
3.31E-04 6.51E-04 44.4 6 1.03E-04 11 107,117 74.39 23.14 2,478,439
3.31E-04 6.51E-04 45.3 5 8.39E-05 11 131,146 91.07 18.90 2,478,439
3.31E-04 6.51E-04 46.2 4 6.58E-05 11 167,189 116.10 14.82 2,478,439
3.31E-04 6.51E-04 47.1 3 4.84E-05 11 227,261 157.82 10.91 2,478,439
3.31E-04 6.51E-04 48.0 2 3.17E-05 11 347,406 241.25 7.13 2,478,439
3.31E-04 6.51E-04 49.0 1 1.55E-05 11 709,286 492.56 3.49 2,478,439
days 1,713.26 57,004,103
years 4.69
Average Soil Porosity 0.22
Geomean Soil Permeability 3.31E-04 cm/sec
Distance Between Drains 50 ft
Thickness of Unit 1 ft
Minimum Depth 25 ft
Length of Strip Drain 30,120 ft

APPENDIX E
Boring Logs and Geotechnical Laboratory
Results

Appendix E-1
Seismic Refraction Summary

TABLE E-1
SUMMARY OF SEISMIC REFRACTION SURVEYS
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
0 to 4 1287 to 1392 Rippable
4 to 36 4944 to 5053 Rippable
> 36 6195 to 7403 Rippable
0 to 6 1312 to 2563 Rippable
> 6 5358 to 6372 Rippable
0 to 4 1341 to 1408 Rippable
4 to 14 3457 to 5578 Rippable
> 14 6512 to 6802 Rippable
0 to 8 1571 to 2191 Rippable
8 to 12 4245 to 5672 Rippable
>12 6538 to 7012 Rippable
0 to 5 1482 to 1658 Rippable
5 to 21 3866 to 4754 Rippable
>21 6087 to 6492 Rippable
0 to 6 1804 to 2078 Rippable
>6 4854 to 5966 Rippable
0 to 4 1059 to 1317 Rippable
4 to 25 3264 to 4564 Rippable
>25 5918 to 6499 Rippable
0 to 5 1052 to 1681 Rippable
5 to 14 2998 to 5299 Rippable
>14 5663 to 7907 Marginal
0 to 9 1137 to 1691 Rippable
>9 6235 to 7003 Rippable
0 to 7 1684 to 1939 Rippable
>7 6281 to 8285 Marginal
0 to 3 2083 to 2347 Rippable
3 to 46 4826 to 4905 Rippable
0-7.0 FT Residual Soil
7.0-8.5 FT Weathered Sandstone
8.5-9.5 FT Dakota Sandstone
0-5 FT Residual Soil
5.0-6.75 FT Weathered Sandstone
6.75 to 7.0 FT Dakota Sandstone
Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points
5A
5A
0-1.5 FT Residual Soil
1.5-7.5 FT Weathered Sandstone
7.5-8.0 FT Shale Layer
8.0 FT Dakota Sandstone
Fwd
N20E
Rev
N75W
Fwd
S75E
Fwd
N32W
Rev
S32E
N37.52546
Fwd
N62E 5A
--
Excavatability Assessment3
N37.52507 W109.51506 --
5A
5A
5A
5A
W109.51793
5A
Fwd
S32E
Fwd
N32W
Rev
N32W
Fwd
S65E
Fwd
S30E
--
--
Survey Number Survey Line
Direction Cell (5A or 5B)
5A
N37.52554 W109.51566 5ASL-12-01-01R
5AW109.51749
TP12-02 N37.52600 W109.51614 Fwd
N30W 5A
SL-12-01-01F N37.52603 W109.51611
SL-12-02-01F N37.52603 W109.51611
SL-12-02-01R N37.52647 W109.51649
SL-12-03-01R N37.52447 W109.51466 Rev
N30E 5A
N37.52546 W109.51749
W109.51675
SL-12-03-01F N37.52499 W109.51506 Fwd
S30W
SL-12-04-01F
N37.52388
5A
N37.52532
SL-12-06-01F
TP12-01
TP12-07
N37.52438 W109.51460
SL-12-05-01F N37.52384 W109.51791
SL-12-05-01R N37.52416 W109.51729 Rev
S62W 5A
TP12-04
SL-12-04-01R
0-5.25 FT Residual Soil
5.25-6.75 FT Weathered Sandstone 6.75
to 7.0 FT Dakota Sandstone
TABLE E-1
SUMMARY OF SEISMIC REFRACTION SURVEYS
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points Excavatability Assessment3

Survey Number Survey Line
Direction Cell (5A or 5B)
0 to 4 1489 to 2965 Rippable
>4 4955 to 6415 Rippable
0 to 4 1488 to 2035 Rippable
4 to 19 4757 to 5046 Rippable
> 19 6696 Rippable
0 to 4 1308 to 2080 Rippable
4 to 34 4899 to 5169 Rippable
> 34 8444 to 8736 Marginal
0 to 5 1061 to 1283 Rippable
5 to 17 3354 to 4800 Rippable
> 17 6025 Rippable
0 to 7 1521 to 1732 Rippable
> 7 4927 to 5849 Rippable
0 to 5 1211 to 2207 Rippable
>5 5570 to 6148 Rippable
0 to 6 1269 to 1639 Rippable
6 to 17 4661 to 6630 Rippable
>17 7230 to 7274 Rippable
0 to 6 1442 to 1904 Rippable
>6 5620 to 7611 Marginal
0 to 4 1835 to 2395 Rippable
>4 6387 to 7509 Marginal
0-2.0 FT Residual Soil
2.0-3.5 FT Weathered Sandstone
3.5 FT Dakota Sandstone
--
Fwd
N40E
Rev
S62W
5A
--
--
5A
5A
5A
--
Fwd
S65W
Fwd
N10W
0-4.5 FT Residual Soil
4.5-6.5 FT Weathered Sandstone
6.5-7.5 FT Dakota Sandstone
0-6.0 FT Residual Soil
6.0-7.5 FT Weathered Sandstone
7.5 FT Dakota Sandstone
0-5.5 FT Residual Soil
5.5-7.0 FT Weathered Sandstone
7.0 FT Dakota Sandstone
0-4.5 FT Residual Soil
4.5-9.0 FT Weathered Sandstone
9.0-9.5 FT Dakota Sandstone
0-5.5 FT Residual Soil
5.5-6.5 FT Weathered Sandstone
6.5-7.5 FT Dakota Sandstone
5A/5B --
SL-12-10-01F N37.524778 W109.50861 5B
5BSL-12-10-01R N37.52452 W109.50928 Rev
N68E
Fwd
S68W
TP12-10 N37.52464 W109.51260 Fwd
N88W
W109.51648N37.52443
TP12-03 N37.52559 W109.51355
SL-12-08-01F
SL-12-08-01R
TP12-05
W109.51582N37.52477
N37.52443 W109.51621
TP12-08 N37.52326 W109.51534
N37.52388 5ARev
N30W
W109.51372
SL-12-07-01F N37.52438 W109.51460
Rev
N30W
Fwd
S30E
Fwd
N30W 5A --
Fwd
N62E
5A
5A
5A
5A
5A/5BFwd
N20E
SL-12-06-01R
SL-12-07-01R
W109.51418
TP12-06 N37.52408 W109.51434
N37.52338
SL-12-09-01R N37.52570 W109.51324 Rev
S65W 5A
SL-12-09-01F N37.52544 W109.51392 Fwd
N65E
TP12-09 N37.52294 W109.51320
TABLE E-1
SUMMARY OF SEISMIC REFRACTION SURVEYS
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points Excavatability Assessment3

Survey Number Survey Line
Direction Cell (5A or 5B)
0 to 6 1157 to 1227 Rippable
>6 7036 to 7052 Rippable
0 to 10 1411 to 1480 Rippable
>10 7343 to 8088 Marginal
0 to 4 1061 to 1488 Rippable
4 to 17 3331 to 4947 Rippable
> 17 8999 to 9761 Non-Rippable
0 to 3 1672 to 1955 Rippable
3 to 18 4721 to 5496 Rippable
>18 6643 to 7372 Rippable
0 to 6 1349 to 3557 Rippable
>6 7286 to 9352 Non-Rippable
0 to 5 1138 to 1248 Rippable
>5 6186 to 8977 Marginal
0 to 6 1098 to 1775 Rippable
6 to 28 6361 to 6041 Rippable
>28 8046 to 8964 Marginal
0 to 6 1369 to 1419 Rippable
>6 7171 to 7762 Marginal
0 to 8 1478 to 3030 Rippable
>8 6346 to 7738 Marginal
0 to 9 1305 to 1554 Rippable
9 to 16 3197 to 4279 Rippable
>16 7886 to 8107 Marginal
TP12-17 N37.52253 W109.51065 Fwd
N8E 5B ---
0-0.5 FT Residual Soil
0.5-2.0 FT Weathered Sandstone
2.0-3.5 FT Dakota Sandstone
Fwd
S65W 5B --
0-6.5 FT Residual Soil
6.5-7.5 FT Weathered Sandstone
7.5-8.0 FT Dakota Sandstone
TP12-13 N37.52419 W109.51025 Fwd
S70W 5B ---
0-0.5 FT Residual Soil
0.5-1.0 FT Weathered Sandstone
1.0-2.0 FT Dakota Sandstone
SL-12-11-01R N37.524778 W109.50861
SL-12-12-01R N37.52441 W109.50956 Rev
S70W 5B
SL-12-12-01F
0-5.5 FT Residual Soil
5.5-6.0 FT Weathered Sandstone
6.5 FT Dakota Sandstone
0-3.5 FT Residual Soil
3.5-11.0 FT Weathered Sandstone
11.0-12.0 FT Dakota Sandstone
-
TP12-15
SL-12-15-01F N37.52542 W109.51112
5B
5B
N37.52361 W109.51167 --
Fwd
N25W
Rev
S30E
Fwd
S20E
Fwd
S60W
SL-12-15-01R N37.52493 W109.51077
TP12-11
5B
5BN37.52512 W109.51098 -
SL-12-14-01F N37.52330 W109.51234
Rev
N70E
Fwd
S70W
SL-12-14-01R N37.52361 W109.51167
5B
5B
Fwd
N62E
Rev
S62W
SL-12-13-01R N37.52389 W109.51102
N37.52419 W109.51025 Fwd
N70E 5B
5B
SL-12-13-01F N37.5249 W109.51025 5B
SL-12-11-01F N37.525045 W109.507928 5B
5BRev
S68W
Fwd
N68E
TP12-12 N37.52479 W109.50859
TABLE E-1
SUMMARY OF SEISMIC REFRACTION SURVEYS
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points Excavatability Assessment3

Survey Number Survey Line
Direction Cell (5A or 5B)
0 to 6 1388 Rippable
6 to 22 2951 to 5517 Rippable
>22 9648 Non-Rippable
0 to 6 1215 to 1816 Rippable
>6 6435 to 6930 Rippable
0 to 4 1391 to 2336 Rippable
4 to 37 4801 to 4874 Rippable
>37 7554 Marginal
0 to 5 1694 to 1730 Rippable
5 to 22 4762 to 5491 Rippable
>22 6479 to 6483 Rippable
0 to 5 1090 to 1379 Rippable
5 to 26 5202 to 6893 Rippable
>26 7491 to 10938 Non-Rippable
0 to 4 1361 to 1420 Rippable
4 to 20 5110 to 5363 Rippable
>20 7861 to 11264 Non-Rippable
Notes:
1 - Surveyed end point of refraction survey lines coordinates in Latitude/Longitude decimal degree World Geodetic System (WGS) 84. Data collected in field.
2 - Calculated depth of seismic refractor based on P-wave first arrival times using Snells Law.
3 - Excavatability assessment based on correlations between seismic wave velocities and rippability using a Single Shank No. 9 ripper on a D9N dozer (Caterpillar, 2006)
RS - Residual Soil
wxs - weathered sandstone
Kds - Cretaceous Dakota Sandstone
TP12-14 N37.52431 W109.50749 Fwd
S88W 5B ---
0-4.5 FT Residual Soil
4.5-7.5 FT Weathered Sandstone
7.5 FT Dakota Sandstone
SL-12-18-01F N37.52431 W109.50755 Fwd
E-W 5B
SL-12-18-01R N37.52430 W109.50829 Rev
E-W 5B
TP12-19 N37.52550 W109.50965 Fwd
N15W 5B --0-1.5 FT Residual Soil
1.5 FT Dakota Sandstone
0-4.5 FT Residual Soil
4.5-6.0 FT Weathered Sandstone
6.0-6.5 FT Dakota Sandstone
-
0-0.5 FT Residual Soil
0.5-6.0 FT Weathered Sandstone
6.0-6.5 FT Dakota Sandstone
Rev
N32W
Fwd
S32E
TP12-16 N37.52329 W109.50913 Fwd
S40E 5B
Fwd
N30W
SL-12-17-01R N37.52280 W109.50872 5B
TP12-18 5BN37.52223 W109.50835 --
--
SL-12-16-01F N37.52330 W109.50919 5B
Rev
S32E
Fwd
N32W
SL-12-17-01F N37.52330 W109.50919 5B
5BSL-12-16-01R N37.52380 W109.50957
TABLE E-2
SEISMIC VELOCITY AND RIPPABILITY CORRELATION
Energy Fuels, White Mesa Mill
Blanding, Utah
Excavatability assessment based on correlations between seismic wave velocities and rippability of various 
materials using a Single Shank No. 9 ripper on a D9N dozer (Caterpillar, 2006)

Appendix E-2
Trench Logs

Appendix E-3
Geotechnical Laboratory Data

APPENDIX F
Chemical Resistance Charts

GSEworld.com
TECHNICAL NOTE
Medium Concentration
Resistance at:
Medium Concentration
Resistance at:
20° C(68° F)60° C(140° F)20° C(68° F)60° C(140° F)
A
Acetic acid 100% S L
Acetic acid 10% S SAcetic acid anhydride 100% S L
Acetone 100% L L
Adipic acid sat. sol. S S
Allyl alcohol 96% S S
Aluminum chloride sat. sol. S SAluminum fluoride sat. sol. S S
Aluminum sulfate sat. sol. S S
Alum sol. S S
Ammonia, aqueous dil. sol. S S
Ammonia, gaseous dry 100% S SAmmonia, liquid 100% S S
Ammonium chloride sat. sol. S S
Ammonium fluoride sol. S S
Ammonium nitratesat. sol. S S
Ammonium sulfate sat. sol. S SAmmonium sulfide sol. S S
Amyl acetate 100% S L
Amyl alcohol 100% S L
B
Barium carbonate sat. sol. S SBarium chloride sat. sol. S S
Barium hydroxide sat. sol. S S
Barium sulfate sat. sol. S S
Barium sulfide sol. S S
Benzaldehyde 100% S LBenzene — L L
Benzoic acid sat. sol. S S
Beer — S S
Borax (sodium tetraborate) sat. sol. S S
Boric acid sat. sol. S SBromine, gaseous dry 100% U U
Bromine, liquid 100% U U
Butane, gaseous 100% S S
1-Butanol 100% S S
Butyric acid 100% S LC
Calcium carbonate sat. sol. S S
Calcium chlorate sat. sol. S S
Calcium chloride sat. sol. S S
Calcium nitrate sat. sol. S SCalcium sulfate sat. sol. S S
Calcium sulfide dil. sol. L L
Carbon dioxide, gaseous dry 100% S S
Carbon disulfide 100% L U
Carbon monoxide 100% S SChloracetic acid sol. S S
Carbon tetrachloride 100% L U
Chlorine, aqueous solution sat. sol. L U
Chlorine, gaseous dry 100% L U
Chloroform 100% U U
Chromic acid 20% S L
Chromic acid 50% S L
Citric acid sat. sol. S S
Copper chloride sat. sol. S S
Copper nitrate sat. sol. S S
Copper sulfate sat. sol. S SCresylic acid sat. sol. L —
Cyclohexanol 100% S S
Cyclohexanone 100% S L
D
Decahydronaphthalene 100% S LDextrine sol. S S
Diethyl ether 100% L —
Dioctylphthalate 100% S L
Dioxane 100% S S
EEthanediol 100% S S
Ethanol 40% S L
Ethyl acetate 100% S U
Ethylene trichloride 100% U U
F Ferric chloride sat. sol. S S
Ferric nitrate sol. S S
Ferric sulfate sat. sol. S S
Ferrous chloride sat. sol. S S
Ferrous sulfate sat. sol. S SFluorine, gaseous 100% U U
Fluorosilicic acid 40% S S
Formaldehyde 40% S S
Formic acid 50% S S
Formic acid 98-100% S SFurfuryl alcohol 100% S L
G
Gasoline — S L
Glacial acetic acid 96% S L
Glucose sat. sol. S SGlycerine 100% S S
Glycol sol S S
H
Heptane 100% S U
Hydrobromic acid 50% S SHydrobromic acid 100% S S
Hydrochloric acid 10% S S
Hydrochloric acid 35% S S
Hydrocyanic acid 10% S S
Hydrofluoric acid 4% S SHydrofluoric acid 60% S L
Hydrogen 100% S S
Hydrogen peroxide 30% S L
Hydrogen peroxide 90% S U
Hydrogen sulfide, gaseous 100% S SLactic acid 100% S S
Lead acetate sat. sol. S —
Magnesium carbonate sat. sol. S S
Magnesium chloride sat. sol. S S
Magnesium hydroxide sat. sol. S SMagnesium nitrate sat. sol. S S
Maleic acid sat. sol. S S
Mercuric chloride sat. sol. S S
Mercuric cyanide sat. sol. S S
Mercuric nitrate sol. S S
Chemical Resistance Chart
GSE is the world’s leading supplier of high quality, polyethylene geomembranes and
geonets. GSE polyethylene geomembranes and geonets are resistant to a great number
and combinations of chemicals. Note that the effect of chemicals on any material is
influenced by a number of variable factors such as temperature, concentration, exposed
area and duration. Many tests have been performed that use geomembranes and geonets
and certain specific chemical mixtures. Naturally, however, every mixture of chemicals
cannot be tested for, and various criteria may be used to judge performance. Reported
performance ratings may not apply to all applications of a given material in the same
chemical. Therefore, these ratings are offered as a guide only.
2 Chemical Resistance Chart
Notes:
(S) Satisfactory: Liner material is resistant to the given reagent at the given concentration and temperature. No mechanical or chemical
degradation is observed.
(L) Limited Application Possible: Liner material may reflect some attack. Factors such as concentration, pressure and temperature directly affect
liner performance against the given media. Application, however, is possible under less severe conditions, e.g. lower concentration, secondary
containment, additional liner protections, etc.
(U) Unsatisfactory: Liner material is not resistant to the given reagent at the given concentration and temperature. Mechanical and/or chemical
degradation is observed.
(–) Not tested
sat. sol. = Saturated aqueous solution, prepared at 20°C (68°F)
sol. = aqueous solution with concentration above 10% but below saturation level
dil. sol. = diluted aqueous solution with concentration below 10%
cust. conc. = customary service concentration
Medium Concentration
Resistance at:
Medium Concentration
Resistance at:
20° C(68° F)60° C(140° F)20° C(68° F)60° C(140° F)
Mercury 100% S SMethanol 100% S S
Methylene chloride 100% L —
Milk — S S
Molasses — S S
NNickel chloride sat. sol. S S
Nickel nitrate sat. sol. S S
Nickel sulfate sat. sol. S S
Nicotinic acid dil. sol. S —
Nitric acid 25% S SNitric acid 50% S U
Nitric acid 75% U U
Nitric acid 100% U U
O
Oils and Grease — S LOleic acid 100% S L
Orthophosphoric acid 50% S S
Orthophosphoric acid 95% S L
Oxalic acid sat. sol. S S
Oxygen 100% S LOzone 100% L U
P
Petroleum (kerosene) — S L
Phenol sol S S
Phosphorus trichloride 100% S LPhotographic developer cust. conc. S S
Picric acid sat. sol. S —
Potassium bicarbonate sat. sol. S S
Potassium bisulfide sol. S S
Potassium bromate sat. sol. S SPotassium bromide sat. sol. S S
Potassium carbonate sat. sol. S S
Potassium chlorate sat. sol. S S
Potassium chloride sat. sol. S S
Potassium chromate sat. sol. S SPotassium cyanide sol. S S
Potassium dichromate sat. sol. S S
Potassium ferricyanide sat. sol. S S
Potassium ferrocyanide sat. sol. S S
Potassium fluorid sat. sol. S SPotassium hydroxide 10% S S
Potassium hydroxide sol. S S
Potassium hypochlorite sol. S L
Potassium nitrate sat. sol. S S
Potassium orthophosphate sat. sol. S SPotassium perchlorate sat. sol. S S
Potassium permanganate 20% S S
Potassium persulfate sat. sol. S S
Potassium sulfate sat. sol. S S
Potassium sulfite sol. S SPropionic acid 50% S S
Propionic acid 100% S L
Pyridine 100% S L
Q
Quinol (Hydroquinone) sat. sol. S SS
Salicylic acid sat. sol. S S
Silver acetate sat. sol. S SSilver cyanide sat. sol. S S
Silver nitrate sat. sol. S S
Sodium benzoate sat. sol. S S
Sodium bicarbonate sat. sol. S S
Sodium biphosphate sat. sol. S SSodium bisulfite sol. S S
Sodium bromide sat. sol. S S
Sodium carbonate sat. sol. S S
Sodium chlorate sat. sol. S S
Sodium chloride sat. sol. S SSodium cyanide sat. sol. S S
Sodium ferricyanide sat. sol. S S
Sodium ferrocyanide sat. sol. S S
Sodium fluoride sat. sol. S S
Sodium hydroxide 40% S SSodium hydroxide sat. sol. S S
Sodium hypochlorite 15% active chlorine S S
Sodium nitrate sat. sol. S S
Sodium nitrite sat. sol. S S
Sodium orthophosphate sat. sol. S SSodium sulfate sat. sol. S S
Sodium sulfide sat. sol. S S
Sulfur dioxide, dry 100% S S
Sulfur trioxide 100% U U
Sulfuric acid 10% S SSulfuric acid 50% S S
Sulfuric acid 98% S U
Sulfuric acid fuming U U
Sulfurous acid 30% S S
TTannic acid sol. S S
Tartaric acid sol. S S
Thionyl chloride 100% L U
Toluene 100% L U
Triethylamine sol. S LU
Urea sol. S S
Urine — S S
W
Water — S SWine vinegar — S S
Wines and liquors — S S
X
Xylenes 100% L U
YYeast sol. S S
Z
Zinc chloride sat. sol. S S
Zinc (II) chloride sat. sol. S S
Zinc (IV) chloride sat. sol. S SZinc oxide sat. sol. S S
Zinc sulfate sat. sol. S S
Specific immersion testing should be undertaken to ascertain the
suitability of chemicals not listed above with reference to special requirements.
This Information is provided for reference purposes only and is not intended as a warranty or guarantee. GSE assumes no liability in connection with the use of this Information.
Specifications subject to change without notice. GSE and other trademarks in this document are registered trademarks of GSE Environmental, LLC in the United States and certain foreign
countries 05MAR2015.
GSE is a leading manufacturer and marketer of geosynthetic lining products and services. We’ve
built a reputation of reliability through our dedication to providing consistency of product, price
and protection to our global customers.
Our commitment to innovation, our focus on quality and our industry expertise allow
us the flexibility to collaborate with our clients to develop a custom, purpose-fit solution.
For more information on this product and others, please visit us at
GSEworld.com, call 800.435.2008 or contact your local sales office.
North America 800.435.2008 | Europe & Africa 49.40.767420 | Asia Pacific 66.2.937.0091 | South America 56.2.595.4200 | Middle East 20.23828.8888
GSE is a leading manufacturer and marketer of geosynthetic lining products and services. We’ve
built a reputation of reliability through our dedication to providing consistency of product, price
and protection to our global customers.
Our commitment to innovation, our focus on quality and our industry expertise allow
us the flexibility to collaborate with our clients to develop a custom, purpose-fit solution.
For more information on this product and others, please visit us at
GSEworld.com, call 800.435.2008 or contact your local sales office.
North America 800.435.2008 | Europe & Africa 49.40.767420 | Asia Pacific 66.2.937.0091 | South America 56.2.595.4200 | Middle East 20.23828.8888
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
A G R U
Kunststofftechnik GmbH
A-4540 Bad Hall Austria
Ing.-Pesendorfer-Str. 31
Tel.: ++43 7258 790-0
Fax: ++43 7258 3863
Firmenbuchnummer: 171838 d
Firmenbuchgericht: LG Steyr
Page 1 of 4
CHEMICAL RESISTANCE LIST
GENERAL INFORMATION
Concerning the expected lifetime the data in the chemical resistance table are referring to the
information on the expected lifetime (depending on the temperature) specified in the standards
DIN8074, DIN8075, DIN8077, DIN8078, ISO10931 and the standard DVS2205. For chemical
media having an influence (swelling, stress cracking, oxidizing) on the material the expected
lifetime can only be reached in case that the correct chemical resistance factors are used for the
dimensioning of the components. Concerning special materials (PPs, PPs-el, HDPE-el; PE100 RC)
and sealing materials the chemical resistance has to be checked by contacting the technical
department of AGRU Kunststofftechnik (Email:[e-mail]).
All data in the media list are based on generally available information, experience and information
of the raw material suppliers, the data are therefore just indicative for the chemical resistance of
AGRU’s thermoplastic materials.
Products produced by AGRU Kunststofftechnik GmbH have not been tested on the resistance
against the media, described in the chemical resistance list, so the information in the chemical
resistance list is based on analog circuits.
A legal guarantee of certain properties, nor the suitability for the individual case cannot be derived
from this chemical resistance list due to the possible influence of many factors that may affect
processing and the application and do not relieve users from their responsibility of carrying out
their own tests and experiments.
For chemical inquiries we kindly ask to send the following questionnaire with all information to
[e-mail] respectively to [e-mail].
For return shipments of products, which have been in contact with chemical media, it is kindly
requested to fill out the following blank.
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
A G R U
Kunststofftechnik GmbH
A-4540 Bad Hall Austria
Ing.-Pesendorfer-Str. 31
Tel.: ++43 7258 790-0
Fax: ++43 7258 3863
Firmenbuchnummer: 171838 d
Firmenbuchgericht: LG Steyr
Page 2 of 4
CLASSIFICATION
+: Chemically resistant
-:Not resistant
+/-(q): Swelling effect (diffusion and permeation): a chemical reduction factor of 1.1-1.6 has to be
considered for the dimensioning of the components (according to the standards DVS, DIBt
and based on statements / recommendations of the raw material suppliers)
+/-(s): Stress cracking property: a chemical reduction factor of 1.1-2.0 has to be considered for the
dimensioning of the components (according to the standards DVS, DIBt and based on
statements / recommendations of the raw material suppliers)
+/-(o): Oxidizing influence: a chemical reduction factor of 1.1-2.0 has to be considered for the
dimensioning of the components (according to the standards DVS, DIBt and based on
statements / recommendations of the raw material suppliers)
CONCENTRATION
TR: Technically pure
GL: Saturated solution
H:Commercial composition
S:Suspension
VL: Diluted solution
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
A G R U
Kunststofftechnik GmbH
A-4540 Bad Hall Austria
Ing.-Pesendorfer-Str. 31
Tel.: ++43 7258 790-0
Fax: ++43 7258 3863
Firmenbuchnummer: 171838 d
Firmenbuchgericht: LG Steyr
Page 3 of 4
CHEMISCHE BESTÄNDIGKEITSLISTE
GENERELL INFORMATION
Bezüglich der zu erwartenden Lebensdauer beziehen sich die Aussagen in der chemischen
Beständigkeitsliste auf die Lebensdauerangaben in Abhängigkeit von der Temperatur, festgelegt
in den Normen DIN8074, DIN8075, DIN8077, DIN8078 und ISO10931 sowie der DVS Richtlinie
2205. Bei Medien, die einen chemischen Einfluss (quellend, spannungsrissauslösend, oxidierend)
auf die Werkstoffe haben, kann die zu erwartende Lebensdauer nur dann erreicht werden, wenn
die entsprechenden chemischen Abminderungsfaktoren für die Bauteildimensionierung korrekt
berücksichtigt werden. Für Sonderwerkstoffe (PPs, PPs-el, PEHD-el, PE100 RC) und
Dichtungswerkstoffe ist die chemische Beständigkeit mit der Anwendungstechnik der Firma AGRU
Kunststofftechnik (Email: [e-mail]) abzuklären.
Alle Angaben in der Medienliste beruhen auf allgemein erhältlichen Informationen, Erfahrungen
und Informationen der Rohstofflieferanten und sind somit Richtwerte zur Einschätzung der
chemischen Beständigkeit.
Produkte von AGRU Kunststofftechnik GmbH wurden nicht auf Beständigkeit gegen diese Medien
geprüft; es handelt sich daher um Analogschlüsse.
Eine rechtliche verbindliche Zusicherung bestimmter Eigenschaften oder die Eignung im Einzelfall
kann aufgrund der Fülle möglicher Einflüsse bei der Verarbeitung und Anwendung nicht abgeleitet
werden und befreien den Anwender nicht von eigenen Prüfungen und Versuchen.
Für chemische Anfragen bitten wir, das nachstehende Formular auszufüllen und an [e-mail]
[e-mail] zu senden.
Für Rücksendungen von Produkten, die mit chemischen Medien in Berührung waren, wird
gebeten, folgendes Formular auszufüllen.
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
A G R U
Kunststofftechnik GmbH
A-4540 Bad Hall Austria
Ing.-Pesendorfer-Str. 31
Tel.: ++43 7258 790-0
Fax: ++43 7258 3863
Firmenbuchnummer: 171838 d
Firmenbuchgericht: LG Steyr
Page 4 of 4
KLASSIFIZIERUNG
+:Chemisch beständig
-:Nicht beständig
+/-(q): Bedingt beständig - Quellende Wirkung (Diffusion und Permeation): ist bei der
Bauteildimensionierung mit chemischen Abminderungsfaktoren von 1,1-1,6 zu
berücksichtigen (gemäß den DVS, DIBt Richtlinien und basierend auf Stellungnahmen /
Empfehlungen der Rohstofflieferanten)
+/-(s): Bedingt beständig - Spannungsrissauslösende Wirkung: ist bei der Bauteildimensionierung
mit chemischen Abminderungsfaktoren von 1,1-2,0 zu berücksichtigen (gemäß den DVS,
DIBt Richtlinien und basierend auf Stellungnahmen / Empfehlungen der
Rohstofflieferanten)
+/-(o): Bedingt beständig - Oxidierende Wirkung: ist bei der Bauteildimensionierung mit
chemischen Abminderungsfaktoren von 1,1-2,0 zu berücksichtigen (gemäß den DVS, DIBt
Richtlinien und basierend auf Stellungnahmen / Empfehlungen der Rohstofflieferanten)
KONZENTRATION
TR: Technisch rein
GL: Gesättigte Lösung
H:Handelsübliche Zusammensetzung
S:Suspension
VL: Verdünnte Lösung
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
3-Aminopropyltriethoxysilan 3-Aminopropyltriethoxysilan C9H23NO3Si TR 20 ++++
40 +/-(o) +/-(o)++
60 +/-(o) +/-(o)++
80 ---+/-(q)
100 ----
120 ----
Acetaldehyde Acetaldehyd CH3CHO 40%20 +++/-(q)+
40 +/-(q) +/-(q)-+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Acetaldehyde Acetaldehyd CH3CHO TR 20 ++++
40 +++/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+
100 ---+/-(q)
120 ----
Acetaldehyde + Acetic acid Acetaldehyd + Essigsäure CH3CHO + CH3COOH all 20 ++++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+
100 ---+/-(q)
120 ----
Acetamide Acetamid CO3CONH2 TR 20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Acetanilide Acetanilid C6H5NHCOCH3 TR 20 ++++
40 +++/-(q)+
60 +++/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ---+/-(q)
Acetate (Ester of acetic acid)Essigsäureester CH3COOC2H5, -OC4H9, …TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Acetic acid Essigsäure CH3COOH TR 20 ++++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 ---+
100 ----
120 ----
Acetic acid Essigsäure CH3COOH 96%20 ++++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 ---+
100 ----
120 ----
Acetic acid Essigsäure CH3COOH 80%20 ++++
40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Acetic acid Essigsäure CH3COOH 60%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Page 1 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Acetic acid Essigsäure CH3COOH 50%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Acetic acid Essigsäure CH3COOH 10%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Acetic anhydride Essigsäureanhydrid (CH3CO)2O TR 20 ++++
(Acetanhydrid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Acetone Aceton CH3COCH3 ≤ 1%20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Acetone Aceton CH3COCH3 TR 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)--
100 ----
120 ----
Acetonitrile Essigsäurenitril CH3CN TR 20 ++++
(Acetonnitril)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Acetophenone Acetophenon C6H5COCH3 TR 20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q)-
120 ----
Acetyl acetone Acetylaceton CH3COCH2COCH3 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)--
100 ----
120 ----
Acetyl bromide Acetylbromid CH3COBr TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Acetyl chloride Acetylchlorid CH3COCl TR 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Acetylene Acetylen CHCH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Page 2 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Acrylate Acrylsäureester CH2=CHCOOR 60%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Acrylic acid Acrylsäure CH2=CHCOOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Acrylic acid butyl ester Acrylsäurebutylester CH2CHCOOC4H9 TR 20 ++++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ----
120 ----
Acrylonitrile Acrylnitril CH2=CHCN TR 20 ++++
40 +++/-(s)+
60 +/-(q) +/-(q) +/-(s)+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Adipic acid Adipinsäure HOOC(CH2)4COOH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Adipic acid dinonester Adipinsäuredinonester (CH2)4(COOC9H17)2 TR 20 ++++
40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Adipic acid dioctyl ester Adipinsäuredioctylester (CH2)4(COOC8H15)2 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Air Luft N2, O2…TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Alanindiacetic acid Alanindiessigsäure 40%20 ++++
+ Trisodium salt + Trinatriumsalz 40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Alcalic clay Alkalische Tonerde Al2O3 x Na2O H 20 ++-+
40 ++-+
60 ++/-(s)-+
80 -+/-(s)-+
100 ---+
120 ---+
Alcoholic spirits Spirituosen 20 +/-(q)+++
(Gin, Whiskey, etc.)ca. 40% Ethylalkohol 40 +/-(q) +/-(q)++
approx. 40% ethyl alcohol 60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Page 3 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Aliphatic hydrocarbons Aliphatische Kohlenwasserstoffe CnH2n 100-200ppm 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Alkylarylpolyglycolether Alkylarylpolyglycolether TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Allyl acetate Essigsaureallylester CH3COOCH2CHCH2 TR 20 ++++
(Allylacetat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Allyl alcohol Allylalkohol CH2=CHCH2OH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)-
120 ----
Allyl chloride Allylchlorid CH2CHCH2Cl TR 20 +/-(s)+/-(s)++
(3-Chloropropene)(3-Chlorpropen)40 --++
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Aluminium acetate Aluminiumacetat Al(CH3COO)2OH all 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Aluminium ammonium sulfate Aluminiumammoniumsulfat AlNH4(SO4)2 x 12H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -++/-(q)+
100 --+/-(q)+
120 ---+
Aluminium chlorate Aluminiumchlorat Al(ClO3)3 ≤ GL 20 ++++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Aluminium chloride Aluminiumchlorid AlCl3 10%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium chloride Aluminiumchlorid AlCl3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium chloride sulfate Aluminiumchloridsulfat AlClSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 4 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Aluminium fluoride Aluminiumfluorid AlF3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium hexafluorosilicate Aluminiumhexafluorsilicat Al2(SiF6)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium hydroxide Aluminiumhydroxid Al(OH)3 ≤ GL 20 ++-+
40 ++-+
60 ++/-(s)-+
80 -+/-(s)-+
100 ---+
120 ---+
Aluminium iron(II) sulfate Aluminiumeisen(II)sulfat Al2Fe(SO4)4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium metaphosphate Aluminiummetaphosphat Al(PO3)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium nitrate Aluminiumnitrat Al(NO3)3 x 9H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium oxide Aluminiumoxid Al2O3 ≤ GL 20 ++-+
(Korund)40 ++-+
60 -+/-(o)-+
80 ---+
100 ---+
120 ----
Aluminium oxychloride Aluminiumoxychlorid AlOCl ≤ GL 20 +/-(o) +/-(o)++
40 --++
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Aluminium polyhydroxychloro-Aluminiumpolyhydroxychlorsulfat ≤ GL 20 ++++
sulfate 40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+
120 ----
Aluminium potassium sulfate Aluminiumkaliumsulfat Al2(SO4)3 x K2SO4 x 24H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium sulfate Aluminiumsulfat Al2(SO4)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 5 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Amino acids Aminosäuren RCHNH2COOH TR 20 ++++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+
100 ----
120 ----
Aminobenzoic acid Aminobenzoesäure NH2C6H4COOH 10%20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Aminoethoxyethanol Aminoethoxyethanol C4H11NO2 TR 20 ++++
40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 ---+/-(q)
100 ----
120 ----
Aminonaphthalinsulfonic acid Aminonaphthalinsulfonsäure C10H6NH2SO3H TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+
120 ----
Aminotrimethylenphosphoric Aminotrimethylenphosphorsäure TR 20 ++++
acid 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Ammoniac Ammoniak NH3 TR 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Ammonium acetate Ammoniumacetat CH3COONH4 ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Ammonium aluminium sulfate Ammoniumaluminiumsulfat NH4Al(SO4)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium bromide Ammoniumbromid NH4Br ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium carbonate Ammoniumcarbonat (NH4)2CO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium chloride Ammoniumchlorid NH4Cl ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 6 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ammonium citrate Ammoniumcitrat (NH4)2C6H6O7 VL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Ammonium dichromate Ammoniumdichromat (NH4)2Cr2O7 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o) +/-(o)
100 --+/-(o) +/-(o)
120 ----
Ammonium dihydrogen-Ammoniumdihydrogenphosphat NH4H2PO4 all 20 ++++
phosphate 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium fluoride Ammoniumfluorid NH4F ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium fluoroborate Ammoniumfluorborat NH4BF4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium formiate Ammoniumformiat NH4COOH ≤ GL 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Ammonium hexafluorosilicate Ammoniumhexafluorsilicat (NH4)2SiF6 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium hydrogenfluoride Ammoniumhydrogenfluorid NH4HF2 50%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium hydrogensulfide Ammoniumhydrogensulfid NH4HS 50%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium hydrogensulfite Ammoniumhydrogensulfit NH4HSO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium hydrogenphosphate Ammoniumhydrogenphosphat (NH4)2HPO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 7 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ammonium hydroxide Ammoniumhydroxid NH4OH ≤ GL 20 ++-+
(Salmiakgeist)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Ammonium hydroxide Ammoniumhydroxid NH4OH 30%20 ++-+
(Salmiakgeist)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Ammonium iron(II) sulfate Ammoniumeisen(II)sulfat (NH4)2Fe(SO4)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium metaphosphate Ammoniummetaphosphat NH4PO3 50%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium molybdate Ammoniummolybdat NH4MoO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium nitrate Ammoniumnitrat NH4NO3 10%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium nitrate Ammoniumnitrat NH4NO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium orthophosphate Ammoniumorthophosphat (NH4)PO4 x 3H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium oxalate Ammoniumoxalat (NH4OOC)2 ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Ammonium persulfate Ammoniumperoxodisulfat (NH4)2S2O8 ≤ GL 20 ++++
40 ++++
60 +/-(o) +/-(o)++
80 -+/-(o)++
100 --+-
120 ----
Ammonium phosphate Ammoniumphosphat (NH4)3PO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 8 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ammonium sulfamate Ammoniumsulfamat NH4OSO2NH2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium sulfate Ammoniumsulfat (NH4)2SO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium sulfide Ammoniumsulfid (NH4)2S ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium sulfite Ammoniumsulfit (NH4)2SO3 x H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium tetrafluoroborate Ammoniumtetrafluorborat NH4BF4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium thiocyanate Ammoniumthiocyanat NH4SCN ≤ GL 20 ++++
40 ++++
60 ++/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Ammonium tungstate Ammoniumwolframat (NH4)2WO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Amyl acetate Amylacetat CH3(CH2)4OOCCH3 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ----
120 ----
Amyl alcohol Amylalkohol CH3(CH2)4OH TR 20 ++++
(1-Pentanol)(1-Pentanol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Amyl chloride Pentylchlorid C5H11Cl TR 20 --++
(1-Chlorpentan)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Amyl sec. alcohol Amylsekundäralkohol CH3(CH2)2CHOHCH3 TR 20 ++++
(2-Pentanol)(2-Pentanol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Page 9 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Aniline Anilin C6H5NH2 TR 20 +++/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Aniline hydrochloride Anilinchlorhydrat C6H5NH3Cl TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Anisole Anisol C6H5OCH3 TR 20 +/-(s)+/-(s)++
(Methoxybenzol,40 +/-(s)+/-(s)+/-(s)+
Methylphenylether)60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Anthrachinone-2-sulfonic acid Anthrachinon-2-Sulfonsäure C6H4(CO)2C6H3SO3H 2%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 ----
120 ----
Anthraquinone Anthrachinon C6H4(CO)2C6H4 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 ---+/-(q)
100 ---+/-(q)
120 ----
Antiformin Antiformin NaOCl x NaOH x Na2CO3 2%20 ---+
40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Antifreeze agent Frostschutzmittel H 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Antimon oxychloride Antimonoxychlorid SbOCl ≤ GL 20 +/-(o) +/-(o)++
40 --++
60 --+/-(o) +/-(o)
80 ---+/-(o)
100 ----
120 ----
Antimony pentachloride Antimonpentachlorid SbCl5 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Antimony trichloride Antimontrichlorid SbCl3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Antimony trifluoride Antimontrifluorid SbF3 20%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 10 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Apple acid Apfelsäure C4H6O5 1%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Apple juice Apfelsaft H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Apple wine Apfelwein H 20 ++++
40 ++++
60 ++++
80 -+++
100 --+/-(q)+
120 ---+
Aqua regia Königswasser HNO3 + HCl ≤ GL 20 --++
(75% hydrochloric acid (75% Salzsäure 40 --++
25% nitric acid)25% Salpetersäure)60 ----
80 ----
100 ----
120 ----
Arsenic acid Arsensäure H3AsO4 80%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Arsenic pentoxide Arsenpentoxid As2O5 TR 20 ++++
40 ++++
60 ++++
80 -+/-(s)++
100 --++
120 ---+
Arsine Arsin AsH3 TR 20 ++++
(Arsenwasserstoff)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ascorbic acid Ascorbinsäure C6H8O6 TR 20 ++++
(Vitamin C)(Vitamin C)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Asphalt Asphalt H 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
2-Butanone 2-Butanon CH3COC2H5 TR 20 ++++
(Methyl ethyl ketone, MEK)(Methylethylketon, MEK)TR 40 +/-(q)++/-(q)+
TR 60 +/-(q) +/-(q)-+
TR 80 ---+/-(q)
TR 100 ----
TR 120 ----
2-Butenal 2-Butenal CH3CH=CHCHO TR 20 ++++
(Crotonic aldehyde)(Crotonaldehyde)TR 40 +/-(q)+++
TR 60 +/-(q) +/-(q)++
TR 80 -+/-(q)++
TR 100 --+/-(q)+
TR 120 ----
Page 11 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
2-Butoxyethanol 2-Butoxyethanol C6H14O2 5%20 ++++
5%40 +/-(q)+++
5%60 +/-(q) +/-(q)++
5%80 -+/-(q)++
5%100 --+/-(q)+
5%120 ----
Barium carbonate Bariumcarbonat BaCO3 S 20 ++++
S 40 ++++
S 60 ++++
S 80 -+++
S 100 --++
S 120 ---+
Barium chloride Bariumchlorid BaCl2 ≤ GL 20 ++++
≤ GL 40 ++++
≤ GL 60 ++++
≤ GL 80 -+++
≤ GL 100 --++
≤ GL 120 ---+
Barium cyanide Bariumcyanid Ba(CN)2 ≤ GL 20 ++++
≤ GL 40 ++++
≤ GL 60 ++++
≤ GL 80 -+++
≤ GL 100 --++
≤ GL 120 ---+
Barium hydroxide Bariumhydroxid Ba(OH)2 ≤ GL 20 ++-+
≤ GL 40 ++-+
≤ GL 60 ++-+
≤ GL 80 -+-+
≤ GL 100 ---+
≤ GL 120 ---+
Barium nitrate Bariumnitrat Ba(NO3)2 ≤ GL 20 ++++
≤ GL 40 ++++
≤ GL 60 ++++
≤ GL 80 -+++
≤ GL 100 --++
≤ GL 120 ---+
Barium salts Bariumsalze ≤ GL 20 ++++
(nitrate, sulfate,(Nitrate, Sulfate,≤ GL 40 ++++
chloride, phosphate)Chloride, Phosphate)≤ GL 60 ++++
≤ GL 80 -+++
≤ GL 100 --++
≤ GL 120 ---+
Barium sulfate Bariumsulfat BaSO4 S 20 ++++
(Schwerspat)S 40 ++++
S 60 ++++
S 80 -+++
S 100 --++
S 120 ---+
Barium sulfide Bariumsulfid BaS S 20 ++++
S 40 ++++
S 60 ++++
S 80 -+++
S 100 --++
S 120 ---+
Beef tallow emulsion,Rindertalg-Emulsion,H 20 +/-(q) +/-(q)++
sulphonated sulfoniert H 40 +/-(q) +/-(q)++
H 60 +/-(q) +/-(q)++
H 80 --+/-(q)+
H 100 ---+/-(q)
H 120 ----
Beer Bier H 20 ++++
H 40 ++++
H 60 ++++
H 80 -+++
H 100 --++
H 120 ---+
Page 12 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Beeswax Bienenwachs TR 20 ++++
TR 40 ++++
TR 60 +/-(q) +/-(q)++
TR 80 -+/-(q)++
TR 100 --++
TR 120 ---+
Benzal chloride Benzalchlorid C6H5CHCl2 TR 20 +/-(q) +/-(q)++
(Alphadichlorotoluene)TR 40 --++
TR 60 --+/-(q) +/-(q)
TR 80 --+/-(q) +/-(q)
TR 100 ----
TR 120 ----
Benzaldehyde Benzaldehyd C6H5CHO TR 20 ++++
TR 40 ++++
TR 60 +/-(q) +/-(q)++
TR 80 ----
TR 100 ----
TR 120 ----
Benzaldehyde in Isopropanol Benzaldehyd in Isopropanol C7H6O in C3H8O 1%20 ++++
1%40 ++++
1%60 +/-(q) +/-(q)++
1%80 ----
1%100 ----
1%120 ----
Benzamide Benzamid C6H5CONH2 TR 20 ++++
TR 40 +++/-(q)+
TR 60 +/-(q) +/-(q)-+
TR 80 -+/-(q)--
TR 100 ----
TR 120 ----
Benzene Benzen C6H6 TR 20 +/-(q) +/-(q)++
TR 40 --++
TR 60 ---+/-(q)
TR 80 ----
TR 100 ----
TR 120 ----
Benzenesulfonic acid Benzolsulfonsäure C6H5SO3H 30%20 ++++
30%40 +/-(q) +/-(q)++
30%60 +/-(q) +/-(q) +/-(q)+
30%80 --+/-(q) +/-(q)
30%100 ----
30%120 ----
Benzenesulfonic acid Benzolsulfonsäure C6H5SO3H TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Benzenesulfonyl chloride Benzolsulfonylchlorid C6H5SO2Cl 80%20 ++++
(Benzolsulfochlorid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Benzine (Petrol)Benzin C5H12 up to C12H26 H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+
120 ----
Benzine, normal Benzin, normal H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+
120 ----
Page 13 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Benzine, super Benzin, super H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+
120 ----
Benzine, test Benzin, test H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Benzine-Benzol-Mixture Benzin-Benzol-Gemisch all 20 +/-(q) +/-(q)++
40 --++
60 --+/-(q)+
80 ---+
100 ----
120 ----
Benzoic acid Benzoesäure H5C6COOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Benzoic acid, chlorinated Benzoesäure, gechlort H5C6COCl TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Benzophenone Benzophenon C6H5COC6H5 TR 20 +/-(q) +/-(q)++
(Diphenylketon)40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q) +/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Benzoyl chloride Benzoylchlorid C6H5COCl 3%20 ++++
(Benzolsäurechlorid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Benzyl alcohol Benzylalkohol C6H5CH2OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 ---+
100 ---+/-(q)
120 ----
Benzyl amine Benzylamin C6H5CH2NH2 TR 20 +/-(q) +/-(q)++
(alpha-Aminotoluol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 -+/-(q)--
100 ----
120 ----
Benzyl chloride Benzylchlorid C6H5CH2Cl TR 20 +/-(q) +/-(q)++
(Alpha-Chlortoluene)40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Benzyl ether Benzylether C6H5CH2OCH2C6H5 TR 20 +/-(q) +/-(q)++
(Dibenzylether)40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Page 14 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Benzyl ethyl aniline Benzylethylanilin C6H5CH2N(C6H5)(C2H5)TR 20 ++++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)-+/-(q)
100 ----
120 ----
Beryllium sulfate Berylliumsulfat BeSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Betaine Betain (CH3)3NCH2COO TR 20 ++++
(Trimethylammoniaacetat)40 ++++
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Biodiesel Biodiesel H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Bismuth carbonate Wismutcarbonat BiCO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Bismuth pentafluoride Wismutpentafluorid BiF5 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Bismuth salts Wismutsalze ≤ GL 20 ++++
(nitrate, sulfate,(Nitrate, Sulfate,40 ++++
chloride, phosphate)Chloride, Phosphate)60 ++++
80 -+++
100 --++
120 ----
Bitumen Bitumen TR 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --++
100 --+/-(q) +/-(q)
120 ---+/-(q)
Black liquor Schwarzlauge all 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Bone oil Knochenöl H 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+/-(q)
Borax Borax Na2B4O7 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 15 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Boric acid Borsäure H3BO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Boron trifluoride Bortrifluorid BF3 ≤ GL 20 ++++
(Trifluorboran)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Brake fluid Bremsflüssigkeit H 20 ++++
40 ++++
60 ++/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Brandy Branntweine H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Brine alcaline Salzsole alkalisch all 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Bromid acid Bromsäure HBrO3 VL 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 --++
80 --+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Bromine + dibromomethane Brom + Dibrommethan Br2 + CH2Br2 TR 20 --++
40 --++
60 --++
80 --+/-(s)+
100 ----
120 ----
Bromine + phosphite hydrogen Brom + Hydrogenphosphit Br2 + H3PO3 + H3PO4 TR 20 --++
+ phosphate hydrogen + Hydrogenphosphat 40 --++
60 --++
80 --++
100 ----
120 ----
Bromine water Bromwasser Br2 2.8%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 --++
80 --+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Bromine, liquid Brom, flüssig Br2 TR 20 --++
40 --++
60 --++
80 --++
100 ----
120 ----
Bromine, vapours Bromdämpfe Br2 TR 20 --++
40 --++
60 --++
80 --++
100 ----
120 ----
Page 16 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Bromochloromethane Bromchlormethan CH2BrCl TR 20 --++
40 --++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Bromochlorotrifluoroethane Bromchlortrifluorethan CF3CHBrCl TR 20 --++
(Halothan)40 --++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Bromoform Bromform CHBr3 TR 20 +/-(s)+/-(s)++
(Tribrommethan)40 --+/-(s)+
60 --+/-(s)+
80 --+/-(s)+
100 ---+/-(s)
120 ----
Butadiene Butadien H2C=CHCH=CH2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ---+/-(q)
120 ----
Butane Butan C4H10 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Butane, chlorinated Butan, gechlort C4H9Cl TR 20 +/-(s)+/-(s)++
40 --++
60 --++
80 --+/-(s)+
100 --+/-(s)+/-(s)
120 ----
Butanediol Butandiol HOC4H8OH 10%20 ++++
40 ++++
60 ++++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Butanediol Butandiol HOC4H8OH TR 20 ++++
(2,3-Butylenglykol)40 ++++
60 ++/-(q)++
80 -+/-(q)++/-(q)
100 --+/-(q) +/-(q)
120 ----
Butanetriol Butantriol C4H7(OH)3 TR 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Butanol Butanol C3H7CH2OH TR 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Butene Buten CH3CH2CHCH2 TR 20 ++++
(n-Butylen)40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Page 17 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Butenediol Butendiol CH2OHCHCHCH2OH TR 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Butinediol Butindiol CH2OHCCCH2OH TR 20 ++++
(Korantin BH flüssig)40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Butter Butter H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Buttermilk Buttermilch H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Butyl acetate Essigsäurebutylester CH3COOC4H9 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Butyl aldehyde Butylaldehyd CH3CH2CH2CHO TR 20 ++++
(Butanal)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyl benzyl phthalate Butylbenzylphthalat CH3(CH2)3OOCC6H4COO-TR 20 ++++
(Phthalsäurebenzylbutylester)CH2C6H5 40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Butyl bromide Butylbromid C4H9Br TR 20 +/-(q) +/-(q)++
(1-Brombutan)40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Butyl chloride Butylchlorid C4H9Cl TR 20 +/-(q) +/-(q)++
(1-Chlorbutan)40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Butyl cyclohexyl ester Butylcyclohexylester ClCOOC10H19 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyl diglykol Butyldiglykol C8H18O3 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Page 18 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Butyl ether Butylether C4H9OC4H9 TR 20 +/-(s)+/-(s)++
(n-Dibutylether)40 +/-(s)+/-(s)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Butyl glycol Butylglykol HOCH2CH2O(CH2)3CH3 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyl glycolate Butylglykolat HOCH2COO(CH2)3CH3 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyl phenol Butylphenol C10H14O TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyl phenone Butylphenon C6H5CO(CH2)2CH3 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butylcyclohexylchloroformiate Butylcyclohexylchlorformiat ClCOOC6H10C4H9 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butylene, liquid Butylen, flüssig C4H8 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Butyleneglycol Butylenglykol HOCH2CH=CHCH2OH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyric acid Buttersäure CH3CH2CH2COOH TR 20 ++++
(Butansäure)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyrolacetone Butyrolaceton OC4H6O TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
1-Chloro-1,2,2-trifluoroethylene Chlortrifluorethylen CClFCF2 TR 20 +/-(o) +/-(o) +/-(o)+
(Trifluorvinylchlorid)40 --+/-(o)+
60 ---+/-(o)
80 ----
100 ----
120 ----
Page 19 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
1-Chloro-2,3-epoxypropane Epichlorhydrin CH2OCHCH2Cl TR 20 +++/-(s)+
40 +++/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 ---+
100 ----
120 ----
1-Cyclohexyl-2-pyrrolidone 1-Cyclohexyl-2-pyrrolidon C10H17NO TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q)-+
80 ---+/-(q)
100 ----
120 ----
2-4-Chloro-2-methylphenoxy-Chlormethylphenoxypropion-ClCH3C6H3OCH(CH2)2-TR 20 +/-(q) +/-(q)++
propionic acid säure (MECOPROP)COOH 40 +/-(q) +/-(q)++
60 --++
80 --++
100 ----
120 ----
2-Chloro-1-bromoethane Chlorbrommethan BrCH2CH2Cl TR 20 +/-(q) +/-(q)++
(1-Brom-2-Chlormethan)40 --++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
2-Chlorobenzoyl chloride Chlorbenzoylchlorid ClC6H4COCl TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
2-Chloromethyltriethylammonium 2-Chlormethyltriethylammonium-TR 20 +/-(q) +/-(q) +/-(q)+
chloride chlorid 40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
2-Chlorophenol Chlorphenol ClC6H4OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
3-Chloro-2-hydroxypropyl-3-Chlor-2-hydroxypropyl-TR 20 +/-(q) +/-(q) +/-(q)+
ammonium chloride ammoniumchlorid 40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
4-Chloro-2-methylphenoxyacetic Chlormethylphenoxyessigsäure ClCH3C6H3OCH2CH2-TR 20 +/-(q) +/-(q)++
acid (MCPA)COOH 40 +/-(q) +/-(q)++
60 --++
80 --++
100 ----
120 ----
4-Chloro-2-nitrophenol Chlornitrophenol ClC6H3NO2OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
4-Chlorotoluene Chlortoluol ClC6H4CH3 TR 20 +/-(o) +/-(o) +/-(o)+
(4-Chlor-1-methylbenzol,40 --+/-(o)+
4-Chlortoluol)60 ---+/-(o)
80 ----
100 ----
120 ----
Page 20 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Cadmium chloride Cadmiumchlorid CdCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Cadmium cyanide Cadmiumcyanid Cd(CN)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Cadmium sulfate Cadmiumsulfat CdSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium acetate Calciumacetat Ca(CH3COO)2 ≤ GL 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Calcium bromide Calciumbromid CaBr2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium carbide Calciumcarbid CaC2 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium carbonate Calciumcarbonat CaCO3 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium chlorate Calciumchlorat Ca(ClO3)2 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 --+/-(o) +/-(o)
120 ----
Calcium chloride Calciumchlorid CaCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium fluoride Calciumfluorid CaF2 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium hydrogencarbonate Calciumhydrogencarbonat Ca(HCO3)2 ≤ GL 20 ++++
(Calciumbicarbonat)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 21 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Calcium hydrogensulfide Calciumhydrogensulfid Ca(HS)2 ≤ GL 20 ++++
(Calciumbisulfid)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium hydrogensulfite Calciumhydrogensulfit Ca(HSO3)2 ≤ GL 20 ++++
(Calciumbisulfit)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium hydroxide Calciumhydroxid Ca(OH)2 S 20 ++-+
(gelöschter Kalk, Kalkhydrat)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Calcium hypochlorite Calciumhypochlorit Ca(OCI)2 ≤ GL 20 ---+
(chloride of lime)(Chlorkalk)40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Calcium lactate Calciumlactat Ca(C3H5O3)2 ≤ GL 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Calcium nitrate Calciumnitrat Ca(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Calcium oxide Calciumoxid CaO S 20 ++-+
40 ++-+
60 +/-(o) +/-(o)-+
80 -+/-(o)-+
100 ---+
120 ---+
Calcium phosphate Calciumphosphat Ca3(PO4)2 S 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Calcium sulfate Calciumsulfat CaSO4 S 20 ++++
(Gips)40 ++++
60 ++++
80 --++
100 --++
120 ---+
Calcium sulfide Calciumsulfid CaS S 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Calcium sulfide Calciumsulfid CaS VL 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Page 22 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Calcium sulfite Calciumsulfit CaSO3 S 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Camphor Campher C10H16O TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Camphor oil Campheröl H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Cane sugar Rohrzucker C12H22O H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Caprylic acid Caprylsäure CH3(CH2)6COOH TR 20 ++++
(Octansäure)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Carbazole Carbazol C6H4NHC6H4 TR 20 ++++
(Dibenzopyrrol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Carbon dioxide, anhydrous Kohlendioxid, trocken CO2 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Carbon dioxide, gaseous Kohlendioxid, gasförmig CO2 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Carbon dioxide, moist Kohlendioxid, feucht CO2 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Carbon disulfide, gaseous Schwefelkohlenstoff, gasförmig CS2 TR 20 --++
40 --++
60 --++
80 ---+
100 ----
120 ----
Carbon disulfide, liquid Schwefelkohlenstoff, flüssig CS2 TR 20 --++
40 --++
60 --++
80 ---+
100 ----
120 ----
Page 23 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Carbon monoxide Kohlenmonoxid CO TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Carbon tetrachloride Kohlenstofftetrachlorid CCl4 TR 20 --++
40 --++
60 ----
80 ----
100 ----
120 ----
Carbonic acid Kohlensäure H2CO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Carbonileum Carbonileum H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Carbontetrabromide Tetrabromkohlenstoff CBr4 TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Carbontetrachloride Tetrachlorkohlenstoff CCl4 TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Carbontetrachloride Tetrachlorkohlenstoff CCl4 5%20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Carbontetrafluoride Tetrafluorkohlenstoff CF4 TR 20 --++
(Tetrafluoromethan)40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Carbonyl sulfide Carbonylsulfid O=C=S TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Casein Casein TR 20 ++++
(Calciumcaseinat)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Castor oil Rizinusöl TR 20 ++++
(Kastoröl)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Page 24 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Cedar oil Zedernöl H 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --++
120 ----
Cellosolve acetate Cellosolvacetat CH3COOCH2CH2OC2H5 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Cetyl alkohol Cetylalkohol C16H33OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 --+/-(q) +/-(q)
100 --+/-(q)-
120 ----
Chinin hydrochloride Chininhydrochlorid C20H24O2N2 x HCl TR 20 ++++
(Chininchlorhydrat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Chinin monosulfate Chininmonosulfat C20H24O2N2 x H2SO4 TR 20 +/-(q) +/-(q)++
(Schwefelsäurechininester)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Chloral Chloral CCl3CHO TR 20 +++/-(q)+
(Trichloroaldeyhde)(Trichloroaldeyhd)40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Chloral hydrate Chloralhydrat CCl3CH(OH)2 TR 20 ++/-(o) +/-(o)+
(2,2,2 Trichlor-1,1-ethandiol)40 +/-(o)--+
60 ---+/-(o)
80 ---+/-(o)
100 ----
120 ----
Chloramine Chloramin RNHCl, RNCl2 1%20 +++/-(q)+
(Aktivin)40 +/-(q) +/-(q)-+
60 ---+
80 ---+/-(q)
100 ----
120 ----
Chloric acid Chlorsäure HClO3 1%20 +/-(o) +/-(o) +/-(o)+
40 --+/-(o)+
60 --+/-(o) +/-(o)
80 ----
100 ----
120 ----
Chloric acid Chlorsäure HClO3 10%20 +/-(o) +/-(o) +/-(o)+
40 --+/-(o)+
60 --+/-(o) +/-(o)
80 ----
100 ----
120 ----
Chloric acid Chlorsäure HClO3 20%20 +/-(o) +/-(o) +/-(o)+
40 --+/-(o)+
60 --+/-(o) +/-(o)
80 ----
100 ----
120 ----
Page 25 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Chloric acid Chlorsäure HClO3 38%20 +/-(o) +/-(o) +/-(o)+
40 --+/-(o)+
60 --+/-(o) +/-(o)
80 ----
100 ----
120 ----
Chlorid salt Chloridsalze TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Chlorinated lime Chlorkalk CaCl(OCl) + Ca(OH)2 ≤ GL 20 ---+
(Blechkalk, + CaCl2 40 ---+
Calciumchloridhypochlorit)60 ---+
80 ---+
100 ---+
120 ---+
Chlorine dioxide, aqueous Chlordioxid, wässrige Lösung ClO2 0.2%20 --+/-(o)+
solution 40 ---+
60 ---+
80 ---+
100 ----
120 ----
Chlorine dioxide, aqueous Chlordioxid, wässrige Lösung ClO2 1%20 --+/-(o)+
solution 40 ---+
60 ---+
80 ---+
100 ----
120 ----
Chlorine dioxide, gaseous Chlordioxid, gasförmig ClO2 60%20 --+/-(o)+
40 ---+
60 ---+
80 ---+
100 ----
120 ----
Chlorine water Chlorwasser Cl2 + HCl + HOCl ≤ GL 20 --++
40 --++
60 --+/-(o)+
80 ---+
100 ----
120 ----
Chlorine, anhydrous Chlor, trocken CI2 TR 20 --++
40 --++
60 --++
80 --++
100 --++
120 ----
Chlorine, atomic, chlorine radical, Chlor, atomar, Chlorradikal,Cl▪all 20 ----
gaseous, moist gasförmig, feucht 40 ----
60 ----
80 ----
100 ----
120 ----
Chlorine, gaseous, anhydrous Chlor, gasförmig, trocken CI2 10%20 --++
40 --++
60 --++
80 --++
100 ----
120 ----
Chlorine, gaseous, moist Chlor, gasförmig, feucht CI2 0.5%20 +/-(o) +/-(o)++
40 --++
60 ---+
80 ---+
100 ---+
120 ----
Page 26 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Chlorine, gaseous, moist Chlor, gasförmig, feucht CI2 0.8%20 +/-(o) +/-(o)++
40 --++
60 ---+
80 ---+
100 ---+
120 ----
Chlorine, gaseous, moist Chlor, gasförmig, feucht CI2 1%20 --++
40 --++
60 ---+
80 ---+
100 ---+
120 ----
Chlorine, gaseous, moist Chlor, gasförmig, feucht CI2 5%20 --++
40 --++
60 ---+
80 ---+
100 ---+
120 ----
Chloroacetyl chloride Chloracetylchlorid C2H2Cl2O TR 20 +/-(o) +/-(o) +/-(o)+
(Chloressigsäurechlorid,40 --+/-(o) +/-(o)
Monochloracetylchlorid)60 ---+/-(o)
80 ----
100 ----
120 ----
Chloroacetyl chloride Chloressigsäurechlorid ClCH2COCl 98%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Chlorobenzene Chlorbenzen C6H5Cl TR 20 +/-(q) +/-(q)++
(Phenylchlorid)40 --++
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Chlorobenzenosulfon acid Chlorbenzensulfonsäure ClC6H4SO3H 80%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Chlorobutane Chlorbutan C4H9Cl TR 20 +/-(q) +/-(q)++
40 --++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Chlorocresoles Chlorkresole CH3C6H3ClOH TR 20 --++
(Chlorhydroxytoluole,40 --+/-(q)+
Chlormethylphenole)60 ---+/-(q)
80 ----
100 ----
120 ----
Chlorodifluoromethane Chlordifluormethan ClCHF2 TR 20 +/-(q) +/-(q)++
(Freon 22)40 --++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Chlorodimethyl ether Chlormethylmethylether ClCH2OCH3 TR 20 +/-(q) +/-(q) +/-(q)+
(Chlordimethylether)40 ---+
60 ---+
80 ---+/-(q)
100 ---+/-(q)
120 ----
Page 27 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Chloroethanol Chlorethanol ClCH2CH2OH TR 20 +/-(o) +/-(o)++
(Ethylenchlorhydrin)40 --++
60 --+/-(o) +/-(o)
80 ---+/-(o)
100 ----
120 ----
Chloroethyl acetate Essigsäurechlorethylester CH3COOCH2CH2Cl TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Chloroform Chlorform CHCl3 TR 20 +/-(o) +/-(o)++
(Trichlormethan)40 --++
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Chloroformic acid ethyl ester Ameisensäureethylester,ClCOOC2H5 TR 20 +/-(q) +/-(q)++
chloriert 40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Chloroformic acid methyl ester Ameisensäuremethylester,HCOOCH3 TR 20 +/-(q) +/-(q)++
chloriert 40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Chlorohexanol Chlorhexanol HO(CH2)6Cl TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Chloromethyl acetate Essigsäurechlormethylester CH3COOCH2Cl TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Chloromethyloximether Chlormethyloximether TR 20 +/-(q) +/-(q) +/-(q)+
40 ---+
60 ---+
80 ---+
100 ---+/-(q)
120 ----
Chloronaphthalene Chlornaphtalin C6H4C4H3Cl TR 20 +/-(q) +/-(q)++
(Naphthylchlorid)40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Chloropicric Chlorpikrin Cl3CNO2 TR 20 +/-(o) +/-(o)++
(Nitrochlorform,40 --++
Trichlornitromethan)60 --+/-(o)+
80 --+/-(o) +/-(o)
100 ----
120 ----
Chloropropyltriethoxysilan Chlorpropyltriethoxysilan C3H7ClSi(OC2H5)3 TR 20 +/-(o) +/-(o)++
40 --++
60 --+/-(o)+
80 --+/-(o) +/-(o)
100 ----
120 ----
Page 28 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Chlorosulfonic acid Chlorsulfonsäure ClSO2OH TR 20 +/-(o) +/-(o) +/-(o)+
(Chlorschwefelsäure)40 --+/-(o)+
60 ---+/-(o)
80 ----
100 ----
120 ----
Chlorotoluensulfonic acid Chlortoluolsulfonsäure ClC6H3CH3SO3H TR 20 +/-(o) +/-(o) +/-(o)+
40 --+/-(o)+
60 ---+/-(o)
80 ----
100 ----
120 ----
Chlorotrifluoromethane Chlortrifluormethan CClF3 TR 20 +/-(o) +/-(o) +/-(o)+
40 --+/-(o)+
60 ---+/-(o)
80 ----
100 ----
120 ----
Chloroxylene Chlorxylole CH3C6H3CH3Cl TR 20 --++
40 --++
60 --+/-(o)+
80 ---+
100 ----
120 ----
Choline Cholinchlorid C5H14ClNO 75%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Chrome alum Chromalaun KCr(SO4)2 x 12H2O ≤ GL 20 ++++
(Chromium(III) potassium (Chromkaliumsulfat)40 +/-(o) +/-(o)++
sulfate)60 --++
80 --+/-(o) +/-(o)
100 ----
120 ----
Chromesalts (2- and 3-valent)Chromsalze (2- und 3-wertig)Cr2+, Cr3+VL 20 ++++
40 ++++
60 ++++
80 +++
100 --++
120 ---+
Chromic acid Chromsäure H2CrO4 50%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Chromic acid Chromsäure H2CrO4 40%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Chromic acid Chromsäure H2CrO4 30%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Chromic acid Chromsäure H2CrO4 20%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Page 29 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Chromic acid Chromsäure H2CrO4 10%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Chromic acid Chromsäure H2CrO4 1%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Chromium(II) chloride Chromchlorid (II)CrCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Chromium(III) chloride Chromchlorid (III)CrCl3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Chromium(III) nitrate Chrom(III)nitrat Cr(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Chromium(III) sulfate Chrom(III)sulfat Cr2(SO4)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Chromosulfuric acid Chromschwefelsäure CrO3+H2SO4 + H2O ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Cider Obstwein H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Cinnamon oil Zimtöl H 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --++
120 ----
Citric acid Citronensäure C3H4OH(COOH)3 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Citric acid Citronensäure C3H4OH(COOH)3 < 10%20 ++++
(2-Hydroxy-1,2,3-propancarbon-40 ++++
säure)60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Page 30 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Citrus oil Zitrusöl H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Clove oil Nelkenöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Coal gas, benzene free Leuchtgas, benzolfrei TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Cobalt(II) chloride Cobalt(II)chlorid CoCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Cocofat acid diethanolamide Kokosfettsäurediethanolamid 49%20 ++++
40 ++/-(q) +/-(q)+
60 +/-(q)--+
80 ---+/-(q)
100 ----
120 ----
Coconut fat alcohol Kokosfettalkohol TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Coconut oil Kokosnussöl H 20 ++++
40 ++/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 ---+/-(q)
120 ----
Cod liver oil Lebertran H 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Coffee-extracts Kaffee-Extrakt H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Coke gas (61% hydrogen,Kokereigas (61% Wasserstoff,H2 + CH4 + CO + N2 TR 20 +/-(q) +/-(q)++
26% methane,26% Methan,40 +/-(q) +/-(q)++
4% carbon monoxide,4% Kohlenstoffmonoxid,60 --++
nitrogen 8%)8% Stickstoff)80 --++
100 --+/-(q) +/-(q)
120 ---+/-(q)
Cola concentrates Cola-Konzentrate H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 31 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Compressed air, containing oil Pressluft, ölhaltig H 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Cooking oil Speiseöl H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Cooking salt Kochsalz H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper carbonate Kupfercarbonat CuCO3 x Cu(OH)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper salts Kupfersalze ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper tetrafluoroborate Kupfertetrafluorborat Cu(BF4)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(I) chloride Kupfer(I)chlorid CuCl ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(I) cyanide Kupfer(I)cyanid CuCN ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(II) chloride Kupfer(II)chlorid CuCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(II) chloride Kupfer(II)chlorid CuCl2 all 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(II) cyanide Kupfer(II)cyanid Cu(CN)2 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 32 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Copper(II) fluoride Kupfer(II)fluorid CuF2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(II) nitrate Kupfer(II)nitrat Cu(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(II) sulfate Kupfer(II)sulfat CuSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Corn oil Maiskeimöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Cotton seed oil Baumwollsamenöl H 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Cresol Kresole HOC6H4CH3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 ---+/-(q)
100 ----
120 ----
Cresol carbonic acid Kresolcarbonsäure HOCH3C6H3COOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 ---+/-(q)
100 ----
120 ----
Cresolsulfonic acid Kresolsulfonsäure HOCH3C6H3SO3H TR 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+
60 -+/-(s)+/-(s)+
80 --+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ----
Cresolsulfonic acid Kresolsulfonsäure HOCH3C6H3SO3H 80%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+
60 -+/-(s)+/-(s)+
80 --+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ----
Cresolsulfonic acid Kresolsulfonsäure HOCH3C6H3SO3H 50%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+
60 -+/-(s)+/-(s)+
80 --+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ----
Crotonic acid Crotonsäure CH3CHCHCOOH VL 20 +/-(q) +/-(q) +/-(q)+
(2-Butensäure)40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ---+/-(q)
100 ----
120 ----
Page 33 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Crotonic aldehyde Crotonaldehyd C4H6O TR 20 +/-(q) +/-(q) +/-(q)+
(2-Butenal)40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ---+/-(q)
100 ----
120 ----
Cumol Cumol C6H5CH(CH3)2 TR 20 +/-(q) +/-(q) +/-(q)+
(2-Phenylpropan,40 +/-(q) +/-(q) +/-(q)+
Isopropylbenzol)60 ---+
80 ---+/-(q)
100 ----
120 ----
Cyanamide Cyanamid H2NCN TR 20 ++/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ---+
100 ----
120 ----
Cyanide-sulfuric chloride-salts Zyanid-Schwefelchlorid-Salze TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+
120 ----
Cyclohexane Cyclohexan C6H12 TR 20 +/-(q) +/-(q)++
(Hexahydrobenzol)40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ----
120 ----
Cyclohexanol Cyclohexanol C6H12O TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++/-(q)
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Cyclohexanone Cyclohexanon C6H10O TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q)-+/-(q)
80 ---+/-(q)
100 ----
120 ----
Cyclohexene Cyclohexen C6H10 TR 20 +/-(q) +/-(q)++
(Tetrahydrobenzol)40 --++
60 --+/-(q)+
80 ---+
100 ---+
120 ----
Cyclohexyl acetate Essigsäurecyclohexylester CH3COOC6H11 TR 20 ++++
(Cyclohexylacetat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Cyclohexylamine Cyclohexylamin C6H11NH2 TR 20 +/-(q) +/-(q) +/-(q)+
(Aminocyclohexan)40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q)-+
80 ---+/-(q)
100 ----
120 ----
Cyclopentane Cyclopentan C5H10 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q)-+
80 ---+/-(q)
100 ----
120 ----
Page 34 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
1,1-Dichloro-1-fluoroethane 1,1-Dichlor-1-fluorethan FCl2CCH3 TR 20 +/-(s)+/-(s)+/-(s)+
(Freon 141b)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
1,1-Dichloro-1-fluoromethane 1,1-Dichlor-1-fluormethan CCl2F2 TR 20 +/-(s)+/-(s)+/-(s)+
(Freon 12)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
1,1-Difluoro-1-chloroethane 1,1-Difluor-1-chlorethan F2ClCCH3 TR 20 +/-(s)+/-(s)+/-(s)+
(Freon 142b)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
1,1-Difluoroethane 1,1-Difluorethan F2CHCH3 TR 20 +/-(s)+/-(s)+/-(s)+
(Freon 152a)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
1,2-Diaminoethane 1,2-Diaminethan NH2CH2CH2NH2 TR 20 +++/-(q)+
40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)--
100 ----
120 ----
1,2-Dibromobenzene Dibrombenzen C6H4Br2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++/-(s)
80 --+-
100 --+/-(s)-
120 ----
1,2-Dibromoethane Dibromethan BrCH2CH2Br TR 20 +/-(q) +/-(q)++
(Ethylenbromid)40 --++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ---
3,4-Dichlorotoluene Dichlortoluol CH3C6H3Cl2 TR 20 +++/-(s)+
(1-Methyl-3,4-dichlortoluol)40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Decan Dekan C10H22 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Dekahydronaphtalene Decalin C10H18 TR 20 +/-(q) +/-(q)++
(Perhydronaphthalin)40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Diacetone alcohol Diacetonalkohol (CH3)2C(OH)CH2COCH3 TR 20 +/-(q) +/-(q) +/-(q)+
(4-Hydroxy-4-Methyl-2-Pentanon,40 +/-(q) +/-(q) +/-(q)+
Diaceton)60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Page 35 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
DIALA oil DIALA öl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Dibutyl sebazate Sebazinsäuredibutylester H9C4OCO(CH2)8COO-TR 20 +/-(q) +/-(q) +/-(q)+
(Dibutylsebazat)C4H9 40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ---+/-(q)
120 ----
Dibutylglykolphtalate Dibutylglykolphtalat TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Dibutylphthalate Dibutylphthalat (C4H9)2(COO)2C6H4 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Dibutylsebacate Dibutylsebazat C8H16(COOC4H9)2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Dibutylthiourea Dibutylthioharnstoff H9C4NHSCNHC4H9 TR 20 ++++
40 +++/-(q)+
60 +++/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ---+
Dibutyltinmercaptide Dibutylzinnmercaptid (C4H9)2SSn TR 20 ++++
(Dibutylmercaptostaanan)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Dichloroacetic acid Dichloressigsäure Cl2CHCOOH TR 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Dichloroacetic acid methyl ester Dichloressigsäuremthylester Cl2CHCOOCH3 TR 20 +++/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 ---+/-(s)
80 ----
100 ----
120 ----
Dichlorobenzene Dichlorbenzen C6H4Cl2 TR 20 --++
40 --++
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Dichlorodimethylsilane Dichlordimethylsilan (CH3)2SiCl2 TR 20 --++
40 --++
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Page 36 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Dichlorodiphenyldichloroethane Dichlordiphenyldichlorethan ClC6H4CH(CHCl2)C6H4-TR 20 --++
(DDD)Cl 40 --++
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Dichlorodiphenyltrichloroethane Dichlordiphenyltrichlorethan ClC6H4CH(CCl3)C6H4Cl TR 20 --++
(DDT)40 --++
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Dichloroethane Dichlorethan C2H4Cl2 35%20 +++/-(s)+
(Ethylendichlorid)40 +/-(s)+/-(s)+/-(s)+
60 ---+/-(s)
80 ----
100 ----
120 ----
Dichloroethylene Dichlorethylen ClCHCHCl TR 20 --++
(1,1 Dichlorethylen,40 --++
1,2 Dichlorethylen)60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Dichlorofluoromethane Dichlorfluormethan CHCl2F TR 20 +++/-(s)+
(Freon 21)40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Dichlorohydrin Dichlorhydrin C3H6Cl2O 5%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Dichloroisopropylether Dichlorisopropylether C5H10ClOC5H10Cl TR 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Dichloromethane Dichlormethan CH2Cl2 TR 20 +/-(s)+/-(s)+/-(s)+
(methylene chloride)(Methylenchlorid)40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Dichloropropane Dichlorpropan ClCH2CHClCH3 TR 20 +/-(s)+/-(s)+/-(s)+
(1,2-Dichlorpropan,40 +/-(s)+/-(s)+/-(s)+
Propylendichlorid)60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Dichloropropanol Dichlorpropanol C3H6Cl2O TR 20 +/-(q) +/-(q)++
(1,3 Dichlor-2-propanol)40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Dichloropropene (1,3)Dichlorpropen (1,3)ClCH2CHCHCl TR 20 +++/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Page 37 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Dichlorotetrafluoroethan Dichlortetrafluorethan CClF2CClF2 TR 20 +++/-(s)+
(Cyrofluoran)40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Dicyclohexylcarbodiimid Dicyclohexylcarbodiimid C13N2H22 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 ---+
100 ----
120 ----
Diesel oil Dieselkraftstoff H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --++
100 --++
120 ---+
Diethanolamine Diethanolamin (HOCH2CH2)2NH TR 20 +++/-(q)+
40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)--
100 ----
120 ----
Diethyl carbonate Diethylcarbonat C5H10O3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Diethyl ether Diethylether CH3CH2OCH2CH3 TR 20 +/-(q) +/-(q)++
40 -+++
60 -++/-(q)+
80 -++/-(q)+
100 ---+
120 ---+
Diethyl ketone Diethylketon C2H5COC2H5 TR 20 ++++
(3-Pentanon)40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 ----
100 ----
120 ----
Diethyl-2,2'-hydroxyamine Diethyl-2,2'-hydroxyamin (HOCH2CH2)2NH TR 20 +++/-(q)+
40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)--
100 ----
120 ----
Diethylamine Diethylamin (H5C2)2NH TR 20 +++/-(q)+
40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)--
100 ----
120 ----
Diethylaminoethyl chloride Diethylaminethylchlorid (C2H5)2NCH2CH2Cl TR 20 ++++
(Chlorethyldiethylamin)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Diethylenediamine Diethylendiamin (CH2CH2NH)2 50%20 +++/-(q)+
(Piperazine)(Hexahydropyrazin, Piperazin)40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)--
100 ----
120 ----
Page 38 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Diethyleneglykol Diethylenglykol C4H10O3 5%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Diethylenetriamine Diethylentriamin NH2C2H4NHC2H4NH2 TR 20 ++/-(q)++
(2,2 Iminodiethylamin)40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ---+/-(q)
100 ----
120 ----
Diethylentriaminopentaacetic Diethylentriaminpentässigsäure (HOOH2C)N((CH)2N-TR 20 ++++
acid (DTPA)(COOH)2)2 40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ---+
Diethylmalonate Malonsäurediethylester H2C(COOC2H5)2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Diglycolic acid Diglykolsäure (COOH)2(CH2)2O TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Diglycolic acid Diglykolsäure (COOH)2(CH2)2O 30%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Dihexyl ether Dihexylether H13C6OC6H13 TR 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 ---+/-(q)
100 ----
120 ----
Dihydroxydimethylsilane Dihydroxydimethylsilan (CH3)2Si(OH)2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 ---+
100 ---+
120 ---+
Diisoamyl ether Diisoamylether H11C5OC5H11 TR 20 +/-(s)+/-(s)++
(Diisopentylether)40 +/-(s)+/-(s)++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Diisobuten Diisobuten (CH3)3CCH2(CH3)CCH2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+
120 ----
Diisobutyl ketone Diisobytylketon ((CH3)2CHCH2)2CO TR 20 +/-(q) +/-(q) +/-(q)+
(2,6-Dimethyl-4-heptanone-40 +/-(q) +/-(q) +/-(q)+
Isovalerone)60 ---+
80 ---+/-(q)
100 ----
120 ----
Page 39 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Diisocyanate Diisocyanate TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Diisopropyl ether Diisopropylether (CH3)2CHOCH(CH3)2 TR 20 ++/-(s)++
40 +/-(s)+/-(s)++
60 --++
80 --+/-(s)+/-(s)
100 ----
120 ----
Diisopropyl ketone A Diisopropylketon A (CH3)2CHCOCH(CH3)2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 ---+/-(q)
80 ----
100 ----
120 ----
Dimethoxyethane Dimethoxyethan C4H10O2 TR 20 ++++
40 ++++
60 +/-(o) +/-(o) +/-(o)+
80 --+/-(o)+
100 ---+
120 ---+
Dimethyl ether Dimethylether C2H6O 5%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 --+/-(s)+
80 ----
100 ----
120 ----
Dimethyl sulfate Dimethylsulfat (CH3)2SO4 TR 20 ++++
(Schwefelsäuredimethylester)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Dimethyl sulfoxide Dimethylsulfoxide (CH3)2SO TR 20 ++++
40 ++++
60 +/-(o) +/-(o) +/-(o)+
80 --+/-(o)+
100 ---+
120 ----
Dimethylacetamide Dimethylacetamid CH3CON(CH3)2 TR 20 +++/-(s)+
(N,N-Dimethylacetamid, DMAc)40 ++-+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Dimethylamine Dimethylamin (CH3)2NH TR 20 +++/-(s)+
40 ++-+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Dimethylaniline Dimethylanilin C6H5N(CH3)2 TR 20 +++/-(s)+
40 ++-+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Dimethyldichlorosilane Dimethyldichlorsilizium (CH3)2SiCl2 TR 20 +/-(s)+/-(s)++
40 --++
60 --++
80 --+/-(s)+
100 ---+/-(s)
120 ----
Page 40 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Dimethyldodecylamine Dimethyldodecylamin (CH3)2NC12H23 TR 20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+
100 ---+/-(q)
120 ----
Dimethylen chloride Dimethylenchlorid 5%20 ++++
40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 ---+
120 ----
Dimethyleneglykol Dimethylenglykol 5%20 ++++
40 ++/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+/-(q)
100 ----
120 ----
Dimethylformamide Dimethylformamid C3H7NO TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q)-+
60 +/-(q) +/-(q)-+/-(q)
80 ---+/-(q)
100 ----
120 ----
Dimethylheptanol Dimethylheptanol CH3CH(CH3)(CH2)3CH-TR 20 ++/-(q)++
(CH3)CHOH 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Dimethylhexadien Dimethylhexadien CH2C(CH3)CH2CH2C-TR 20 ++/-(q)++
(CH3)CH2 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Dimethylhydrazine Dimethylhydrazin NN2N(CH3)2 TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Dimethylphtalate Dimethylphtalat C6H4(COOH3)2 TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Dimethylpolysiloxan Dimethylpolysiloxan HO((CH3)2SiO)nH H 20 ++/-(q)++
(Polymer FD 80)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Dimethylpropionyl chloride Dimethylpropionylchlorid (CH3)3CCOCl TR 20 ++/-(q)++
(Pivaloylchlorid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Di-n-amyl ester Di-n-amylether H11C5OC5H11 TR 20 +/-(s)+/-(s)++
(Pentylether)40 +/-(s)+/-(s)++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Page 41 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Dioctylphthalate Dioctylphthalat COOC8H17 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ---+
Dioxane Dioxan O(C2H4)2O TR 20 ++++
40 +/-(o) +/-(o)++
60 -++/-(o) +/-(o)
80 ----
100 ----
120 ----
Diphenyl ether Diphenylether C6H5OC6H5 TR 20 ++++
40 +/-(q)++/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ----
120 ----
Diphenylamine Diphenylamin C6H5NHC6H5 TR 20 ++++
40 +/-(q)+-+
60 +/-(q) +/-(q)-+
80 ---+
100 ----
120 ----
Diphenylethylene Diphenylethylen C6H5CHCHC6H5 6%20 +/-(q) +/-(q)++
(Stilben)40 +/-(q) +/-(q)++
60 --++
80 --++
100 --+/-(q)+
120 ----
Diphenylglykolic acid Diphenylglykolsäure (C6H5)2C(OH)COOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Diphenyloxide Diphenyloxid C6H5OC6H5 TR 20 ++++
(Diphenylether, Phenylether)40 +/-(o) +/-(o)++
60 --++
80 --++
100 ----
120 ----
Diphosphoric acid Diphosphorsäure H4P2O7 15%20 ++++
40 ++++
60 ++/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Dipotassium hydrogen-Dikaliumhydrogenphosphat K2HPO4 all 20 ++++
phosphate 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Disodium phosphate Dinatriumphosphat Na2HPO4 x 2H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Disodium tetraborate Dinatriumtetraborat Na2BO7 x 10H2O VL 20 ++++
(Borax)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 42 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Disulfuric acid Dischwefelsäure H2S2O7 ≤ GL 20 ++++
40 ++++
60 ++/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Divinylbenzene Divinylbenzen CH2CHC6H4CHCH2 TR 20 +/-(s)+/-(s)++
40 --++
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Dodecanoic acid chloride Dodecansäurechlorid C11H23COCl TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Dodecylbenzensulfonic acid Dodecylbenzensulfonsäure C12H25C6H4SO3H TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Dodecylbenzensulfonic acid Dodecylbenzensulfonsäure C12H25C6H4SO3H 60%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
2,3-Epoxypropyltrimethyl-2,3-Epoxypropyltrimethyl-C6H14ClNO TR 20 ++++
ammonium chloride ammoniumchlorid 40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
2-Ethylhexanolyl chloride 2-Ethylhexanolylchlorid TR 20 ++++
40 ++/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Elektrolyte bath Elektrolytbad H2SO4 + CH3C6H3(OH)-all 20 ++++
(Sulfuric acid +(Schwefelsäure (SO3H)40 ++++
Cresol sulfone acid) + Kresolsulfonsäure)60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+
120 ---+/-(q)
Ethan, gaseous Ethan, gasförmig CH3CH3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ----
Ethanethiol Ethanthiol (Ethylmercaptan)C2H5SH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Ethanol Ethanol C2H5OH + H2O TR 20 +/-(q) +/-(q)++
40 -+/-(q)++
60 --++
80 --++
100 ---+
120 ----
Page 43 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ethanol Ethanol C2H5OH + H2O 96%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Ethanol Ethanol C2H5OH + H2O 50%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Ethanol Ethanol C2H5OH + H2O 10%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Ethanol / acetic acid Ethanol / Essigsäure TR 20 +/-(q) +/-(q)++
(fermentation mixture)(Gärungsgemisch)40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 ----
120 ----
Ethanolamine Ethanolamin H2NC2H4OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q) +/-(q)
60 ---+/-(q)
80 ---+/-(q)
100 ----
120 ----
Ethen Ethen CH2CH2 TR 20 +/-(q) +/-(q)++
(Ethylen)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Ethyl acetate Ethylacetat CH3COOCH2CH3 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q)-+/-(q)
80 ---+/-(q)
100 ----
120 ----
Ethyl acrylate Acrylsäureethylester CH2=CHCCOCH2CH3 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 --+/-(q)-
100 ----
120 ----
Ethyl alcohol, denatured Ethylalkohol, vergällt C2H5OH + 2% C6H5CH3 96%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 ---+
100 ---+/-(q)
120 ----
Ethyl benzoate Benzoesäureethylester C6H5COOC2H5 TR 20 +/-(q) +/-(q)++
(Ethylbenzoat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+/-(q)
100 ----
120 ----
Ethyl bromide Ethylbromid CH3CH2Br TR 20 +/-(s)+/-(s)++
(Bromethan)40 --++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Page 44 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ethyl butyrate Buttersäureethylester CH3CH2CH2COOC2H5 TR 20 ++++
(Ethylbutyrat)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Ethyl chloride Ethylchlorid CH3CH2Cl TR 20 --++
40 --++
60 --++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Ethylacetoacetate Acetessigester CH3COCHCOOC2H5 TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Ethylbenzene Ethylbenzen C6H5C2H5 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 ---+/-(q)
100 ----
120 ----
Ethylchloroformiate Chlorameisensäureethylester ClCOOC2H5 TR 20 ++++
40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Ethylcyanoacetate Cyanessigsäureethylester CH2CNCOOC2H5 TR 20 +/-(q) +/-(q)++
(Ethylcyanoacetat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Ethylenbenzene Ethylenbenzen C8H10 TR 20 +/-(q) +/-(q)++
(Phenylethan)40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Ethylenbutyrate Ethylenbutyrat C6H12O2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Ethylene chloride Ethylenchlorid ClCH2CH2Cl TR 20 --+/-(s)+
(1,2-Dichloroethane)(1,2-Dichlorethan)40 --+/-(s)+
60 ---+
80 ---+
100 ---+
120 ---+
Ethylenediamine Ethylendiamin H2NCH2CH2NH2 TR 20 +++/-(s)+
(1,2-Diaminoethan,40 ++-+
1,2-Ethandiamin)60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ----
120 ---+
Ethylenediaminetetraacetic acid Ethylendiamintetraessigsäure C2H4N2(CH2COOH)4 TR 20 +++/-(s)+
(EDTA)40 +++/-(s)+
60 +/-(q) +/-(q) +/-(s)+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Page 45 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ethyleneglykol Ethylenglykol (CH2OH)2 TR 20 ++++
(1,2-Ethandiol, Glykol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Ethyleneglykoldiethylether Ethylenglykoldiethylether CH3CH2OCH2CH2O-TR 20 ++++
(Diethylglykolether)CH2CH3 40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Ethyleneglykolmonomethylether Ethylenglykolmonomethylether CH3OCH2CH2OH TR 20 ++++
(2-Methoxyethanol, Methylglykol)40 ++/-(s)++
60 +/-(s)+/-(s)++
80 --+/-(s)+
100 ----
120 ----
Ethyleneoxide Ethylenoxid CH2CH2O TR 20 -+/-(o)++
40 --++
60 --++
80 --+/-(o)+
100 ----
120 ---+
Ethylether Ethylether H5C2OC2H5 TR 20 +/-(o) +/-(o)++
(Diethylether)40 +/-(o) +/-(o)++
60 --++
80 ----
100 ----
120 ----
Ethylformalat Ethylformalat C3H6O2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+
120 ----
Ethylhexanol Ethylhexanol (C4H9)(C2H5)CHCH2OH TR 20 ++++
(Isooctanol)40 ++/-(q)++
60 +/-(q) +/-(q)++
80 +/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Ethylpropionate Ethylpropionat C2H5CHOOC2H5 TR 20 ++++
40 ++/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Fatty acid amides Fettsäurenamide RCONH2 TR 20 ++++
40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 ---+
100 ---+
120 ---+
Fatty acids Fettsäuren TR 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ---+
Fatty alcohol alkoxylate Fettalkoholalkoxylat 20%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 ----
120 ----
Page 46 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Fatty alcohol ethoxylate Fettalkoholethoxylat R(OC2H4)nOH TR 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+
120 ----
Fatty alcohol ethylether sulfate Fettalkoholethersulfat R(OC2H4)nSO3Na TR 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Fatty alcohol sulphonate Fettalkoholsulfonate TR 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --++
100 --+/-(q)+
120 ----
Fatty alcohols Fettalkohole C8 up to C18 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+
120 ----
Fenarimol Fenarimol C17H12Cl2N2O 12%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 ----
120 ----
Fermentation mash Gärungsmaische C2H5OH + CH3COOH all 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q) +/-(q)
120 ----
Fertilizer salts Düngesalze H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Fire extinguishing form Feuerlöschschaum H 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Fish oil, sulfited Fischöl, sulfitiert H 20 ++++
(Licrol 3235)(Licrol 3235)40 ++/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Fluoboric acid Fluorborsäure HBF4 ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Fluorine, liquid Fluor, flüssig F2 ≤ GL 20 ---+/-(s)
40 ----
60 ----
80 ----
100 ----
120 ----
Page 47 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Fluorine, gaseous Fluor, gasförmig F2 TR 20 ---+/-(s)
40 ----
60 ----
80 ----
100 ----
120 ----
Fluoroboric acid Borfluorwasserstoffsäure HBF4 50%20 ++++
(Tetrafluorborsäure)40 ++++
60 +/-(s)+/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Fluorosilic acid Fluorsiliziumsäure H2SiF6 50%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Fluorosulfuric acid Fluorschwefelsäure HSO3F ≤ GL 20 ++++
(Fluorosulfonsäure)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Fluorotrichloromethane Fluortrichlormethan CCl3F TR 20 +/-(s)+/-(s)++
(Trichlorfluormethan, Frigen 11)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Fluosilicic acid Kieselfluorwasserstoffsäure H2SiF6 50%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ---+/-(s)
Fluosilicic acid Kieselfluorwasserstoffsäure H2SiF6 32%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ---+/-(s)
Fluosilicic acid Kieselfluorwasserstoffsäure H2SiF6 10%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ---+/-(s)
Formaldehyde Formaldehyd CH2O 40%20 +/-(q) +/-(q) +/-(q)+
(Formalin)40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 ---+/-(q)
100 ----
120 ----
Formaldehyde Formaldehyd CH2O 10%20 +/-(q) +/-(q) +/-(q)+
(Formalin)40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 ---+/-(q)
100 ----
120 ----
Formamide Formamid CH3NO TR 20 +/-(s)+/-(s)+/-(q)+
(Ameisensäureamid)40 +/-(s)+/-(s)+/-(q)+
60 +/-(s)+/-(s)+/-(q)+
80 -+/-(s)--
100 ----
120 ----
Page 48 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Formic acid Ameisensäure HCOOH < 60%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Formic acid Ameisensäure HCOOH < 85%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Formic acid Ameisensäure HCOOH TR 20 +/-(q) +/-(q)++
40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Formic acid ethyl ester Ameisensäureethylester HCOOC2H5 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Formic acid methyl ester Ameisensäuremethylester HCOOCH3 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Fructose Fructose C6H12O6 all 20 ++++
(Fruchtzucker)40 ++++
60 ++++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Fruit juices Fruchtsäfte H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Fruit juices, unfermented Obstsäfte H 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Fruit pulp Obstpulp H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Fuel Kraftstoffe H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ---+/-(q)
Fuel oil Heizöl H 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --++
100 --+/-(q)+
120 ---+
Page 49 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Fumaric acid Fumarsäure C2H2(COOH)2 TR 20 ++++
(1,4 Butendisäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Furan Furan C4H4O TR 20 --+/-(o)+
40 ---+
60 ---+/-(o)
80 ----
100 ----
120 ----
Furfural Furfural OCH=CHCH=CCHO TR 20 --+/-(o)+
(Furfuran)40 ---+
60 ---+/-(o)
80 ----
100 ----
120 ----
Furfurylalcohol Furfurylalkohol OH3C4CH2OH TR 20 ++++
(2-Furanylmethanol)40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 ---+/-(q)
100 ----
120 ----
Gallic acid Gallussäure C6H2(OH)3COOH TR 20 ++++
(3,4,5-Trihydroxybenzolsäure)40 ++++
60 +/-(q) +/-(q)++/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q)-
120 ----
Gallium chloride Galliumchlorid GaCl3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Gelatine Gelatine all 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Gipssupsension Gipssupsension S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Gluconic acid Gluconsäure C6H12O7 TR 20 ++++
(D-Gluconsäure)40 ++++
60 ++++
80 -+/-(q)++
100 --+/-(q)+
120 ---+/-(q)
Glucose Dextrose C6H12O6 TR 20 ++++
(D-Glucose)40 ++++
60 ++++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Glucose Dextrose C6H12O6 20%20 ++++
(D-Glucose)40 ++++
60 ++++
80 -+++
100 --+/-(q)+
120 ---+
Page 50 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Glucose Glucose O(CHOH)4CHCH2OH all 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Glue Leim H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Glutamic acid Glutaminsäure HOOCCH2CH2CH(NH2)-TR 20 ++++
COOH 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Glutaraldeyde Glutaraldeyd C5H8O2 50%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 ---+
100 ---+
120 ----
Glutaric acid Glutarsäure HOOC(CH2)3COOH TR 20 ++++
(Pentandisäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Glycerine Glycerin C3H5(OH)3 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Glycerinechlorohydrine Glycerinchlorhydrin CH2ClCHOHCH2OH TR 20 ++++
(3-Chlor-1,2-Propandiol)40 ++/-(q)++
60 --++/-(q)
80 ---+/-(q)
100 ----
120 ----
Glycerinemonolaurate Glycerinmonolaurat CH3(CH2)10COOC3H5-H 20 ++++
(Monolaurinsäureglycerinester)(OH)2 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Glycerinetriacetate Glycerintriacetat H 20 ++++
(Triessigsäureglycerinester)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Glycerintriacetate Triacetin (CH3COO)3C3H5 TR 20 ++++
(Glycerintriacetat)40 +/-(q)+++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Glycerol Glycerol (HOCH2)2CHOH VL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Page 51 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Glycerol Glycerol (HOCH2)2CHOH 10%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ----
Glycocol Glykokol NH2CH2COOH 10%20 ++++
(glycin)(Glycin)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Glycolic acid Glykolsäure HOCH2COOH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Glycolic acid Glykolsäure HOCH2COOH 70%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Glycolic acid Glykolsäure HOCH2COOH 37%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Glycolic acid Glykolsäure HOCH2COOH 30%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --++
100 ---+/-(q)
120 ----
Glyoxylic acid Glyoxylsäure OHCCOOH TR 20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+/-(q)
120 ----
Glyoxylic acid Glyoxylsäure OHCCOOH 10%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Guanidinehydrochloride Guanidinhydrochlorid CH5N3 x HCl all 20 ++++
(Guanidiumchlorid)40 ++++
60 +/-(q) +/-(q)++
80 --++
100 ---+/-(q)
120 ----
2-Hydroxyethyl hydrazine 2-Hydroxyethylhydrazin C2H8N2O TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Hard coal tar oil Steinkohlenteeröl TR 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Page 52 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Heptane Heptan (n-Heptan)C7H16 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Heptanol Heptanol ((CH3)2CHCH2)2CHOH TR 20 +/-(q) +/-(q)++
(2,6-Dimethyl-4-heptanol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Heptanone Heptanon ((CH3)2CHCH2)2CO TR 20 +/-(q) +/-(q)++
(2,6-Dimethyl-4-heptanone)(Isovalerone)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Hexachlorobutadiene Hexachlorbuta-1,3-dien C4Cl6 TR 20 +/-(q) +/-(q)++
(Perchlorbutadien)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Hexachlorocyclohexane Hexachlorcyclohexan C6H6Cl6 TR 20 +/-(q) +/-(q)++
(Lindan, Gammahexan)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Hexachloroethane Hexachlorethan CCl3CCl3 TR 20 +/-(s)+/-(s)++
(Perchlorethan)40 +/-(s)+/-(s)++
60 --+/-(q)+
80 --+/-(q)+
100 ---+/-(q)
120 ----
Hexadiene Hexadien CH2C(CH3)CH2CH2C-TR 20 +/-(q) +/-(q)++
(2,5-Dimethyl-1,5-hexadiene)(CH3)CH2 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Hexafluoroethane Hexafluorethan C2F6 TR 20 +/-(s)+/-(s)++
40 --+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Hexafluorosilicic acid Hexafluorkieselsäure H2SiF6 < 50%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+/-(s)
120 ---+/-(s)
Hexamethyldisilazane Hexamethyldisilazane (CH3)3SiNHSi(CH3)3 TR 20 ++++
(HMDS)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Hexamethylenediamine Hexamethylendiamin C6H16N2 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ----
100 ----
120 ----
Page 53 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Hexamethylenetetramine Hexamethylentetramin (NCH2)3N(CH2)3 TR 20 ++++
(Urotropin)40 +++/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)--
100 ----
120 ----
Hexamethylphosphamide Hexamethylphosphamid ((CH3)2N)3PO TR 20 ++++
(HMPT)40 +++/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Hexamethylphosphotriamide Hexamethylphosphotriamide ((CH3)2N)3PO TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ----
100 ----
120 ----
Hexane, liquid Hexan, flüssig C6H14 TR 20 ++++
(n-Hexan)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Hexanetriole Hexantriol C6H11(OH)3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Hexanol Hexanol CH3(CH2)4CH2OH TR 20 ++++
(Hexylalkohol)40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Hexanon Hexanon CH3CO(CH2)3CH3 TR 20 +/-(q) +/-(q) +/-(s)+
(Methylbutylketon)40 +/-(q) +/-(q) +/-(s)+
60 +/-(q) +/-(q)-+
80 ---+/-(q)
100 ----
120 ----
Hexene Hexen C6H12 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Honey Honig H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Hydrazine Hydrazin N2H4 10%20 +++/-(s)+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ----
Hydrazine Hydrazin N2H4 15%20 +++/-(s)+
40 +++/-(s)+
60 ++-+
80 -+-+
100 ---+
120 ----
Page 54 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Hydrazine Hydrazin N2H4 40%20 +++/-(s)+
40 +++/-(s)+
60 ++-+
80 -+-+
100 ---+
120 ----
Hydrazine Hydrazin N2H4 70%20 +++/-(s)+
40 +++/-(s)+
60 ++-+
80 -+-+
100 ---+
120 ----
Hydrazine Hydrazin N2H4 TR 20 +++/-(s)+
40 +++/-(s)+
60 ++-+
80 -+-+
100 ---+
120 ----
Hydrazine hydrate Hydrazinhydrat N2H4 x H2O < 24%20 +++/-(s)+
40 +++/-(s)+
60 ++-+
80 -+-+
100 ---+
120 ----
Hydrazine hydrochloride Hydrazinhydrochlorid NH3NH3Cl2 ≤ GL 20 ++++
(Hydraziniumdihydrochlorid)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Hydrobromic acid Bromwasserstoffsäure HBr 66%20 +/-(s)+/-(s)++
(Hydrogen bromide)40 +/-(s)+/-(s)++
60 --++
80 --+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Hydrochinone Hydrochinon HOC6H4OH TR 20 ++++
(1,4-Dihydroxybenzol)40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Hydrochloric acid Salzsäure HCl 39%20 --+/-(s)+
40 --+/-(s)+
60 --+/-(s)+
80 --+/-(s)+
100 ----
120 ----
Hydrochloric acid Salzsäure HCl 36%20 +/-(s)-++
40 +/-(s)-++
60 +/-(s)-++
80 --++
100 --++
120 ---+
Hydrochloric acid Salzsäure HCl 30%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Hydrochloric acid Salzsäure HCl 20%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Page 55 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Hydrochloric acid Salzsäure HCl 10%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Hydrochloric acid Salzsäure HCl 5%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Hydrocyanic acid Cyanwasserstoffsäure HCN all 20 ++++
(Blausäure)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Hydrocyanic acid, gaseous Cyanwasserstoffsäure,HCN TR 20 ++++
gasförmig 40 ++++
(Blausäure)60 ++++
80 -+++
100 --++
120 ---+
Hydrofluoric acid Flusssäure HF TR 20 --+/-(q)+
(Fluorwasserstoffsäure)40 ---+
60 ---+
80 ---+/-(q)
100 ---+/-(q)
120 ---+/-(q)
Hydrofluoric acid Flusssäure HF 85%20 +/-(q) +/-(q)++
(Fluorwasserstoffsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Hydrofluoric acid Flusssäure HF 70%20 +/-(q) +/-(q)++
(Fluorwasserstoffsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Hydrofluoric acid Flusssäure HF 50%20 +/-(q) +/-(q)++
(Fluorwasserstoffsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Hydrofluoric acid Flusssäure HF ≤ 40%20 +/-(q) +/-(q)++
(Fluorwasserstoffsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(s)+/-(q)
100 --+/-(s)+/-(q)
120 ---+/-(q)
Hydrofluoric acid Flusssäure HF 10%20 +/-(q) +/-(q)++
(Fluorwasserstoffsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Hydrogen Wasserstoff H2 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 56 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Hydrogen chloride, gaseous Chlorwasserstoff, gasförmig HCl TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Hydrogen peroxide Wasserstoffperoxid H2O2 10%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 ---+
80 ---+
100 ---+/-(q)
120 ----
Hydrogen peroxide Wasserstoffperoxid H2O2 30%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 ---+
80 ---+
100 ---+/-(q)
120 ----
Hydrogen peroxide Wasserstoffperoxid H2O2 50%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 ---+
80 ---+
100 ---+/-(q)
120 ----
Hydrogen peroxide Wasserstoffperoxid H2O2 70%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 ---+
80 ---+
100 ---+/-(q)
120 ----
Hydrogen peroxide Wasserstoffperoxid H2O2 90%20 ---+
40 ---+
60 ---+
80 ---+
100 ---+/-(q)
120 ----
Hydrogen sulfide Schwefelwasserstoff H2S TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Hydrogen sulfide Schwefelwasserstoff H2S VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Hydroiodic acid Iodwasserstoffsäure HI ≤ GL 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ---+/-(s)
Hydroiodic acid Iodwasserstoffsäure HI 57%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ---+/-(s)
Hydroxyacetic acid Hydroxyessigsäure HOCCOOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Page 57 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Hydroxyethylethylene diamin Hydroxyethylethylendiamin-H 20 +/-(q) +/-(q)++
triacetatacid triessigsäure, z.B. Trilon D 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Hydroxylamine sulfate Hydroxylaminsulfat (H2NOH)2H2SO4 all 20 ++++
40 +++/-(q)+
60 +++/-(q)+
80 -+/-(q)-+
100 ---+/-(q)
120 ----
Hydroxylamine sulfate Hydroxylammoniumsulfat (H2NOH)2H2SO4 < 12%20 ++++
40 +++/-(q)+
60 +++/-(q)+
80 -+/-(q)-+
100 ---+/-(q)
120 ----
Hypochlorous acid Hypochlorige Säure HOCl 33%20 --++
(Unterchlorige Säure)40 --+/-(o)+
60 --+/-(o)+
80 ---+
100 ---+/-(o)
120 ---+/-(o)
Ink Tinte H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Iodine Iod I2 TR 20 --++
40 --++
60 --++
80 --+/-(o)+
100 ---+
120 ----
Iodine solution Jodtinktur I2 in C2H6O 6.5%20 --++
(Iodine in ethanol)(Iod in Ethanol)40 --++
60 --++
80 ---+
100 ---+
120 ----
Iodine, anhydrous, gaseous Iod, trocken, gasförmig I2 all 20 --++
40 --++
60 --++
80 --+/-(o)+
100 ---+
120 ----
Iodoform Iodoform CHI3 TR 20 --++
(Triiodmethan)40 --++
60 --+/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Iprodione Iprodion C13H13Cl2N3O3 13 mg/l 20 ++++
(Glycophen, Promodion)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Iron salts Eisensalze all 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 58 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Iron(II) chloride Eisen(II)chlorid FeCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(II) nitrate Eisen(II)nitrat Fe(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(II) sulfate Eisen(II)sulfat FeSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(II) sulfide Eisen(II)sulfid FeS S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(III) aluminium chloride Eisen(III)-Aluminiumchlorid-H 20 ++++
mixture mischung (Flockungsmittel)40 ++++
wie z.B. Südflock K2 60 ++++
80 -+++
100 --++
120 ---+
Iron(III) chloride Eisen(III)chlorid FeCl3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(III) chloride sulfate Eisen(III)chloridsulfat FeClSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(III) hydroxide Eisen(III)hydroxid (CH3)2CHCH2CHOHCH3 TR 20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Iron(III) nitrate Eisen(III)nitrat Fe(NO3)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(III) sulfate Eisen(III)sulfat Fe2(SO4)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Isobutan Isobutan C4H10 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Page 59 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Isobutylamine Isobutylamin CH3CH(CH3)CH2NH2 TR 20 ++++
(1-Amino-2-methylpropan)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Isononanic acid chloride Isononansäurechlorid C9H17ClO TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Isooctane Isooctan C8H18 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Isopentanol Isopentanol (CH3)2CHCH2CH2OH TR 20 ++++
(Isoamylalkohol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Isophorone Isophoron C9H14O TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Isopropanol Isopropanol (CH3)2CHOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Isopropyl acetate Essigsäureisopropylester CH3COOCH(CH3)2 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Isopropyl ether Isopropylether C6H14O TR 20 +/-(o) +/-(o)++
40 --++
60 --+/-(o)+
80 ---+
100 ----
120 ----
Isopropylamine Isopropylamin C3H9N TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+
100 ----
120 ----
Isothiazolone Isothiazolone TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Isovalerone Isovaleron ((CH3)2CHCH2)2CO TR 20 +/-(q) +/-(q)++
(2,6-Dimethyl-4-heptanone)(Diisobutylketone)40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Page 60 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Jet petrol Kerosin H 20 +/-(q) +/-(q)++
(Flugzeugkraftstoff)40 +/-(q) +/-(q)++
60 --++
80 --++
100 --+/-(q)+
120 ----
Lactic acid Milchsäure CH3CHOHCOOH TR 20 +/-(q) +/-(q)++
(2-Hydroxypropanoic acid)(2-Hydroxypropansäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 --+/-(q)+
120 ----
Lactic acid Milchsäure CH3CHOHCOOH 90%20 +/-(q) +/-(q)++
(2-Hydroxypropanoic acid)(2-Hydroxypropansäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Lactic acid Milchsäure CH3CHOHCOOH 75%20 +/-(q) +/-(q)++
(2-Hydroxypropanoic acid)(2-Hydroxypropansäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Lactic acid Milchsäure CH3CHOHCOOH 50%20 +/-(q) +/-(q)++
(2-Hydroxypropanoic acid)(2-Hydroxypropansäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 --+/-(q)+
120 ----
Lactic acid Milchsäure CH3CHOHCOOH 10%20 +/-(q) +/-(q)++
(2-Hydroxypropanoic acid)(2-Hydroxypropansäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Lactose Lactose C12H22O11 TR 20 ++++
(Milchzucker)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Lanoline Lanolin H 20 ++++
(Wollfett, Wollwachs)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 ---+
120 ----
Lauric acid Laurinsäure C12H24O2 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Lauric acid chloride Laurylsäurechlorid CH3(CH2)10COCl TR 20 ++++
(Lauroylchlorid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Lauryl alcohol Laurylalkohol C12H25OH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Page 61 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Lauryl chloride Laurylchlorid C11H23COCl TR 20 ++++
(Dodecylchlorid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Lauryl mercaptane Laurylmercaptan C12H25SH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Lauryl sulfate Laurylsulfat (C12H25O)2SO2 TR 20 ++++
(Schwefelsäurediarylester)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Laurylmercaptan Dodecanethiol C12H25SH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Lead acetate Bleiactetat Pb(CH3COO)2 ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Lead chloride Bleichlorid PbCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Lead nitrate Bleinitrat Pb(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Lead sulfate Bleisulfat PbSO4 S 20 ++++
(Bleivitriol)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Lead tetrafluoroborate Bleitetrafluorborat Pb(BF4)2 < 50%20 ++++
(Bleifluorborat)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Light oil Leichtöl H 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Linoleic acid Linolsäure C17H31COOH TR 20 ++++
(Octadecadiensäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Page 62 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Linseed oil Leinöl H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Liqueurs Liköre H 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Liquid fertiliser Flüssigdünger H 20 ++++
40 ++++
60 ++++
80 -+-+
100 ---+
120 ----
Liquid manure Jauche TR 20 ++++
40 ++++
60 ++++
80 -+++
100 ---+
120 ---+
Lithium bromide Lithiumbromid LiBr ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Lithium chloride Lithiumchlorid LiCl 40%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Lithium chromate Lithiumchromat LiCr ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --+/-(o)+
80 --+/-(o) +/-(o)
100 ---+/-(o)
120 ----
Lithium hydroxide Lithiumhydroxid LiOH ≤ GL 20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Lithium sulfate Lithiumsulfat Li2SO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Lubricating oils Schmieröle H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
1-Methyl-2-pyrrolidone 1-Methyl-2-pyrrolidon C5H9NO TR 20 +/-(q) +/-(q) +/-(q)+
40 ---+/-(q)
60 ---+/-(q)
80 ----
100 ----
120 ----
Page 63 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
2-Mercaptobenzothiazole 2-Mercaptobenzothiazol C7H5NS2 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
2-Mercaptoethanol Mercaptoethanol HSCH2CH2OH TR 20 ++++
(Thioglykol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
2-Methylbutane 2-Methylbutan C5H12 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ---+
120 ---+
Machine oil Maschinenöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Magnesium carbonate Magnesiumcarbonat MgCO3 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium chloride Magnesiumchlorid MgCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium chloride hexahydrate Magnesiumchloridhexahydrat MgCl2 x 6H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium citrate Magnesiumcitrat C3H4OHCOOH(COO)2Mg ≤ GL 20 ++++
x 5H2O 40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --++
120 ---+
Magnesium hydrogen carbonate Magnesiumhydrogencarbonat Mg(HCO3)2 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium hydroxide Magnesiumhydroxid Mg(OH)2 ≤ GL 20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Magnesium hydroxide carbonate Magnesiumhydroxidcarbonat MgCO3 x Mg(OH)2 x H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 64 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Magnesium nitrate Magnesiumnitrat Mg(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium nitrate Magnesiumnitrat Mg(NO3)2 VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium salts Magnesiumsalze ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium sulfate Magnesiumsulfat MgSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Maleic acid Maleinsäure (CHCOO)2 TR 20 +/-(q) +/-(q)++
(cis-butenedioic acid)(cis-Butendisäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Maleic anhydride Maleinsäureanhydrid C2H2(CO)2O TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Malonic acid Malonsäure HOOCCH2COOH TR 20 +/-(q) +/-(q)++
(Propandisäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Manganese sulfate Mangansulfat MnSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Marmalade Marmelade H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mayonnaise Mayonnaise H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Menthol Menthol (CH3)2CHC6H3CH3OH TR 20 ++++
(3-p-Methanol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Page 65 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Mercury salts Quecksilbersalze ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mercury(I) nitrate Quecksilber(I)nitrat HgNO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mercury(II) chloride Quecksilber(II)chlorid HgCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mercury(II) cyanide Quecksilber(II)cyanid Hg(CN)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mercury(II) nitrate Quecksilber(II)nitrat Hg(NO3)2 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mercury(II) sulfate Quecksilber(II)sulfat HgSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mercury, liquid Quecksilber, flüssig Hg 20 ----
40 ----
60 ----
80 ----
100 ----
120 ----
Mesitylen Mesitylen TR 20 ++++
(Trimethylbenzol)(Trimethylbenzol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Metal pickle Metallbeize VL 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)++
80 -+/-(s)++
100 --+/-(s)+
120 ---+
Metal soap Metallseife 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Methacrylic acid Methacrylsäure C4H6O2 TR 20 ++++
(2-Methylpropensäure,40 ++++
Isobutensäure)60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Page 66 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Methane Methan CH4 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methanesulfonic acid Methansulfonsäure CH3SO3H TR 20 +/-(q) +/-(q)++
(Methylschwefelsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ---+
Methanesulfonic acid Methansulfonsäure CH3SO3H 50%20 +/-(q) +/-(q)++
(Methylschwefelsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methanesulfonyl chloride Methansulfonylchlorid CH3SO2Cl TR 20 +/-(s)+/-(s)-+
(Mesylchlorid)40 ---+
60 ---+/-(s)
80 ----
100 ----
120 ----
Methanol Methanol CH3OH TR 20 +++/-(q)+
(Methylalkohol)40 +/-(q) +/-(q)-+
60 +/-(q) +/-(q)-+
80 ---+/-(q)
100 ----
120 ----
Methanol Methanol CH3OH 50%20 +++/-(q)+
(Methylalkohol)40 +/-(q)+-+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Methanol Methanol CH3OH 20%20 ++++
(Methylalkohol)40 +/-(q)+-+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Methanthiol Methanthiol CH4S 5%20 +/-(q) +/-(q)++
(Methylmercaptan,40 +/-(q) +/-(q)++
Methylsulfhydrat)60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Methoxybutanol Methoxybutanol CH3CH(OCH3)(CH2CH2-TR 20 +/-(q) +/-(q)++
OH)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methoxybutyl acetate Essigsäuremethoxybutylester CH3COOCH2CH2CH-TR 20 ++++
(Butoxyl)(OCH3)(CH3)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Methoxyethyloleate Ölsäuremethoxyethylester TR 20 +/-(s)+/-(s)++
(Methoxyethyloleat)40 +/-(s)+/-(s)++
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ----
Page 67 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Methoxypropanol Methoxypropanol CH3CH(OCH3)(CH2OH)TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methoxypropylamine Methoxypropylamin CH3O(CH2)3NH2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methyl acetate Methylacetat CH3COOCH3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methyl acrylate Acrylsäuremethylester CH2CHCOOCH3 TR 20 ++++
40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q)+
100 ---+/-(q)
120 ----
Methyl acrylate Methylacrylat CH2=CHCOOCH3 TR 20 +/-(q) +/-(q)++
(Propenoic acid methyl ester)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methyl amine Methylamin CH3NH2 TR 20 +/-(q) +/-(q)-+
(Aminethan)40 +/-(q) +/-(q)-+
60 ---+
80 ----
100 ----
120 ----
Methyl amine Methylamin CH3NH2 32%20 +/-(q) +/-(q)-+
(Aminethan)40 +/-(q) +/-(q)-+
60 ---+
80 ----
100 ----
120 ----
Methyl benzoate Benzoesäuremethylester C6H5COOC2H3 TR 20 +/-(q) +/-(q)++
(Methylbenzoat)40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Methyl bromide Methylbromid CH3Br TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ---+
120 ---+
Methyl butyrate Methylbutyrat CH3CH2CH2COOCH3 TR 20 +/-(q) +/-(q)++
(Buttersäuremethylester,40 +/-(q) +/-(q)++
Methylbutanoat)60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ---+
120 ---+
Methyl chloride Methylchlorid CH3Cl TR 20 --++
40 --+/-(s)+/-(s)
60 ---+/-(s)
80 ----
100 ----
120 ----
Page 68 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Methyl ethyl ether Methylethylether H3COC2H5 TR 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Methyl ethyl ketone Methylethylketon CH3COC2H5 TR 20 +/-(q)+-+
40 +/-(q)+-+
60 -+/-(q)-+/-(q)
80 -+/-(q)-+/-(q)
100 ----
120 ----
Methyl formiate Methylformiat C2H4O2 TR 20 +/-(q) +/-(q) +/-(q)+
(Ameisensäuremethylester,40 +/-(q) +/-(q) +/-(q)+
Methansäuremethylester,60 ---+/-(q)
Methylmethanat)80 ----
100 ----
120 ----
Methyl isobutyl ketone Methylisobutylketon CH3COCH2CH(CH3)2 TR 20 +/-(q) +/-(q) +/-(q)+
(4-Methyl-2-pentanon)40 +/-(q) +/-(q) +/-(q) +/-(q)
60 ---+/-(q)
80 ----
100 ----
120 ----
Methyl isobutyl ketone Methylisobutylketon CH3COCH2CH(CH3)2 1%20 +/-(q) +/-(q) +/-(q)+
(4-Methyl-2-pentanon)40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Methyl sulfate Methylsulfat CH3OSO3H TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q) +/-(q)
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Methyl sulfate Methylsulfat CH3OSO3H 50%20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q) +/-(q)
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Methyl tert-butyl ether Methyl-tertiär-butylether C5H12O TR 20 +/-(s)+/-(s)+/-(s)+/-(s)
40 --+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Methylchloroformiate Chlorameisensäuremethylester ClCOOCH3 TR 20 ++++
40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Methylchlorophenoxyacetic acid Methylchlorphenoxyessigsäure Cl(CH3)C6H3OCH2COOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Methylchlorophenoxypropanoic Methylchlorphenoxypropionsäure Cl(CH3)C6H3OCH(CH3)-TR 20 +/-(q) +/-(q)++
acid COOH 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ---+
120 ---+
Page 69 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Methylcyclohexane Methylcyclohexan H3CC6H11 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ---+/-(q)
120 ----
Methylene bromide Dibrommethan CH2Br2 TR 20 +/-(q) +/-(q)++
(Methylenbromid)40 --++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Methylene chloride Methylenchlorid CH2Cl2 TR 20 --+/-(s)+/-(s)
(Dichlormethan)40 --+/-(s)+/-(s)
60 ---+/-(s)
80 ----
100 ----
120 ----
Methyleneiodide Diiodmethan CH2I2 TR 20 +/-(q) +/-(q)++
(Methylenjodid)40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Methylmethacryalate Methylmethacryalat CH2=C(CH3)COOCH3 50%20 +/-(q) +/-(q) +/-(q)+
(2-Methylpropenoic acid methyl 40 +/-(q) +/-(q) +/-(q)+
ester)60 ---+/-(q)
80 ----
100 ----
120 ----
Methylmethacrylate Methacrylsäuremethylester CH2C(CH3)(COOCH3)TR 20 ++++
(MMA)40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Methylpropionate Methylpropionat CH3CH2COOH3 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Methylstyrol Methylstyrol CH3C6H4CHCH2 TR 20 +/-(q) +/-(q) +/-(q)+
(4-Vinyltoluol)40 ---+/-(q)
60 ---+/-(q)
80 ----
100 ----
120 ----
Methyltrichlorosilan Methyltrichlorsilan CH3SiCl3 TR 20 +/-(s)+/-(s)+/-(s)+/-(s)
40 --+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Milk Milch H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mineral oil, no aromatic Mineralöl, aromatenfrei CH3CHOHCOOH H 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --++
100 --++/-(q)
120 ---+/-(q)
Page 70 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Mineral water Mineralwasser 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Molasses Melasse H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Molasses flavor Melassewürze H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Monobromicacetic acid Monobromessigsäure C2H3BrCO2 80%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Monochloroacetic acid Chloressigsäure (MONO)ClCH2COOH 50%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Monochloroacetic acid Chloressigsäure (MONO)ClCH2COOH 85%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Monochloroacetic acid Chloressigsäure (MONO)ClCH2COOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Monochloroacetic acid ethyl ester Monochloressigsäureethylester ClCH2COOC2H5 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q) +/-(q)
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Monochloroacetic acid methyl Monochloressigsäuremethyl-ClCH2COOCH3 TR 20 +/-(q) +/-(q)++
ester ester 40 +/-(q) +/-(q) +/-(q) +/-(q)
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Monoethanolamine Monoethanolamin C2H7NO 30%20 +/-(q) +/-(q) +/-(q)+
(2-Aminoethanol, Ethanolamin,40 +/-(q) +/-(q)-+
Aminoethylalkohol)60 -+/-(q)-+
80 ---+
100 ----
120 ----
Mononitrochlorobenzene Mononitrochlorbenzol TR 20 --+/-(s)+
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Page 71 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Monophosphane Monophosphan PH3 TR 20 +/-(q) +/-(q)++
(Phosphan,40 +/-(q) +/-(q)++
Phosphorwasserstoff)60 --++
80 --+/-(q)+
100 ----
120 ----
Monophosphane Monophosphan PH3 4%20 +/-(q) +/-(q)++
(Phosphan,40 +/-(q) +/-(q)++
Phosphorwasserstoff)60 --++
80 --+/-(q)+
100 ----
120 ----
Monopropylene glykol Monopropylenglykol C3H8O2 6%20 +/-(q) +/-(q)++
(1,2-Propandiol,40 +/-(q) +/-(q)++
Propylenglykol)60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Morpholine Morpholin HNCH2CH2OCH2CH2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Motor oil Motorenöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --++
100 --+/-(q) +/-(q)
120 ---+/-(q)
Mustard Senf H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Nail polish remover Nagellackentferner H 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q)-+
60 ---+
80 ---+/-(q)
100 ----
120 ----
Naphtha Naphta H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Naphthalene Naphthalin C10H8 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Naphthalenesulfonic acid Naphtalinsulfonsäure C10H7SO3H TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Naphtylbenzothiazylolethene Naphtylbenzothiazylolethen TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Page 72 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Natrium aluminium sulfate Natriumaluminiumsulfat NaAl(SO4)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Natural gas, gaseous Erdgas, gasförmig TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Natural gas, liquid Erdgas, flüssig ≤ GL 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
n-Butylmercaptan Butylmercaptan C4H9SH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
n-Heptan n-Heptan (C7H16)n TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
n-Hexan n-Hexan (C6H14)n TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
NDM NDM H 20 +/-(q) +/-(q)++
(n-Dodecylmercaptan)(n-Dodecylmercaptan)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+
100 ---+
120 ----
Nickel acetate Nickelacetat Ni(CH3COO)2 ≤ GL 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Nickel nitrate Nickelnitrat Ni(NO3)2 ≤ GL 20 ++++
(Nickeldinitrat)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Nickel salts Nickelsalze ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Nickel sulfamate Nickelsulfamat 55%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Page 73 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Nickel sulfate Nickelsulfat NiSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Nickel(II) chloride Nickel(II)chlorid NiCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Nicotine Nikotin C5H4NC4H7NCH3 VL 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Nicotinic acid Nicotinsäure (NC5H4)COOH VL 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ----
120 ----
Nitric acid Salpetersäure HNO3 98%20 ---+/-(q)
40 ----
60 ----
80 ----
100 ----
120 ----
Nitric acid Salpetersäure HNO3 90%20 ---+/-(q)
40 ----
60 ----
80 ----
100 ----
120 ----
Nitric acid Salpetersäure HNO3 65%20 --+/-(o)+
40 --+/-(o)+
60 --+/-(o)+
80 ---+
100 ----
120 ----
Nitric acid Salpetersäure HNO3 53%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 ---+
100 ----
120 ----
Nitric acid Salpetersäure HNO3 40%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Nitric acid Salpetersäure HNO3 30%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Nitric acid Salpetersäure HNO3 20%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Page 74 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Nitric acid Salpetersäure HNO3 10%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Nitric acid Salpetersäure HNO3 6.3%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Nitric acid glycerinester Salpetersäureglycerinester TR 20 --+/-(o)+
(Nitroglycerin)40 --+/-(o)+
60 --+/-(o)+
80 --+/-(o) +/-(o)
100 ----
120 ----
Nitric oxide Stickoxide TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Nitrilotriacetatacid Nitrilotriessigsäure N(CH2COOH)3 H 20 +/-(q) +/-(q) +/-(q)+
(Trilon AS)40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Nitrobenzene Nitrobenzen C6H5NO2 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ----
120 ----
Nitrobenzoic acid Nitrobenzoesäure C6H4NO2COOH TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Nitrocellulose Nitrocellulose TR 20 ++++
(Cellulosenitrat)40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Nitroethane Nitroethan CH3CH2NO2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Nitrogen Stickstoff N2 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Nitrogen fluoride Stickstofffluorid NF3 TR 20 ++++
(Trifluoramin)40 ++++
60 +++/-(q)+
80 -+-+
100 ---+
120 ----
Page 75 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Nitroglykol Nitroglykol O2NOCH2CH2ONO2 VL 20 +/-(q) +/-(q) +/-(q)+
(Ethylenglykoldinitrat)40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Nitromethane Nitromethan CH3NO2 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Nitropropane Nitropropan CH3CH2CH2NO2 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Nitrotoluene (o-,m-,p-)Nitrotoluole (o-,m-,p-)C7H7NO2 TR 20 +/-(q) +/-(q)++
40 --++
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Nitrous acid Salpetrige Säure HNO2 VL 20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Nitrous gases Nitrose Gase NOx VL 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Nonylalcohol Nonylalkohol CH3(CH2)7CH2OH TR 20 +/-(q) +/-(q)++
(1-Nonanol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --++
100 ----
120 ----
Nonylphenylpolyglykolether Nonylphenylpolyglykolether C9H19C6H4(OC2H4)nOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --++
100 ----
120 ----
Nonylphenylpolyglykolether Nonylphenylpolyglykolether C9H19C6H4(OC2H4)nOH 20%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Nonylphenylpolyglykolether Nonylphenylpolyglykolether C9H19C6H4(OC2H4)nOH 5%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Nonylphenylpolyglykolether Nonylphenylpolyglykolether C9H19C6H4(OC2H4)nOH 2%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Page 76 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Nut oil Nussöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
oCresol oCresol C6H4CH3OH TR 20 +/-(s)+/-(s)+/-(s)+
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Octane Octan CH3(CH2)6CH3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Octanol Octanol (Octylalkohol)C8H17OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Octene Octen CH3(CH2)4CHCHCH3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Octylcresol Octylcresol CH3(CH2)7C6H3OHCH3 TR 20 +/-(s)+/-(s)+/-(s)+
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Oils (animal)Öle, tierische H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Oils (etherel)Öle, etherische H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Oleic acid Ölsäure C17H33COOH TR 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Oleum Oleum H2SO4 + SO3 20 ---+
(sulfuric acid (Schwefelsäure 40 ----
+ sulfur trioxide 10%) + Schwefeltrioxid 10%)60 ----
80 ----
100 ----
120 ----
Oleum Oleum H2SO4 + SO3 20 ---+
(sulfuric acid (Schwefelsäure 40 ----
+ sulfur trioxide 30%) + Schwefeltrioxid 30%)60 ----
80 ----
100 ----
120 ----
Page 77 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Oleum vapours Oleumdämpfe traces 20 ---+
40 ----
60 ----
80 ----
100 ----
120 ----
Olive oil Olivenöl H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++/-(q)
100 ---+/-(q)
120 ----
Optical brightener Optische Aufheller H 20 ++++
40 ++++
60 -+++
80 --++/-(q)
100 ---+/-(q)
120 ----
Orange peel oil Apfelsinenschalenöl H 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Oxalic acid Oxalsäure HOOCCOOH TR 20 +/-(q)+++
40 +/-(q)+++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Oxalic acid Oxalsäure HOOCCOOH VL 20 +/-(q)+++
40 +/-(q)+++
60 +/-(q)+++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Oxalic acid Oxalsäure HOOCCOOH 50%20 +/-(q)+++
40 +/-(q)+++
60 +/-(q)+++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Oxygen Sauerstoff O2 all 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Ozone Ozon O3 ≤ GL 20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, aqueous Ozon, wässrig O3 1 ppm 20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, aqueous Ozon, wässrig O3 2.5 ppm 20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Page 78 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ozone, aqueous Ozon, wässrig O3 30 ppm 20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, aqueous Ozon, wässrig O3 100 ppm 20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, aqueous Ozon, wässrig O3 700 ppm 20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, gaseous Ozon, gasförmig O3 0.5 ppm 20 +/-(s)+/-(s)+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, gaseous Ozon, gasförmig O3 0.15%20 +/-(s)+/-(s)+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, gaseous Ozon, gasförmig O3 1%20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, gaseous Ozon, gasförmig O3 up to 2%20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, gaseous Ozon, gasförmig O3 6%20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Palm oil, palm nut oil Palmöl, Palmkernöl H 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Palmitic acid Palmitinsäure C15H31COOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
p-Aminoazobenzene Aminoazobenzen NH2C6H4NNC6H5 TR 20 ++++
40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Page 79 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Paraffin emulsion Paraffinemulsion TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Paraffin oil Paraffinöl TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Paraffine Paraffine TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Paraldehyde Paraldehyd (OCHCH3)3 TR 20 ++++
(Paracetylaldehyd)40 ++/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Patassium aluminium fluoride Kaliumaluminiumfluorid KAlF4 50%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
p-dibromobenzene p-dibrombenzen C6H4Br2 TR 20 --++
40 --++
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Peanut butter Erdnussbutter H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Peanut oil Erdnussöl H 20 ++++
40 ++++
60 ++/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Pectin Pektin TR 20 ++++
(Polygalactaronsäuremethylerster)40 ++/-(q)++
60 ++/-(q)++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Pentachlorofluoroethane,Pentachlorfluorethan, wässrig CCl3CCl2F 12%20 --+/-(s)+
aqueous 40 --+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Pentan, liquid Pentan (n-Pentan, Amylhydrid),C5H12 TR 20 +/-(q) +/-(q)++
flüssig 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++/-(q)
100 --+/-(q) +/-(q)
120 ----
Page 80 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Pentanol Pentanol C5H11OH TR 20 +/-(q) +/-(q)++
(Amylalkohol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++/-(q)
100 --+/-(q) +/-(q)
120 ----
Pentyl laurate Laurylsäureamylester CH3(CH2)10COOC5H11 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Peppermint oil Pfefferminzöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Peracetic acid Peroxyessigsäure C2H4O3 40%20 +/-(q) +/-(q) +/-(q)+
(Ethanperoxysäure,40 +/-(q) +/-(q) +/-(q)+
Peressigsäure)60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Peracetic acid Peroxyessigsäure C2H4O3 15%20 +/-(q) +/-(q) +/-(q)+
(Ethanperoxysäure,40 +/-(q) +/-(q) +/-(q)+
Peressigsäure)60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Peracetic acid Peroxyessigsäure C2H4O3 1%20 +/-(q) +/-(q) +/-(q)+
(Ethanperoxysäure,40 +/-(q) +/-(q) +/-(q)+
Peressigsäure)60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Perchloric acid Perchlorsäure HClO4 70%20 --++
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Perchloric acid Perchlorsäure HClO4 50%20 --++
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Perchloric acid Perchlorsäure HClO4 20%20 --++
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Perchloric acid Perchlorsäure HClO4 10%20 --++
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Perchloroethylene Perchlorethylen Cl2C=CCl2 TR 20 --++
(Tetrachlorethylen)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Page 81 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Petrol of airplane Flugzeugbenzin H 20 +/-(q) +/-(q)++
40 --++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Petroleum Erdöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Petroleum Petroleum TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Petroleumether Petrolether C5H12 or C6H14 TR 20 +/-(s)+/-(s)++
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Phenol Phenol C6H5OH ≤ 5%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Phenol Phenol C6H5OH ≤ 10%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Phenol Phenol C6H5OH ≤ 90%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Phenol Phenol C6H5OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Phenol resin Phenolharz-Formmassen H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Phenolsulfon acid Phenolsulfonsäure C6H6O4S ≤ 2%20 +/-(q) +/-(q)++
(Paraphenolsulfonsäure,40 +/-(q) +/-(q)++
p-Phenolsulfonsäure)60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Phenolsulfon acid Phenolsulfonsäure C6H6O4S 65%20 +/-(q) +/-(q)++
(Paraphenolsulfonsäure,40 +/-(q) +/-(q)++
p-Phenolsulfonsäure)60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Page 82 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Phenolsulfon acid Phenolsulfonsäure C6H6O4S 70%20 +/-(q) +/-(q)++
(Paraphenolsulfonsäure,40 +/-(q) +/-(q)++
p-Phenolsulfonsäure)60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Phenyl bromide Phenylbromid C6H5Br TR 20 --+/-(s)+
(Brombenzol)40 --+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Phenyl hydrazine Phenylhydrazin C6H5NHNH2 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q)-+
60 +/-(q) +/-(q)-+
80 ---+/-(q)
100 ----
120 ----
Phenylhydrazine hydrochloride Phenylhydrazinchlorhydrat C6H5NHNH3Cl TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Phenylphenol Phenylphenol C6H5C6H4OH TR 20 +/-(q) +/-(q)++
(2-Hydroxybiphenyl)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Phenylsulfone Phenylsulfon TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Phosgene, gaseous Phosgen, gasförmig COCl2 TR 20 --+/-(o)+
40 --+/-(o) +/-(o)
60 --+/-(o) +/-(o)
80 ----
100 ----
120 ----
Phosgene, liquid Phosgen, flüssig COCl2 TR 20 --+/-(o)+
40 --+/-(o) +/-(o)
60 --+/-(o) +/-(o)
80 ----
100 ----
120 ----
Phosphane, gaseous Phosphorwasserstoff, gasförmig PH3 TR 20 ++++
(Phosphan)40 ++++
60 ++++
80 --++
100 --++
120 ----
Phosphoric acid Phosphorsäure H3PO4 30%20 ++++
40 ++++
60 ++/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Phosphoric acid Phosphorsäure H3PO4 50%20 ++++
40 ++++
60 ++/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Page 83 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Phosphoric acid Phosphorsäure H3PO4 85%20 ++++
40 ++++
60 ++/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Phosphoric acid Phosphorsäure H3PO4 95%20 ++++
40 ++++
60 ++/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Phosphoric acid Phosphorsäure H3PO4 98%20 --++
40 --++
60 --++
80 ---+
100 ----
120 ----
Phosphoric acid diethyl ester Phosphorsäurediethylester 40%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q) +/-(q)
120 ----
Phosphoric acid tri-2-chloroethyl Phosphorsäuretri-2-chlorethyl-(Cl3CCH2O)3PO TR 20 ++++
ester erster 40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Phosphoric acid tri-2-kresyl ester Phosphorsäuretri-2-kresylester OP(OC6H4CH3)3 TR 20 ++++
40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Phosphoric acid tributyl ester Phosphorsäuretributylester (C4H9)3PO4 TR 20 ++++
(Tributylphosphat)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q) +/-(q)
120 ----
Phosphoric acid triethyl ester Phosphorsäuretriethylester (C2H5O)3PO TR 20 ++++
(Triethylphosphat)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q) +/-(q)
120 ----
Phosphoric acid trioctyl ester Phosphorsäuretrioctylester (C8H14)3PO4 TR 20 ++++
(Trioctylphosphat)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q) +/-(q)
120 ----
Phosphorus Phosphor (P4)n TR 20 ----
40 ----
60 ----
80 ----
100 ----
120 ----
Phosphorus chloride Phosphortrichlorid PCl3 TR 20 ++/-(o) +/-(o)+
40 +/-(o)-+/-(o)+
60 ---+/-(o)
80 ----
100 ----
120 ----
Page 84 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Phosphorus oxychloride Phosphoroxychlorid POCl3 TR 20 +/-(o) +/-(o) +/-(o) +/-(o)
40 ---+/-(o)
60 ----
80 ----
100 ----
120 ----
Phosphorus pentachloride Phosphorpentachlorid PCl5 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Phosphorus pentoxide Phosphorpentoxyd P2O5 TR 20 ++++
40 ++++
60 ++/-(s)++
80 -+/-(s)++
100 --++
120 ----
Phtalic acid butyl benzyl ester Phthalsäurebutylbenzylester TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid Phthalsäure HOOCC6H4COOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Phthalic acid diamyl ester Phthalsäurediamylester H11C5COOC6H4COOC5H11 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid dibutyl ester Phthalsäuredibutylester C16H22O4 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid diethyl ester Phthalsäurediethylester H17C8COOC6H4COOC8H17 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid dihexyl ester Phthalsäuredihexylester H13C6COOC6H4COOC6H13 TR 20 +/-(q) +/-(q)++
(Dihexylphtalat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid diisooctyl ester Phthalsäurediisooctylester H17C8COOC6H4COOC8H17 TR 20 +/-(q) +/-(q)++
(Diisooctylphtalat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid dimethyl ester Phthalsäuredimethylester C6H4(COOCH3)2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Page 85 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Phthalic acid dinonyl ester Phthalsäuredinonylester H19C9COOC6H4COOC9H19 TR 20 +/-(q) +/-(q)++
(Dinonylphtalat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid dioctyl ester Phthalsäuredioctylester C24H38O4 TR 20 +/-(q) +/-(q)++
(DOP)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic anhydride Phthalsäureanhydrid C6H4(CO)2O TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 ----
120 ----
Picric acid Pikrinsäure C6H2(OH)(NO2)3 1%20 +/-(q) +/-(q)++
(2,4,6-Trinitrophenol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Picric acid Pikrinsäure C6H2(OH)(NO2)3 50%20 +/-(q) +/-(q)++
(2,4,6-Trinitrophenol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Picric acid Pikrinsäure C6H2(OH)(NO2)3 TR 20 +/-(q) +/-(q)++
(2,4,6-Trinitrophenol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Pine needle oil Fichtennadelöl H 20 ++++
40 ++/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Pine oil Kiefernadelöl H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Piperazine Piperazine NHCH2CH2NHCH2CH2 50%20 +/-(q) +/-(q)++
(Diethylendiamin)40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q)-+
80 ----
100 ----
120 ----
Pivalic acid chloride Pivalinsäurechlorid H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Polyacryl amide Polyacrylamid H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Page 86 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Polyacryl chloride Polyacrylchlorid (C3H5ClO)n H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Polyaluminium chloride Polyaluminiumchlorid Aln(OH)mCl3n-m 40%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Polyester resin Polyesterharz H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Polyglykol Polyglykol H 20 +/-(q) +/-(q)++
(Polyethylenglykol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Polyole Polyole H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Polyvinyl acetate, solid Polyvinylacetat, fest H(CH2CHOOCCH3)nH H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ----
120 ----
Polyvinyl alcohol, solid Polyvinylalkohol, fest H(CH2CHO)nH H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ----
120 ----
Potassium Kalium K 20 ----
40 ----
60 ----
80 ----
100 ----
120 ----
Potassium acetate Kaliumacetat CH3COOK ≤ GL 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Potassium aluminium sulfate Kalium-Aluminiumsulfat Al2(SO4)3 x K2SO4x 24H2O ≤ GL 20 ++++
(alum)(Alaun)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium aluminium sulfate Kalium-Aluminiumsulfat Al2(SO4)3 x K2SO4x 24H2O VL 20 ++++
(alum)(Alaun)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 87 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Potassium bichromate Kaliumbichromat K2Cr2O7 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium borate Kaliumborat K3BO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium bromate Kaliumbromat KBrO3 ≤ GL 20 ++++
40 +/-(o) +/-(o)++
60 +/-(o) +/-(o)++
80 -+/-(o)++
100 --++
120 ---+
Potassium bromate Kaliumbromat KBrO3 10%20 ++++
40 +/-(o) +/-(o)++
60 +/-(o) +/-(o)++
80 -+/-(o)++
100 --++
120 ---+
Potassium bromide Kaliumbromid KBr ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium bromide Kaliumbromid KBr VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium carbonate Kaliumcarbonat K2CO3 50%40 ++++
60 ++++
80 -+++
100 --++
120 ---+
20 ++++
Potassium carbonate Kaliumcarbonat K2CO3 ≤ GL 20 ++++
(Potash)(Pottasche)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium carbonate Kaliumcarbonat K2CO3 30%20 ++++
(Potash)(Pottasche)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium chlorate Kaliumchlorat KClO3 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 -+++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium chlorate Kaliumchlorat KClO3 VL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 -+++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Page 88 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Potassium chloride Kaliumchlorid KCl ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium chloride Kaliumchlorid KCl VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium chlorite Kaliumchlorit KClO2 5%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium chlorite Kaliumchlorit KClO2 50%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium chromate Kaliumchromat K2CrO4 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium cyanide Kaliumcyanid KCN ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium dichromate Kaliumdichromat K2Cr2O7 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium dichromate Kaliumdichromat K2Cr2O7 VL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 -+++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium ferricyanide Ferricyankalium K3[Fe(CN)6]VL 20 ++++
(Kaliumhexacyaonaferrat)40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Potassium ferrocyanide Kaliumeisencyanid K4[Fe(CN)6] x 3H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium ferrocyanide (II)Kaliumhexacyanoferrat(II)K4[Fe(CN)6]≤ GL 20 ++++
(gelbes Blutlaugensalz)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 89 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Potassium ferrocyanide (III)Kaliumhexacyanoferrat(III)K3[Fe(CN)6]≤ GL 20 ++++
(rotes Blutlaugensalz)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium fluoride Kaliumfluorid KF ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium formate Kaliumformiat KCOOH 55%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Potassium hydrogen carbonate Kaliumhydrogencarbonat KHCO3 ≤ GL 20 ++++
(Kaliumbicarbonat)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium hydrogen phosphate Kaliumdihydrogenphosphat KH2PO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium hydrogen sulfate Kaliumhydrogensulfat KHSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium hydrogen sulfite Kaliumhydrogensulfit KHSO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium hydroxide Kalilauge KOH 50%20 ++-+
(Kaliumhydroxid)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Potassium hydroxide Kalilauge KOH 30%20 ++-+
(Kaliumhydroxid)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Potassium hydroxide Kalilauge KOH 5%20 ++-+
(Kaliumhydroxid)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Potassium hydroxide Kalilauge KOH 4%20 ++-+
(Kaliumhydroxid)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Page 90 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Potassium hydroxide Kalilauge KOH 2%20 ++-+
(Kaliumhydroxid)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Potassium hydroxide Kalilauge KOH <1%20 ++-+
(Kaliumhydroxid)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Potassium hypochlorite Kaliumhypochlorit KClO ≤ GL 20 ---+
40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Potassium hypochlorite Kaliumhypochlorit KClO VL 20 ---+
40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Potassium iodate Kaliumiodat KIO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium iodate Kaliumiodat KIO3 VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium iodide Kaliumiodid KI ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium Iodine Iod-Iodkalium KI + I2 < 3%20 ++++
(Lugol's-solution)(Lugols-Lösung)40 ++++
60 +++/-(q)+
80 -+/-(s)+/-(q)+
100 --+/-(q)+
120 ----
Potassium metaborate Kaliummetaborat KBO2 1%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium nitrate Kaliumnitrat KNO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium nitrite Kaliumnitrit KNO2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 91 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Potassium perborate Kaliumperborat K2B2O6 x H2O ≤ GL 20 ++++
(Kaliumperoxoborat)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium perchlorate Kaliumperchlorat KClO4 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium permanganate Kaliumpermanganat KMnO4 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium permanganate Kaliumpermanganat KMnO4 6%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium permanganate Kaliumpermanganat KMnO4 10%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium permanganate Kaliumpermanganat KMnO4 18%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium permanganate Kaliumpermanganat KMnO4 20%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium permanganate Kaliumpermanganat KMnO4 50%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium persulfate Kaliumpersulfat K2S2O8 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium phosphate Kaliumphosphat K3PO4 VL 20 ++++
(Trikaliumphosphat)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium sulfate Kaliumsulfat K2SO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 92 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Potassium sulfite Kaliumsulfit K2SO3 x H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium tatrate Kaliumtartrat K2(CHOHCOO)2 x 2H2O ≤ GL 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+/-(q)
Potassium tetracyanocuprate Kaliumtetracyanocuprat K3[Cu(CN)4]≤ GL 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+/-(q)
Potassium tripolyphosphate Kaliumtripolyphosphat K5P3O10 50%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Propane, gaseous Propan, gasförmig C3H8 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Propane, liquid Propan, flüssig C3H8 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Propanol Propanol C3H7OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Propargyl alcohol Propargylalkohol CH=CCH2OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Propargyl alcohol Propargylalkohol CH=CCH2OH 7%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Propionic acid Propionsäure CH3CH2COOH 50%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Propionic acid Propionsäure CH3CH2COOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Page 93 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Propionic acid ethyl ester Propionsäureethylester CH3CH2COOC2H5 TR 20 +/-(q) +/-(q)++
(Ethylpropionat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Propionic acid methyl ester Propionsäuremethylester CH3CH2COOCH3 TR 20 +/-(q) +/-(q)++
(Methylpropionat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Propyl acetate Essigsäurepropylester CH3COOCH2CH2CH3 TR 20 ++++
(Propylacetat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Propyl chloride Propylchlorid CH3CHClCH3 TR 20 +/-(q) +/-(q)++
(Isopropylchlorid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Propylamine Propylamin CH3CH2CH2NH2 TR 20 +/-(q) +/-(q)++
(Aminopropan)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+
100 ---+
120 ----
Propylene carbonate Propylencarbonat OCH(CH3)CH2OCO TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Propylene dibromide Dibrompropan CH3CHBrCH2Br TR 20 +/-(q) +/-(q)++
(1,2 Propylendibromid)40 --++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Propylene glycol Propylenglykol HOCH2CH2CH2OH TR 20 +/-(q) +/-(q)++
(1,2-Propandiol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Propylene oxide Propylenoxyd C3H6O TR 20 +/-(o) +/-(o) +/-(o) +/-(o)
(1,2-Epoxypropan)40 ---+/-(o)
60 ----
80 ----
100 ----
120 ----
Prussic acid Blausäure HCN TR 20 ++++
(Cyanhydroxyde)40 ++++
60 ++++
80 -+++
100 -+++
120 ----
Pseudocumene Pseudocumen C6H3(CH3)3 TR 20 +/-(o) +/-(o) +/-(o) +/-(o)
40 --+/-(o) +/-(o)
60 --+/-(o) +/-(o)
80 ---+/-(o)
100 ----
120 ----
Page 94 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
p-Toluenesulfonic acid p-Toluolsulfonsäure C7H8O3S x H2O TR 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Pyridine Pyridin C5H5N TR 20 ++/-(q)-+/-(q)
40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)--
80 ----
100 ----
120 ----
Pyridine Pyridin C5H5N 5%20 ++/-(q)-+/-(q)
40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)--
80 ----
100 ----
120 ----
Pyrogallol Pyrogallol C6H3(OH)3 < 50%20 +/-(q) +/-(q)++
(1,2,3-Trihydroxybenzen)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --++/-(q)
120 ----
Quinine Chinin C20H24O2N2 x H2O TR 20 ++++
(6-Methoxycinchonan,40 +/-(q) +/-(q)++
Palmitylalkohol)60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Rapsmethyl ester Rapsmethylester (Biodiesel)TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Raw oil Rohöl H 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Resin dispersion Kunstharzdispersion H 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Resorcin Resorcin C6H6O2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Rubber dispersion Kautschukdispersionen TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Salicylic acid Salicylsäure HOC6H4COOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++/-(q)
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Page 95 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Salicylic acid methyl ester Salicylsäuremethylester HOC6H4COOCH3 TR 20 +/-(q) +/-(q)++
(Methylsalicylat)40 +/-(q) +/-(q)++/-(q)
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Salicylic aldehyde Salicylaldehyd HOCC6H4OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++/-(q)
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Sea water Meerwasser ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Selenium acid Selensäure H2SeO4 30%20 ++++
40 ++++
60 ++++
80 -+/-(s)++
100 --++
120 ----
Selenium acid Selensäure H2SeO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+/-(s)++
100 --++
120 ----
Silane Silan SinH2n+2 TR 20 +/-(o) +/-(o) +/-(o)+
40 ---+
60 ---+
80 ---+
100 ----
120 ----
Silicic acid Kieselsäure SiO2(H2O)n ≤ GL 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ---+/-(s)
Silicon oil Siliconöl TR 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Silicon oil Siliconöl VL 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Silicon tetrachloride Siliziumtetrachlorid SiCl4 TR 20 +/-(o) +/-(o) +/-(o)+
40 ---+
60 ---+
80 ---+
100 ----
120 ----
Silver acetate Silberacetat CH3COOAg ≤ GL 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Page 96 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Silver cyanide Silbercyanid AgCN ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Silver nitrate Silbernitrat AgNO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Silver nitrate Silbernitrat AgNO3 8%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Silver salts Silbersalze ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Silver sulfate Silbersulfat AgSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Soap solution Seifenlösung all 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Sodium Natrium Na 20 ----
40 ----
60 ----
80 ----
100 ----
120 ----
Sodium acetate Natriumacetat CH3COONa ≤ GL 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Sodium benzoate Natriumbenzoat C6H5COONa ≤ GL 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Sodium bicarbonate Natriumbicarbonat NaHCO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium bisulfate Natriumbisulfat NaHSO4 10%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 97 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sodium bisulfite Natriumbisulfit NaHSO3 all 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium borate Natriumborat Na3BO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium bromate Natriumbromat NaBrO3 ≤ GL 20 ++++
40 ++++
60 +/-(o) +/-(o)++
80 --+/-(o)+
100 --+/-(o)+
120 ----
Sodium bromide Natriumbromid NaBr ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium carbonate Natriumcarbonat Na2CO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium carbonate Natriumcarbonat Na2CO3 15%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium carbonate Natriumcarbonat Na2CO3 10%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium chlorate Natriumchlorat NaClO3 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Sodium chlorate Natriumchlorat NaClO3 33%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Sodium chloride Natriumchlorid NaCl VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium chlorite Natriumchlorit NaClO2 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Page 98 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sodium chromate Natriumchromat Na2CrO4 VL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Sodium cyanide Natriumcyanid NaCN ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium dichloroisocyanurate Natriumdichlorisocyanurat C3HCl2N3O3Na ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium dichromate Natriumdichromat Na2Cr2O7 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Sodium dihydrogenphosphate Natriumdihydrogenphosphat NaH2PO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium disulfite Natriumdisulfit Na2S2O5 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium dithionite Natriumdithionit Na2S2O4 ≤ GL 20 ++++
(Hydrosulfite)(Hydrosulfite)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium dodecylbenzene-Natriumdodecylbenzolsulfonat H25C12C6H14SO3Na ≤ GL 20 ++++
sulfonate (Lutensit, Phenylsulfonat)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ----
120 ----
Sodium fluoride Natriumfluorid NaF ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium fluorosilicate Natriumfluorsilikat Na2SiF6 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium hexafluorosilicate Natriumhexafluorsilikat Na2SiF6 3%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 99 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sodium hydrogencarbonate Natriumhydrogencarbonat NaHCO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium hydrogensulfate Natriumhydrogensulfat NaHSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium hydrogensulfide Natriumhydrogensulfid NaHS VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Sodium hydrogensulfide Natriumhydrogensulfid NaHS 50%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium hydrogensulfide Natriumhydrogensulfid NaHS 20%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium hydrogensulfite Natriumhydrogensulfit NaHSO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium hydroxide Natronlauge NaOH 50%20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Sodium hydroxide Natronlauge NaOH 45%20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Sodium hydroxide Natronlauge NaOH up to 40%20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Sodium hydroxide Natronlauge NaOH 30%20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Sodium hydroxide Natronlauge NaOH up to 10%20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Page 100 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sodium hydroxide Natronlauge NaOH 4%20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Sodium hypochlorite Natriumhypochlorit NaOCI 20 ---+
(active chlorine 12.5%)(aktives Chlor 12,5%)40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Sodium hypochlorite Natriumhypochlorit NaOCI 20 ---+
(active chlorine 12.5%)(aktives Chlor 12,5%)40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Sodium hypochlorite Natriumhypochlorit NaOCI 20 ---+
(active chlorine 12.5%)(aktives Chlor 12,5%)40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Sodium hypochlorite Natriumhypochlorit NaOCI 20 ---+
(active chlorine 12.5%)(aktives Chlor 12,5%)40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Sodium iodide Natriumiodid NaI ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium lactate Natriumlactat CH3CHOHCOONa ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Sodium nitrate Natriumnitrat NaNO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium nitrite Natriumnitrit NaNO2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium oxalate Natriumoxalat Na2C2O4 ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Sodium palmitic Natriumpalmitat CH3(CH2)14COONa ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Page 101 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sodium perborate Natriumperborat Na2B2O6 x 3H2O ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Sodium perchlorate Natriumperchlorat NaClO4 ≤ GL 20 +/-(o) +/-(o)++
(Irenat)40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Sodium peroxide Natriumperoxid Na2O2 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 ---+/-(o)
100 ----
120 ----
Sodium peroxide Natriumperoxid Na2O2 10%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 ---+/-(o)
100 ----
120 ----
Sodium persulfate Natriumpersulfat Na2S2O8 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium phosphate Natriumphosphat Na3PO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium silicate Natriumsilikat Na2SiO3 ≤ GL 20 ++++
(Wasserglas)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium sulfate Natriumsulfat Na2SO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium sulfide Natriumsulfid Na2S ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium sulfide Natriumsulfid Na2S 10%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium sulfide Natriumsulfid Na2S 5%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 102 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sodium sulfite Natriumsulfit Na2SO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium tartrate Natriumtartrat Na2C4H4O6 x 2H2O ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 +/-(q) +/-(q)+
100 +/-(q)+
120 ----
Sodium tetraborate Natriumtetraborat Na2B4O7 ≤ GL 20 ++++
(Borax)40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Sodium thiocyanate Natriumthiocyanat NaSCN ≤ GL 20 ++++
(Natriumrhodanid)40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Sodium thiosulfate Natriumthiosulfat Na2S2O3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Soja bean oil Sojabohnenöl H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Spindle oil Spindelöl H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Starch glue Stärkekleber H 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Starch solution Stärkelösung H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Starch syrup Stärkesirup H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Stauffer fat Staufferfett H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Page 103 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Stearic acid Stearinsäure C17H35COOH TR 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Stearic acid butyl ester Stearinsäurebutylester C17H35COOC4H9 TR 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Stearoyl chloride Stearoylchlorid (CH3)(CH2)16COCl TR 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Stilbene Stilben C6H5CH=CHC6H5 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Styrene Styren C6H5CH=CH2 TR 20 --++
40 --+/-(q)+
60 --+/-(q)+
80 ----
100 ----
120 ----
Succinic acid Bernsteinsäure COOHCH2CH2COOH all 20 ++++
40 ++++
60 ++++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Sugar acid Zuckersäure HOOC(CHOH)4COOH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Sugar beet juice Zuckerrübensaft H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Sugar syrup Zuckersirup H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Sulfamic acid Amidoschwefelsäure NH2SO3H 18%20 ++++
(Amidosulfonsäure)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Sulfamic acid Amidoschwefelsäure NH2SO3H ≤ GL 20 ++++
(Amidosulfonsäure)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Page 104 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sulfaminic acid Sulfaminsäure H3SO3N ≤ GL 20 +/-(s)+/-(s)++
(Amidoschwefelsäure,40 +/-(s)+/-(s)+/-(s)+
Sulfamidsäure)60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 ---+/-(s)
120 ----
Sulfochromic acid Schwefelchromsäure CrO3 + H2SO4 + H2O 40%20 --+/-(s)+/-(s)
40 --+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Sulfoethylmethacryalate Sulfoethylmethacryalat TR 20 +/-(q) +/-(q)++
(SEM)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+/-(q)
120 ----
Sulfonic acid Sulfonsäure R-SO2-OH 60%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ----
120 ----
Sulfonic acid Sulfonsäure R-SO2-OH VL 20 ++++
40 ++/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Sulfur Schwefel S 20 ----
40 ----
60 ----
80 ----
100 ----
120 ----
Sulfur dichloride Schwefelchlorid SCl2 ≤ GL 20 --+/-(q)+
(Schwefeldichlorid)40 ---+
60 ----
80 ----
100 ----
120 ----
Sulfur dioxide, anhydrous Schwefeldioxid, trocken SO2 TR 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Sulfur dioxide, aqueous Schwefeldioxid, feucht SO2 all 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Sulfur dioxide, liquid Schwefeldioxid, flüssig SO2 TR 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Sulfur trioxide Schwefeltrioxid SO3 TR 20 ---+/-(s)
40 ----
60 ----
80 ----
100 ----
120 ----
Page 105 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sulfuric acid Schwefelsäure H2SO4 3%20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 10%20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 40%20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 60%20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 78%20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 85%20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 90%20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ---+
100 ---+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 96%20 --+/-(s)+
40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 98%20 ---+
40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Sulfurous acid Schwefelige Säure H2SO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Sulfuryl chloride Sulfurylchlorid SO2Cl2 ≤ GL 20 --++
40 --++
60 --++
80 --+/-(q)+
100 ----
120 ----
Page 106 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sulfuryl fluoride Sulfuryldifluorid SO2F2 ≤ GL 20 --++
40 --++
60 --++
80 --+/-(q)+
100 ----
120 ----
Surfactants Netzmittel up to 5%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 --+/-(s)+/-(q)
100 ---+/-(q)
120 ----
1,1,1,2-Tetrafluoroethane 1,1,1,2-Tetrafluorethan F3CCH2F TR 20 --++
(Freon 134a)40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
1,2,3-Trichloropropane Trichlorpropan CH2ClCHClCH2Cl TR 20 --+/-(q)+
(Trichlorhydrin)40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
1,2,3-Trihydroxybenzene 1,2,3-Trihydroxybenzen C6H3(OH)3 50%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ----
120 ----
1-Tetradecanamine 1-Tetradecanamin C14H31N TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q) +/-(q)+
80 ---+
100 ----
120 ----
4-Toluene sulfonyl chloride Toluol-4-sulfonylchlorid CH3C6H4SO2Cl TR 20 --++
40 --++
60 --++
80 --+/-(q)+
100 ----
120 ----
4-Toluensulfonic acid Toluolsulfonsäure C7H8O3S 70%20 ++++
40 +/-(q)+++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
4-Toluensulfonic acid Toluolsulfonsäure C7H8O3S 30%20 ++++
40 +/-(q)+++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
4-Toluensulfonic acid Toluolsulfonsäure C7H8O3S TR 20 ++++
40 +/-(q)+++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Tall oil Tallöl H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Page 107 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Tallow Talg 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Talpa oil Talpaöl H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Tannic acid Tanninsäure C76H52O46 TR 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Tanning extracts from plants Gerbextrakte, pflanzliche H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Tar Teer H 20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Tartaric acid Weinsäure (CHOH)2(COOH)2 TR 20 ++++
(2,3-Dihydroxybutanedioc acid)(2,3-Dihydroxybutandisäure)40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --++
120 ----
t-Butanol, 2-Methyl-2-propanol t-Butanol, 2-Methyl-2-propanol (CH3)3COH TR 20 ++++
(tert. Butylalkohol)(tert. Butylalkohol)40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
t-Butylmethether SP UV t-Butylmethether SP UV TR 20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Tellus oils Tellusöle H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Tenside Tenside H 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 ---+
100 ----
120 ----
Tert-butyl alcohol Tert-butylalkohol (CH3)3COH TR 20 ++++
(2-methyl-2-propanol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Page 108 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Tert-butylcyclohexyl acetate Essigsäurebutylcyclohexylester CH3COOC6H10C(CH3)3 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Tetrabromethane Tetrabromethan Br2CHCHBr2 TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetrachlorodifluoroethane Tetrachlordifluorethan CCl3CClF2 18%20 --++
(Freon R 113)40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetrachloroethane Tetrachlorethan Cl2CHCHCl2 TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetrachlorophenole Tetrachlorphenol C6HCl4OH TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetraethyl lead Bleitetraethyl (CH3CH2)4Pb TR 20 +/-(q) +/-(q)++
(Tetraetylblei)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+
120 ----
Tetrafluoroboric acid Tetrafluorborsäure HBF4 < 50%20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetrahydrofurane Tetrahydrofuran C4H8O TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetrahydronaphthalene Tetrahydronaphthalin C10H12 TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetrahydronaphthalene Tetrahydronaphthalin C10H12 90%20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetramethylammoniumhydroxide Tetramethylammoniumhydroxid C4H13NO 50%20 ++-+
(TMAH)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Page 109 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Tetramethylammoniumhydroxide Tetramethylammoniumhydroxid C4H13NO 28%20 ++-+
(TMAH)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Tetramethylammoniumhydroxide Tetramethylammoniumhydroxid C4H13NO 10%20 ++-+
(TMAH)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Tetramethylthiourea Tetramethylthioharnstoff (CH3)2NCSN(CH3)2 TR 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Tetramethylurea Tetramethylharnstoff (CH3)2NCON(CH3)2 TR 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Thioglycolic acid Thioglykolsäure HSCH2COOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Thioglycolic acid Thioglykolsäure HSCH2COOH 80%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Thioglycolic acid Thioglykolsäure HSCH2COOH 40%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Thionyl chloride Thionylchlorid SOCl2 TR 20 --+/-(o)+
40 ---+
60 ---+/-(o)
80 ----
100 ----
120 ----
Thiophen Thiophen C4H4S TR 20 --+/-(o)+
40 ---+
60 ---+/-(o)
80 ----
100 ----
120 ----
Thiophosphoric chloride Thiophosphorylchlorid PSCl3 TR 20 --+/-(o)+
40 ---+
60 ---+/-(o)
80 ----
100 ----
120 ----
Thioureadioxide Formamidinsäure TR 20 +/-(q) +/-(q)++
(Thioharnstoffdioxid)40 -+/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Page 110 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Tin(II) chloride Zinnchlorid (II)SnCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Tin(IV) chloride Zinnchlorid (IV)SnCl4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Titanium sulfate Titansulfat Ti2(SO4)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Titanium tetrachloride Titaniumtetrachlorid TiCl4 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Toloyl bromide Toloylbromid C6H4CH3Br TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Toluendiisocyanate Toluoldiisocyanat C9H6N2O2 TR 20 --++
40 --++
60 --+/-(q) +/-(q)
80 --+/-(q)-
100 ----
120 ----
Toluene Toluol C6H5CH3 TR 20 --++
40 --++
60 --+/-(q) +/-(q)
80 --+/-(q)-
100 ----
120 ----
Tomato juice Tomatensaft H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Transformer oil Transformatorenöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ----
120 ----
Tributhyl amine Tributylamin (CH3)3CNH2 TR 20 ++++
(2-Amino-2-methylpropan)40 +++/-(q)+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Tributyl ester Tributylester TR 20 ++++
40 +/-(q)+++
60 -+/-(q) +/-(q)+
80 --+/-(q)+
100 ---+/-(q)
120 ----
Page 111 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Tributyl phosphate Tributylphosphat (C4H9)3PO4 TR 20 ++++
(Phosphorsäuretributylester)40 +/-(q)+++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Trichloroacetalaldehyde Trichloracetalaldehyd CCl3CHO TR 20 ---+
(Chloral)40 ---+
60 ---+/-(q)
80 ----
100 ----
120 ----
Trichloroacetic acid Chloressigsäure (TRI)Cl3CCOOH 10%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Trichloroacetic acid Chloressigsäure (TRI)Cl3CCOOH 50%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Trichloroacetic acid Chloressigsäure (TRI)Cl3CCOOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Trichloroacetyl chloride Trichloressigsäurechlorid CCl3COCl TR 20 +++/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Trichlorobenzene Trichlorbenzol C6H3Cl3 TR 20 --+/-(q)+
40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichlorobutane Trichlorbutan C4H7Cl3 TR 20 --+/-(q)+
40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichloroethane (1,1,1)Trichlorethan (1,1,1)CH3CCl3 TR 20 --+/-(q)+
(Methylchloroform)40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichloroethane (1,1,2)Trichlorethan (1,1,2)CHCl2CHCl2 TR 20 --+/-(q)+
(Methylchloroform)40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichloroethylene Trichlorethylen Cl2C=CHCl TR 20 --+/-(q)+
(Ethylentrichlorid,40 --+/-(q)+
Acetylentrichlorid)60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Page 112 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Trichloroisocyanuric acid Trichlorisocyanursäure C3Cl3N3O3 TR 20 --+/-(q)+
40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichloromethansulfonyl chloride Trichlormethansulfonylchlorid Cl3CSCl2 TR 20 --+/-(q)+
(Perchlormethylmercaptan)40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichlorophenole Trichlorphenol C6H2Cl3OH TR 20 --+/-(q)+
40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichlorosilane Trichlorsilan SiHCl3 TR 20 --+/-(q)+
(Siliconchloroform)40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Tricresyl phosphate Trikresylphosphat (H3CC6H5O)3PO4 TR 20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Triethanolamine Triethanolamin C6H15NO3 5%20 ++-+
40 +/-(q) +/-(q)-+
60 ---+
80 ---+
100 ----
120 ----
Triethanolamine Triethanolamin N(CH2CH2OH)3 TR 20 ++-+
40 +/-(q) +/-(q)-+
60 ---+
80 ---+
100 ----
120 ----
Triethyl amide Triethylamid TR 20 +++/-(q)+
40 +++/-(q)+
60 ---+
80 ----
100 ----
120 ----
Triethyl amine Triethylamin N(CH2CH3)3 TR 20 ++++
40 +++/-(q)+
60 ---+
80 ---+
100 ----
120 ----
Triethylenglykol Triethylenglycol C6H14O4 5%20 ++++
(Triglykol)40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Triethylentetramine Triethylentetramin TR 20 +++/-(q)+
40 ++-+
60 ---+
80 ----
100 ----
120 ----
Page 113 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Trifluoroacetic acid Trifluoressigsäure CF3COOH TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ----
100 ----
120 ----
Trifluoroacetic acid Trifluoressigsäure CF3COOH 80%20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ----
100 ----
120 ----
Trifluoroacetic acid Trifluoressigsäure CF3COOH 50%20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ----
100 ----
120 ----
Triiodinemethane in methanol Triiodmethan in Methanol CHI3 50%20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Triisopropanolamine Triisopropanolamin ((CH3)2COH)3N 10%20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Trimethyl borate Borsäuremethylester B(OCH3)3 TR 20 +/-(q) +/-(q)++
(Trimethoxyboran,40 +/-(q) +/-(q)++
Trimethylborat)60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Trimethyl phosphate Trimethylphosphat (CH3)3PO4 TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Trimethylacetyl chloride Trimethylacetylchlorid (CH3)3CCOCl TR 20 --+/-(q)+
(Pivaloylchlorid)40 --+/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Trimethylammonium chloride Trimethylammoniumchlorid TR 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Trimethylpropane Trimethylpropan C6H14 TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Trioctyl phosphate Trioctylphosphat (C8H17)3PO4 TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Page 114 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Triphenyl borate Borsäurepenthylester (C5H11O)3B TR 20 +/-(q) +/-(q)++
(Triamylborat, Triphenylborat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Triphenyl phosphite Triphenylphosphit (C6H5O)3P TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Trishydroxymethylpropane Trishydroxymethylpropan CH3CH2C(CH2OH)3 10%20 ++/-(q)++
(Trimethylolpropan)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Turpentine Terpentin H 20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Turpentine oil Terpentinöl H 20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Two stroke oil Zweitaktöl H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Uranyl nitrate Uranylnitrat UO2(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Urea Harnstoff H2NCONH2 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --+/-(q)+
120 ---+
Uric acid Harnsäure C5H4O3N4 TR 20 ++++
(2,6,8-Trihydroxypurin)40 ++++
60 ++++
80 -+++
100 --+/-(q)+
120 ---+
Vaseline Vaseline C22H46 / C23H48 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Vaseline oil Vaselineöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Page 115 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Vegetable oils and fats Öle und Fette, vegetabil H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Vinegar Essig H 20 ++++
(Weinessig)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Vinyl acetate Vinylacetat CH2=CHOOCCH3 TR 20 +/-(q) +/-(q)++
(Ethenylester)40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Vinyl chloride Vinylchlorid CH2=CHCl TR 20 --++
40 --+/-(q) +/-(q)
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Vinylidene bromide Ethylendibromid CH2CBr2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Viscose spinning solution Viscose-Spinnlösung H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Vitamin preparations Vitaminpräparate H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Vitrea oil Vitrea öl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Voluta oil Voluta öl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Washing agents, synthetic Waschmittel, synthetische H 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(q)+
80 -+/-(s)-+
100 ----
120 ----
Washing liquids Spülmittel H 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ----
Page 116 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Waste gases containing bromine Abgase bromhaltig Br2 all 20 --++
40 --++
60 --++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Waste gases containing Abgase kohlenstoffdioxidhaltig CO2 all 20 ++++
carbon dioxide 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Waste gases containing Abgase kohlenstoffmonoxidhaltig CO all 20 ++++
carbon monoxide 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Waste gases containing Abgase cyanurchloridhaltig C3N3Cl3 traces 20 ++++
cyanur chloride 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Waste gases containing Abgase chlorwasserstoffhaltig HCl all 20 ++++
hydrogen chloride 40 ++++
60 ++++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Waste gases containing Abgase fluorwasserstoffhaltig HF traces 20 ++++
hydrogen fluoride 40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+/-(q)
Waste gases containing Abgase nitrosehaltig NOx traces 20 ++++
nitrous gases 40 ++++
60 ++++
80 -+-+
100 ---+
120 ----
Waste gases containing Abgase schwefeldioxidhaltig SO2 traces 20 ++++
sulfur dioxide 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Waste gases containing Abgase schwefelsäurehaltig H2SO4 traces 20 ++++
sulfuric acid 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Waste gases containing Abgase schwefeltrioxidhaltig SO3 traces 20 --+/-(s)+
sulfuric trioxide 40 ---+
60 ---+
80 ----
100 ----
120 ----
Waste water, traces of ethanol Abwasser, Spuren von Ethanol traces 20 ++++
+ butanol + Butanol 40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+/-(q)
Page 117 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Waste water, without organic Abwasser, ohne organische traces 20 ++++
solvent Lösungsmittel 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Water destilled Wasser destilliertes 20 ++++
entionisiertes und vollentsalztes 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Water waste water without Wasser, Abwasser ohne 20 ++++
organic solvent organische Lösungsmittel 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Water, condensed Wasser, Kondensatwasser 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Wax alcohol Wachsalkohol C31H63OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Whey Molke H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Wine vinegar Weinessig H 20 ++++
40 ++++
60 ++++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Wines, red and white Weine, rot und weiß H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Wolframhexafluoride Wolframhexafluorid WF6 ≤ GL 20 ++++
(Wolfram(VI)fluorid)40 ++++
60 ++++
80 -+++
100 --++
120 ----
Xylene Xylol C6H4(CH3)2 TR 20 --++
(Dimethylbenzen)40 --++
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Yeast Hefe all 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 118 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Yeast wort Stellhefenwürze H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc acetate Zinkacetat (CH3COO)2Zn x 2H2O ≤ GL 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --++
120 ----
Zinc bromide Zinkbromid ZnBr2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc carbonate Zinkcarbonat ZnCO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc chloride Zinkchlorid ZnCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc chromate Zinkchromat ZnCrO4 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --+/-(o)+
80 --+/-(o) +/-(o)
100 ----
120 ----
Zinc cyanide Zinkcyanid Zn(CN)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc nitrate Zinknitrat Zn(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc oxide Zinkoxid ZnO ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --+/-(o)+
80 --+/-(o) +/-(o)
100 ----
120 ----
Zinc phosphate Zinkphosphat Zn3(PO4)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc salts Zinksalze ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 119 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Zinc stearate Zinkstearat Zn(C17H35COO)2 ≤ GL 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Zinc sulfate Zinksulfat ZnSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 120 of 120

APPENDIX E
LINER COMPATIBILITY
July 11, 2018

Technical Memorandum

To
Scott Bakken,
David Frydenlund
From
Jo Ann Tischler
CC
Harold Roberts
Kathy Weinel
Re
Suitability of HDPE Cell
Liner Material

Introduction
This technical memorandum was prepared in support of Energy Fuels
Resources (USA) Inc.’s (EFRI’s), license amendment request for construction
of two additional cells, Cells 5A and 5B, in the tailings management system at
White Mesa Mill. EFRI requested that Tischler Consulting Services (TCS)
evaluate the high density polyethylene (HDPE) liner material proposed for
construction of the cells. This technical memorandum demonstrates that for
the proposed liner construction materials, there are no anticipated
compatibility or degradation issues with regard to exposure to UV radiation,
chemicals, process solutions, or tailings, from processing of ores or alternate
feeds.

Evaluation and Findings
The new Cells 5A and 5B will both have high-density polyethylene (“HDPE”)
liners. EFRI provided copies of chemical resistance tables from two
prospective liner suppliers, AGRU, and GSE. As described in the
Environmental Report accompanying the license amendment request, over the
life of these two cells, each will receive a combination of acidic tailings
solutions and solids, from both conventional ores and alternate feeds.
According to Gulec, et al. (2005), a study on the degradation of HDPE liners
under acidic conditions (synthetic acid mine drainage), HDPE was found to be
chemically resistant to solutions similar to the tailings solutions at the Mill.
Mitchell (1985) studied the chemical resistivity of HDPE at a pH range of 1.5 to
2.5 standard units using sulfuric acid. This study concluded that HDPE
performed well and was stable under acidic conditions. Chemical resistance
charts provided by AGRU and GSE, manufacturers of HDPE liner material,
indicate that HDPE material is resistant to sulfuric and other mineral acids
even at high concentrations.
It is expected that most of the inorganic metal and non-metal impurities
entering the leach system from processing ores or alternate feeds will be
Tischler Consulting Services

Tel [phone]
8015 South Krameria Way
Centennial, CO 80112

[e-mail]

July 11, 2018

Pg.02

converted to sulfate or other ionic salt forms, precipitated, and eventually
discharged to the tailings system. Chemical resistance charts provided by
AGRU and GSE, manufacturers of HDPE liner material, indicate that HDPE
material is resistant to inorganic salt forms in nearly all proportions, including
those proportions that will be contained in the solutions from processing of
ores or alternate feeds.
The constituents in the tailings sands and liquids resulting from the processing
of alternate feeds are not expected to be significantly different from those
resulting from processing of conventional ores either in composition or in
concentration of constituents. Residuals from alternate feed processing has
historically contained additional organic solutes (such as phthalates) and
additional anions in solutions or salt form including halides, nitrates, and
amines. Per the AGRU and GSE resistance charts, the HDPE material is
resistant to these constituents in a wide range of concentrations and
conditions, including those concentrations and conditions that will be
contained in the solutions from processing of ores or alternate feeds.
In summary, the HDPE liner material is expected to be sufficient for all the
components of tailings solutions and solids, under all the conditions they are
anticipated to be discharged from the Mill.

Sincerely,

Jo Ann Tischler
Tischler Consulting Services, LLC

July 11, 2018

Pg.03

References

• AGRU “Chemische Bestandigkeitsliste” (“Chemical Resistance Chart”) AGRU
Kunststofftechnik GMBH, Bad Hall, Austria, provided June 2018

• GSE, 2015 GSE “Chemical Resistance Chart” GSE Environmental March 5,
2015

• Gulec, S.B., C.H. Benson, and T. B. Edil, 2005. “Effect of Acid Mine Drainage
on the Mechanical and Hydraulic Properties of Three Geosynthetics”, Journal
of Geotechnical and Geoenvironmental Engineering Vol. 131, No. 8, ASCE, pp.
937-950.

• Mitchell, D.H., 1985. “Geomembrane Compatibility Tests Using Uranium Acid
Leachate”, Journal of Geotextiles and Geomembranes, Vol. 2, No. 2, Elsevier
Publishing Co., pp. 111-128.

APPENDIX F
[RESERVED]

APPENDIX G
REVIEW OF ENVIRONMENTAL RADIOLOGICAL MONITORING PROGRAM

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Mr. Scott Bakken
Director, Regulatory Affairs
Energy Fuels Resources (USA) Inc.
225 Union Blvd., Suite 600
Lakewood, CO 80228
Subject:
Review of Environmental Radiological Monitoring Program for the White
Mesa Uranium Mill

Dear Mr. Bakken,
This letter report provides a review of the environmental radiological monitoring
program at Energy Fuels Resources (USA) Inc.’s (EFR) White Mesa Uranium Mill
(the “Mill”) in San Juan County, Utah, in support of an application by EFR to support
the addition of two (2) new cells 5A and 5B to the existing tailings management
system. Specifically, this letter report addresses the question of whether or not any
changes to the current environmental radiation monitoring program at the Mill site
are warranted by the addition of the new cells 5A and 5B.
In preparing this report, we directly reference and use information from the
Semi-Annual Effluent Monitoring Reports for the White Mesa Mill for the period
2014 through 2017 and the Semi-Annual and Annual Monitoring Summary
Meteorological Station reports provided to us by EFR.
1.0 Current Environmental Radiological Monitoring Program
Annual meteorological data collected from the Mill’s meteorological station show
that the predominant wind directions during the past four years (2014-2017) were
blowing from the north-north-easterly (NNE) and from the south-southwesterly
(SSW).
The 2017 annual frequency distribution is presented graphically in Attachment A.
The wind blows from the NNE (at an average speed of 2.9 m/s, 13.1% of the time)
and from the SSW (at an average speed of 4.1 m/s, 8.9% of the time)
(McVehil-Monnett 2017b).
Rad and Risk

Date:
July 11, 2018

Contact:
Doug Chambers
Phone:
905.764.9380

Email:
[e-mail]

Our ref:
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The locations of the current and proposed air monitoring stations are shown on Attachment B. Data from
these stations are considered to represent long term wind patterns at the Mill. Air monitoring stations
BHV-1, BHV-2 and BHV-8 will detect radiological characteristics of winds from the south and station BHV-4
and BHV-6 will detect radiological characteristics of winds from the north.
The current radiological monitoring program at the Mill has the following environmental media and
conditions (EFR 2017a-b):
1.Air particulate radionuclide concentrations from the following sampling stations (see Attachment B):
•North, East, and South of the Mill site: BHV-1, BHV-2 and BHV-8 (north), BHV-5 and BHV-7
(east) and BHV-4 (south). BHV-1 and BHV-8 serve as surrogates for concentration at the
nearest resident.
•BHV-3 (a background station west of the Mill) was used to monitor airborne particulate until
November 1995 and subsequently decommissioned with the approval of the United States
Nuclear Regulatory Commission (NRC).
•BHV-6 (station specifically requested by the White Mesa Ute Community south of the Mill site).
2.External (direct) gamma radiation is measured at all air monitoring stations (BHV-1, BHV-2, BHV-3
and BHV-4 through BHV-8).
3.Radon-222 is measured at all air monitoring stations (BHV-1, BHV-2, BHV-3 and BHV-4 through
BHV-8).
4.Vegetative uptake of radionuclides at three periphery locations.
5.Stack releases from the facility’s air emissions sources.
6.Annual Surface water samples from within the Westwater Canyon drainage, when flowing and
quarterly surface water samples from Cottonwood Creek, when flowing both located west of the
Mill.
7.Annual Soil radionuclide activity obtained during the third quarter of each year near the air
monitoring stations and along the perimeter of the Mill property boundary.
8.Groundwater at the Mill facility, up gradient and down gradient.
9.Radon flux of Cell 2 cover, as requested by the Division of Waste Management and Radiation
Control (DWMRC) in correspondence dated July 23, 2014 and as required by NESHAPs for Cell 3.
10.Meteorological conditions.
11.Seeps and springs in the vicinity of the Mill.
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2.0 Review of Existing Environmental Radiological Monitoring Program
In order to review the adequacy of the environmental radiological monitoring program in light of the addition
of cells 5A and 5B, some general observations from the semi-annual effluent reports for 2017
(EFR 2017a-b), meteorological data, and other reports are provided:
•The current BHV stations cover the predominant wind directions: BHV-1, BHV-2 and BHV-8 cover
winds that flow predominantly from the south, BHV-4 and BHV-6 cover the winds predominantly
flowing from the north and BHV-5 and BHV-7 cover the winds predominantly flowing from the west
and southwest of the Mill.
•The 2017 annual mean wind speed was 3.40 m/s.
•The measured activity of airborne particulate (U-nat, Th-230, Th-232, Ra-226 and Pb-210) at all
monitoring stations shown in Attachment B were well below regulatory Effluent Concentration Limits
(ECLs) and the Mill’s “As Low As Reasonably Achievable” (ALARA) goals (i.e., 25% of the ECL).
•Previously, radon monitoring had been carried out but was discontinued with the agreement of the
NRC in 1995. However, in 2013 EFR voluntarily began ambient Radon-222 monitoring at some
stations and later in 2014 the monitoring program was expanded to include collection of Radon-222
data at all BHV stations. The measured radon-222 concentration values are compared to derived
ECLs. It is noted that through the 2013-2017 period, radon-222 results have been consistently below
the calculated ECLs and within the range of historic levels.
•Results of the Optically Stimulated Luminescent dosimeters (OSLs) measurements for external
gamma radiation indicate that measurements for stations BHV-1, BHV-2, BHV-4, BHV-5, BHV-6,
BHV-7 and BHV-8 are within regulatory limits.
•2017 data compared to previous years indicate no increase in uptake of Ra-226, Th-232, U-nat or
Pb-210 in vegetation and are within the range of previous sampling episodes.
•Stack releases were reported but these are direct stack measurements and are not comparable to
ECLs, which for regulatory compliance purposes are site boundary standards.
•The results of the sampling indicate that soil activity levels at the air monitoring stations and along the
perimeter of the Mill property remain low and within the range of historic levels.
•Groundwater and seeps and springs are listed in the semi-annual effluent report, but the data are
reported separately pursuant to the Mill’s Groundwater Discharge Permit and the monitoring program
is not included as part of this evaluation.
•At Cottonwood Creek, surface water samples were collected only in the third quarter of 2017.
Westwater Canyon was not able to be sampled because the Creek was dry for the sampling events.
A sediment sample was collected instead and included in the soil data analysis. The results of the
radionuclide data remain low and within the range of a typical surface water, thus no influences from
the Mill operations has been identified.
•Sampling results of Cell 2 indicate that 2017 average radon flux was 0.7 pCi/m2-sec which is well
below the 20 pCi/m2-sec standard. Further, during the 2014-2017 period, values have been

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measured within a range of 0.7-18.1 pCi/m2-sec. Higher results were reported for earlier years,
before the radon barrier was completed for Cell 2 in 2016.

The results from the Semi-Annual Effluent Monitoring Report (2017) did not show any anomalies from the
historical data, which indicates the Mill’s ALARA practices are adequately protecting the public and the
environment. Nonetheless, in view of the proposed development of the cells 5A and 5B, we propose the
following modification to the current environmental monitoring program:
• The existing Hi-Vol station BHV-4 be relocated to the south-south west of the new cells, to cover
the winds flowing predominantly from the NNE of the Mill. The proposed new location is presented
in Attachment B.
3.0 Evaluation
In our opinion, the current environmental radiological monitoring program and the suggested modifications
will offer a comprehensive analysis and adequate measurements to provide assurance that the proposed
activities at the Mill will not adversely affect the local environment.
Further, given our understanding of the existing monitoring data and the low doses to public who live or
undertake recreational activities such as hiking or hunting near the Mill, our opinion is that the current
environmental radiological monitoring and the proposed modifications to Hi-Vol stations as outlined above
are adequate and consistent with the objectives set out in the NRC’s Regulatory Guide 4.14, Radiological
Effluent and Environmental Monitoring at Uranium Mills (NRC 1980).
In closing, our overall opinion is that the proposed modifications to the radiological monitoring program will
adequately monitor the release of radioactive materials to the local environment associated with the current
operation and the addition of cells 5A and 5B at the Mill site.
Should you have any questions or comments on this letter, please contact us at your convenience.
Yours very truly,
Arcadis Canada Inc.

Douglas B. Chambers, Ph.D.
Vice president; Senior Scientist Risk and Radioactivity;
Director Technical Knowledge & Innovation – Radiation Services

Cc:
Kathy Weinel, Quality Assurance Manager; and
David Frydenlund, CFO/Secretary/General Counsel

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References
EFR 2014-2017a, Energy Fuels Resources (USA) Inc. White Mesa Uranium Mill Radioactive Materials
License UT900479 Semi-Annual Effluent Monitoring Report (January through June, 2014-2017).
EFR 2014-2017b, Energy Fuels Resources (USA) Inc. White Mesa Uranium Mill Radioactive Materials
License UT900479 Semi-Annual Effluent Monitoring Report (July through December, 2014-2017).
McVehil-Monnett Associates, Inc 2014-2017a. Semi-Annual Monitoring Report, January-June 2014-2017
White Mesa Mill Meteorological Station.
McVehil-Monnett Associates, Inc 2014-2017b. Semi-Annual Monitoring Report, July-December 2014-2017
and Annual Monitoring Summary White Mesa Mill Meteorological Station.
United States Nuclear Regulatory Commission (NRC). 1980. Regulatory Guide 4.14, Radiological Effluent
and Environmental Monitoring at Uranium Mills-Rev. 1.

Mr. Scott Bakken
July 11, 2018
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Attachment A - 2017 Wind Rose Plot
REVISIONS
Date:By:
Project:
County:
Location:
State:
Author:Date:Drafted By:
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BHV-4
BHV-3
BHV-2
BHV-1
³1 IN = 6,000 FT
Coordinate System: NAD1983 StatePlane UtahSouth FIPS 4303 Feet
ATTACHMENT B
PARTICULATE MONITORING STATIONS
WHITE MESA MILL
San Juan Utah
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*BHV-4: Proposed Location

APPENDIX H
ATTACHMENT F TO RECLAMATION PLAN, REVISION 5.1C
JULY 2018
White Mesa Mill, Blanding, Utah
Radioactive Materials License No. UT1900479
Index Sheet for Attachment F to Reclamation Plan, Revision 5.1C, July 2018

Page, Map or
Other Entry
to be Added as
Attachment F
Description of Change
Attachment F - Tab Add tab after Attachment E
Attachment F – Cover
Sheet Add cover sheet
Title Page, Revision 5.1C
Redline Update revision number to Revision 5.1C and date to July 2018
Page vi, Revision 5.1C
Redline
Add references to Drawing TRC-11 – Cover Over Cell 5A and 5B Cross
Sections and Attachment F – Revision 5.1C Page Changes to Table of
Contents
Page I-1, Revision 5.1C
Redline
Update Introduction section to include Cells 5A and 5B and effective date of
Stipulation and Consent Agreement
Page I-2, Revision 5.1C
Redline
Add reference to Cells 5A and 5B to all cell descriptions in Introduction
section
Page I-3, Revision5.1C
Redline Add reference to Attachment F – Revision 5.1C Page Changes to Table I-1
Page 1-1, Revision 5.1C
Redline Update history of reclamation plan revisions in Section 1 Site Characteristics
Page 2-2, Revision 5.1C
Redline
Update operating history and processing run dates in Section 2.2.1 Operating
Periods
Page 2-3, Revision 5.1C
Redline
Update operating history and processing quantities in Section 2.2.2 Mill
Circuit
Page 3-1, Revision 5.1C
Redline
Add Cells 5A and 5B to all cell descriptions in Section 3 Tailings
Reclamation Plan
Page 3-3, Revision 5.1C
Redline
Add reference to Cells 5A and 5B to Section 3.2.1 Summary of Facilities to
be Reclaimed and Section 3.2.2 Tailings and Evaporative Cells
Pages 3-6 and 3-7,
Revision 5.1C Redline
Add new Section 3.2.2.6 Cells 5A and 5B to describe cover design and
reclamation procedures for Cells 5A and 5B
Page 3-10, Revision 5.1C
Redline
Add dewatering system description for Cells 5A and 5B to Section 3.3.7
Tailings Dewatering
Page 5-1, Revision 5.1C
Redline Update status of Stipulation and Consent Agreement
Page 6-2, Revision 5.1C
Redline
Add reference to Cells 5A and 5B as future cells to be used as evaporation
cells
Conceptual Cover Design
for Proposed Cells 5A and
5B
Letter from Stantec Consulting Services Inc. dated June 15, 2018,
Reference: Conceptual Cover Design for White Mesa Uranium Mill
Proposed Cells 5A and 5B, including Figure 1 – Plan View of Reclamation
Features

ATTACHMENT F
REVISION 5.1C PAGE CHANGES

Reclamation Plan

White Mesa Mill

Blanding, Utah

Radioactive Materials License No. UT1900479

Revision 5.1BC

February 2018July 2018

Prepared by:
Energy Fuels Resources (USA) Inc.
225 Union Blvd., Suite 600
Lakewood, CO 80228

Page vi
Revision 5.1BC
Energy Fuels Resources (USA) Inc.
White Mesa Mill Reclamation Plan

LIST OF DRAWINGS
REC-0 Title Sheet and Project Location Map
REC-1 Plan View of Reclamation Features
REC-2 Mill Site and Ore Pad Final Grading Plan
REC-3 Sedimentation Basin Detail
TRC-1 Interim Fill Grading Plan
TRC-2 Compacted Cover Grading Plan
TRC-3 Final Cover Surface Layout
TRC-4 Reclamation Cover Erosion Protection
TRC-5 Cover Over Cell 4A & 4B Cross Sections
TRC-6 Cover Over Cell 3 Cross Sections
TRC-7 Cover Over Cell 2 Cross Sections
TRC-8 Cover Over Cell 2 Cross Section
TRC-9 Reclamation Cover Details (Sheet 1 of 2)
TRC-10 Reclamation Cover Details (Sheet 2 of 2)
TRC-11 Cover Over Cell 5A & 5B Cross Sections

LIST OF ATTACHMENTS
Attachment Description
A Technical Specifications for Reclamation of White Mesa Mill Facility, Blanding, Utah.
B Construction Quality Assurance/Quality Control Plan for Reclamation of White Mesa
Mill Facility, Blanding, Utah.
C Cost Estimates for Reclamation of White Mesa Mill Facility, Blanding, Utah.
D Radiation Protection Manual for Reclamation Activities
E Existing Cover Design Documents
F Revision 5.1C Page Changes

LIST OF APPENDICES
Appendix Description
A Updated Tailings Cover Design Report, White Mesa Mill, December 2016. MWH, Inc.
B Preliminary Mill Decommissioning Plan, White Mesa Mill, August 2016, MWH, Inc.

Page I-1
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Energy Fuels Resources (USA) Inc.
White Mesa Mill Reclamation Plan

INTRODUCTION
This Reclamation Plan (the “Plan”) has been prepared by Energy Fuels Resources (USA) Inc. (“EFRI”)1
for EFRI’s White Mesa Uranium Mill (the “Mill”), located approximately six miles south of Blanding,
Utah. This Plan presents EFRI’s plans and estimated costs for the reclamation of cells for the tailings
management system, and for decommissioning of the Mill and Mill site.2 This Plan is an update to the
White Mesa Mill Reclamation Plan Revision 3.2b (Denison, 2011b) approved by the Utah Department of
Environmental Quality (UDEQ) Division of Radiation Control (DRC) on January 26, 2011. This Plan is
also an update to Plan Revision 5.1B, to include the addition of Cell 5A and Cell 5B.
Summary of Plan
The uranium and vanadium processing areas of the Mill, including equipment, structures and support
facilities, will be decommissioned and disposed of in tailings or buried at the Mill site as appropriate.
Equipment (including tankage and piping, agitation, process control instrumentation and switchgears, and
contaminated structures) will be cut up, removed, and buried in tailings prior to final cover placement.
Concrete structures and foundations will be demolished and removed for disposal in tailings or covered in
place with soil as appropriate.
The sequence of demolition will proceed so as to allow the maximum use of support areas of the facility,
such as the office and shop areas. Uncontaminated or decontaminated equipment to be considered for
salvage will be released in accordance with United States Nuclear Regulatory Commission (“NRC”)
guidance and in compliance with the conditions of the EFRI’s State of Utah Radioactive Materials
License No. UT1900479 (the “License”). As with the equipment for disposal, contaminated soils from
the Mill and surrounding areas and ore or feed materials on the Mill site will be disposed of in the tailings
cells in accordance with Attachment A, Technical Specifications. An evapotranspiration cover system is
proposed for reclamation of the tailings management system cells.
The estimated reclamation costs for surety are set out in Attachment C. Attachment C will be reviewed
and updated in accordance with License requirements. The reclamation costs are based on the approved
Reclamation Plan (Denison, 2011b) and incorporate reclamation work completed to date. The
reclamation costs will be updated when this Plan is approved and the Cell 2 cover performance test
sections (see Sections 3.0, 5.0, and 6.0) are verified based on requirements outlined in thea Stipulation
and Consent Agreement (SCA) being developeddated February 23, 2017, between EFRI and UDEQ
Division of Waste Management and Radiation Control (DWMRC) (see Sections 5.0 and 6.0).
Plan Organization
General site characteristics pertinent to this Plan are contained in Section 1.0. Descriptions of the facility
construction, operations and monitoring are given in Section 2.0. The reclamation plan itself, including
descriptions of facilities to be reclaimed and design criteria, is presented in Section 3.0. Section 4.0
provides an overview of the preliminary mill decommissioning plan. Section 5.0 presents how
reclamation would proceed if the “Proposed Cover Design” in Appendix A is not approved. Milestones
and schedule commitments for reclamation are outlined in Section 6.0. Design drawings (“Drawings”)
are attached to this plan following the main text. Attachments A through D comprise the Technical
Specifications,
1 Prior July 25, 2012 EFRI was “Denison Mines (USA) Corp.” and prior to December 16, 2006, Denison was named
“International Uranium (USA) Corporation.” 2 Cell 1 was previously referred to as Cell 1-I. It is now referred to as Cell 1.
Page I-2
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Energy Fuels Resources (USA) Inc.
White Mesa Mill Reclamation Plan

Construction Quality Assurance/Quality Control (QA/QC) Plan, Reclamation Cost Estimate, and
Radiation Protection Manual for Reclamation Activities. Attachment E provides documents on the
approved “Existing Cover Design” including the Titan Environmental 1996 Tailings Cover Design
Report (Attachment E.1) and Technical Specifications (Attachment E.2). Both documents were included
in the approved Reclamation Plan Revision 3.2b (Denison, 2011b).
Supporting documents include:
 Updated Tailings Cover Design Report, December 2016. MWH, Inc. (Appendix A)
 Preliminary Mill Decommissioning Plan, August 2016. MWH, Inc. (Appendix B)

As required by Part I.H.11 of previous revisions of the Mill’s State of Utah Ground Water Discharge
Permit No. UGW370004 (the “GWDP”), and Part I.H.2 of the current revision of the GWDP, EFRI
completed an infiltration and contaminant transport model of the final tailings cover system to
demonstrate the long-term ability of the cover to protect nearby groundwater quality (MWH, 2010). The
model was updated to address DWMRC comments on the ICTM Report (DRC, 2012; 2013) and to
incorporate additional geotechnical and hydrologic data collected as part of field investigations conducted
in 2010 and 2012 for cover borrow material and in 2013 for in situ tailings. The updated infiltration
modeling results were presented in EFRI (2012b) and EFRI (2015c). The updated cover design is
included in the Updated Tailings Cover Design Report, included as Appendix A to this Reclamation Plan,
and includes a monolithic evapotranspiration (ET) cover for the tailings cells. The revised cover design
and basis was used for this version of the Plan.
The Reclamation Plan is written assuming Cells 2, 3, 4A, 4B, 5A and 54B of the tailings management
system will receive tailings to the maximum permitted tailings elevations. Cell 2 is full and partially
reclaimed. Cell 3 was used for tailings storage, but currently only receives mill waste and byproduct
material in accordance with License provisions. Cell 3 is partially full, and partially reclaimed. Cell 4A is
the only cell currently receiving tailings and is partially full. Cell 4B is used for evaporation of process
solutions and has not been used for tailings disposal. The Plan has been written assuming Cell 4B, Cell
5A and Cell 5B will be used in the future for permanent tailings disposal. If Cell 4B, Cell 5A and Cell 5B
areis not used in the future for tailings disposal, the Cells 4B can be reclaimed for clean closure. This
design is not presented in this report.
A Cell 1 Disposal Area is included in the reclamation design to provide additional storage for permanent
disposal of contaminated materials and debris from the Mill site decommissioning and windblown
cleanup. The current design is approved per the existing License, however this additional storage area is
not currently needed for reclamation. If the Cell 1 Disposal Area is required for storage at the time of
final Mill decommissioning, the liner system design will be updated to be the same basic design as the
liner system for Cell 4B, including the same basic leak detection system. The revised design would be
submitted to the Director prior to construction. After approval of the design by the Director, the Plan and
surety would be updated to reflect the approved design.
Revisions to this Reclamation Plan include information related to the updated tailings cover design, as
well as results of data collection and monitoring since Revision 5.0 of this Plan (Denison, 2011c).
Revisions to the attachments and appendices of the Reclamation Plan are listed in a tabular format in
Table I-1.

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White Mesa Mill Reclamation Plan

Table I-1
Revisions to Attachments and Appendices in Reclamation Plan
Attachments/
Appendices Reclamation Plan Revision 5.0 (2011) Reclamation Plan Revision 5.1B (February 2018)* Reclamation Plan Revision 5.1C (July 2018)
Drawings Included in Attachment A Updated and provided as a standalone attachment
Attachment A Plans and Technical Specifications for Reclamation of White Mesa Mill Facility,
Blanding, Utah
Updated - Technical Specifications for Reclamation of White Mesa Mill
Facility, Blanding, Utah

Attachment B Construction Quality Assurance/Quality Control Plan for Reclamation of White
Mesa Mill Facility, Blanding, Utah
Updated - Construction Quality Assurance/Quality Control Plan for
Reclamation of White Mesa Mill Facility, Blanding, Utah

Attachment C Cost Estimates for Reclamation of White Mesa Facility in Blanding, Utah Updated - Cost Estimates for Reclamation of White Mesa Facility in Blanding,
Utah

Attachment D Radiation Protection Manual for Reclamation Updated - Radiation Protection Manual for Reclamation Activities
Attachment E Not included Added – Existing Cover Design Documents
Attachment F Not Included Not Included Added – Revision 5.1C Page Changes
Appendix A Semi-Annual Effluent Report (January through June, 2011), for the Mill Deleted to reduce redundancy (latest report was submitted to DWMRC)
Appendix B Hydrogeology of the Perched Groundwater Zone and Associated Seeps and
Springs Near the White Mesa Uranium Mill Site, Blanding, Utah, November 12,
2010, prepared by Hydro Geo Chem, Inc. (the “2010 HGC Report”)
Deleted to reduce redundancy (latest report was submitted to DWMRC)
Appendix C The Mill’s Stormwater Best Management Practices Plan, Revision 1.3, June 12,
2008, Emergency Response Plan, Revision 2.1, August 18, 2009, and Spill
Prevention, Control, and Countermeasures Plan, 2011.
Deleted to reduce redundancy (latest report was submitted to DWMRC)
Appendix D Updated Tailings Cover Design Report, White Mesa Mill, September 2011.
MWH Americas, Inc.
Updated and now Appendix A - Updated Tailings Cover Design Report, White
Mesa Mill, December 2016. MWH, Inc.

Appendix E National Emission Standards for Hazardous Air Pollutants Radon Flux
Measurement Program, White Mesa Mill Site, 2010, Tellco Environmental
Deleted to reduce redundancy (latest report was submitted to DWMRC)
Appendix F Semi-Annual Monitoring Report January 1 - June 30, 2010, White Mesa Mill
Meteorological Station, August 19, 2011, McVehil-Monnett Associates, Inc.
Deleted to reduce redundancy (latest report was submitted to DWMRC).
Appendix G Preliminary Mill Decommissioning Plan, White Mesa Mill, September 2011,
MWH Americas, Inc.
Updated and now Appendix B - Preliminary Mill Decommissioning Plan,
White Mesa Mill, August 2016, MWH, Inc.

*Main Text and Attachment A were updated from Revision 5.1 to 5.1B (see Section 1).
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1 SITE CHARACTERISTICS
EFRI operates the Mill, which is located approximately six miles south of Blanding, Utah (see
Figures 1-1 and 1-2). The Mill was initially licensed by the NRC in May 1980 under NRC Source
Material License No. SUA-1358. Upon the State of Utah becoming an Agreement State for uranium
mills in August 2004, the Mill’s NRC license was replaced with the Mill’s current State of Utah
License and the Mill’s GWDP.
The License was up for timely renewal on March 31, 2007 in accordance with Utah Administrative
Code (“UAC”) R313-22-36.3 In accordance with R313-22-36, EFRI submitted an application to the
Director (“Director”) of Utah Department of Environmental Quality, Division of Waste Management
and Radiation Control (“DWMRC”)4 on February 27, 2007 for renewal of the License under R313-
22-37 (the “2007 License Renewal Application”). Similarly, the GWDP was up for timely renewal
on March 8, 2010, in accordance with UAC R317-6-6.7. In 2009, 2012, and 2014, EFRI filed an
application to the DWMRC for renewal of the GWDP for under R313-6-6.7.
The Mill is also subject to State of Utah Air Quality Approval Order DAQE-AN1205005-06 (the “Air
Approval Order”) which was re-issued on March 2, 2011 and is not up for renewal at this time.
Revision 3.0 of this Plan was submitted to and approved by NRC in 2000. A copy of Revision 3.0 of
this Plan was also submitted to the DWMRC as part of the 2007 License Renewal Application. The
most recently approved version of the Reclamation Plan is Revision 3.2b (Denison, 2011a). This
version of the Reclamation Plan was approved by DRC under the Mill License on January 26, 2011.
A copy of the White Mesa Mill Reclamation Plan, Revision 4.0 was previously submitted to the
Director in November 2009 and is on file at the DRC. This version and previous versions of the
Reclamation Plan presented design criteria for a multi-layered cover system. Revision 5.0 of this
Plan was submitted to the DWMRC in September 2011. EFRI prepared Revision 5.0 of the Plan to
incorporate changes since 2009 and to address interrogatories from the DWMRC (DRC, 2010 and
2011). EFRI prepared Revision 5.1 of the Plan to incorporate changes since 2011 and include updates
provided in EFRI response to interrogatories and review comments from DWMRC on Reclamation
Plan, Revision 5.0 (Denison, 2012; EFRI, 2012a; EFRI, 2015). EFRI prepared this Revision 5.1B to
address select public comments on the White Mesa Mill Groundwater Discharge Permit and
Radioactive Materials License. EFRI responses to public comments were documented in EFRI (2017)
and an updated Section 6 to Revision 5.1 of the Plan was provided as an attachment. Attachment A
(Technical Specifications) has also been updated for Revision 5.1B with a minor revision to address
public comments. The remaining attachments and appendices do not require revisions and therefore
the designation of Revision 5.1 or reference to Revision 5.1 remain to indicate changes have not been
made to these components of the Plan. EFRI prepared this Revision 5.1C for approval with the
License amendment application to construct Cells 5A and 5B.
This Section 1.0 of the Plan incorporates by reference, updates or supplements, information
previously submitted in previous environmental analyses performed at the Mill, as described below.
3 The License was originally issued by the NRC as a source material license under 10 CFR Part 40 on March 31, 1980. It was
renewed by NRC in 1987 and again in 1997. After the State of Utah became an Agreement State for uranium mills in August
2004, the License was re-issued by the DWMRC as a State of Utah Radioactive Materials License on February 16, 2005, but the
remaining term of the License did not change. 4 Prior to 2015, the DWMRC was two separate divisions of UDEQ, the Division of Radiation Control and the Division of Solid
and Hazardous Waste.
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The Mill was shut down during all of 1984. The Mill operated at least part of each year from 1985
through 1990. Mill operations again ceased during the years of 1991 through 1994. EFN reacquired sole
ownership on May 26, 1994, and the Mill operated again during 1995 and 1996. After acquisition of the
Mill by Denison and its affiliates several local mines were restarted and the Mill processed conventional
ore during 1999 and early 2000. With the resurgence in uranium and vanadium prices in 2003, Denison
reopened several area mines and again began processing uranium and vanadium ores in April 2008. Mill
operations were suspended in May 2009, and resumed in March 2010. Conventional ore processing was
again suspended in July 2011, resumed in November 2011 through March 2012, and suspended in April
2012. Denison became EFRI after July 25, 2012. Conventional ore processing resumed from August
2012 through June 2013, was suspended in July 2013, resumed May 2014 through August 2014, and was
suspended again in September 2014. The Mill again processed conventional ore from August thru
November 2016, Typical employment figures for the Mill are approximately 110 during uranium-only
operations and 150 during uranium/vanadium operations.

Commencing in the early 1990s through today, the Mill has processed alternate feed materials from time
to time when the Mill has not been processing conventional ores. Alternate feed materials are uranium-
bearing materials other than conventionally mined uranium ores. The Mill installed an alternate feed
circuit in 2009 that allows the Mill to process certain alternate feed materials simultaneously with
conventional ores.
2.2.2 Mill Circuit
While originally designed for a capacity of 1,500 dry tons per day (dtpd), the Mill capacity was boosted to
the present rated design of 1,980 dtpd prior to commissioning.
The Mill uses an atmospheric hot acid leach followed by counter current decantation (CCD). This in turn
is followed by a clarification stage which precedes the solvent extraction (SX) circuit. Kerosene
containing iso-decanol and tertiary amines extracts the uranium and vanadium from the aqueous solution
in the SX circuit. Salt and soda ash are then used to strip the uranium and vanadium from the organic
phase.
After extraction of the uranium values from the aqueous solution in SX, uranium is precipitated with
anhydrous ammonia, dissolved, and re-precipitated to improve product quality. The resulting precipitate
is then washed and dewatered using centrifuges to produce a final product called "yellowcake." The
yellowcake is dried in a multiple hearth dryer and packaged in drums weighing approximately 800 to
1,000 lbs. for shipping to converters.
After the uranium values are stripped from the pregnant solution in SX, the vanadium values are
transferred to tertiary amines contained in kerosene and concentrated into an intermediate product called
vanadium product liquor (VPL). An intermediate product, ammonium metavanadate (AMV), is
precipitated from the VPL using ammonium sulfate in batch precipitators. The AMV is then filtered on a
belt filter and, if necessary, dried. Normally, the AMV cake is fed to fusion furnaces where it is
converted to the Mill's primary vanadium product, V2O5 tech flake, commonly called "black flake."
The same basic process steps used for the recovery of uranium from conventional ores are used for the
recovery of uranium from alternate feed materials, with some variations depending on the particular
alternate feed material.
The Mill processed 1,511,544 tons of conventional ore and other materials from May 6, 1980 to February
4, 1983. During the second operational period from October 1, 1985 through December 7, 1987,
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1,023,393 tons of conventional ore were processed. During the third operational period from July 1988
through November 1990, 1,015,032 tons of conventional ore were processed. During the fourth
operational period from August 1995 through January 1996, 203,317 tons of conventional ore were
processed. In the fifth operational period, from May 1996 through September 1996, the Mill processed
3,868 tons of calcium fluoride alternate feed material. From 1997 to early 1999, the Mill processed
58,403 tons from several additional alternate feed stocks.
With rising uranium prices in the late 1990s, company mines were reopened in 1997, and 87,250 tons of
conventional ore were processed in 1999 and early 2000. In 2002 and 2003, the Mill processed 266,690
tons of alternate feed material from government cleanup projects. An additional 40,866 tons of alternate
feed materials were processed in 2007. An additional 1,401 tons of alternate feed materials were
processed from 2008 through July 2011. From April 2008 through July 2011 the Mill processed an
additional 722,843 tons of conventional ore. The Mill processed 340,058 and 24,036 tons of conventional
ore and alternate feed materials, respectively, between August 2011 and March 2016. The Mill processed
an additional 46,000 tons of conventional ore between August 2016 and November 201.6
Inception to date material processed through MarchDecember 2016 totals 5,298,7015,344,701 tons. This
total is for all processing periods and feeds combined.
2.2.3 Tailings Management Facilities
Tailings produced by the Mill from conventional ores typically contain 30 percent moisture by weight,
have an in-place dry density of 86.3 pounds per cubic foot (calculated from Cell 2 volume and tons
placed), have a size distribution with a significant -200 to -325 mesh size fraction, and have a high acid
and flocculent content. Tailings from alternate feed materials that are similar physically to conventional
ores, which comprise most of the tons of alternate feed materials processed to date at the Mill, are similar
to the tailings for conventional ores. Tailings from some of the higher grade, lower volume alternate feed
materials may vary somewhat from the tailings from conventional ores, primarily in moisture and density
content.
The tailings facilities at the Mill currently consist of five cells as follows:
 Cell 1, constructed with a 30 mil PVC earthen-covered liner, is used for the evaporation of
process solutions (Cell 1 was previously referred to as Cell 1-I).
 Cell 2, constructed with a 30 mil PVC earthen-covered liner, is used for the storage of barren
tailings sands. This Cell is full and has been partially reclaimed.
 Cell 3, constructed with a 30 mil PVC earthen-covered liner, is used for the storage of barren
tailings sands and process solutions, but currently only receives mill waste and byproduct
material in accordance with License provisions. This cell is partially filled and has been partially
reclaimed.
 Cell 4A, constructed with a geosynthetic clay liner, a 60 mil HDPE liner, a 300 mil HDPE geonet
drainage layer, a second 60 mil HDPE liner, and a slimes drain network over the entire cell
bottom. This cell was placed into service in October 2008 and is used for storage of barren
tailings sands and evaporation of process solutions.
 Cell 4B, constructed with a geosynthetic clay liner, a 60 mil HDPE liner, a 300 mil HDPE geonet
drainage layer, a second 60 mil HDPE liner, and a slimes drain network over the entire cell
bottom. This cell was placed into service in February 2011, is used for evaporation of process
solutions, and has not been used for tailings storage.
Total estimated design capacity of Cells 2, 3, 4A, and 4B is approximately eight million tons. Figures
1.5-4 and 1.5-5 show the locations of the tailings management system cells.
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3 TAILINGS RECLAMATION PLAN

This section provides an overview of the Mill location and property; details the facilities to be reclaimed;
and describes the design criteria applied in this Plan. Drawings are presented as an attachment to this
report. Technical specifications are presented in Attachment A. Attachment B presents the quality
assurance and quality control plan for construction activities. Attachment C presents cost estimates for
reclamation (based on the Existing Cover Design). Attachment D presents the most current Radiation
Protection Manual for Reclamation Activities. Attachment E provides documents on the approved
Existing Cover Design that was presented in Reclamation Plan Revision 3.2b (Denison, 2011b).
The Reclamation Plan is written assuming the tailings management system Cells 2, 3, 4A, and 4B, 5A and
5B will receive tailings to the maximum permitted tailings elevations. Cell 4B is currently used for
evaporation of process solutions and has not been used for tailings storage. Cells 5A and 5B have not
been constructed. The Plan has been written assuming Cells 4B, 5A and 5B will be used in the future for
tailings storage.
If Cell 4B is not used in the future for tailings storage, Cell 4B can be reclaimed for clean closure. Any
remaining solutions would be pumped to the last active tailings Cell. The liner system would be removed
and disposed in the last active tailings cell. The exterior embankments would then be regraded. This
design is not presented in this report.
3.1 Location and Property Description
The Mill is located approximately six miles south of Blanding, Utah on US Highway 191 on a parcel of
land encompassing all or part of Sections 21, 22, 27, 28, 29, 32, and 33 of T37S, R22E, and Sections 4, 5,
6, 8, 9, and 16 of T38S, R22E, Salt Lake Base and Meridian described as follows (Figure 3.1-1):
The south half of the south half of Section 21; the southeast quarter of the southeast
quarter of Section 22; the northwest quarter of the northwest quarter and lots 1 and 4 of
Section 27 all that part of the southwest quarter of the northwest quarter and the
northwest quarter southwest quarter of Section 27 lying west of Utah State Highway 163;
the northeast quarter of the northwest quarter, the south half of the northwest quarter, the
northeast quarter and the south half of Section 28; the southeast quarter of the southeast
quarter of Section 29; the east half of Section 32 and all of Section 33, Township 37
South, Range 22 East, Salt Lake Base and Meridian. Lots 1 through 4, inclusive, the
south half of the north half, the southwest quarter, the west half of the southeast quarter,
the west half of the east half of the southeast quarter and the west half of the east half of
the east half of the southeast quarter of Section 4; Lots 1 through 4, inclusive, the south
half of the north half and the south half of Section 5 (all); Lots 1 and 2, the south half of
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the northeast quarter and the south half of Section 6 (E1/2); the northeast quarter of
Section 8; all of Section 9 and all of Section 16, Township 38 South, Range 22 East, Salt
Lake Base and Meridian. Additional land is controlled by 46 Mill site claims. Total land
holdings are approximately 5,415 acres.
3.2 Facilities to be Reclaimed
See the Drawings for a general layout of the Mill yard and related facilities and the restricted area
boundary.
3.2.1 Summary of Facilities to be Reclaimed
The facilities to be reclaimed include the following:
 Cell 1 (evaporation). Cell 1 was previously referred to as Cell 1-I.
 Cells 2, 3, and 4A (tailings).
 Cell 4B (This cell is currently used for evaporation. The reclamation design assumes this cell
will be used for tailings in the future).
 Cells 5A/5B. The reclamation design assumes these cells will be used for tailings in the future.
 Mill buildings and equipment.
 On-site contaminated areas.
 Off-site contaminated areas (i.e., potential areas affected by windblown tailings).
The reclamation of the above facilities will include the following:
 Placement of contaminated soils, crystals, and synthetic liner material and any contaminated
underlying soils from Cell 1 into the last active tailings cell
 Placement of a liner system on a portion of the Cell 1 impoundment area to be used for disposal
of contaminated materials and debris from the Mill site, if needed
 Decommissioning Cell 1
 Placement of materials and debris from Mill decommissioning into the last active tailings cell or
Cell 1 Disposal Area
 Placement of an engineered multi-layer cover over the entire area of Cells 2, 3, 4A, 4B, 5A, 5B
and the Cell 1 Disposal Area
 Construction of runoff control and diversion channels as necessary
 Reclamation of Mill and ancillary areas
 Reclamation of borrow sources
3.2.2 Tailings and Evaporative Cells
The following subsections describe the cover design and reclamation procedures for Cells 1, 2, 3, 4A, and
4B, 5A and 5B. Complete engineering details and text are presented in the Updated Tailings Cover
Design Report included as Appendix A to this Reclamation Plan.
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A portion of Cell 1 (i.e., the Cell 1 Disposal Area), adjacent to and running parallel to the downstream
cell dike, may be used for permanent disposal of contaminated materials and debris from the Mill site
decommissioning and windblown cleanup. The actual area of the Cell 1 Disposal Area needed for storage
of additional material will depend on the status of Cells 3, 4A, and 4B at the time of final Mill
decommissioning. A portion of the Mill area decommissioning material may be placed in Cells 3, 4A or
4B if space is available, but for purposes of the reclamation design the entire quantity of contaminated
materials from the Mill site decommissioning is assumed to be placed in the Cell 1 Disposal Area, which
will subsequently be covered with the ET cover. This results in approximately 10 acres of the Cell 1 area
constituting the Cell 1 Disposal Area and being utilized for permanent tailings storage. The remaining
area of Cell 1 will then be breached and converted to a sedimentation basin. All runoff from the covered
Cell 1 Disposal Area, the Mill area and the area immediately north of Cell 1 will be routed into the
sedimentation basin and will discharge onto the natural ground via the channel located at the southwest
corner of the basin. The channel is designed to accommodate the PMF flood. Hydraulic and erosional
analyses are provided in Appendix A. The channel will be a bedrock channel with a 0.1 percent channel
slope, 150-foot bottom width, and 3 horizontal: 1 vertical sideslopes.
3.2.2.3 Cell 2
Cell 2 has been filled with tailings and will be covered with the ET cover to a minimum cover thickness
of 10.5 feet. The final cover will drain at a slope of 0.5 to 1 percent to the north and south as shown in the
Drawings.
The cover will be as described in Section 3.2.2.1 above and will consist of a 2.5 feet of interim fill,
followed by 4 feet of compacted cover, overlain by 3.5 feet of growth medium. Half a foot of topsoil or
gravel-admixture will be utilized as armor against erosion at the surface of the cover. External side slopes
will be graded to a 5:1 slope and will have 6 inches of angular riprap on the cover surface for erosion
protection. A rock apron with dimensions as shown in the Drawings will be constructed at the transition
areas of the toes of the side slopes of Cell 2.
3.2.2.4 Cell 3
Cell 3 will be filled with tailings, debris and contaminated soils and covered with the same ET cover
system and erosion protection as Cell 2, except the total thickness will be 10 feet with a compacted cover
layer of 3.5 feet.
3.2.2.5 Cells 4A and 4B
Cells 4A and 4B are designed to be filled with tailings, debris and contaminated soils and will be covered
with the same ET cover system as Cell 2 and Cell 3, except the total thickness will be 9.5 feet with a
compacted cover layer of 3 feet. The south external side slopes will be graded to 5H:1V and will have 8
inches of angular riprap on the cover surface for erosion protection. A rock apron with dimensions as
shown on the drawings will be constructed at the south side slopes of Cells 4A and 4B. The east and west
external side slopes will be graded to 5H:1V and have the same erosion protection as the east and west
sides slopes of Cells 2 and 3.
3.2.2.6 Cells 5A and 5B
Cells 5A and 5B are designed to be filled with tailings, debris and contaminated soils and will be covered
with the same ET cover system as Cell 2 and Cell 3, except the total thickness will be 9.5 feet with a
compacted cover layer of 3 feet. The south external side slopes will be graded to 5H:1V and will have 8
inches of angular riprap on the cover surface for erosion protection. A rock apron with dimensions as
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shown on the drawings will be constructed at the south side slopes of Cells 5A and 5B. The east and west
external side slopes will be graded to 5H:1V and have the same erosion protection as the east and west
sides slopes of Cells 2 and 3.
3.3 Design Criteria
As required by Part I.H.11 of the GWDP, EFRI has completed an infiltration and contaminant transport
model of the final tailings cover system to demonstrate the long-term ability of the ET cover to protect
nearby groundwater quality. The ET cover design and basis presented in Appendix A will be used for
this version of the Plan.
The design criteria summaries in this section are adapted from the Updated Tailings Cover Design Report.
A copy of the Tailings Cover Design Report is included as Appendix A. It contains all of the calculations
used in design and summarized in this section.
3.3.1 Regulatory Criteria
Information contained in 10 CFR Part 20, 10 CFR Part 40 and Appendix A to 10 CFR Part 40 (which are
incorporated by reference into UAC R313-24-4), and 40 CFR Part 192 were used as criteria in final
designs under this Plan. In addition, the following documents also provided guidance:
 Benson, C.H. W.H. Albright, D.O. Fratta, J.M. Tinjum, E. Kucukkirca, S.H. Lee, J. Scalia, P.D.
Schlicht, and X. Wang, 2011. Engineered Covers for Waste Containment: Changes in
Engineering Properties and Implications for Long-Term Performance Assessment (in four
volumes). NUREG/CR-7028, Prepared for the U.S. Nuclear Regulatory Commission,
Washington, D.C., December.
 Johnson, T.L., 2002. "Design of Erosion Protection for Long-Term Stabilization." U.S. Nuclear
Regulatory Commission (NRC), NUREG-1623. September.
 Nelson, J.D. , S.R. Abt, R.L. Volpe, D. Van Zye, N.E. Hinkle, and W.P. Staub, 1986.
Methodologies for Evaluating Long-Term Stabilization Designs of Uranium Mill Tailings
Impoundments, NUREG/CR-4620. June.
 U. S. Department of Energy (DOE), 1988. Effect of Freezing and Thawing on UMTRA Covers,
Albuquerque, New Mexico, October.
 U.S. Department of Energy (DOE), 1989. UMTRA-DOE Technical Approach Document,
Revision II, UMTRA-DOE/AL 050425.0002. December.
 U.S. Nuclear Regulatory Commission (NRC), 1984. Radon Attenuation Handbook for Uranium
Mill Tailings Cover Design, NUREG/CR-3533
 U.S. Nuclear Regulatory Commission (NRC), 1989. Calculation of Radon Flux Attenuation by
Earthen Uranium Mill Tailings Covers, Regulatory Guide 3.64.
 U.S. Nuclear Regulatory Commission (NRC), 1990. "Final Staff Technical Position, Design of
Erosion Protective Covers for Stabilization of Uranium Mill Tailings Sites," August.
 U.S. Nuclear Regulatory Commission (NRC), 2003. Standard Review Plan for the Review of a
Reclamation Plan for Mill Tailings Sites under Title II of the Uranium Mill Tailings Radiation
Control Act of 1978. NUREG-1620, Revision 1, June.
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computer program SLOPE/W (Geo-Slope, 2007). A complete description of the input parameters and
assumptions used in the analyses is provided in Appendix A. Material strength parameters used for the
analyses were based on historical laboratory testing on tailings and clay materials (Advanced Terra
Testing, 1996; Chen and Associates, 1987; D’Appolonia, 1982; and Western Colorado Testing, 1999),
laboratory testing conducted in 2010 and 2012 on potential cover borrow materials (see Attachment B of
EFRI, 2012a), laboratory testing conducted in 2013 on tailings (MWH, 2015b) and typical published
values.

The mean Peak Ground Acceleration (PGA) for reclaimed conditions is 0.15g based on the site specific
PSHA (MWH, 2015a). This PGA represents the seismic loading from the Maximum Credible
Earthquake (MCE). The seismic coefficient used for the pseudo static stability analysis was 0.10 g (equal
to 2/3 of the PGA).
The calculated factors of safety range from 2.6 to 3.9 and 1.7 to 2.5 for static and pseudo-static loading
conditions, respectively. The calculated factors of safety for both the long-term static condition and the
pseudo-static condition exceed the required values of 1.5 and 1.1 respectively (NRC, 2003).
3.3.7 Tailings Dewatering
Cells 2, 3, 4A, and 4B are constructed to allow tailings dewatering. Cells 5A and 5B will have the same
tailings dewatering system as Cell 4B. Dewatering analyses have been conducted for these tailings
management cells assuming the cells receive tailings to the maximum permitted tailings elevation.
Dewatering analyses for Cells 2 and 3 were conducted by MWH and are presented in Appendix A.
Dewatering analyses for Cells 4A and 4B were conducted by Geosyntec (2007a, 2007b). The pertinent
excerpts from MWH (2010), Geosyntec (2007a, 2007b), and DRC (2008) are included in Appendix A.
Water levels in Cells 2 and 3 were measured during the October 2013 tailings investigation (MWH,
2015b). Results of the investigation indicated migration of water towards the sump in Cell 2. This was
expected since water has been pumped from the Cell 2 sump since 2008. Dewatering of Cell 3 has not
yet started and the October 2013 investigation reflected this, with measured water levels a few feet below
the tailings surface.
To monitor changes in water levels due to dewatering prior to and after final cover placement, installation
of standpipe piezometers was recommended across the cells prior to the first phase of final cover
placement and extension of the piezometers during final cover placement. These piezometers will
provide information on the rate and extent of dewatering of the tailings. The piezometers are primarily
located adjacent to the settlement monuments to minimize damage to the piezometers during cover
construction, while providing sufficient locations to evaluate the water levels. Water levels are
recommended to be monitored at the same frequency and duration as the settlement monuments.
Piezometer locations for Cell 2 are shown in Appendix L of the Updated Tailings Cover Design Report.
3.3.8 Settlement and Liquefaction Analyses
Settlement analyses and evaluation of liquefaction potential for the tailings were performed for the
tailings cells. A discussion of the analyses and results are provided in Appendix A.
One-dimensional settlement analyses were conducted to evaluate settlement due to placement of final
cover, dewatering of the tailings cells, long-term static (creep) settlement, and seismically induced
(seismic)
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5 REVERSION TO EXISTING COVER DESIGN

5.1 Background
On November 11, 2015, the UDEQ Division of Waste Management and Radiation Control (DWMRC)
recommended EFRI develop a plan to begin reclamation of the tailings management system cells. This
plan would consist of placing the cover system presented in this Plan (the “Proposed Cover System”) on
Cell 2 and demonstrating acceptable cover performance via a performance monitoring program.
Per the Stipulation and Consent Agreement (SCA) in development between EFRI and DWMRC, Cell 2
reclamation is planned to occur in 2 phases. Phase 1 is comprised of Layers 1 and 2 of the Proposed
Cover System, and will be placed on Cell 2 along with a Primary Test Section that contains all of the
Proposed Cover System, including the vegetative cover. The Primary Test Section along with a
Supplemental Test Section (located off of Cell 2, and relating only to vegetative cover and erosion
control) will be tested over a period of approximately 7 years (the “Cell 2 Test Period”).
Under the SCA, the Cell 2 Primary Test Section and Supplemental Test Section will have to meet
required performance criteria to verify the effectiveness of the Proposed Cover System and initiate Phase
2 cover placement.
5.2 Proposed Cover Design Meets all Applicable Regulatory Criteria
If the Primary Test Section and Supplemental Test Section demonstrate that the Proposed Cover System
meets all applicable regulatory criteria, then:
a) Cell 2
Phase 2, comprised of Layer 3, Layer 4 and the vegetative cover of the Proposed Cover System, will
be placed on Cell 2, in accordance with the SCA and Section 6.0 below;
b) Other Tailings Management System Cells being Reclaimed during Cell 2 Test Period
In the event that any other tailings management system cells are to be reclaimed during the Cell 2
Test Period, such tailings impoundments will be reclaimed by placing Phase 1 of the Proposed Cover
System on the cell, and then waiting until the Cell 2 test is completed. Thereafter, reclamation of the
cells will be completed in the same manner as Cell 2, in accordance with the SCA and Section 6.0
below; and
c) Other Tailings Management System Cells Being Reclaimed after Cell 2 Test Period
Upon final reclamation in accordance with Section 6.0 below, the other tailings management system
cells, which had not commenced reclamation during the Cell 2 test period, would be reclaimed with
the Proposed Cover System.

Page 6-2
Revision 5.1BC
Energy Fuels Resources (USA) Inc.
White Mesa Mill Reclamation Plan

(b) When Final Closure of an Impoundment Begins

Final closure of an impoundment begins when the owner or operator provides written notice to the
EPA and to the Director that:

i) In the case of a conventional impoundment (i.e., a tailings impoundment), the
impoundment is no longer receiving uranium byproduct material or tailings, is no longer on standby
status for such receipt and is being managed under an approved reclamation plan for that
impoundment or facility closure plan; and

ii) In the case of a non-conventional impoundment (e.g., an evaporation pond), the
impoundment is no longer required for evaporation or holding purposes, is no longer on standby for
such purposes and is being managed under an approved reclamation plan for that impoundment or
facility closure plan.

An approved reclamation plan prepared and approved in accordance with 10 CFR part 40, Appendix
A is considered a reclamation plan for purposes of this paragraph 6.2.1(b).

(c) The Existing Tailings Management System at the Mill

The tailings management system at the Mill currently consists of three tailings impoundments: Cell
2, which is not in operation and is in final closure, and Cells 3 and 4A, which are in operation. Cell
1 is an evaporation pond. Cell 4B is currently being used as an evaporation pond and will continue
to be used as an evaporation pond until it first starts to receive tailings sands or other byproduct
material (other than solutions) for disposal. Future cells, including Cell 5A and Cell 5B, may
commence as evaporation ponds, and will continue as evaporation ponds until they first receive
tailings sands or other byproduct material (other than solutions) for disposal, at which time they will
become tailings impoundments.

(d) The Proposed Cover Design and Existing Cover Design

This Plan presents a proposed evapotranspiration (ET) cover (the “Proposed Cover Design”) as a
component of the reclamation plan for the tailings impoundments, to replace the rock armor cover
design (the “Existing Cover Design”) set out in Appendix D to the Reclamation Plan Version 3.2b
(Denison, 2011b).

The Stipulation and Consent Agreement described in Section 6.2.1(e) below and Section 5.0 above
describe a set of circumstances under which the Final Cover Design could be the Existing Cover
Design rather than the Proposed Cover Design. Section 5.0 of this Plan describes the manner in
which EFRI would revert from the Proposed Cover Design to the Existing Cover Design if so
required by the Stipulation and Consent Agreement.

Stantec Consulting Services Inc.
3325 South Timberline Road Suite 150, Fort Collins CO 80525-2903

June 15, 2018
File: 233001001
Attention: Ms. Kathy Weinel
Energy Fuels Resources (USA) Inc.
225 Union Blvd., Suite 600
Lakewood Colorado 80228
Reference: Conceptual Cover Design for White Mesa Uranium Mill Proposed Cells 5A and 5B
Dear Kathy,
This letter provides a summary of the conceptual cover design for the Energy Fuels Resources (USA) Inc.
(EFRI) White Mesa Uranium Mill proposed Cells 5A and 5B (cells designed by others). The conceptual
cover design is based on the Appendix A (Updated Tailings Cover Design Report) to the EFRI Reclamation
Plan, Revision 5.1B dated February 2018.
The plan view for the reclamation of Cells 5A and 5B is shown on Figure 1. The cover slope for Cells 5A
and 5B is designed at a 0.8 percent slope, which is consistent with the Cells 4A and 4B cover slopes and
aligns with the proposed cell design for Cells 5A and 5B. The external side slopes of the Cells 5A and 5B
embankments will be graded to 5:1 (horizontal:vertical) as required for reclamation.
The cover system for Cells 5A and 5B is designed as a monolithic evapotranspiration cover. This is
consistent with the current cover design for the other tailings management cells. The proposed cover
design is designed with sufficient thickness to protect against frost penetration, attenuate radon flux,
minimize both plant root and burrowing animal intrusion, and provide adequate water storage capacity to
minimize the rate of infiltration into the underlying tailings. The radium-226 activity concentration for the
materials to be placed in Cells 5A and 5B are expected to be similar to the materials that have been and
may be placed in Cells 4A and 4B. Therefore, the cover thickness is proposed to be the same for Cells 5A
and 5B as Cells 4A and 4B.
The ET cover system is designed to have a minimum thickness of 9.5 feet, and consist of the following
materials listed below from top to bottom (see Figure 2):
•Layer 4 - 0.5 ft (15 cm) thick Erosion Protection Layer (gravel-admixture)
•Layer 3 - 3.5 ft (107 cm) thick Growth Medium Layer acting as a Water
Storage/Biointrusion/Frost Protection/Secondary Radon Attenuation Layer (loam to sandy clay)
•Layer 2 – 3.0 ft (91 cm) thick Compacted Cover Layer acting as the Primary Radon Attenuation
Layer (highly compacted loam to sandy clay)
•Layer 1 - 2.5 ft (76 cm) thick (minimum) Interim Fill Layer actin as a Secondary Radon
Attenuation and Grading Layer (loam to sandy clay)
() Stantec
Des gn with community in mind
June 15, 2018
Ms. Kathy Weinel
Page 2 of 2
Reference: Conceptual Cover Design for White Mesa Uranium Mill Proposed Cells 5A and 5B

Preliminary erosional stability calculations indicate that the top cover surface of Cells 5A and 5B will require
25 percent (by weight) 1-inch minus gravel mixed in with the topsoil. This is consistent with the cover
design for Cells 4A and 4B.
Please contact me if you have questions on this letter or need additional information.
Regards,
Stantec Consulting Services Inc.
Melanie Davis P.E.
Senior Associate Geotechnical Engineer
Office: 970-212-2749
Mobile: [phone]
[e-mail]
Attachments: Figures

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RESTRICTED AREA BOUNDARY
PROPOSED FINAL FOOTPRINT
FOR TAILINGS CELLS AND
CELL 1 DISPOSAL AREA
DISCHARGE CHANNEL
CELL 1 DISPOSAL AREA
CELL 2
CELL 3
CELL 4A
CELL 4B
BLACK MESA RD
HW
Y

1
9
1
SEDIMENTATION BASIN
MILL SITE BOUNDARYMILL SITE
5600
5602
5604
5606
5608
CELL 5A
(PROPOSED)CELL 5B
(PROPOSED)
0.8
%
0.8
%
0.5
%
1.0%
PLAN VIEW OF RECLAMATION FEATURES 1
WMM CELL 5 COVER
A
LEGEND:
5605
WHITE MESA MILL SITE RECLAMATION
BLANDING, UTAH·
JUNE 2018
ENERGY FUELS
REVISED RESTRICTED AREA BOUNDARY
FOR PROPOSED CELLS 5A AND 5B
CURRENT RESTRICTED AREA BOUNDARY
9.5'
0.5'
3.5'
3.0'
2.5'
LAYER 4 - EROSION PROTECTION LAYER
LAYER 3 - GROWTH MEDIUM
LAYER 1 - INTERIM FILL
LAYER 2 - COMPACTED COVER
TAILINGS
VEGETATION
MWH
COVER PROFILE WITHIN LYSIMETER FIGURE 2
1009740 WM ET COVR
JUNE 2018
MWHWHITE MESA MILL TAILINGS RECLAMATION
ENERGY FUELS

Prepared for
Energy Fuels Resources (USA), Inc.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
CELLS 5A & 5B DESIGN REPORT
WHITE MESA MILL
BLANDING, UTAH
Prepared by

16644 West Bernardo Drive, Suite 301
San Diego, CA 92127
Project Number SC0634A
July 2018

SC0634.Design_Report5A-5B.d.20180710 i July 2018
TABLE OF CONTENTS
1. INTRODUCTION ................................................................................................ 1 
1.1 Objective ...................................................................................................... 1 
1.2 Background .................................................................................................. 1 
1.3 Report Organization .................................................................................... 1 
2. BACKGROUND AND SITE CONDITIONS ...................................................... 3 
2.1 Site Location ................................................................................................ 3 
2.2 Climatology ................................................................................................. 3 
2.3 Topography .................................................................................................. 3 
2.4 Existing Soil Conditions .............................................................................. 4 
2.4.1 Surface Conditions .......................................................................... 4 
2.4.2 Soil Berms ....................................................................................... 4 
2.4.3 Subsurface Conditions .................................................................... 4 
2.5 Surface Water .............................................................................................. 5 
2.6 Groundwater ................................................................................................ 5 
2.7 Tailings ........................................................................................................ 5 
3. DESIGN ................................................................................................................ 6 
3.1 Cell Capacity and Geometry ........................................................................ 6 
3.2 Slope Stability .............................................................................................. 7 
3.3 Earthwork .................................................................................................... 7 
3.3.1 Excavation ....................................................................................... 7 
3.3.2 Fill Placement ................................................................................. 8 
3.3.3 Subgrade Preparation ...................................................................... 8 
3.3.4 Anchor Trench ................................................................................ 9 
3.4 Liner System ................................................................................................ 9 
3.4.1 Slimes Drain System ..................................................................... 10 
3.4.2 Primary Liner Systems .................................................................. 12 
3.4.3 Primary Leak Detection Systems .................................................. 12 
3.4.3.1 Action Leakage Rate .................................................... 12 
3.4.3.2 Drain Liner ™ and Perforated Pipe ............................. 13 
3.4.3.3 Puncture Protection ...................................................... 13 
3.4.3.4 Sump ............................................................................ 14 

TABLE OF CONTENTS (continued)

SC0634.Design_Report5A-5B.d.20180710 ii July 2018

3.4.4 Secondary Leak Detection System................................................ 14 
3.4.4.1 Action Leakage Rate .................................................... 14 
3.4.4.2 Puncture Protection ...................................................... 15 
3.4.4.3 Sump ............................................................................ 15 
3.5 Splash Pad .................................................................................................. 15 
3.6 Emergency Spillway .................................................................................. 18 
4. SUMMARY AND CONCLUSIONS ................................................................. 19 
4.1 Limitations ................................................................................................. 19 
5. REFERENCES ................................................................................................... 20 

LIST OF FIGURES
Figure 1 Geotechnical Investigation Site Plan
Figure 2 Cross Sections
LIST OF APPENDICES
Appendix A Construction Drawings
Appendix A-1 Option A – Triple Liner System
Sheet 1 Title Sheet
Sheet 2 Site Plan
Sheet 3A Cell 5A Proposed Grading
Sheet 3B Cell 5B Proposed Grading
Sheet 4A Pipe Layout Plan and Details – Cell 5A
Sheet 4B Pipe Layout Plan and Details – Cell 5B
Sheet 5 Liner System Details I

TABLE OF CONTENTS (continued)

SC0634.Design_Report5A-5B.d.20180710 iii July 2018

Sheet 6 Liner System Details II
Sheet 7 Details and Sections III
Sheet 8 Details and Sections IV
Sheet 9 Details and Sections V
Sheet 10 Details and Sections VI
Appendix A-2 Option B – Double Liner System with Geosynthetic Clay Liner
Sheet 1 Title Sheet
Sheet 2 Site Plan
Sheet 3A Cell 5A Proposed Grading
Sheet 3B Cell 5B Proposed Grading
Sheet 4A Pipe Layout Plan and Details – Cell 5A
Sheet 4B Pipe Layout Plan and Details – Cell 5B
Sheet 5 Liner System Details I
Sheet 6 Liner System Details II
Sheet 7 Details and Sections III
Sheet 8 Details and Sections IV
Sheet 9 Details and Sections V
Sheet 10 Details and Sections VI
Appendix B Construction Quality Assurance Plan
Appendix C Project Technical Specifications
Appendix D Design Calculations

TABLE OF CONTENTS (continued)

SC0634.Design_Report5A-5B.d.20180710 iv July 2018

Appendix E Boring Logs and Geotechnical Laboratory Results
Appendix F Chemical Resistance Charts (on CD/electronic PDF only)

SC0634.Design_Report5A-5B.d.20180710 1 July 2018

1. INTRODUCTION
This report presents the results of design analyses performed in support of the Cells 5A
and 5B construction at the White Mesa Mill Facility in Blanding, Utah (site). The San
Diego office of Geosyntec Consultants, Inc. (Geosyntec) prepared this report for Energy
Fuels Resources (USA), Inc. (EF). This report was prepared by Mr. Jay Griffin and
reviewed by Ms. Rebecca Oliver, both of Geosyntec. Mr. Gregory Corcoran, P.E. of
Geosyntec was in responsible charge and provided senior peer review of the work
presented herein in accordance with the internal peer review policy of the firm.
1.1 Objective
The objective of this report is to present the components of Cells 5A and 5B, including
two alternative liner systems: Option A – Triple Liner and Option B- Double Liner with
Geosynthetic Clay Liner (GCL). EF will decide which Option to construct and notify
Utah Division of Waste Management and Radiation Control (UDWMRC) at least 30 days
prior to starting construction of the selected Option liner system. This report
demonstrates that the proposed Cell 5A and 5B designs and both liner system options
comply with the applicable regulatory standards for the State of Utah, the United States
Nuclear Regulatory Commission, and the Federal Environmental Protection Agency
(USEPA). In particular, the designs are in accordance with the Utah Administrative Code
(UAC) R317-6, and the Best Available Technology requirements mandated by Part I.D.
of existing site Ground Water Discharge Permit No. UGW370004.
This report contains the design and permitting information for both Options including
Construction Drawings (Appendix A-1 and A-2 for Options A and B, respectively),
Construction Quality Assurance (CQA) Plan (Appendix B), Technical Specifications
(Appendix C), Design Calculations (Appendix D), and supporting boring logs and
geotechnical laboratory results (Appendix E).
1.2 Background
Current site operations utilize Cells 1, and 4B for process liquids evaporation and Cells 3
and 4A for disposal of tailings and by-products from the processing operations at the site.
Cells 4A and 4B are adjacent to the proposed 5A and 5B cells. Cells 5A and 5B will
initially be used for evaporation of process liquids and as needed thereafter for final
storage of solids contained in the tailings and by-products from processing operations at
the site. Cell 5A will be constructed first and Cell 5B will be constructed in the future.
1.3 Report Organization
The remainder of this design report is organized into the following sections:

SC0634.Design_Report5A-5B.d.20180710 2 July 2018

 Section 2, Background and Site Conditions, presents general information on the
site and background information on the existing conditions at Cells 5A and 5B.
 Section 3, Design, presents the design for Cells 5A and 5B.
 Section 4, Summary and Conclusions, presents the summary, conclusions, and
limitations of this technical design report.
As described previously, the Cell 5A and 5B permit documents include Construction
Drawings (Appendix A), a Construction Quality Assurance (CQA) Plan (Appendix B),
Technical Specifications (Appendix C), engineering design calculations (Appendix D),
and seismic refraction data, trench logs, and geotechnical laboratory data (Appendix E).

SC0634.Design_Report5A-5B.d.20180710 3 July 2018

2. BACKGROUND AND SITE CONDITIONS
2.1 Site Location
The location of the site is shown on Sheet 1 of the Construction Drawings (Appendix A-
1 and A-2). The site is located approximately 6 miles south of Blanding, Utah on Highway
191. Per the Universal Transverse Mercator (UTM) Coordinate System, the site is located
at 4,159,100 meters Northing and 634,400 meters Easting.
The Mill is located on a parcel of fee land, State of Utah lease property and associated
mill site claims, covering approximately 5,415 acres. The site mill operations are limited
to approximately 50 acres located directly east of Cell 1. The existing tailings disposal
Cells (Cells 1 through 4B) are approximately 454 acres. Cells 5A and 5B are located
south of existing cells 4A and 4B. The site plan is shown on Sheet 2 of the Construction
Drawings (Appendix A-1 and A-2).
2.2 Climatology
The climate of southeastern Utah is classified as dry to arid. Although varying somewhat
with elevation and terrain, the climate in the vicinity of the site can be considered as semi-
arid with normal precipitation of about 13.4 in (WRCC, 2005). Most precipitation is in
the form of rain, with snowfall accounting for about 30 percent of the annual precipitation
total. There are two separate rainfall seasons in the region, the first in late summer and
early autumn (August to October) and the second during the winter months (December
to March).
The average temperature in Blanding ranges from approximately 30 degrees Fahrenheit
(ºF) in January to approximately 76ºF in July. Average minimum temperatures are
approximately 18ºF in January and average maximum temperatures are approximately
91ºF in July (City-Data.com, 2007).
The mean annual relative humidity is about 44 percent and is normally highest in January
and lowest in July. The average annual Class I pan evaporation rate is 86 inches (WRCC,
2007), with the largest evaporation occurring in July. Values of pan coefficients range
from 60 percent to 81 percent. The annual lake evaporation rate for the site is 47.6 inches
and the net evaporation rate is 34.2 inches per year.
2.3 Topography
The existing topography within the Cells 5A and 5B area consists of a gently sloping
grade (approximately 2 percent) from the northwestern portion of Cell 5A to the
southwestern portion of Cell 5B and from the northeastern portion of Cell 5B to the

SC0634.Design_Report5A-5B.d.20180710 4 July 2018

southwestern portion of Cell 5B. Existing Cell 4A and 4B slopes within the proposed Cell
5A and 5B area are inclined at a slope of approximately 3 horizontal : 1 vertical (3H:1V).
2.4 Existing Soil Conditions
2.4.1 Surface Conditions
Currently, the proposed 5A and 5B Cells are undeveloped and covered by native low
grass and shrub vegetation. The site is bordered to the north by the existing Cells 4A and
4B and to the south, east, and west by undeveloped lands.
The existing ground surface within the area of the proposed Cell 5A slopes gently from
northwest to south-southeast from respective elevations of approximately 5600 feet to
5554 feet, above Mean Sea Level (MSL). The existing ground surface within the
proposed Cell 5B area gently slopes from northeast to southwest from respective
elevation of approximately 5590 feet to 5550 feet above MSL.
2.4.2 Soil Berms
Soil berms exist on the northern perimeters of the proposed Cells 5A and 5B. These berms
were constructed previously of engineered fill with approximately 3H:1V side slopes.
2.4.3 Subsurface Conditions
Geosyntec performed a geotechnical investigation within the proposed limits of Cells 5A
and 5B (Figure 1). The geotechnical investigation consisted of a site reconnaissance,
seismic refraction surveys lines, test pit excavation and observation, soil sampling, and
geotechnical laboratory analysis of soil samples collected.
Soils encountered during soil sampling and test pit excavation and observation were
consistent with formations in Southern Utah. Within the limits of the explorations, the
site is underlain by surficial windblown loess and eolian deposits and variably weathered
deposits of the Dakota Sandstone.
Loess and eolian deposits were encountered at the ground surface across the site
extending to approximate depths of 1 to 7 feet. The deposit is generally thickest along the
western portion of the site and thins to the east and southeast, with locally thicker deposits
in between. The loess and eolian deposits are generally homogeneous across the site
consisting of firm to stiff, yellowish red sandy clay (Unified Soil Classification System
Classification CL). Test pit logs and geotechnical laboratory results are presented in
Appendix E.

SC0634.Design_Report5A-5B.d.20180710 5 July 2018

The Dakota Sandstone underlies the surficial deposits at depth across the entire site area.
The deposit generally exhibits a weathering rind approximately 0 to 7.5 feet thick
consisting of dense to very dense, pale yellow to pink, silty fine sandstone with irregular
zones of caliche accumulation. The unweathered Dakota Sandstone is encountered at
approximately 1 to 11 feet below the ground surface. The deposit generally consists of
very dense, very pale brown to white, fine grained sandstone with little silt.
2.5 Surface Water
Surface water at the facility is diverted around the Cells, including the proposed Cells 5A
and 5B. Surface water run-on into Cells 5A and 5B is primarily limited to direct
precipitation.
The site has implemented a Storm Water Best Management Practices Plan in accordance
with the facility permit. Site construction activities will be performed in accordance with
the site Storm Water Best Management Practices Plan.
2.6 Groundwater
Groundwater is located at a depth of approximately 50 to 80 feet at the site. Groundwater
monitoring wells DR-12 and DR-13 will be abandoned during construction of this project.
Groundwater monitoring wells MW-14, MW-15, MW-17, MW-33, MW-34, MW-37,
and DR-11 will be protected in place and raised as necessary.
2.7 Tailings
Cells 5A and 5B will accept process liquids, tailings, and by-products associated with
onsite processing operations for both conventional ores and alternate feed materials. The
liquids are typically highly acidic with a pH generally between 1 and 2. Tailings are
generally comprised of ore that is ground to a maximum grain size of approximately 28
Mesh (US #30 Sieve) (0.023 inches (0.6 millimeters)), resulting in a fine sand and silt
material.

SC0634.Design_Report5A-5B.d.20180710 6 July 2018

3. DESIGN
The liner system is designed to provide a Cell for disposal of by-products from the onsite
processing operations while protecting the groundwater beneath the site. The liner system
is designed to meet the Best Available Technology requirements of the UAC R317-6,
which require that the facility be designed to achieve the maximum reduction of a
pollutant achievable by available processes and methods taking into account energy,
public health, environmental and economic impacts, and other costs. Two liner systems
have been proposed for the cells, from top to bottom:
Option A – Triple Liner Option B – Double Liner with
Geosynthetic Clay Liner
 Slimes drain system;
 Primary geomembrane liner;
 Leak detection system;
 Secondary geomembrane liner;
 Leak detection system; and
 Tertiary geomembrane liner.
 Slimes drain system;
 Primary geomembrane liner;
 Leak detection system;
 Secondary geomembrane liner;
and
 Geosynthetic Clay Liner (GCL).

These components and related design considerations are discussed below.
3.1 Cell Capacity and Geometry
Cell 5A has been designed to accommodate storage of up to 1,330 acre-feet (2.15 million
cubic yards) of tailings with solids storage to within 1.5-feet of the top of the
geomembrane liner, and Cell 5B has been designed to accommodate storage of up to
1,360 acre-feet (2.20 million cubic yards) of tailings with solids storage to within 1.5-feet
of the top of the geomembrane liner. The lowest elevation in Cell 5A is the sump located
in the southeast corner at an elevation of approximately 5,541 feet above MSL, and the
lowest elevation in Cell 5B is the sump located in the southwest corner at an elevation of
approximately 5,539 feet above MSL.
Interior side slopes of Cell 5A and 5B will be constructed with 2H:1V inclinations with
the exception of the northwest and southeast corners of Cell 5A and the northeast and
southwest corners of Cell 5B, which will be constructed with 3H:1V slope inclinations.
This will require re-grading of the southern berms of Cells 4A and 4B, which currently
have exterior side slopes of 3H:1V. The eastern berm of Cell 5A will be constructed with
a 2H:1V interior slope and 3H:1V exterior slope. During construction of Cell 5B, the

SC0634.Design_Report5A-5B.d.20180710 7 July 2018

slope will be reduced to 2H:1V. The proposed southern berms of Cell 5A and 5B will
have 2H:1V interior slopes and 3H:1V exterior slopes. The eastern berm of Cell 5B will
be constructed with 2H:1V interior slopes and 5H:1V exterior slopes. An approximately
25-foot wide berm, containing an unpaved access road, is proposed to surround Cells 5A
and 5B. Cell layout is shown on Construction Drawing (Appendix A).
3.2 Slope Stability
Static and pseudostatic slope stability analysis was conducted for the final earthen berms
and interim waste/tailings slopes associated with the operation of Cells 5A and 5B. Final
slope stability and operational conditions are required to maintain a minimum factor of
safety of approximately 1.5 for final berm slope conditions and 1.3 for interim slope
conditions based on the proposed design of the cell and its liner system.
Three cross-sections from Cells 5A and 5B were analyzed which represent worst-case
conditions in the cells. Each cross-section was modeled for four different loading
conditions. These four conditions were static analysis, pseudo-static analysis for seismic
loading conditions, interim construction loading, and evaluation of the yield acceleration.
Numerous potential failure surfaces were analyzed for each model to evaluate various
slip surface geometries and to identify the critical slip surface for each cross-section and
condition.
Slope stability analysis of all three cross-sections for the four different loading conditions
resulted in factors of safety above 1.5 for final conditions and above 1.3 for interim
conditions. A detailed description of the slope stability calculations is presented in
Appendix D.
3.3 Earthwork
Earthwork will consist of excavation, blasting, ripping, trenching, hauling, placing,
moisture conditioning, backfilling, compacting, and grading. The requirements for
earthwork for Cells 5A and 5B construction is provided in Appendix C, Section 02200 of
the Technical Specifications.
3.3.1 Excavation
Prior to excavating soils and rock for Cells 5A and 5B, vegetation will be cleared and
grubbed and surficial unsuitable materials will be removed. Excavation will proceed with
the removal of topsoil and then in-situ soils for placement as fill for the construction of
Cells 5A and 5B south berms. Excess soils will be stockpiled to the west of Cell 5A or to
the east of Cell 5B in designated stockpile areas (Appendix A).

SC0634.Design_Report5A-5B.d.20180710 8 July 2018

Rock will be ripped, blasted, or mechanically removed and stockpiled west of Cell 5A or
east of Cell 5B, in a separate stockpile from the excess soil stockpile. Rock will be
excavated a minimum of 6-inches below final grade and fill will be placed, moisture
conditioned, compacted, and graded to provide a surface on which the geosynthetic liner
system components will be installed.
Leak detection system and anchor trenches will be excavated as shown on the
Construction Drawings (Appendix A).
3.3.2 Fill Placement
Along the southern perimeter of the proposed Cells 5A and 5B, berms will be constructed
of fill with 2H:1V inside slopes and 3H:1V outer slopes. During construction of Cell 5A,
a berm with 2H:1V inside slopes and interim, 3H:1V outer slopes will be constructed
between Cell 5A and future Cell 5B. During construction of Cell 5B, the interior slope of
the berm between Cell 5A and Cell 5B will be reduced from 3H:1V to 2H:1V. Along the
eastern perimeter of Cell 5A, a berm with 2H:1V inside slopes and 5H:1V outside slopes
will be constructed. Berms will be constructed with a top width of 25-feet.
Settlement analyses have been performed to evaluate the potential settlement of the berm
and potential associated strain that could develop in the liner system components
(Appendix D). The results of the conservative analyses indicate a maximum strain in the
liner due to potential differential settlement of 0.002 percent, which is much less than the
liner components can tolerate and is therefore acceptable.
Construction materials used for fill will consist of onsite soils placed in lifts resulting in
a compacted thickness no greater than 8-inches and compacted to 90 percent of maximum
dry density per American Society for Testing and Materials (ASTM) standard D1557
(Modified Proctor) at a moisture content of ±3 percent of optimum. Fill soil used in
construction of the berm will consist of onsite soils with maximum particle size of 6-
inches.
3.3.3 Subgrade Preparation
Subgrade preparation includes placement, moisture conditioning, compaction, and
grading of subgrade soil. The subgrade will consist of a minimum of 6-inches of soil
material with a maximum particle size of 3-inches compacted above the rock. Subgrade
fill will be placed in loose lifts of no more than 8-inches and compacted to 90 percent of
the maximum density at a moisture content of ±3 percent of optimum moisture content,
as determined by ASTM D1557. The surface of the subgrade will have protrusions no
greater than 0.7-inches. Section 02220 of the Technical Specifications, in Appendix C,
provides the requirements for subgrade for Cells 5A and 5B construction.

SC0634.Design_Report5A-5B.d.20180710 9 July 2018

3.3.4 Anchor Trench
The liner system will be anchored at the top of the slope with an anchor trench. The
anchor trench was sized to resist anticipated maximum wind uplift forces, see Anchor
Trench Capacity Calculations provided in Appendix D. The anchor trench will be a
minimum of 1.5 feet deep and 2 feet wide and filled with compacted soil, as shown on
the Construction Drawings (Appendix A). During construction, the contractor will be
allowed to construct deeper anchor trenches to allow partial backfilling between
subsequent liner component installation to facilitate temporary anchoring of each
geosynthetic layer as it is installed. Anchor trench backfill will be placed in lifts of no
more than 12-inches and compacted to 90 percent of the maximum density at a moisture
content of ±3 percent of optimum moisture content, as determined by ASTM D1557.
3.4 Liner System
Two liner systems are proposed for Cells 5A and 5B: Option A – Triple Liner and Option
B – Double Liner with GCL. Option A includes both a primary and secondary leak
detection system while Option B includes a primary leak detection system. The liner
system for the base of the cells will consist of (from top to bottom):
Option A – Triple Liner Option B – Double Liner with GCL
 Slimes Drain System;
 60-mil smooth high density
polyethylene (HDPE)
geomembrane (Primary Liner);
 300-mil geonet;
 60-mil smooth HDPE
geomembrane (Secondary
Liner);
 60-mil HDPE Drain Liner™
geomembrane (Tertiary
Liner)1; and
 Prepared Subgrade.
 Slimes Drain System;
 60-mil smooth high density
polyethylene (HDPE)
geomembrane (Primary Liner);
 300-mil geonet;
 60-mil smooth HDPE
geomembrane
(Secondary Liner);
 GCL; and
 Prepared Subgrade.

1 The 60-mil HDPE Drain Liner™ geomembrane consists of a geomembrane with
continuously molded 130-mil HDPE studs (in addition to the 60-mil geomembrane
thickness) on one side to create an integrated transmissive layer between the Drain
Liner™ and overlying geomembrane.

(Composite
Secondary Liner)

SC0634.Design_Report5A-5B.d.20180710 10 July 2018

The liner system for the side slopes of the cells will consist of (from top to bottom):
Option A – Triple Liner Option B – Double Liner with
GCL

 60-mil smooth HDPE
geomembrane (Primary
Liner);
 60-mil HDPE Drain Liner™
geomembrane (Secondary
Liner);
 60-mil HDPE Drain Liner™
geomembrane (Tertiary
Liner); and
 Prepared Subgrade
 60-mil smooth HDPE
geomembrane (Primary
Liner);
 60-mil HDPE Drain
Liner™ geomembrane
(Secondary Liner);
 GCL; and
 Prepared Subgrade

Construction materials were selected for chemical resistance, including resistance to
acidic and chemical processing solids and liquids from both conventional ores and
alternate feed materials, as well as resistance to ultraviolet (UV) degradation. HDPE
geomembrane and geonet was selected due to its high resistance to chemical and UV
degradation and ability to retain durability in an acidic environment. The chemical
resistance lists for the most common HDPE geomembrane manufacturers, AGRU and
GSE (now SolmaxGSE) are included in Appendix F (electronic only).
Stability analyses were conducted to evaluate the various slip surface geometries and to
identify the critical slip surfaces for three cross-sections with various conditions. The
analysis determined the minimum factor of safety of 1.3 for interim conditions and 1.5
for final conditions will be met during and after filling operations. The complete
calculation is located in Appendix D.
3.4.1 Slimes Drain System
A slimes drain system will be placed on top of the primary geomembrane liner in the
bottom of the cell to facilitate dewatering of the tailings prior to final reclamation of the
cell. The slimes drain system will consist of perforated 4-inch diameter schedule 40
polyvinyl chloride (PVC) pipe, concrete sand filled sand bags, drainage aggregate,
cushion geotextile, filter geotextile, and strip composite that will provide a means to drain
the tailings disposed within Cells 5A and 5B. The slimes drain system is shown on the
Construction Drawings (Appendix A).
(Composite
Secondary Liner)

SC0634.Design_Report5A-5B.d.20180710 11 July 2018

The slimes drain system is designed to remove the liquids within Cells 5A and 5B in a
reasonable time. Based on the calculations presented in Appendix D, the slimes drain is
expected to drain the tailings in approximately 5.6 years. A sump pump capable of
pumping 147 gallons per minute (gpm) will be required upon start-up of the slimes drain
system. The pumping rate is anticipated to decrease with time as the head within Cells 5A
and 5B decreases.
The perforated PVC pipe is designed to resist crushing and wall buckling due to the
anticipated loading associated with the maximum height of overlying tailings. The design
analyses for the pipe are presented in Appendix D, while Appendix C, Section 02616
provides material specifications for the pipe and strip composite and Section 02225
provides material specifications for the drainage aggregate. The strip composite will be
comprised of a 1-inch thick by 12-inch wide high density polyethylene, or equivalent acid
resistant material, wrapped in a nonwoven polypropylene geotextile. The drainage
aggregate will consist of a crushed rock that has a carbonate content loss of no more than
10 percent by weight.
A continuous row of sand bags filled with a concrete sand meeting Utah Department of
Transportation (UDOT) standard specifications for Portland Cement Concrete will
overlie the strip composite laterals to act as an additional filter layer above the geotextile
component of the strip composite. The proposed UDOT concrete sand will be placed in
sand bags consisting of woven geotextile capable of allowing liquids to pass. When
placed overlying the strip composite, the sand bags will have an approximate length of
18 inches, width of 12 inches, and a height of 3 inches. This results in a sand bag that is
approximately 30 to 35 pounds and will provide sufficient coverage over the width and
ends of the strip composite to act as an additional filter layer. The UDOT concrete sand
will consist of sand that has a carbonate content loss of no more than 10 percent by weight.
Alternatively, a woven geotextile may be placed above the strip composite with concrete
sand installed above. Following placement of a minimum of 3 inches of sand above the
strip composite, the geotextile will be folded over and seamed creating a continuous sand
layer above the strip composites.
The cushion geotextile that is to be installed beneath the drainage aggregate surrounding
the PVC pipe is designed to protect the underlying primary high density polyethylene
(HDPE) geomembrane from puncture due to the drainage aggregate and the anticipated
loading associated with the maximum height of overlying tailings and final cover (9-feet
of soil). The design analyses for the cushion geotextile are presented in Appendix D,
while Appendix C, Section 02771 provides material specifications. Overlying the
drainage aggregate and cushion geotextile will be a woven geotextile, as shown on the
Construction Drawings (Appendix A), that will serve to separate the tailings and the
drainage aggregate.

SC0634.Design_Report5A-5B.d.20180710 12 July 2018

The Slimes Drain sump will include a side slope riser pipe to allow installation of a
submersible pump for manual collection of liquids in the sump. The sump and riser pipes
are shown on the Construction Drawings (Appendix A).
3.4.2 Primary Liner Systems
The primary liner will consist of smooth 60-mil HDPE geomembrane. The geomembrane
will have a white surface that will limit geomembrane movement and the creation of
wrinkles due to temperature variations. The limit of the liner systems (both primary and
secondary) and details are shown on the Construction Drawings (Appendix A).
Tension due to wind up lift was analyzed for the 60-mil HDPE geomembrane. Based on
the analysis, the geomembrane anchor trench has been sized to accommodate the loading
associated with a wind speed of 25 miles per hour and a slope length of approximately
103 feet. The design analyses for the HDPE liner uplift are presented in Appendix D.
The HDPE geomembrane will be constructed in accordance with the current standard of
practice for geomembrane liner installation, as outlined in the site Technical
Specifications (Appendix C, Section 02770) and the site CQA Plan (Appendix B). Seams
will be welded to provide a continuous geomembrane liner. Testing during construction
will include both non-destructive and destructive testing, as outlined in the Technical
Specifications and CQA Plan. Upon completion of construction, the geomembrane
manufacturer will provide a 20-year warranty for the geomembrane.
3.4.3 Primary Leak Detection System (Option A and Option B)
The primary leak detection system (LDS) will underlie the primary liner and is designed
to collect potential leakage through the liner and convey the liquid to the sump for manual
detection through monitoring of sump levels. The bottom LDS consists of a 300-mil thick
geonet above a 60-mil HDPE geomembrane and a network of gravel trenches throughout
the bottom of Cells 5A and 5B. The trenches will contain a 4-inch diameter perforated
schedule 40 PVC pipe, drainage aggregate, and a cushion geotextile, which will drain to
sumps located in the southeast corner of Cell 5A and the southwest corner of Cell 5B.
The trenches will aid in rapidly conveying leakage to the LDS sump. On the side slopes,
the primary leak detection system consists of a 130-mil Drain Liner™ geomembrane.
The LDS is shown on the Construction Drawings (Appendix A).
3.4.3.1 Action Leakage Rate
The Action Leakage Rate (ALR) was calculated for the LDS in accordance with Part
254.302 of the USEPA Code of Federal Regulations. The ALR was evaluated for various
scenarios within Cells 5A and 5B. The most conservative approaches were selected and

SC0634.Design_Report5A-5B.d.20180710 13 July 2018

evaluated in the calculation packages included in Appendix D. The ALR was calculated
to be 526 gallons per day per acre in the primary LDS. The flow in the primary LDS side
slope Drain Liner™ was evaluated against the flow through a defect in the primary
geomembrane. The flow in the Drain Liner™ was found to be 4.08x10-6 m3/sec, or 1.6
times greater than the flow through a defect; therefore, the Drain Liner™ will be adequate
for leak detection on the side slopes.
The total travel time for liquids entering the geonet LDS layer to travel from the leak to
the LDS piping system was estimated to be approximately one day for the primary LDS.
Assuming a worst case scenario under which all the primary geomembrane defects are
located at the high end of the leakage collection layer slope, the liquid head on the
secondary liner does not exceed 13.4 mils (0.0134 in). This value is well below the
required maximum limit of 12 inches and the collection layer thickness of 300 mils. The
geonet and Drain Liner™ provide sufficient flow rates to accommodate the ALR on the
cell bottoms and side slopes, respectively. The complete ALR calculation is located in
Appendix D and Sections 02770 and 02773 of Appendix C provides material
specifications for the geonet.
3.4.3.2 Perforated Pipe
The perforated PVC pipe is designed to resist crushing and wall buckling due to the
anticipated loading associated with the maximum height of overlying tailings.
Pipe strength analysis indicated the 4-inch PVC pipe with a maximum allowable
deflection of 7.5 percent will have the ability to resist the anticipated maximum load
associated with a tailing deposit height of 43 feet and additional cover soil height of 9
feet. The design analysis for the pipe is presented in Appendix D, while Appendix C,
Section 02616 provides material specifications for the pipe and Section 02225 provides
material specifications for the drainage aggregate.
3.4.3.3 Puncture Protection
The cushion geotextile is designed to protect the underlying secondary HDPE and
overlying primary HDPE geomembrane from puncture due to the drainage aggregate and
the anticipated loading associated with the maximum height of overlying tailings.
Puncture analysis indicated a 16 ounce per square yard (oz./yd2) cushion geotextile and
1-inch maximum particle size would provide puncture protection for the 60-mil HDPE
smooth geomembrane. The design analyses for the cushion geotextile are presented in
Appendix D, while Appendix C, Section 02771 provides material specifications.

SC0634.Design_Report5A-5B.d.20180710 14 July 2018

3.4.3.4 Sump
The LDS sump will include a side slope riser pipe and submersible pump to allow for
manual collection of liquids in the LDS sump. The LDS sump and riser pipes are shown
on the Construction Drawings (Appendix A).
3.4.4 Secondary Leak Detection System (Option A Only)
The primary purpose of the secondary liner is to provide a flow barrier so that potential
leakage through the primary liner will collect on top of the secondary liner then flow
through the LDS to the LDS sump for manual collection. The secondary liner also
provides an added hydraulic barrier against leakage to the subsurface soils and
groundwater. The secondary liner consists of a 60-mil HDPE Drain Liner™ for both the
base liner the side slopes.
The secondary LDS will underlie the secondary geomembrane and primary LDS and is
designed to collect potential leakage through the secondary liner and convey the liquid to
the sump for manual detection through monitoring of sump levels. On the side slopes and
bottom of the cells the secondary LDS consists of a 130-mil Drain Liner™ geomembrane.
On the bottom of the cells, a network of gravel trenches. Similar to the primary LDS,
the trenches will contain a 4-inch diameter perforated schedule 40 PVC pipe, drainage
aggregate, and a cushion geotextile, which will drain to sumps located in the southeast
corner of Cell 5A and the southwest corner of Cell 5B. The trenches will aid in rapidly
conveying leakage to the LDS sump. The LDS is shown on the Construction Drawings
(Appendix A-1).
3.4.4.1 Action Leakage Rate
The Action Leakage Rate (ALR) was calculated for the LDS in accordance with Part
254.302 of the USEPA Code of Federal Regulations. The ALR was evaluated for various
scenarios within Cells 5A and 5B. The most conservative approaches were selected and
evaluated in the calculation packages included in Appendix D. The ALR was calculated
to be 15 gallons per day per acre and the total travel time for liquids entering the Drain
Liner™ LDS layer to travel from the leak to the LDS piping system was estimated to be
approximately 5.1 hours. Assuming a worst case scenario under which all the primary
geomembrane defects are located at the high end of the leakage collection layer slope, the
liquid head on the secondary liner does not exceed 0.1 mils (0.0001-inches), well below
the required maximum limit of 12 inches (1-foot) and the collection layer thickness of
130-mil. The Drain Liner™ provides sufficient flow rate to accommodate the ALR.
The complete ALR calculation is located in Appendix D and Section 02770 of Appendix
C provides material specifications for the Drain Liner™.

SC0634.Design_Report5A-5B.d.20180710 15 July 2018

3.4.4.2 Puncture Protection
The tertiary geomembrane resistance to puncture was evaluated for direct contact
between the subgrade and tertiary geomembrane. Puncture analysis indicated a maximum
subgrade protrusion height of 0.7 inch would not puncture the Drain Liner™
geomembrane. The design analysis is presented in Appendix D.
3.4.4.3 Sump
The secondary LDS sump will include a side slope riser pipe and submersible pump to
allow for manual collection of liquids in the secondary LDS sump. The secondary LDS
sump and riser pipes are shown on the Construction Drawings (Appendix A-1).
3.4.5 Secondary Composite Liner System (Option B Only)
The primary purpose of the secondary liner is to provide a flow barrier so that potential
leakage through the primary liner will collect on top of the secondary liner then flow
through the LDS to the LDS sump for manual collection. The secondary liner also
provides an added hydraulic barrier against leakage to the subsurface soils and
groundwater. The secondary liner consists of a composite liner that includes a 60-mil
HDPE geomembrane overlying a GCL.
3.4.5.1 Secondary Geomembrane Liner
The geomembrane component of the secondary liner system will consist of a smooth 60-
mil HDPE geomembrane for the base liner and 60-mil HDPE Drain Liner™ for the side
slope liner and will meet the same criteria as the primary liner geomembrane (Section
3.4.2). The limit of the liner system (both primary and secondary) and details are shown
on the Construction Drawings (Appendix A-2).
3.4.5.2 Secondary GCL Liner
The GCL component of the secondary liner system consists of bentonite sandwiched
between two geotextile layers that are subsequently needle-punched together to form a
single composite hydraulic barrier material. The GCL is approximately 0.2-inches thick
with a hydraulic conductivity on the order of 1×10-9 cm per second (cm/s) (Daniel and
Scranton, 1996). The GCL will be hydrated to account for the high acidity of the tailings.
Since 1986, GCLs have been increasingly used as an alternative to compacted clay liners
(CCLs) on containment projects due to their low cost, ease of construction/placement,
and resistance to freeze-thaw and wet-dry cycles. In general, the USEPA and the
containment industry accept that GCLs are hydraulically equivalent to a minimum of 2
feet of compacted clay liner consisting of 1×10-7 cm/s soil materials.

SC0634.Design_Report5A-5B.d.20180710 16 July 2018

For the Cell 4A design, and in accordance with Permit no. UGW370004, Geosyntec
demonstrated that a secondary composite liner system consisting of a 60-mil HDPE
geomembrane overlying a GCL has equivalent or better fluid migration characteristics
when compared with a secondary composite liner system consisting of a 60-mil HDPE
geomembrane overlying a CCL having a saturated hydraulic conductivity less than 1×10-
7 cm/s (Geosyntec, 2006). This analysis accounted for the loading conditions and
anticipated liquid head on the secondary liner system, the amount of flow through the
secondary liner system with CCL was evaluated to be 8.51 times greater than flow
through the secondary liner system with GCL for a liquid head of 0.16 inches, which is
more than the calculated Cell 5A and 5B liquid head (0.0134 inches). Therefore, in terms
of limiting fluid flow through the composite secondary liner system, the secondary liner
system containing a GCL performs better than the secondary liner system containing a
CCL.
The following site specific conditions must be considered prior to use of a GCL in place
of CCL (Koerner and Daniel, 1993):
 Puncture Resistance: While CCLs naturally provide greater puncture resistance
than GCLs due to their inherent thickness, proper subgrade preparation and
design of the geotextile components of the GCL can result in protection from
puncture. The geotextile components of the GCL for Cell 4B are designed to
protect the overlying secondary HDPE geomembrane from puncture due to
protrusions from the subgrade and the anticipated loading associated with the
maximum height of overlying tailings. The puncture protection analysis of the
GCL indicated that a 3 oz/yd2 geotextile and 6 oz/yd2 geotextile above and
below (respectively) the GCL and a maximum subgrade protrusion height of ½-
inch will provide puncture protection for the secondary HDPE geomembrane.
The design analyses considers a 60-mil geomembrane placed directly on the
subgrade which is more conservative than the GCL placed directly on the
subgrade and beneath the 60-mil geomembrane. The puncture calculations for
the geomembrane on subgrade are presented in Appendix D, while Appendix C,
Section 02772 provides material specifications.
 Hydraulic Conductivity: Due to the acidic nature of the fluid to be stored in the
cell, Geosyntec conducted hydraulic conductivity testing on hydrated specimens
of GCL for the Cell 4A project (Geosyntec 2007). Based on the results, the
GCL will be hydrated to a moisture content of 50% during construction.
 Chemical Adsorption Capacity: Due to the thickness of a CCL, the chemical
adsorption capacity of a CCL is greater than that of a GCL. However,

SC0634.Design_Report5A-5B.d.20180710 17 July 2018

adsorption capacity is only relevant in the short term and not considered a
parameter for steady-state analyses.
 Stability: The internal strength of a GCL can be significantly lower than that of
a CCL, especially at high confinement stresses. This reduced strength can have
significant effects on stability, especially at disposal facilities with high waste
slopes and the potential for seismic activity. Strength of the GCL and its effects
on stability are not a concern at Cells 5A and 5B due to the low confining
stresses expected and geometry of the cell. Waste deposits will not be placed
above the elevation of the perimeter road. Since no above grade slopes will be
present, there are no long term destabilizing forces on the liner system.
 Construction Issues: For the Cells 5A and 5B liner system, GCLs may be
considered superior to the CCLs with respect to construction issues.
Construction of GCLs is typically much quicker and is more easily placed than
a CCL, which requires moisture conditioning and compaction for placement.
Further, CQA testing for a GCL is much simpler and less affected by
interpretation of field staff than that for a CCL, which requires careful control
of material type, moisture conditions, clod size, maximum particle size, lift
thickness, etc.
 Physical/Mechanical Issues: Physical and mechanical issues include items such
as the effect of freeze/thaw and wetting/drying cycles. CCLs may undergo
significant increases in hydraulic conductivity as a result of freeze/thaw.
Existing laboratory data suggests that GCLs do not undergo increases in
hydraulic conductivity as a result of freeze/thaw. CCLs are also known to form
desiccation cracks upon drying which can result in significant increases in
hydraulic conductivity. This increase drastically jeopardizes the effectiveness
of the CCL as a barrier layer. Available laboratory data on GCLs indicates that
upon re-hydration after desiccation, GCLs swell and the cracks developed
during drying cycles are ‘self-healed’. Due to the arid environment at the site,
GCL performance in the Cells 5A and 5B liner system with respect to physical
and mechanical issues is expected to be superior to that of a CCL.
Based on review of the above site-specific considerations, a GCL is considered superior
to a CCL for use in the secondary composite liner system.
3.5 Splash Pad
Approximately eighteen splash pads will be constructed in Cells 5A and 5B, nine splash
pads in each, to allow filling of the cells without damaging the liner system. The splash
pads consist of an additional textured geomembrane placed along the side slope of the
Cell extending a minimum of 5 feet from the toe of the slope. The geomembrane will

SC0634.Design_Report5A-5B.d.20180710 18 July 2018

protect the underlying liner system from contact with the inlet pipes. A cross section of a
typical splash pad is shown on the Construction Drawings (Appendix A). The locations
of the splash pads will be finalized in the field during construction, based on site
operational needs.
3.6 Emergency Spillway
Emergency spillways will be constructed between Cells 4B and 5A and Cells 5A and 5B.
The spillway locations and details are shown on the Construction Drawings (Appendix
A).
The spillway between Cells 4B and 5A will be located on the berm separating the two
cells in the southeastern portion of Cell 4B and the northeastern portion of Cell 5A and
will be constructed during the Cell 5A construction. The spillway will be approximately
5.5 feet deep, sloped at 2% toward Cell 5A, and include 10H:1V approach pads that will
allow traffic moving along the top of the berm to pass through the spillway (when dry).
The spillway will consist of a 6-inch thick reinforced concrete pad, designed to withstand
loadings from truck traffic, see Concrete Calculations provided in Appendix D. The
spillway is designed to handle the Probable Maximum Precipitation (PMP) for a 6 hour
storm event for the site, see Spillway Calculations provided in Appendix D.
The spillway between Cells 5A and 5B will be located on the berm separating the two
cells in the southeastern portion of Cell 5A and the southwestern portion of Cell 5B and
will be constructed during the Cell 5B construction. The spillway will be approximately
5.8 feet deep, sloped at 2% toward Cell 5B, and include 10H:1V approach pads that will
allow traffic moving along the top of the berm to pass through the spillway (when dry).
The spillway will consist of a 6-inch thick reinforced concrete pad, designed to withstand
loadings from truck traffic, see Concrete Calculations provided in Appendix D. The
spillway is designed to handle the Probable Maximum Precipitation (PMP) for a 6 hour
storm event for the site, see Spillway Calculations provided in Appendix D.

SC0634.Design_Report5A-5B.d.20180710 20 July 2018

5. REFERENCES
City-Data.com, 2007. Blanding, Utah. Available at: www.city-data.com/city/Blanding-
Utah.html.
Daniel, D.E., and Scranton, H.G. (1996), “Report of 1995 Workshop of Geosynthetic
Clay Liners,” EPA/600/R-96/149, June, 93 pgs.
Geosyntec (2006), “Cell 4A Lining System Design Report for the White Mesa Mill,
Blanding, Utah,” Prepared for International Uranium (USA) Corporation,
January, 2006.
Geosyntec (2007), “Cell 4B Design Report for the White Mesa Mill, Blanding, Utah,”
Prepared for Denison Mines (USA) Corporation, as revised in Round 1, Round 2,
and Round 3 Interrogatories.
Western Regional Climate Center (WRCC), 2005. Based on data from 12/8/1904 to
3/31/2005 at Blanding, Utah weather station (420738).
WRCC, 2007. Monthly Average Pan Evaporation Rate for Mexican Hat, Utah. Available
at: www.wrcc.dri.edu/htmlfiles/westevap.final.html#utah

FIGURES

5590 5600
554
0
55
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5560
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0
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CELL 4B BORINGS
CELL 4A BORING
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L
-
1
SL-5
SL-4
SL-8
S
L
-
3
S
L
-
6
S
L
-
7
SL-9
SL-13
SL-12
SL-18
SL-10
SL-11
S
L
-
1
6
S
L
-
1
7
S
L
-
1
5
SL-12-01-01F
SL-12-01-01R
SL-12-02-01F
SL-12-02-01R
SL-12-03-01F
SL-12-03-01R
SL-12-04-01F
SL-12-04-01R
SL-12-05-01F
SL-12-05-01R
SL-12-06-01F
SL-12-06-01R
SL-12-07-01F
SL-12-07-01R
SL-12-08-01F
SL-12-08-01R
SL-12-09-01F
SL-12-09-01R
SL-12-10-01F
SL-12-10-01R
SL-12-11-01F
SL-12-11-01R
SL-12-12-01F
SL-12-12-01R
SL-12-13-01F
SL-12-13-01R
SL-12-14-01F
SL-12-14-01R
SL-12-15-01F
SL-12-15-01R
SL-12-16-01F
SL-12-16-01R
SL-12-17-01F
SL-12-17-01R
SL-12-18-01F
SL-12-18-01R
TP12-14
TP12-01
TP12-06
TP12-03
TP12-08
TP12-09
TP12-10
TP12-19
TP12-11
TP12-12
TP12-14
TP12-15
TP12-17
TP12-18
TP12-16
CELL 5A AND 5B PROPOSED GRADING
1
N
00
SCALE IN FEET
300'150'
PRELIMINARY DESIGN DRAWINGS
NOT FOR CONSTRUCTION
CELL 5A AND 5B PRELIMINARY CELL DESIGN
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:FIGURE NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER ORCONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
2
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
W
o
r
k
i
n
g
\
1
0
-
2
-
1
2

C
E
L
L

5
A

&

5
B

R
E
V
I
S
E
D

G
R
A
D
I
N
G
.
d
w
g
A
B
C
D
E
F
A
B
C
D
E
F
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8
JUNE 2018
SC0349
DATE
GTC
MMC
GTC
GTC
GTC
Energy Fuels Resources (USA) Inc.
TP12-01
EXISTING GRADE EXISTING GRADE
EXISTING GRADE
EXISTING GRADE
A
1
B
1
C
1
POOL ELEVATION
(5585.098 MSL FT)
POOL ELEVATION
(5585.098 MSL FT)
POOL ELEVATION
(5585.098 MSL FT)
PROPOSED
CELL 5A SURFACE
PROPOSED
CELL 5B SURFACE
PROPOSED
CELL 5A SURFACE
PROPOSED
CELL 5B SURFACE
TOP OF TAILINGS TOP OF TAILINGS
TOP OF TAILINGS
TOP OF TAILINGS
CELL 5A AND 5B PROPOSED GRADING - PROFILES
2
150'300'
SCALE IN FEET
PRELIMINARY DESIGN DRAWINGS
NOT FOR CONSTRUCTION
CELL 5A AND 5B PRELIMINARY CELL DESIGN
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:FIGURE NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER ORCONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
2
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
W
o
r
k
i
n
g
\
1
0
-
2
-
1
2

C
E
L
L

5
A

&

5
B

R
E
V
I
S
E
D

G
R
A
D
I
N
G
.
d
w
g
A
B
C
D
E
F
A
B
C
D
E
F
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8
JUNE 2018
SC0349
DATE
GTC
MMC
GTC
GTC
GTC
Energy Fuels Resources (USA) Inc.
00
75
'
15
0
'
JUNE 2011 EXISTING GROUND SURFACE
PROPOSED GRADING SURFACE
POOL SURFACE
TOP OF TAILINGS SURFACE
LEGEND

APPENDIX A-1
Construction Drawings
Option A – Triple Liner

01 TITLE SHEET
02 SITE PLAN
03A CELL 5A PROPOSED GRADING
03B CELL 5B PROPOSED GRADING
04A PIPE LAYOUT PLAN AND DETAILS - CELL 5A
04B PIPE LAYOUT PLAN AND DETAILS - CELL 5B
05 LINER SYSTEM DETAILS I
06 LINER SYSTEM DETAILS II
07 DETAILS & SECTIONS III
08 DETAILS & SECTIONS IV
09 DETAILS & SECTIONS V
10 DETAILS & SECTIONS VI
TITLE SHEET
SC0634-01
01
JUNE 2018
SC0634A
ENERGY FUELS RESOURCES (USA) INC.GEOSYNTEC CONSULTANTS
PREPARED FOR:
[phone]
[phone]
LIST OF DRAWINGS
6425 S. HIGHWAY 191 16644 WEST BERNARDO DRIVE, SUITE 301
SAN DIEGO, CALIFORNIA 92127
DRAWING DESCRIPTION
BLANDING, UTAH 84511
PREPARED BY:
P.O. BOX 809
TOOELE
MILLARD
IRON
SAN JUAN
KANE
JUAB
BOX ELDER
UINTAH
EMERY
GRAND
UTAH
BEAVER WAYNE
DUCHESNE
SEVIER
SUMMIT
RICHCACHE
SANPETE
PIUTE
WASATCH
DAVIS
WEBER
DAGGETT
SALT LAKE
BLACK

M
E
S
A

R
D
.
RU
I
N

S
P
R
I
N
G
S

S
P
U
R
CR-271
CR-
2
1
0
POSEY S. LAST SHOT
S
H
E
A
R
I
N
G

P
E
N
ENERGY FUELS
WHITE MESA MILL
DMC WHITE
MESA MILL
Energy Fuels Resources (USA) Inc.
DETAIL IDENTIFICATION LEGEND
SHEET ON WHICH ABOVE
DETAIL IS PRESENTED
DETAIL NUMBER
DETAIL NUMBER
SHEET ON WHICH
ABOVE DETAIL WAS
FIRST REFERENCED
EXAMPLE: DETAIL NUMBER 4 PRESENTED ON
SHEET NO. 6 WAS REFERENCED FOR THE FIRST TIME
ON SHEET NO. 3.
(ABOVE SYSTEM ALSO APPLIES TO SECTION IDENTIFICATIONS,
HOWEVER, LETTERS ARE USED INSTEAD OF NUMBERS.)
4
3
DETAIL
TITLE OF DETAIL
SCALE: 1"=2'
4
6
LOCATION MAP
NOT TO SCALEVICINITY MAP
NOT TO SCALE
PERMIT LEVEL DESIGN DRAWINGS
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
ENERGY FUELS WHITE MESA MILL
BLANDING, UTAH
JUNE 2018
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4
-
0
1
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
0
3

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
BLACK MESA RD.
SITE
x
x
x
x
x
x
x
x
xxxxxx
x
x
x
x
xxx
x
xxxxxxx
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x
x
x x
xx
x
x x x x x
x
x
xx
x
x
x
x
x
xx
x
x
x
x
x
x x x
x
x
x
x
x
x
x
x
x
x
x
xxx
xxxxxxx
x
x
x
x
x
x
xxxx
x
x x x
x
x
x
x
x
xxxxx
xxx
x
x x x x x
x
x
xxxxx
x
x
x
x
x
x
x
x
x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
5560
5560
55
7
0
5570
5
5
8
0
55
8
0
5
5
4
0
5
5
5
0
5560
5570
55
8
0
556
0
557
0
5560
5
5
7
0
5580
559
0
55
7
0
558
0
5590
5550
55
9
0
5590
55
9
0
560
0
56
0
0
5600
56
0
0
5610
5
5
8
0
55
9
0
560
0
56
1
0
56
2
0
56
3
0
560
0
56
1
0
56
2
0
5580
5590
5590
55
5
0
556
0
55
7
0
55
8
0
559
0
55
8
0
560
0
5600
561
0
562
0
559
0
560
0
55
9
0
56
0
0
56
3
0
56
4
0
56
5
0
5620
56
1
0
562
0
562
0
5630
5640
5650
5660
5670
56
1
0
56
2
0
5610
559056005610
56
2
0
56
3
0
5610
56
2
0
56
3
0
5630
558
0
55
9
0
5
6
0
0
5620
563
0
5620
5630
5640
56
5
0
56
6
0
5670
5
5
8
0
5590
5600
5610
5
6
2
0
563
0
5
6
3
0
5
6
3
0
5
6
4
0
5
6
5
0
56
6
0
56
7
0
55605570
5580
5550
5560
5
5
5
0
5
5
6
0
5550 5560
5570
5580
55
7
0
55
8
0
55
9
0
55
5
0
55
5
0
55
6
0
55
6
0
55
7
0
55
7
0
55
8
0
55
8
0
55
9
0
55
9
0
55
7
0
55
8
0
55
8
0
55
9
0
55
9
0
5570
5580
5590
5600
5560
5570
5580
5590
5600
MW-15
MW-33
MW-36
MW-35
MW-34
MW-37
MW-14
MW-17
MW-03
MW-23
MW-12
MW-05
MW-11
MW-25
DR-12 DR-13
SITE PLAN
SC0634-02
02
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4
-
0
2
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
2
5

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
N
00
SCALE IN FEET
300'600'
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.EXISTING WELLS, PIPING, AND OTHER SITE FEATURES SHALL BE
PROTECTED IN PLACE, EXCEPT AS NOTED OTHERWISE.
3.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL, AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR
SHALL NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
4.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
5.CONSTRUCTION WATER TO BE PROVIDED BY OWNER AT
NORTHEAST CORNER OF CELL 4A.
6.CONTRACTOR TO AVOID KNOWN ARCHEOLOGICAL AREAS. OWNER
TO CLEAR ARCHEOLOGICAL AREAS WITHIN LIMITS OF WORK PRIOR
TO BEGINNING EXCAVATION.
5570 JUNE 2011 EXISTING GROUND MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
SURFACE WATER BOUNDARY
SURFACE WATER DRAINAGE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING LIMIT
PROPOSED STOCKPILE BOUNDARIES
KNOWN ARCHEOLOGICAL AREAS (SEE NOTE 6)
EXISTING GROUNDWATER MONITORING WELLS
LEGEND
xx
5600
OFFICE
EXISTING CELL 1
EXISTING CELL 3
EXISTING CELL 4B
EXISTING CELL 4A
EXISTING CELL 2
CELL 5A
CELL 5B
SOIL
STOCKPILE #1
SOIL
STOCKPILE #2
SOIL
STOCKPILE #3
TOPSOIL
STOCKPILE #1
TOPSOIL
STOCKPILE #2ROCK
STOCKPILE #1
ROCK
STOCKPILE #2
MW-12DR-13
x x x x x x x x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x x x x x x x x x x x x x
x x x x
x x x x x x x x x x
x
x
x
x
xxxxx
x
x
x
x
x
x
x x x x x x x x x x x x x
555
0
556
0
55
7
0
55
8
0
559
0
5590
5590
56005600
5570
55
8
0
55
9
0
55
9
0
55
9
0
56
0
0
5580
5590
55
9
0
5
6
0
0
?
?
?
?
?
?
?
?
?
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?
???
?
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?
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?
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?
55
5
0
55
4
8
5
5
5
2
55
5
4
555
0
556
0
5570
5580
5548
555
2
555
4
555
6
5558
5562
5564
5566
5568
5572
5574
5576
5578
5582
5584
5570
5580
5590
5600
5600
55
5
0
55
6
0
55
7
0
55
7
0
55
8
0
55
8
0
55
9
055
9
0
5560
5570
5580
5590
5600
55
7
0
55
8
0
55
9
0
5550
5560
5570
5570
5580
5580
555
0
556
0
557
0
558
0
5550
5560
5570
5580
5600
55
9
0
5560
5570
5580
5580
1
.
7
5
%
1
.
7
5
%
1
.
7
5
%
2.0:1
3
.
0
:
1
2.0
:
1
2.
0
:
1
2.0:1
3.0:1
3.0
:
1
3.
0
:
1
3
.
0
:
1
2.0
:
1
3.
0
:
1
3.0
:
1
2.0
:
1
5.0:1
0.7
5
%
0.7
5
%
3.0
%
0.7
5
%
0.7
5
%
3.
0
%
0.7
5
%
0.
7
5
%
10.0%
5550
5560
5544
5546
5548
5552
5554
5556
5558
5562
5564
5566
5568
MATCHLINE (SEE SHEET03B )
MA
T
C
H
L
I
N
E

(
S
E
E

S
H
E
E
T

03
B
)
S
L
-
2
S
L
-
1
SL-5
SL-4
SL-8
S
L
-
3
S
L
-
6
S
L
-
7
SL-9
TP12-01
TP12-02
TP12-07
TP12-05
TP12-08
TP12-06
TP12-04
TP12-03
TP12-10
TP12-09
MW-33
MW-34
MW-37
MW-15
DR-12
DR-13
CELL 5A PROPOSED GRADING
SC0634 - 03A-04B
03A
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
5

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
N
00 100'200'
SCALE IN FEET
NOTES
5570 JUNE 2011 EXISTING GROUND MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
PROPOSED GRADE BREAK
LIMIT OF LINER SYSTEM
APPROXIMATE TOP OF ROCK CONTOUR (1') (SEE NOTES 4 AND 5)
SPLASH PAD
EXPLORATORY TRENCH LOCATION
SEISMIC LINE LOCATIONS (SEE NOTE 4)
CELL 4B SOIL BORINGS (SEE NOTE 4)
EXISTING GROUNDWATER MONITOR WELL
LEGEND
xx
5600
5602
TP12-03
CELL 5A
FUTURE
CELL 5B
5570
11A
05
11A
05
11A
05
11B
05
11B
05
23
09
INTERIM SLOPE
INTERIM SLOPE
INTERIM ACCESS RAMP
19
06
10
05
10
05
10
05
10
05
9
05
21
06
SEE NOTE 6
11A
05
21
06
21
06
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
4.SEISMIC LINE DATA AND CELL 4B BORINGS ARE PROVIDED IN
SECTION 02200 OF THE TECHNICAL SPECIFICATIONS.
5.ROCK SURFACE IS APPROXIMATE AND BASED ON TRENCHES
PERFORMED AT THE SITE. WHERE QUESTION MARKS ARE SHOWN,
SURFACE IS ESTIMATED AND NOT BASED ON TRENCHES.
6.LOCALLY GRADE AREA NORTH OF BERM TO DRAIN AROUND BERM.
MW-33
CELL 4B SOIL BORING (TYP)
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x
x
x
x
x
x
x
x
x
xxxxxxxxxxxxx
x x x x x x x x x x
x
x
xxxxxxxxx
x
x
x
x x
???
?
?
?
?
?
?????
?
?
?
?
??????
?
?
?
?
?
?
?
?
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?
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?
?
?
?
?
?
?
?
?
?
?
?
?
?
??
?
?
??
?
?
?
???
?
?
?
?
?
?????
?
?
?
?
??????
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
??
?
?
??
?
?
?
55
5
0
55
6
0
5
5
7
0
55
4
8
55
5
2
55
5
4
55
5
6
55
5
8
55
6
2
55
6
4
55
6
6
5
5
6
8
5
5
7
2
55
7
4
555
0
556
0
554
8
555
2
555
4
555
6
5558
5562
5544
5546
5548
5550
5560
5570
5570
5580
5580
55
5
0
55
6
0
55
6
0
55
7
0
55
7
0
55
8
0
55
8
0
55
9
0
55
9
0
555
0
55
6
0
55
7
0
55
8
0
5550
5560
5570
5580
5560
5570
5580
5590
5600
55
5
0
55
6
0
55
7
0
55
7
0
55
8
0
55
8
0
55
9
0
55
9
0
5560 5560
5570
55
8
0
55
6
0
55
6
0
55
7
0
5
5
7
0
5
5
8
0
5
5
6
0
5570
5580
5600
5580
5590
5590
5600
5600
55
8
0
559
0
5590
560
0
5600
5550
5552
5554
5556
5558
5560
5570
5580
5590
5600
5550
5550
5560
5560
5570
5570
5580
5580
55
6
0
55
7
0
55
8
0
55
9
0
556
0
55
7
0
55
8
0
55
9
0
56
0
0
5570
5580
5590
5600
5560
5570
5570
5580
5580
55
5
0
55
6
0
55
7
0
55
8
0
55
9
0
2.0:1
2.0:1
2.0
:
1
2.
0
:
1
3.0:1
2.0:1 5.0:1
5.0:1
2.0:1
2.0
:
1
3.
0
:
1
2.
0
:
1
3.0
:
1
1.75%
1.75%
1.75%
3.0
%
0.7
5
%
0.7
5
%
0.7
5
%
0.
7
5
%
0.75%
5
5
5
0
5
5
6
0
5
5
7
0
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
5
5
5
8
5
5
6
2
5
5
6
4
5
5
6
6
5
5
6
8
3.0:1
MA
T
C
H
L
I
N
E

(
S
E
E

S
H
E
E
T

03
A
)
MATCHLINE (SEE SHEET 03A)
SL-14
SL-13
SL-12 SL-18
SL-10
SL-11
S
L
-
1
6
S
L
-
1
7
S
L
-
1
5
TP12-15
TP12-17
TP12-18
TP12-16
TP12-14
TP12-12
TP12-19
TP12-11
TP12-13
MW-37
MW-15
MW-14
MW-17
DR-13
CELL 5B PROPOSED GRADING
SC0634 - 03A-04B
03B
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
5

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
N
00 100'200'
SCALE IN FEET
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
4.SEISMIC LINE DATA AND CELL 4B BORINGS ARE PROVIDED IN
SECTION 02200 OF THE TECHNICAL SPECIFICATIONS.
5.ROCK SURFACE IS APPROXIMATE AND BASED ON TRENCHES
PERFORMED AT THE SITE. WHERE QUESTION MARKS ARE SHOWN,
SURFACE IS ESTIMATED AND NOT BASED ON TRENCHES.
5570 JUNE 2011 EXISTING GROUND / CELL 5A GRADING MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND / CELL 5A GRADING MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
PROPOSED GRADE BREAK
LIMIT OF LINER
APPROXIMATE TOP OF ROCK CONTOUR (1') (SEE NOTES 4 AND 5)
SPLASH PAD
EXPLORATORY TRENCH LOCATION
SEISMIC LINE LOCATIONS (SEE NOTE 4)
CELL 4B SOIL BORINGS (SEE NOTE 4)
EXISTING GROUNDWATER MONITORING WELL
LEGEND
xx
5600
5602
TP12-03
CELL 5A
CELL 5B
5570
11A
05
11B
05
24
10
20
06
19
06
10
05
9
05
11A
05
11A
05
11B
05
10
05
10
05
10
05
21
06
21
06
21
06
MW-33
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x xxx
x x x x x
x
x
xxx
x
x
x
x x x x x x
555
0
55
6
0
55
7
0
55
8
0
559
0
55905590
56005600
5570
55
8
0
55
9
0
55
9
0
55
9
0
55
9
0
56
0
0
56
0
0
5590
5
5
9
0
5
6
0
0
5544
5546
5548
5552
5554
5556
5558
5562
5564
5566
5568
645'
563'
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x xxx
x x x x x
x
x
xxx
x
x
x
x x x x x x
555
0
55
6
0
55
7
0
55
8
0
559
0
55905590
56005600
5570
55
8
0
55
9
0
559
0
55
9
0
55
9
0
56
0
0
56
0
0
5590
55
9
0
5
6
0
0
5544
5546
5548
5552
5554
5556
5558
5562
5564
5566
5568
50'
(TYP.)
50'
(TYP.)
556
0
1
.
7
5
%
3.0
:
1
3.
0
:
1
2.0
:
1
3.0
:
1
0.7
5
%
0.7
5
%
5544
5546
DR-13
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x x x x
555
0
55
6
0
5570
55
8
0
1
.
7
5
%
1
.
7
5
%
2.0:1
3.0:1
3.0
:
1
3.
0
:
1
2.
0
:
1
3.
0
:
1
0.7
5
%
0.7
5
%
10.0%
5544
5546
5548
5552
5554
5556
50'
(TYP.)
50'
(TYP.)
DR-13
PIPE LAYOUT PLAN AND DETAILS - CELL 5A
SC0634 - 03A-04B
04A
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
5

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
N
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL, AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
5570 JUNE 2011 EXISTING GROUND MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
LIMIT OF LINER SYSTEM
PRIMARY AND SECONDARY LEAK DETECTION SYSTEM PIPING
SLIMES DRAIN SYSTEM PIPING
SLIMES DRAIN SYSTEM STRIP COMPOSITE AND SAND BAGS
SPLASH PAD
LEGEND
xx
5602
1 PLAN
CELL 5A LEAK DETECTION SYSTEM
SCALE: 1" = 200'
-
3 PLAN
CELL 5A SLIMES DRAIN SYSTEM
SCALE: 1" = 200'
-
2 DETAIL
CELL 5A LEAK DETECTION SYSTEM
SCALE: 1" = 50'
-
4 DETAIL
CELL 5A SLIMES DRAIN SYSTEM
SCALE: 1" = 100'
-
5600
CELL 5A
FUTURE
CELL 5B
FUTURE
CELL 5B
FUTURE
CELL 5B
CELL 5A
CELL 5A
CELL 5A
PRIMARY AND SECONDARY
LEAK DETECTION PIPING (TYP.)
LIMIT OF CELL 5A LINER
CONCRETE PIPE
SUPPORT
18" DIA. SCH 40 PVC
SECONDARY LDS RISER
18" DIA. SCH 40 PVC
PRIMARY LDS RISER
CONNECTION
TO SUMP
18" DIA. SCH 40 PVC
SLIMES DRAIN RISER
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE
CONCRETE PIPE
SUPPORT
LIMIT OF CELL 5A LINER
EMERGENCY
SPILLWAY
CONNECTION
TO SUMP
23
09
10
05
9
05
11A
05
EMERGENCY
SPILLWAY
23
09
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE 18A
06
18B
06
18A
06
18B
06
17
06
17
06
14
05
19
06
12
05
13
05
19
06
11A
05
16
06
22
07
16
06
16
06
16
06
21
06
22
07
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
5550
5560
5570
5580
5580
2.0:1
2.0
:
1
1.75%
0.
7
5
%
5
5
4
2
5
5
4
4
5
5
4
6
xxxxxxxxxxxxxxxxxxx
x
x
x
x
x
x
x
x
x
x
x
x
x
x
xxxxxx
x x x x x
x
xxxx
x
x
5544
5546
5552
5554
5556
5558
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
5
5
5
8
5
5
6
2
5
5
6
4
5
5
6
6
5
5
6
8
50'
(TYP.)
50'
(TYP.)
5544
5546
5552
5554
5556
5558
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
5
5
5
8
5
5
6
2
5
5
6
4
5
5
6
6
5
5
6
8
629'
573'
x x x x x x x x x x x x x x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
5550
5550
5560
5560
5570
5570
5580
5580
55
5
0
55
6
0
55
7
0
55
8
0
55
9
0
2.0:1
2.
0
:
1
3.0
:
1
1.75%
1.75%
0.7
5
%
5
5
5
0
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
50'
(TYP.)
50'
(TYP.)
PIPE LAYOUT PLAN AND DETAILS - CELL 5B
SC0634 - 03A-04B
04B
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
5

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
N
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL, AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
5 PLAN
CELL 5B LEAK DETECTION SYSTEM
SCALE: 1" = 200'
-
7 PLAN
CELL 5B SLIMES DRAIN SYSTEM
SCALE: 1" = 200'
-
6 DETAIL
CELL 5B LEAK DETECTION SYSTEM
SCALE: 1" = 50'
-
8 DETAIL
CELL 5B SLIMES DRAIN SYSTEM
SCALE: 1" = 100'
-
5570 JUNE 2011 EXISTING GROUND / CELL 5A GRADING MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND / CELL 5A GRADING MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
LIMIT OF LINER SYSTEM
PRIMARY AND SECONDARY LEAK DETECTION SYSTEM PIPING
SLIMES DRAIN SYSTEM PIPING
SLIMES DRAIN SYSTEM STRIP COMPOSITE AND SAND BAGS
SPLASH PAD
LEGEND
xx
5602
5600
CELL 5A
CELL 5A
CELL 5A
CELL 5A
CELL 5B
CELL 5B
CELL 5B
CELL 5B
CONCRETE PIPE
SUPPORT
18" DIA. SCH 40 PVC
SECONDARY LDS RISER
18" DIA. SCH 40 PVC
PRIMARY LDS RISER
CONNECTION
TO SUMP
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
18" DIA. SCH 40 PVC
SLIMES DRAIN RISER
EMERGENCY
SPILLWAY
CONNECTION
TO SUMP
EMERGENCY
SPILLWAY
EMERGENCY
SPILLWAY
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5A LINER
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5A LINER
EMERGENCY
SPILLWAY
CONCRETE PIPE
SUPPORT
PRIMARY AND SECONDARY
LEAK DETECTION PIPING (TYP.)
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE
10
05
9
05
11A
05
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE
18A
06
18B
06
18A
06
18B
06
17
06
17
06
14
05
19
06
12
05
13
05
19
06
16
06
22
07
16
0616
06
16
06
24
10
24
10
24
10
24
10
20
06
11A
05
21
06
22
07
PREPARED SUBGRADE/
ENGINEERED FILL
2'
3'22' ACCESS ROAD
CELL 5A OR 5B
VARIES
1
60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
ANCHOR TRENCH BACKFILL
0.75% (MIN.)
PREP
A
R
E
D

S
U
B
G
R
A
D
E
/
ENGI
N
E
E
R
E
D

F
I
L
L
60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
PREPARED SUBGRADE/
ENGINEERED FILL
(NOTE 3)
60 MIL HDPE
GEOMEMBRANE - SMOOTH
60 MIL HDPE
GEOMEMBRANE - DRAIN
LINER
300 MIL GEONET
PREPARED SUBGRADE/
ENGINEERED FILL
1.5' MIN.
(NOTE 2)
2'
3'
0.75%
ANCHOR TRENCH BACKFILL
60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
2'
3'
2'
4'
2.5' MIN.
3
1
1'
PREPARED SUBGRADE/
ENGINEERED FILL
60 MIL HDPE
GEOMEMBRANE -
TEXTURED
CUSHION GEOTEXTILE
ANCHOR
TRENCH
BACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
18" Ø SCH 40 PVC
RISER
BLIND FLANGE WITH CAP
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°
ELBOW
TOE OF SLOPE
60 MIL
TEXTURED
HDPE
CONCRETE PIPE
SUPPORT
60 MIL HDPE GEOMEMBRANE -
TEXTURED
STAINLESS
STEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
2.5' MIN.
3
1
1'
PREPARED SUBGRADE/
ENGINEERED FILL
60 MIL HDPE
GEOMEMBRANE -
TEXTURED
CUSHION GEOTEXTILE
ANCHOR
TRENCH
BACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
BLIND FLANGE WITH CAP
18" Ø SCH 40 PVC
RISER
TOE OF SLOPE
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°
ELBOW
60 MIL
TEXTURED
HDPE
CONCRETE PIPE
SUPPORT
60 MIL HDPE GEOMEMBRANE -
TEXTURED
STAINLESS
STEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
3
1
2.5' MIN.1'
PREPARED SUBGRADE/
ENGINEERED FILL
CUSHION GEOTEXTILE
60 MIL HDPE
GEOMEMBRANE -
TEXTURED
ANCHOR
TRENCH
BACKFILL
WOVEN GEOTEXTILE
18" Ø SCH 40 PVC RISER
TERMINATE WOVEN GEOTEXTILE
AND WRAP PIPE
BLIND FLANGE WITH CAP
22.5°
ELBOW
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
TOE OF SLOPE
CONCRETE PIPE
SUPPORT
WOVEN
GEOTEXTILE
19
06
11A
05
12"
60°'60°'
PVC SCHEDULE 40 PVC
1/4" HOLES STAGGERED
EVERY 12 INCHES
LINER SYSTEM DETAILS I
SC0634-05-07
05
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
2

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
9 DETAIL
BASE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
10 DETAIL
SIDE SLOPE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
11A DETAIL
ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B,04A,04B,05,06,09
11B DETAIL
ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B
12 DETAIL
SECONDARY LEAK DETECTION
RISER PENETRATION
SCALE: 1" = 2'
04A,04B
13 DETAIL
PRIMARY LEAK DETECTION
SYSTEM RISER PENETRATION
SCALE: 1" = 2'
04A,04B
14 DETAIL
SLIMES DRAIN RISER
PENETRATION
SCALE: 1" = 2'
04A,04B
15 DETAIL
PERFORATED PIPE
SCALE: 1" = 1'
07,08
NOTES:
1.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
2.ANCHOR TRENCHES MAY BE CONSTRUCTED WITH A MAXIMUM
DEPTH OF 3.5 FEET WITH UP TO 1 FOOT OF BACKFILL BETWEEN
EACH GEOMEMBRANE IN BOTTOM OF ANCHOR TRENCH.
3.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT
LEAST 6-INCHES OF FILL OVERLYING SANDSTONE IN
ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE
TECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)
SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENT
SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
XXXXXXXXXXXXXXXXXXXXXXXXX
X
X
X
X
X
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XX X X X X X X X X XXXXXXXXXXXXXXXXXXXXXXX
6"
9"
9"1
1
60 MIL HDPE GEOMEMBRANE - SMOOTH
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC
PERFORATED PIPE
60 MIL DRAIN LINER
GEOMEMBRANE
DRAINAGE
AGGREGATE
15
05
300 MIL GEONET
PREPARED
SUBGRADE
(SEE NOTE 3)
1
1
4" Ø SCH. 40 PVC
PERFORATED PIPE
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
4'
1'
1'1'
60 MIL DRAIN LINER
GEOMEMBRANE
WOVEN GEOTEXTILE
CUSHION GEOTEXTILE
SEWN SEAM60 MIL HDPE
GEOMEMBRANE - SMOOTH
SAND BAGS
SPACED 1 PER 10
FT ON BOTH SIDES
DRAINAGE
AGGREGATE
15
05
CUSHION GEOTEXTILEPREPARED
SUBGRADE
(SEE NOTE 3)
300 MIL GEONET
60 MIL HDPE DRAIN LINER
GEOMEMBRANE
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
6"(MIN)
12"
3"
PLAN VIEW
1"
STRIP COMPOSITE
12"
18"
STRIP COMPOSITE END
60 MIL HDPE GEOMEMBRANE - SMOOTH
UDOT CONCRETE
SAND FILLED BAGSTRIP COMPOSITE
12" (MIN.)
300 MIL GEONET
60 MIL HDPE GEOMEMBRANE - SMOOTH
SECTION VIEW
PREPARED
SUBGRADE
(SEE NOTE 3)
6"(MIN)
12"
3"
PLAN VIEW
SECTION VIEW
STRIP COMPOSITE
12"
STRIP COMPOSITE END
18"
UDOT CONCRETE SAND
STRIP COMPOSITE
PREPARED
SUBGRADE
(SEE NOTE 3)
SEWN SEAM
WOVEN GEOTEXTILE (SEE NOTE 4)
SEWN SEAMS
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
1"
60 MIL HDPE GEOMEMBRANE - SMOOTH
60 MIL HDPE DRAIN LINER
GEOMEMBRANE
300 MIL GEONET
60 MIL HDPE GEOMEMBRANE - SMOOTH
2'
2'
22'
5.5'
8'
CONCRETE PIPE SUPPORT
SECONDARY LEAK DETECTION SYSTEM RISER
(NOTE 2)
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
PRIMARY LEAK DETECTION SYSTEM RISER
(NOTE 2)
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
SLIMES DRAIN SYSTEM RISER
(NOTE 2)
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
BLIND FLANGE
WITH CAP
PREPARED SUBGRADE/
ENGINEERED FILL
2'
3'ACCESS ROAD, APPROX. 19'
2
1
CELL 5B
PREPARED SUBGRADE/
ENGINEERED FILL
2'
3'
CELL 5A 2
1
SEE SLOPE
LINER DETAIL
SEE SLOPE
LINER DETAIL
10
05
10
05
11A
05
11A
05
XXXXXXXXXX
PREPARED SUBGRADE/
ENGINEERED FILL
SPLASH PAD DET.
(OLD SECT. D)
5'
SEE ANCHOR
TRENCH DETAIL
SEE SLOPE
LINER DETAIL
PIPE (BY OTHERS)
TOE OF SLOPE
EXTRUSION WELD
(TYP.) (4 SIDES)
CREST OF SLOPE
MINIMUM 10' WIDE STRIP OF TEXTURED
GEOMEMBRANE EXTRUSION WELDED (4 SIDES)
11A
05
10
05
EXTRUSION WELD
SEE BASE LINER DETAIL
10
05
LINER SYSTEM DETAILS II
SC0634-05-07
06
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
2

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
16 DETAIL
LEAK DETECTION SYSTEM TRENCHES
SCALE: 1" = 1'
04A,04B
17 DETAIL
SLIMES DRAIN HEADER
SCALE: 1" = 1'
04A,04B
18A DETAIL
SLIMES DRAIN LATERAL - OPTION 1
SCALE: NTS
04A,04B
18B DETAIL
SLIMES DRAIN LATERAL - OPTION 2
SCALE: NTS
04A,04B
19 DETAIL
CONCRETE PIPE SUPPORT
SCALE: 1" = 2'
03A,03B,04A,04B
20 DETAIL
CELL 5A - CELL 5B ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03B,04B
NOTES:
1.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE GEOSYNTHETICS, WHICH ARE
SHOWN AT AN EXAGGERATED SCALE FOR CLARITY.
2.EXPOSED PVC PIPE SHALL BE PAINTED TO MINIMIZE DAMAGE DUE TO UV.
3.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT LEAST 6-INCHES OF FILL OVERLYING
SANDSTONE IN ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE TECHNICAL
SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED) SOIL AND ROCK SHALL BE REMOVED TO
EXPOSE COMPETENT SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
4.WOVEN GEOTEXTILE SHALL BE FOLDED OVER AND SEAMED. GEOTEXTILE SHALL BE FILLED WITH
UDOT CONCRETE SAND TO CREATE A CONTINUOUS SANDBAG-LIKE STRUCTURE WITH A MINIMUM
OF 3" OF SAND ABOVE STRIP COMPOSITE. ENDS SHALL BE SEAMED FOLLOWING SAND FILLING.
21 DETAIL
SPLASH PAD DETAIL
SCALE: 1" = 2'
03A,03B,04A,04B,09,10
60 MIL TEXTURED HDPE
CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX X X X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
SECONDARY DRAIN SECT C-C'
5'
BEGIN
DRAIN LINER
GEOMEMBRANE
BEGIN
TEXTURED HDPE
5'
BEGIN
TEXTURED HDPE
5'
1'
DRAINAGE AGGREGATE
CUSHION GEOTEXTILE
60 MIL DRAIN LINER GEOMEMBRANE
18" Ø SCH. 40 PVC RISER
60 MIL HDPE GEOMEMBRANE -
TEXTURED60 MIL DRAIN LINER
GEOMEMBRANE
4" Ø SCH. 40 PVC
PERFORATED PIPE
CUSHION GEOTEXTILE
60 MIL SMOOTH HDPE GEOMEMBRANE
4" Ø SCH. 40 PVC PERFORATED PIPE
(PRIMARY LEAK DETECTION PIPE)
(SEE SECTION B-B')
15
05
15
05
4'
18" Ø SCH. 40 PERFORATED PVC RISER 15
05
PREPARED
SUBGRADE
(SEE NOTE 1)3
1
5
1 3
1
BEGIN
SMOOTH HDPE
DRAINAGE AGGREGATE
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
5'
BEGIN SMOOTH HDPE
OR DRAIN LINER
GEOMEMBRANE
BEGIN
TEXTURED HDPE
5'
BEGIN
SMOOTH HDPE
BEGIN
TEXTURED HDPE
5'
1'
CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
60 MIL HDPE GEOMEMBRANE -
TEXTURED60 MIL SMOOTH HDPE
18" Ø SCH. 40 PVC RISER
60 MIL HDPE GEOMEMBRANE -
TEXTURED
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC
PERFORATED PIPE
60 MIL DRAIN LINER
HDPE GEOMEMBRANE
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC PERFORATED PIPE
(SECONDARY LEAK DETECTION PIPE)
(SEE SECTION C-C')
15
05
15
05
60 MIL SMOOTH HDPE
300 MIL GEONET
4'
18" Ø SCH. 40 PERFORATED PVC RISER 15
05
PREPARED
SUBGRADE
(SEE NOTE 1)
3
1
5
1
3
1
WOVEN GEOTEXTILE
CUSHION GEOTEXTILE
60 MIL DRAIN LINER GEOMEMBRANE
60 MIL SMOOTH HDPE GEOMEMBRANE
BEGIN
TEXTURED HDPE
XXXXXXXXXX
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XX X X X X X X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
SLIMES DRAIN SECT D-D'
5'5'
1'
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
18" Ø SCH. 40 PVC RISER
60 MIL HDPE GEOMEMBRANE -
TEXTURED
4" Ø SCH. 40 PVC
PERFORATED PIPE
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC PERFORATED PIPE
(PRIMARY LEAK DETECTION PIPE)
4" Ø SCH. 40 PVC PERFORATED PIPE
(SECONDARY LEAK DETECTION PIPE)
15
05
15
05
15
05
300 MIL GEONET
4'
18" Ø SCH. 40 PERFORATED PVC RISER 15
05
PREPARED
SUBGRADE
(SEE NOTE 1)5
1
3
1
3
1
BEGIN SMOOTH HDPE
OR DRAIN LINER
GEOMEMBRANE
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
4" Ø SCH. 40 PVC PERFORATED PIPE
(PRIMARY LEAK DETECTION PIPE)
4" Ø SCH. 40 PVC PERFORATED PIPE
(SECONDARY LEAK DETECTION PIPE)
DRAINAGE
AGGREGATE
WOVEN GEOTEXTILE
4" Ø SCH. 40 PERFORATED PVC PIPE
60 MIL DRAIN LINER GEOMEMBRANE
CUSHION GEOTEXTILE
60 MIL HDPE GEOMEMBRANE - SMOOTH
SEE DETAIL
15
05
15
05
17
06
300 MIL GEONET
15
05
PREPARED
SUBGRADE
(SEE NOTE 1)
3:1 3:1
3:13:1
5:1
3:1 3:1
3:13:1
3:13:1
CELL
FLOOR
5:1
10'
25'
4" Ø SCH. 40 PVC
SLIMES DRAIN PIPE
E
08
F
08
BOTTOM
OF SUMP
4.75'5.5'2.25'
C
07
A
07
5'
0.5% (
M
I
N
.
)
0.5
%

(
M
I
N
.
)
B
07
A B
D
07
PRIMARY LDS
18" Ø SCH. 40
PVC RISER
SECONDARY
18" Ø SCH. 40
PVC RISER
SLIMES DRAIN
18" Ø SCH. 40
PVC RISER
4" Ø SCH. 40 PVC
SECONDARY LDS PIPE
4" Ø SCH. 40 PVC
PRIMARY LDS PIPE
C
CELL
FLOOR
CELL
FLOOR
DETAILS & SECTIONS III
SC0634-05-07
07
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
2

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
A SECTION
SECONDARY LEAK DETECTION SUMP
SCALE: 1" = 2'
-
B SECTION
PRIMARY LEAK DETECTION SUMP
SCALE: 1" = 2'
-
D SECTION
SLIMES DRAIN AND LDS PIPING SECTION
SCALE: 1" = 2'
-
C SECTION
SLIMES DRAIN SUMP
SCALE: 1" = 2'
-
NOTES:
1.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT
LEAST 6-INCHES OF FILL OVERLYING SANDSTONE IN
ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE
TECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)
SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENT
SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY. SOIL THICKNESSES ARE MINIMUMS.
3.WOVEN GEOTEXTILE SHALL BE PROPEX 200 ST, SKAPS W 200, OR
APPROVED EQUAL (WOVEN SLIT FILM, AOS = 40, FLOW RATE = 4
GPM/SF, GRAB STRENGTH = 200 LBS, PUNCTURE = 100 LBS.)
22 PLAN
SUMP PLAN VIEW
SCALE: 1" = 6'
04A,04B
6'
60 MIL HDPE
GEOMEMBRANE - TEXTURED
CUSHION GEOTEXTILE
SEWN SEAM
CUSHION TO
WOVEN CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
1'1'
11'8'
XXXXXXXXXXXXXXXXXXXXXX
BEGIN
DRAIN LINER
GEOMEMBRANE
BEGIN
TEXTURED HDPE
SLIMES DRAIN SECT A-A'
60 MIL HDPE GEOMEMBRANE - TEXTURED
WOVEN GEOTEXTILESEWN SEAM
CUSHION TO
WOVEN
DRAINAGE AGGREGATE
18" Ø SCH. 40 PERFORATED
PVC RISER
3'
30 MIL
GEONET
XXXXXXXXXXXXXXXXXXXXXX
BEGIN
DRAIN LINER
GEOMEMBRANE
BEGIN
TEXTURED HDPE
3'
30 MIL
GEONET
15
05 18" Ø SCH. 40 PERFORATED
PVC RISER 15
05
18" Ø SCH. 40 PERFORATED
PVC RISER 15
05
2
1
2
1
3
1
3
1
PREPARED
SUBGRADE
(SEE NOTE 1)
PREPARED
SUBGRADE
(SEE NOTE 1)
SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES
1'1'
11'8'6'60 MIL HDPE GEOMEMBRANE - TEXTURED
60 MIL HDPE GEOMEMBRANE - TEXTURED
CUSHION GEOTEXTILE
WOVEN GEOTEXTILESEWN SEAM
CUSHION TO
WOVEN
SEWN SEAM
CUSHION TO
WOVEN CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
18" Ø SCH. 40 SOLID PVC RISER
18" Ø SCH. 40 SOLID PVC RISER
18" Ø SCH. 40 SOLID PVC RISER
2
1
2
1
3
1
3
1
PREPARED
SUBGRADE
(SEE NOTE 1)
PREPARED
SUBGRADE
(SEE NOTE 1)
SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES
SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES
DETAILS & SECTIONS IV
SC0634-05-07
08
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
2

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
E SECTION
SUMP SECTION (FLOOR)
SCALE: 1" = 2'
07
F SECTION
SUMP SECTION (SLOPE)
SCALE: 1" = 2'
07
NOTES:
1.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT
LEAST 6-INCHES OF FILL OVERLYING SANDSTONE IN
ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE
TECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)
SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENT
SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY. SOIL THICKNESSES ARE MINIMUMS.
3.WOVEN GEOTEXTILE SHALL BE PROPEX 200 ST, SKAPS W 200, OR
APPROVED EQUAL (WOVEN SLIT FILM, AOS = 40, FLOW RATE = 4
GPM/SF, GRAB STRENGTH = 200 LBS, PUNCTURE = 100 LBS.)
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
5555
5560
5565
5570
5575
5580
5585
5590
5595
56
0
0
2.
0
%
2.0
%
2.0
:
1
5590
5600
56
0
0
25'
ACCESS
ROAD
25'
ACCESS
ROAD
10.0:1 MA
X
10.0:1 MA
X
G
09
H
09
5596
60 MIL GEOMEMBRANE CONNECTOR
LIMIT OF CELL 5A LINER
PROPOSED LIMIT OF GRADING
SPLASH PAD
GRADE BREAK
ANCHOR TRENCH
EXISTING CELL 4B
WATER EL. 5584.9
NEW ANCHOR TRENCH
(SEE NOTE 5)
APPROXIMATE LIMIT OF CELL 4B LINER
21
06
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
5.5'
3'3'
CELL 5A 25' ACCESS ROAD
(PROJECTED)
1' (MIN.)1' (MIN.)2%2%
2%
2
1
2
1
1'1'
EXTRUSION WELD
60 MIL HDPE GEOMEMBRANE
CONNECTOR TO 60 MIL HDPE
GEOMEMBRANE - SMOOTH
SEE NOTE 5
NEW ANCHOR TRENCH
(SEE NOTE 5)
PREPARED
SUBGRADE
3' (MIN.)
3' (MIN.)
ANCHOR
TRENCH
60 MIL HDPE
GEOMEMBRANE -
DRAIN LINER
CUSHION GEOTEXTILE
(SEE NOTE 1)
6" THICK CONCRETE
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL HDPE
GEOMEMBRANE - TEXTURED
(SPLASH PAD)
60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXISTING CELL 4B GEONET
EXTRUSION WELD 60 MIL HDPE
GEOMEMBRANE CONNECTOR TO 60
MIL HDPE GEOMEMBRANE - SMOOTH
EXISTING CELL 4B GROUND SURFACE
60 MIL HDPE
GEOMEMBRANE
CONNECTOR
EXISTING CELL 4B 60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXISTING CELL 4B
GEOSYNTHETIC CLAY LINER
EXISTING CELL 4B 60 MIL HDPE
GEOMEMBRANE - SMOOTH
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
11A
05
EXTRUSION WELD 60 MIL HDPE - TEXTURED
TO 60 MIL HDPE SMOOTH GEOMEMBRANE
(TYP.) (4 SIDES)
EXISTING GROUND
SURFACE
40'
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
55'
5'
55'
5'
5.5'
10 (MAX)
1
ACCESS ROAD ACCESS ROAD
6" THICK CONCRETE
10 (MAX)
1
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
CUSHION GEOTEXTILE
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
6" THICK CONCRETE
CUSHION GEOTEXTILE
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL GEOMEMBRANE - SMOOTH 60 MIL GEOMEMBRANE - SMOOTH
DETAILS & SECTIONS V
SC0634-05-07
09
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
2

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
23 PLAN
SPILLWAY PLAN - 5A
SCALE: 1" = 20'
03A,04A
NOTES:
1.CUSHION GEOTEXTILE SHALL BE PLACED OVERLYING PRIMARY
GEOMEMBRANE WHERE CONCRETE IS INSTALLED.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
3.WELDED WIRE FABRIC SHALL BE INSTALLED AT CENTER OF
CONCRETE SLAB SECTION.
4.SPLASH PAD AT SPILLWAY SHALL BE 150' WIDE, SHALL EXTEND 5'
ONTO THE FLOOR AND BE EXTRUSION WELDED ON ALL FOUR (4)
SIDES TO PRIMARY GEOMEMBRANE.
5.CUT AND FOLD BACK EXISTING LINER SYSTEM GEOSYNTHETIC
LAYERS (60 mil HDPE MEMBRANE, 300 mil GEONET, 60 mil HDPE
GEOMEMBRANE, GCL) TO ALLOW EXCAVATION OF SPILLWAY.
REPLACE LINER SYSTEM GEOSYNTHETICS LAYERS ONTO NEW
SPILLWAY GRADES AND NEW ANCHOR TRENCH. NEW ANCHOR
TRENCH SHALL BE TIED INTO EXISTING ANCHOR TRENCH.
6.ANCHOR 60 MIL GEOMEMBRANE CONNECTOR AT TOP OF 10H:1V
SLOPE IN 12" DEEP ANCHOR TRENCH.
H SECTION
SPILLWAY - SECTION 2-5A
SCALE: 1" = 4'
-
G SECTION
SPILLWAY - SECTION-5A
SCALE: 1" = 8'
-
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
2%
2
1
2%
3'
CELL 5A/5B 25' ACCESS ROAD
(PROJECTED)3'
1' (MIN.)1' (MIN.)
1'
3' (MIN.)
3
3' (MIN.)
1'
5.8'
1
60 MIL HDPE
GEOMEMBRANE -DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
PREPARED
SUBGRADE
CUSHION GEOTEXTILE
(SEE NOTE 1)60 MIL HDPE
GEOMEMBRANE
CONNECTOR
ANCHOR TRENCH
EXISTING CELL 5A 60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXISTING CELL 5A 60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
SEE NOTE 5
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL HDPE
GEOMEMBRANE - TEXTURED
(SPLASH PAD)
INTERIM CELL 5B SIDE SLOPE
(TO BE RE-GRADED TO 2H:1V)
EXTRUSION WELD 60 MIL HDPE - TEXTURED
TO 60 MIL HDPE - SMOOTH GEOMEMBRANE
(TYP.) (4 SIDES)
6" THICK CONCRETE
EXTRUSION WELD
60 MIL HDPE GEOMEMBRANE CONNECTOR TO
60 MIL HDPE GEOMEMBRANE - SMOOTH
NEW ANCHOR TRENCH
(SEE NOTE 5)
2
1
11A
05
EXTRUSION WELD
60 MIL HDPE GEOMEMBRANE CONNECTOR TO
60 MIL HDPE GEOMEMBRANE - SMOOTH
5585
558
5
I
10
2.0%
2.0%
10
.
0
:
1

M
A
X
10
.
0
:
1

M
A
X
25'
ACCESS
ROAD
55
4
5
55
4
5
55
5
0
55
5
0
55
5
5
55
5
5
55
6
0
55
6
0
55
6
5
55
6
5
55
7
0
55
7
0
55
7
5
55
7
5
55
8
0
55
8
0
J
10
25'
ACCESS
ROAD
LIMIT OF CELL 5A LINER
SPLASH PAD
LIMIT OF CELL 5B LINER
GRADE BREAK
60 MIL GEOMEMBRANE CONNECTOR
CELL 5A
NEW ANCHOR TRENCH
(SEE NOTE 5)
CELL 5B
ANCHOR TRENCH
21
06
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
40'55'64'5'
6.4'5.3'
5'
ACCESS ROADACCESS ROAD
WELDED WIRE FABRIC
(SEE NOTE 3)
10 (MAX)
1 10 (MAX)
1
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
6" THICK CONCRETE
CUSHION GEOTEXTILE
60 MIL GEOMEMBRANE - SMOOTH
6" THICK CONCRETE
CUSHION GEOTEXTILE
60 MIL GEOMEMBRANE - SMOOTH
DETAILS & SECTIONS VI
SC0634-05-07
10
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION A - TRIPLE LINER
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
4
2

P
M
06-29-18
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
24 PLAN
SPILLWAY PLAN - 5B
SCALE: 1" = 20'
03B,04B
I SECTION
SPILLWAY - SECTION-5B
SCALE: 1" = 8'
-
J SECTION
SPILLWAY - SECTION 2 - 5B
SCALE: 1" = 4'
-
NOTES:
1.CUSHION GEOTEXTILE SHALL BE PLACED OVERLYING PRIMARY
GEOMEMBRANE WHERE CONCRETE IS INSTALLED.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
3.WELDED WIRE FABRIC SHALL BE INSTALLED AT CENTER OF
CONCRETE SLAB SECTION.
4.SPLASH PAD AT SPILLWAY SHALL BE 159' WIDE, SHALL EXTEND 5'
ONTO THE FLOOR AND BE EXTRUSION WELDED ON ALL FOUR (4)
SIDES TO PRIMARY GEOMEMBRANE.
5.CUT AND FOLD BACK EXISTING LINER SYSTEM GEOSYNTHETIC
LAYERS (60 mil HDPE MEMBRANE, 300 mil GEONET, 60 mil HDPE
GEOMEMBRANE, GCL) TO ALLOW EXCAVATION OF SPILLWAY.
REPLACE LINER SYSTEM GEOSYNTHETICS LAYERS ONTO NEW
SPILLWAY GRADES AND NEW ANCHOR TRENCH. NEW ANCHOR
TRENCH SHALL BE TIED INTO EXISTING ANCHOR TRENCH.
6.ANCHOR 60 MIL GEOMEMBRANE CONNECTOR AT TOP OF 10H:1V
SLOPE IN 12" DEEP ANCHOR TRENCH.

APPENDIX A-2
Construction Drawings
Option B – Double Liner with Geosynthetic
Clay Liner

01 TITLE SHEET
02 SITE PLAN
03A CELL 5A PROPOSED GRADING
03B CELL 5B PROPOSED GRADING
04A PIPE LAYOUT PLAN AND DETAILS - CELL 5A
04B PIPE LAYOUT PLAN AND DETAILS - CELL 5B
05 LINER SYSTEM DETAILS I
06 LINER SYSTEM DETAILS II
07 DETAILS & SECTIONS III
08 DETAILS & SECTIONS IV
09 DETAILS & SECTIONS V
10 DETAILS & SECTIONS VI
TITLE SHEET
SC0634-01
01
JUNE 2018
SC0634A
ENERGY FUELS RESOURCES (USA) INC.
PREPARED FOR:
[phone]
LIST OF DRAWINGS
6425 S. HIGHWAY 191
DRAWING DESCRIPTION
BLANDING, UTAH 84511
PREPARED BY:
P.O. BOX 809
TOOELE
MILLARD
IRON
SAN JUAN
KANE
JUAB
BOX ELDER
UINTAH
EMERY
GRAND
UTAH
BEAVER WAYNE
DUCHESNE
SEVIER
SUMMIT
RICHCACHE
SANPETE
PIUTE
WASATCH
DAVIS
WEBER
DAGGETT
SALT LAKE
BLACK

M
E
S
A

R
D
.
RU
I
N

S
P
R
I
N
G
S

S
P
U
R
CR-271
CR-
2
1
0
POSEY S. LAST SHOT
S
H
E
A
R
I
N
G

P
E
N
ENERGY FUELS
WHITE MESA MILL
DMC WHITE
MESA MILL
Energy Fuels Resources (USA) Inc.
DETAIL IDENTIFICATION LEGEND
SHEET ON WHICH ABOVE
DETAIL IS PRESENTED
DETAIL NUMBER
DETAIL NUMBER
SHEET ON WHICH
ABOVE DETAIL WAS
FIRST REFERENCED
EXAMPLE: DETAIL NUMBER 4 PRESENTED ON
SHEET NO. 6 WAS REFERENCED FOR THE FIRST TIME
ON SHEET NO. 3.
(ABOVE SYSTEM ALSO APPLIES TO SECTION IDENTIFICATIONS,
HOWEVER, LETTERS ARE USED INSTEAD OF NUMBERS.)
4
3
DETAIL
TITLE OF DETAIL
SCALE: 1"=2'
4
6
LOCATION MAP
NOT TO SCALEVICINITY MAP
NOT TO SCALE
PERMIT LEVEL DESIGN DRAWINGS
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
ENERGY FUELS WHITE MESA MILL
BLANDING, UTAH
JUNE 2018
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
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C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
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2
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P
l
a
n
s
e
t
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\
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C
u
r
r
e
n
t

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e
t
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1
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R
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V
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S
C
0
6
3
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-
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1
.
d
w
g
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E
d
i
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b
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e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
1
9

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
BLACK MESA RD.
SITE
GEOSYNTEC CONSULTANTS
[phone]
16644 WEST BERNARDO DRIVE, SUITE 301
SAN DIEGO, CALIFORNIA 92127
x
x
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x
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xxxxxx
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5560
5560
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7
0
5570
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5560
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5560
5
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0
5580
559
0
55
7
0
558
0
5590
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55
9
0
5590
55
9
0
560
0
56
0
0
5600
56
0
0
5610
5
5
8
0
55
9
0
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0
56
1
0
56
2
0
56
3
0
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0
56
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0
56
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55
5
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5600
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0
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0
55
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0
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0
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4
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56
5
0
5620
56
1
0
562
0
562
0
5630
5640
5650
5660
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56
1
0
56
2
0
5610
559056005610
56
2
0
56
3
0
5610
56
2
0
56
3
0
5630
558
0
55
9
0
5
6
0
0
5620
563
0
5620
5630
5640
56
5
0
56
6
0
5670
5
5
8
0
5590
5600
5610
5
6
2
0
563
0
5
6
3
0
5
6
3
0
5
6
4
0
5
6
5
0
56
6
0
56
7
0
55605570
5580
5550
5560
5
5
5
0
5
5
6
0
5550 5560
5570
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55
7
0
55
8
0
55
9
0
55
5
0
55
5
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55
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6
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9
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7
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55
8
0
55
9
0
55
9
0
5570
5580
5590
5600
5560
5570
5580
5590
5600
MW-15
MW-33
MW-36
MW-35
MW-34
MW-37
MW-14
MW-17
MW-03
MW-23
MW-12
MW-05
MW-11
MW-25
DR-12 DR-13
SITE PLAN
SC0634-02
02
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
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C
u
r
r
e
n
t

S
e
t
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2
0
1
8

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E
V
\
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C
0
6
3
4
-
0
2
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
1
6

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
N
00
SCALE IN FEET
300'600'
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.EXISTING WELLS, PIPING, AND OTHER SITE FEATURES SHALL BE
PROTECTED IN PLACE, EXCEPT AS NOTED OTHERWISE.
3.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL, AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR
SHALL NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
4.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
5.CONSTRUCTION WATER TO BE PROVIDED BY OWNER AT
NORTHEAST CORNER OF CELL 4A.
6.CONTRACTOR TO AVOID KNOWN ARCHEOLOGICAL AREAS. OWNER
TO CLEAR ARCHEOLOGICAL AREAS WITHIN LIMITS OF WORK PRIOR
TO BEGINNING EXCAVATION.
5570 JUNE 2011 EXISTING GROUND MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
SURFACE WATER BOUNDARY
SURFACE WATER DRAINAGE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING LIMIT
PROPOSED STOCKPILE BOUNDARIES
KNOWN ARCHEOLOGICAL AREAS (SEE NOTE 6)
EXISTING GROUNDWATER MONITORING WELLS
LEGEND
xx
5600
OFFICE
EXISTING CELL 1
EXISTING CELL 3
EXISTING CELL 4B
EXISTING CELL 4A
EXISTING CELL 2
CELL 5A
CELL 5B
SOIL
STOCKPILE #1
SOIL
STOCKPILE #2
SOIL
STOCKPILE #3
TOPSOIL
STOCKPILE #1
TOPSOIL
STOCKPILE #2ROCK
STOCKPILE #1
ROCK
STOCKPILE #2
MW-12DR-13
x x x x x x x x x x x x x x
x
x
x
x
x
x
x
x
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x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x x x x x x x x x x x x x
x x x x
x x x x x x x x x x
x
x
x
x
xxxxx
x
x
x
x
x
x
x x x x x x x x x x x x x
555
0
556
0
55
7
0
55
8
0
559
0
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0
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5
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55
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555
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5558
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5574
5576
5578
5582
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%
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%
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%
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5
%
0.7
5
%
3.
0
%
0.7
5
%
0.
7
5
%
10.0%
5550
5560
5544
5546
5548
5552
5554
5556
5558
5562
5564
5566
5568
MATCHLINE (SEE SHEET03B )
MA
T
C
H
L
I
N
E

(
S
E
E

S
H
E
E
T

03
B
)
S
L
-
2
S
L
-
1
SL-5
SL-4
SL-8
S
L
-
3
S
L
-
6
S
L
-
7
SL-9
TP12-01
TP12-02
TP12-07
TP12-05
TP12-08
TP12-06
TP12-04
TP12-03
TP12-10
TP12-09
MW-33
MW-34
MW-37
MW-15
DR-12
DR-13
CELL 5A PROPOSED GRADING
SC0634 - 03A-04B
03A
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
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L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
5
1

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
N
00 100'200'
SCALE IN FEET
NOTES
5570 JUNE 2011 EXISTING GROUND MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
PROPOSED GRADE BREAK
LIMIT OF LINER SYSTEM
APPROXIMATE TOP OF ROCK CONTOUR (1') (SEE NOTES 4 AND 5)
SPLASH PAD
EXPLORATORY TRENCH LOCATION
SEISMIC LINE LOCATIONS (SEE NOTE 4)
CELL 4B SOIL BORINGS (SEE NOTE 4)
EXISTING GROUNDWATER MONITOR WELL
LEGEND
xx
5600
5602
TP12-03
CELL 5A
FUTURE
CELL 5B
5570
11A
05
11A
05
11A
05
11B
05
11B
05
23
09
INTERIM SLOPE
INTERIM SLOPE
INTERIM ACCESS RAMP
19
06
10
05
10
05
10
05
10
05
9
05
21
06
SEE NOTE 6
11A
05
21
06
21
06
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
4.SEISMIC LINE DATA AND CELL 4B BORINGS ARE PROVIDED IN
SECTION 02200 OF THE TECHNICAL SPECIFICATIONS.
5.ROCK SURFACE IS APPROXIMATE AND BASED ON TRENCHES
PERFORMED AT THE SITE. WHERE QUESTION MARKS ARE SHOWN,
SURFACE IS ESTIMATED AND NOT BASED ON TRENCHES.
6.LOCALLY GRADE AREA NORTH OF BERM TO DRAIN AROUND BERM.
MW-33
CELL 4B SOIL BORING (TYP)
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x
x
x
x
x
x
x
x
x
xxxxxxxxxxxxx
x x x x x x x x x x
x
x
xxxxxxxxx
x
x
x
x x
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??
?
?
?
55
5
0
55
6
0
5
5
7
0
55
4
8
55
5
2
55
5
4
55
5
6
55
5
8
55
6
2
55
6
4
55
6
6
5
5
6
8
5
5
7
2
55
7
4
555
0
556
0
554
8
555
2
555
4
555
6
5558
5562
5544
5546
5548
5550
5560
5570
5570
5580
5580
55
5
0
55
6
0
55
6
0
55
7
0
55
7
0
55
8
0
55
8
0
55
9
0
55
9
0
555
0
55
6
0
55
7
0
55
8
0
5550
5560
5570
5580
5560
5570
5580
5590
5600
55
5
0
55
6
0
55
7
0
55
7
0
55
8
0
55
8
0
55
9
0
55
9
0
5560 5560
5570
55
8
0
55
6
0
55
6
0
55
7
0
5
5
7
0
5
5
8
0
5
5
6
0
5570
5580
5600
5580
5590
5590
5600
5600
55
8
0
559
0
5590
560
0
5600
5550
5552
5554
5556
5558
5560
5570
5580
5590
5600
5550
5550
5560
5560
5570
5570
5580
5580
55
6
0
55
7
0
55
8
0
55
9
0
556
0
55
7
0
55
8
0
55
9
0
56
0
0
5570
5580
5590
5600
5560
5570
5570
5580
5580
55
5
0
55
6
0
55
7
0
55
8
0
55
9
0
2.0:1
2.0:1
2.0
:
1
2.
0
:
1
3.0:1
2.0:1 5.0:1
5.0:1
2.0:1
2.0
:
1
3.
0
:
1
2.
0
:
1
3.0
:
1
1.75%
1.75%
1.75%
3.0
%
0.7
5
%
0.7
5
%
0.7
5
%
0.
7
5
%
0.75%
5
5
5
0
5
5
6
0
5
5
7
0
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
5
5
5
8
5
5
6
2
5
5
6
4
5
5
6
6
5
5
6
8
3.0:1
MA
T
C
H
L
I
N
E

(
S
E
E

S
H
E
E
T

03
A
)
MATCHLINE (SEE SHEET 03A)
SL-14
SL-13
SL-12 SL-18
SL-10
SL-11
S
L
-
1
6
S
L
-
1
7
S
L
-
1
5
TP12-15
TP12-17
TP12-18
TP12-16
TP12-14
TP12-12
TP12-19
TP12-11
TP12-13
MW-37
MW-15
MW-14
MW-17
DR-13
CELL 5B PROPOSED GRADING
SC0634 - 03A-04B
03B
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
5
1

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
N
00 100'200'
SCALE IN FEET
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
4.SEISMIC LINE DATA AND CELL 4B BORINGS ARE PROVIDED IN
SECTION 02200 OF THE TECHNICAL SPECIFICATIONS.
5.ROCK SURFACE IS APPROXIMATE AND BASED ON TRENCHES
PERFORMED AT THE SITE. WHERE QUESTION MARKS ARE SHOWN,
SURFACE IS ESTIMATED AND NOT BASED ON TRENCHES.
5570 JUNE 2011 EXISTING GROUND / CELL 5A GRADING MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND / CELL 5A GRADING MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
PROPOSED GRADE BREAK
LIMIT OF LINER
APPROXIMATE TOP OF ROCK CONTOUR (1') (SEE NOTES 4 AND 5)
SPLASH PAD
EXPLORATORY TRENCH LOCATION
SEISMIC LINE LOCATIONS (SEE NOTE 4)
CELL 4B SOIL BORINGS (SEE NOTE 4)
EXISTING GROUNDWATER MONITORING WELL
LEGEND
xx
5600
5602
TP12-03
CELL 5A
CELL 5B
5570
11A
05
11B
05
24
10
20
06
19
06
10
05
9
05
11A
05
11A
05
11B
05
10
05
10
05
10
05
21
06
21
06
21
06
MW-33
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x xxx
x x x x x
x
x
xxx
x
x
x
x x x x x x
555
0
55
6
0
55
7
0
55
8
0
559
0
55905590
56005600
5570
55
8
0
55
9
0
55
9
0
55
9
0
55
9
0
56
0
0
56
0
0
5590
5
5
9
0
5
6
0
0
5544
5546
5548
5552
5554
5556
5558
5562
5564
5566
5568
645'
563'
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x xxx
x x x x x
x
x
xxx
x
x
x
x x x x x x
555
0
55
6
0
55
7
0
55
8
0
559
0
55905590
56005600
5570
55
8
0
55
9
0
559
0
55
9
0
55
9
0
56
0
0
56
0
0
5590
55
9
0
5
6
0
0
5544
5546
5548
5552
5554
5556
5558
5562
5564
5566
5568
50'
(TYP.)
50'
(TYP.)
556
0
1
.
7
5
%
3.0
:
1
3.
0
:
1
2.0
:
1
3.0
:
1
0.7
5
%
0.7
5
%
5544
5546
DR-13
x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x x x x x x x x x x x x x
555
0
55
6
0
5570
55
8
0
1
.
7
5
%
1
.
7
5
%
2.0:1
3.0:1
3.0
:
1
3.
0
:
1
2.
0
:
1
3.
0
:
1
0.7
5
%
0.7
5
%
10.0%
5544
5546
5548
5552
5554
5556
50'
(TYP.)
50'
(TYP.)
DR-13
PIPE LAYOUT PLAN AND DETAILS - CELL 5A
SC0634 - 03A-04B
04A
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
5
1

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
N
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL, AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
5570 JUNE 2011 EXISTING GROUND MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
LIMIT OF LINER SYSTEM
PRIMARY AND SECONDARY LEAK DETECTION SYSTEM PIPING
SLIMES DRAIN SYSTEM PIPING
SLIMES DRAIN SYSTEM STRIP COMPOSITE AND SAND BAGS
EXISTING GROUNDWATER MONITOR WELL
SPLASH PAD
LEGEND
xx
5602
1 PLAN
CELL 5A LEAK DETECTION SYSTEM
SCALE: 1" = 200'
-
3 PLAN
CELL 5A SLIMES DRAIN SYSTEM
SCALE: 1" = 200'
-
2 DETAIL
CELL 5A LEAK DETECTION SYSTEM
SCALE: 1" = 50'
-
4 DETAIL
CELL 5A SLIMES DRAIN SYSTEM
SCALE: 1" = 100'
-
5600
CELL 5A
FUTURE
CELL 5B
FUTURE
CELL 5B
FUTURE
CELL 5B
CELL 5A
CELL 5A
CELL 5A
LEAK DETECTION PIPING (TYP.)
LIMIT OF CELL 5A LINER
CONCRETE PIPE
SUPPORT
18" DIA. SCH 40 PVC LDS RISER
CONNECTION
TO SUMP
18" DIA. SCH 40 PVC
SLIMES DRAIN RISER
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE
CONCRETE PIPE
SUPPORT
LIMIT OF CELL 5A LINER
EMERGENCY
SPILLWAY
CONNECTION
TO SUMP
23
09
10
05
9
05
11A
05
EMERGENCY
SPILLWAY
23
09
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE 18A
06
18B
06
18A
06
18B
06
17
06
17
06
14
05
19
06
13
05
19
06
11A
05
16
06
22
07
16
06
16
06
16
06
21
06
22
07
DR-12
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
5550
5560
5570
5580
5580
2.0:1
2.0
:
1
1.75%
0.
7
5
%
5
5
4
2
5
5
4
4
5
5
4
6
xxxxxxxxxxxxxxxxxxx
x
x
x
x
x
x
x
x
x
x
x
x
x
x
xxxxxx
x x x x x
x
xxxx
x
x
5544
5546
5552
5554
5556
5558
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
5
5
5
8
5
5
6
2
5
5
6
4
5
5
6
6
5
5
6
8
50'
(TYP.)
50'
(TYP.)
5544
5546
5552
5554
5556
5558
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
5
5
5
8
5
5
6
2
5
5
6
4
5
5
6
6
5
5
6
8
629'
573'
x x x x x x x x x x x x x x x x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
5550
5550
5560
5560
5570
5570
5580
5580
55
5
0
55
6
0
55
7
0
55
8
0
55
9
0
2.0:1
2.
0
:
1
3.0
:
1
1.75%
1.75%
0.7
5
%
5
5
5
0
5
5
4
2
5
5
4
4
5
5
4
6
5
5
4
8
5
5
5
2
5
5
5
4
5
5
5
6
50'
(TYP.)
50'
(TYP.)
PIPE LAYOUT PLAN AND DETAILS - CELL 5B
SC0634 - 03A-04B
04B
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4

-

0
3
A
-
0
4
B
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
5
1

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
N
NOTES
1.EXISTING SITE FEATURE AND PHOTOGRAMMETRIC TOPOGRAPHIC
CONTOURS BASED UPON A SURVEY CONDUCTED ON JUNE 29, 2011.
THIS INFORMATION WAS PROVIDED BY ENERGY FUELS RESOURCES
(USA) INC.
2.CONTRACTOR SHALL SEGREGATE TOPSOIL, SOIL, AND ROCK
MATERIALS INTO SEPARATE STOCKPILES IN STOCKPILE AREA AS
DIRECTED BY THE CONSTRUCTION MANAGER. CONTRACTOR SHALL
NOT STOCKPILE OVER DELINEATED ARCHEOLOGICAL SITES
UNLESS DIRECTED OTHERWISE BY THE CONSTRUCTION MANAGER.
3.STOCKPILE TO BE CONSTRUCTED AT SLOPES NO STEEPER THAN
2H:1V AND A MINIMUM OF 20 FT FROM THE CREST OF THE SLOPE.
STOCKPILE WITHIN 100 FT OF CREST OF SLOPE SHALL NOT EXCEED
20 FT IN HEIGHT.
5 PLAN
CELL 5B LEAK DETECTION SYSTEM
SCALE: 1" = 200'
-
7 PLAN
CELL 5B SLIMES DRAIN SYSTEM
SCALE: 1" = 200'
-
6 DETAIL
CELL 5B LEAK DETECTION SYSTEM
SCALE: 1" = 50'
-
8 DETAIL
CELL 5B SLIMES DRAIN SYSTEM
SCALE: 1" = 100'
-
5570 JUNE 2011 EXISTING GROUND / CELL 5A GRADING MAJOR CONTOUR (10')
JUNE 2011 EXISTING GROUND / CELL 5A GRADING MINOR CONTOUR (2')
EXISTING DIRT ROAD
EXISTING FENCE
PROPOSED GRADING MAJOR CONTOUR (10')
PROPOSED GRADING MINOR CONTOUR (2')
PROPOSED GRADING LIMIT
LIMIT OF LINER SYSTEM
PRIMARY AND SECONDARY LEAK DETECTION SYSTEM PIPING
SLIMES DRAIN SYSTEM PIPING
SLIMES DRAIN SYSTEM STRIP COMPOSITE AND SAND BAGS
SPLASH PAD
LEGEND
xx
5602
5600
CELL 5A
CELL 5A
CELL 5A
CELL 5A
CELL 5B
CELL 5B
CELL 5B
CELL 5B
CONCRETE PIPE
SUPPORT
18" DIA. SCH 40 PVC LDS RISER
CONNECTION
TO SUMP
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
18" DIA. SCH 40 PVC
SLIMES DRAIN RISER
EMERGENCY
SPILLWAY
CONNECTION
TO SUMP
EMERGENCY
SPILLWAY
EMERGENCY
SPILLWAY
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5A LINER
LIMIT OF CELL 5B LINER
LIMIT OF CELL 5A LINER
EMERGENCY
SPILLWAY
CONCRETE PIPE
SUPPORT
LEAK DETECTION PIPING (TYP.)
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE
10
05
9
05
11A
05
SLIMES DRAIN SYSTEM
STRIP COMPOSITE
SLIMES DRAIN SYSTEM
4" DIA. SCH 40 PVC
PERFORATED HEADER PIPE
18A
06
18B
06
18A
06
18B
06
17
06
17
06
14
05
19
06
13
05
19
06
16
06
22
07
16
0616
06
16
06
24
10
24
10
24
10
24
10
20
06
11A
05
21
06
22
07
PREPARED SUBGRADE/
ENGINEERED FILL
2'
3'22' ACCESS ROAD
CELL 5A OR 5B
VARIES
1
0.75% (MIN.)60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
ANCHOR TRENCH BACKFILL
GEOSYNTHETIC CLAY LINER
PREP
A
R
E
D

S
U
B
G
R
A
D
E
/
ENGI
N
E
E
R
E
D

F
I
L
L
60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
GEOSYNTHETIC CLAY LINER
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
PREPARED SUBGRADE/
ENGINEERED FILL
(NOTE 3)
60 MIL HDPE
GEOMEMBRANE - SMOOTH
GEOSYNTHETIC CLAY LINER
300 MIL GEONET
PREPARED SUBGRADE/
ENGINEERED FILL
1.5' MIN.
(NOTE 2)
2'
3'
0.75%
ANCHOR TRENCH BACKFILL
60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
GEOSYNTHETIC CLAY LINER
2'
3'
2'
4'
2.5' MIN.
3
1
1'
PREPARED SUBGRADE/
ENGINEERED FILL
19
06
11A
05
60 MIL HDPE
GEOMEMBRANE -
TEXTURED
CUSHION GEOTEXTILE
ANCHOR
TRENCH
BACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
BLIND FLANGE WITH CAP
18" Ø SCH 40 PVC
RISER
TOE OF SLOPE
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°
ELBOW
60 MIL
TEXTURED
HDPE
CONCRETE PIPE
SUPPORT
60 MIL HDPE GEOMEMBRANE -
TEXTURED
STAINLESS
STEEL BAND CLAMP
GEOSYNTHETIC CLAY LINER
2'
3'
2'
4'
3
1
2.5' MIN.1'
PREPARED SUBGRADE/
ENGINEERED FILL
19
06
11A
05
CUSHION GEOTEXTILE
60 MIL HDPE
GEOMEMBRANE -
TEXTURED
ANCHOR
TRENCH
BACKFILL
WOVEN GEOTEXTILE
18" Ø SCH 40 PVC RISER
TERMINATE WOVEN GEOTEXTILE
AND WRAP PIPE
BLIND FLANGE WITH CAP
22.5°
ELBOW
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
TOE OF SLOPE
CONCRETE PIPE
SUPPORT
WOVEN
GEOTEXTILE
GEOSYNTHETIC CLAY LINER
12"
60°'60°'
PVC SCHEDULE 40 PVC
1/4" HOLES STAGGERED
EVERY 12 INCHES
LINER SYSTEM DETAILS I
SC0634-05-07
05
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
0
0

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
9 DETAIL
BASE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
10 DETAIL
SIDE SLOPE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
11A DETAIL
ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B,04A,04B,05,06,09
11B DETAIL
ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B
13 DETAIL
LEAK DETECTION SYSTEM
RISER PENETRATION
SCALE: 1" = 2'
04A,04B
14 DETAIL
SLIMES DRAIN RISER
PENETRATION
SCALE: 1" = 2'
04A,04B
15 DETAIL
PERFORATED PIPE
SCALE: 1" = 1'
07,08
NOTES:
1.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
2.ANCHOR TRENCHES MAY BE CONSTRUCTED WITH A MAXIMUM
DEPTH OF 3.5 FEET WITH UP TO 1 FOOT OF BACKFILL BETWEEN
EACH GEOMEMBRANE IN BOTTOM OF ANCHOR TRENCH.
3.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT
LEAST 6-INCHES OF FILL OVERLYING SANDSTONE IN
ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE
TECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)
SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENT
SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
XXXXXXXXXXXXXXXXXXXXXXXXX
X
X
X
X
X
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XX X X X X X X X X XXXXXXXXXXXXXXXXXXXXXXX
12"
12"
1
1
15
05
1
1
60 MIL HDPE GEOMEMBRANE - SMOOTH
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC
PERFORATED PIPE
DRAINAGE
AGGREGATE
300 MIL GEONET
PREPARED
SUBGRADE
(SEE NOTE 3)
GEOSYNTHETIC CLAY LINER
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
4'
1'
1'1'
15
05
4" Ø SCH. 40 PVC
PERFORATED PIPE GEOSYNTHETIC CLAY LINER
WOVEN GEOTEXTILE
CUSHION GEOTEXTILE
SEWN SEAM60 MIL HDPE
GEOMEMBRANE - SMOOTH
SAND BAGS
SPACED 1 PER 10
FT ON BOTH SIDES
DRAINAGE
AGGREGATE
CUSHION GEOTEXTILEPREPARED
SUBGRADE
(SEE NOTE 3)
300 MIL GEONET
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
6"(MIN)
12"
3"
PLAN VIEW
1"
12"
18"
12" (MIN.)
SECTION VIEW
GEOSYNTHETIC CLAY LINER
STRIP COMPOSITE
STRIP COMPOSITE END
60 MIL HDPE GEOMEMBRANE - SMOOTH
UDOT CONCRETE
SAND FILLED BAGSTRIP COMPOSITE
300 MIL GEONET
60 MIL HDPE GEOMEMBRANE - SMOOTH
PREPARED
SUBGRADE
(SEE NOTE 3)
6"(MIN)
12"
3"
PLAN VIEW
SECTION VIEW
12"
18"
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
1"
STRIP COMPOSITE
STRIP COMPOSITE END
UDOT CONCRETE SAND
STRIP COMPOSITE
PREPARED
SUBGRADE
(SEE NOTE 3)
SEWN SEAM
WOVEN GEOTEXTILE (SEE NOTE 4)
SEWN SEAMS
60 MIL HDPE GEOMEMBRANE - SMOOTH
GEOSYNTHETIC CLAY LINER
300 MIL GEONET
60 MIL HDPE GEOMEMBRANE - SMOOTH
2'
2'
15'8'
CONCRETE PIPE SUPPORT
LEAK DETECTION SYSTEM RISER
(NOTE 2)
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
SLIMES DRAIN SYSTEM RISER
(NOTE 2)
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
BLIND FLANGE
WITH CAP
PREPARED SUBGRADE/
ENGINEERED FILL
2'
3'ACCESS ROAD, APPROX. 19'
2
1
CELL 5B
PREPARED SUBGRADE/
ENGINEERED FILL
2'
3'
CELL 5A 2
1
10
05
10
05
SEE SLOPE
LINER DETAIL
SEE SLOPE
LINER DETAIL
11A
05
11A
05
XXXXXXXXXX
PREPARED SUBGRADE/
ENGINEERED FILL
SPLASH PAD DET.
(OLD SECT. D)
5'
11A
05
10
05
10
05
SEE ANCHOR
TRENCH DETAIL
SEE SLOPE
LINER DETAIL
PIPE (BY OTHERS)
TOE OF SLOPE
EXTRUSION WELD
(TYP.) (4 SIDES)
CREST OF SLOPE
MINIMUM 10' WIDE STRIP OF TEXTURED
GEOMEMBRANE EXTRUSION WELDED (4 SIDES)
EXTRUSION WELD
SEE BASE LINER DETAIL
LINER SYSTEM DETAILS II
SC0634-05-07
06
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
0
0

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
16 DETAIL
LEAK DETECTION SYSTEM TRENCH
SCALE: 1" = 1'
04A,04B
17 DETAIL
SLIMES DRAIN HEADER
SCALE: 1" = 1'
04A,04B
18A DETAIL
SLIMES DRAIN LATERAL - OPTION 1
SCALE: NTS
04A,04B
18B DETAIL
SLIMES DRAIN LATERAL - OPTION 2
SCALE: NTS
04A,04B
19 DETAIL
CONCRETE PIPE SUPPORT
SCALE: 1" = 2'
03A,03B,04A,04B
20 DETAIL
CELL 5A - CELL 5B ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03B,04B
NOTES:
1.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE GEOSYNTHETICS, WHICH ARE
SHOWN AT AN EXAGGERATED SCALE FOR CLARITY.
2.EXPOSED PVC PIPE SHALL BE PAINTED TO MINIMIZE DAMAGE DUE TO UV.
3.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT LEAST 6-INCHES OF FILL OVERLYING
SANDSTONE IN ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE TECHNICAL
SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED) SOIL AND ROCK SHALL BE REMOVED TO
EXPOSE COMPETENT SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
4.WOVEN GEOTEXTILE SHALL BE FOLDED OVER AND SEAMED. GEOTEXTILE SHALL BE FILLED WITH
UDOT CONCRETE SAND TO CREATE A CONTINUOUS SANDBAG-LIKE STRUCTURE WITH A MINIMUM
OF 3" OF SAND ABOVE STRIP COMPOSITE. ENDS SHALL BE SEAMED FOLLOWING SAND FILLING.
21 DETAIL
SPLASH PAD DETAIL
SCALE: 1" = 2'
03A,03B,04A,04B,09,10
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
5'
BEGIN
SMOOTH HDPE
BEGIN
TEXTURED HDPE
5'
BEGIN
SMOOTH HDPE
BEGIN
TEXTURED HDPE
5'
1'
15
05
15
05
4'
15
05
3
1
5
1
3
1
DRAINAGE AGGREGATE
CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
60 MIL HDPE GEOMEMBRANE -
TEXTURED60 MIL SMOOTH HDPE
18" Ø SCH. 40 PVC RISER
60 MIL HDPE GEOMEMBRANE -
TEXTURED
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC
PERFORATED PIPE
GEOSYNTHETIC CLAY LINER
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC PERFORATED PIPE
60 MIL SMOOTH HDPE
300 MIL GEONET
18" Ø SCH. 40 PERFORATED PVC RISER
PREPARED
SUBGRADE
(SEE NOTE 1)
BEGIN
TEXTURED HDPE
XXXXXXXXXX
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XX X X X X X X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
SLIMES DRAIN SECT D-D'
5'5'
1'
15
05
15
05
4'
15
05
5
1
3
1
3
1
WOVEN GEOTEXTILE
CUSHION GEOTEXTILE
GEOSYNTHETIC CLAY LINER
60 MIL SMOOTH HDPE GEOMEMBRANE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
18" Ø SCH. 40 PVC RISER
60 MIL HDPE GEOMEMBRANE -
TEXTURED
4" Ø SCH. 40 PVC
PERFORATED PIPE
CUSHION GEOTEXTILE
4" Ø SCH. 40 PVC PERFORATED PIPE
(LEAK DETECTION PIPE)
300 MIL GEONET
18" Ø SCH. 40 PERFORATED PVC RISER
PREPARED
SUBGRADE
(SEE NOTE 1)
BEGIN
SMOOTH HDPE
1'1'
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
15
05
17
06
15
05
4" Ø SCH. 40 PVC PERFORATED PIPE
(LEAK DETECTION PIPE)
DRAINAGE
AGGREGATE
WOVEN GEOTEXTILE
4" Ø SCH. 40 PERFORATED PVC PIPE
GEOSYNTHETIC CLAY LINER
CUSHION GEOTEXTILE
60 MIL HDPE GEOMEMBRANE - SMOOTH
SEE DETAIL
300 MIL GEONET
PREPARED
SUBGRADE
(SEE NOTE 1)
3:1 3:1
3:13:1
5:1
3:1 3:1
3:13:1
3:13:1
CELL
FLOOR
5:1
10'
20'
D
08
E
08
BOTTOM
OF SUMP
4.5'4.5'
B
07
#
07
5'
0.5% (
M
I
N
.
)
0.5
%

(
M
I
N
.
)
A B
C
07
CELL
FLOOR
CELL
FLOOR
4" Ø SCH. 40 PVC
SLIMES DRAIN PIPE
LDS 18" Ø SCH. 40 PVC RISER
SLIMES DRAIN
18" Ø SCH. 40
PVC RISER
4" Ø SCH. 40 PVC LDS PIPE
8'
DETAILS & SECTIONS III
SC0634-05-07
07
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
C
A
D
D
\
S
C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
P
l
a
n
s
e
t
s
\
_
C
u
r
r
e
n
t

S
e
t
\
2
0
1
8

R
E
V
\
S
C
0
6
3
4
-
0
5
-
0
7
.
d
w
g
L
a
s
t

E
d
i
t
e
d

b
y
:

SB
e
r
d
y
o
n

6/
2
5
/
2
0
1
8

3
:
0
0

P
M
GTC
MMC
RFO
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
A SECTION
LEAK DETECTION SUMP
SCALE: 1" = 2'
-
C SECTION
SLIMES DRAIN AND LDS PIPING SECTION
SCALE: 1" = 2'
-
B SECTION
SLIMES DRAIN SUMP
SCALE: 1" = 2'
-
NOTES:
1.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT
LEAST 6-INCHES OF FILL OVERLYING SANDSTONE IN
ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE
TECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)
SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENT
SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY. SOIL THICKNESSES ARE MINIMUMS.
3.WOVEN GEOTEXTILE SHALL BE PROPEX 200 ST, SKAPS W 200, OR
APPROVED EQUAL (WOVEN SLIT FILM, AOS = 40, FLOW RATE = 4
GPM/SF, GRAB STRENGTH = 200 LBS, PUNCTURE = 100 LBS.)
22 PLAN
SUMP PLAN VIEW
SCALE: 1" = 6'
04A,04B
1'1'
11'9'
XXXXXXXXXXXXXXXXXXXXXX
BEGIN
SMOOTH HDPE
BEGIN
TEXTURED HDPE
SLIMES DRAIN SECT A-A'
3'
XXXXXXXXXXXXXXXXXXXXXX
BEGIN
SMOOTH HDPE
BEGIN
TEXTURED HDPE
3'
15
05 15
05
2
1
3
1
3
1
60 MIL HDPE
GEOMEMBRANE - TEXTURED
CUSHION GEOTEXTILE
SEWN SEAM
CUSHION TO
WOVEN CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
60 MIL HDPE GEOMEMBRANE - TEXTURED
WOVEN GEOTEXTILESEWN SEAM
CUSHION TO
WOVEN
DRAINAGE AGGREGATE
18" Ø SCH. 40 PERFORATED
PVC RISER
30 MIL
GEONET
30 MIL
GEONET
18" Ø SCH. 40 PERFORATED
PVC RISER
PREPARED
SUBGRADE
(SEE NOTE 1)
PREPARED
SUBGRADE
(SEE NOTE 1)
SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES
GEOSYNTHETIC CLAY LINER
1'1'
11'9'
2
1
3
1
60 MIL HDPE GEOMEMBRANE - TEXTURED
60 MIL HDPE GEOMEMBRANE - TEXTURED
CUSHION GEOTEXTILE
WOVEN GEOTEXTILESEWN SEAM
CUSHION TO
WOVEN
SEWN SEAM
CUSHION TO
WOVEN CUSHION GEOTEXTILE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
DRAINAGE AGGREGATE
18" Ø SCH. 40 SOLID PVC RISER
18" Ø SCH. 40 SOLID PVC RISER
PREPARED
SUBGRADE
(SEE NOTE 1)
PREPARED
SUBGRADE
(SEE NOTE 1)
SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES
SAND BAGS (TYP.)
CONTINUOUS ROWS, BOTH SIDES
3
1
GEOSYNTHETIC CLAY LINER
DETAILS & SECTIONS IV
SC0634-05-07
08
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
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SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
D SECTION
SUMP SECTION (FLOOR)
SCALE: 1" = 2'
07
E SECTION
SUMP SECTION (SLOPE)
SCALE: 1" = 2'
07
NOTES:
1.PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF AT
LEAST 6-INCHES OF FILL OVERLYING SANDSTONE IN
ACCORDANCE WITH SECTIONS 02200 AND 02220 OF THE
TECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)
SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENT
SOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY. SOIL THICKNESSES ARE MINIMUMS.
3.WOVEN GEOTEXTILE SHALL BE PROPEX 200 ST, SKAPS W 200, OR
APPROVED EQUAL (WOVEN SLIT FILM, AOS = 40, FLOW RATE = 4
GPM/SF, GRAB STRENGTH = 200 LBS, PUNCTURE = 100 LBS.)
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
5555
5560
5565
5570
5575
5580
5585
5590
5595
56
0
0
2.
0
%
2.0
%
2.0
:
1
5590
5600
56
0
0
25'
ACCESS
ROAD
25'
ACCESS
ROAD
10.0:1 MA
X
10.0:1 MA
X
G
09
H
09
5596
21
06
60 MIL GEOMEMBRANE CONNECTOR
LIMIT OF CELL 5A LINER
PROPOSED LIMIT OF GRADING
SPLASH PAD
GRADE BREAK
ANCHOR TRENCH
EXISTING CELL 4B
WATER EL. 5584.9
NEW ANCHOR TRENCH
(SEE NOTE 5)
APPROXIMATE LIMIT OF CELL 4B LINER
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
5.5'
3'3'
CELL 5A 25' ACCESS ROAD
(PROJECTED)
1' (MIN.)1' (MIN.)2%2%
2%
2
1
2
1
1'1'
3' (MIN.)
3' (MIN.)
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
11A
05
EXTRUSION WELD
60 MIL HDPE GEOMEMBRANE
CONNECTOR TO 60 MIL HDPE
GEOMEMBRANE - SMOOTH
SEE NOTE 5
NEW ANCHOR TRENCH
(SEE NOTE 5)
PREPARED
SUBGRADE
60 MIL HDPE
GEOMEMBRANE -
DRAIN LINER
ANCHOR
TRENCH
6" THICK CONCRETE
CUSHION GEOTEXTILE
(SEE NOTE 1)
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL HDPE
GEOMEMBRANE - TEXTURED
(SPLASH PAD)
60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXISTING CELL 4B GEONET60 MIL HDPE
GEOMEMBRANE
CONNECTOR
EXTRUSION WELD 60 MIL HDPE
GEOMEMBRANE CONNECTOR TO 60
MIL HDPE GEOMEMBRANE - SMOOTH
EXISTING CELL 4B GROUND SURFACE
EXISTING CELL 4B 60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXISTING CELL 4B
GEOSYNTHETIC CLAY LINER
EXISTING CELL 4B 60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXTRUSION WELD 60 MIL HDPE - TEXTURED
TO 60 MIL HDPE SMOOTH GEOMEMBRANE
(TYP.) (4 SIDES)
EXISTING GROUND
SURFACE
40'
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
55'
5'
55'
5'
5.5'
10 (MAX)
1
10 (MAX)
1
ACCESS ROAD ACCESS ROAD
6" THICK CONCRETE
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
CUSHION GEOTEXTILE
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
6" THICK CONCRETE
CUSHION GEOTEXTILE
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL GEOMEMBRANE - SMOOTH 60 MIL GEOMEMBRANE - SMOOTH
DETAILS & SECTIONS V
SC0634-05-07
09
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
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GTC
GTC
B
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F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
23 PLAN
SPILLWAY PLAN - 5A
SCALE: 1" = 20'
03A,04A
NOTES:
1.CUSHION GEOTEXTILE SHALL BE PLACED OVERLYING PRIMARY
GEOMEMBRANE WHERE CONCRETE IS INSTALLED.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
3.WELDED WIRE FABRIC SHALL BE INSTALLED AT CENTER OF
CONCRETE SLAB SECTION.
4.SPLASH PAD AT SPILLWAY SHALL BE 150' WIDE, SHALL EXTEND 5'
ONTO THE FLOOR AND BE EXTRUSION WELDED ON ALL FOUR (4)
SIDES TO PRIMARY GEOMEMBRANE.
5.CUT AND FOLD BACK EXISTING LINER SYSTEM GEOSYNTHETIC
LAYERS (60 mil HDPE MEMBRANE, 300 mil GEONET, 60 mil HDPE
GEOMEMBRANE, GCL) TO ALLOW EXCAVATION OF SPILLWAY.
REPLACE LINER SYSTEM GEOSYNTHETICS LAYERS ONTO NEW
SPILLWAY GRADES AND NEW ANCHOR TRENCH. NEW ANCHOR
TRENCH SHALL BE TIED INTO EXISTING ANCHOR TRENCH.
6.ANCHOR 60 MIL GEOMEMBRANE CONNECTOR AT TOP OF 10H:1V
SLOPE IN 12" DEEP ANCHOR TRENCH.
H SECTION
SPILLWAY - SECTION 2-5A
SCALE: 1" = 4'
-
G SECTION
SPILLWAY - SECTION-5A
SCALE: 1" = 8'
-
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
2%
2
1
2%
3'
CELL 5A/5B 25' ACCESS ROAD
(PROJECTED)3'
1' (MIN.)1' (MIN.)
1'
3' (MIN.)
3
3' (MIN.)
1'
5.8'
1
2
1
11A
05 60 MIL HDPE
GEOMEMBRANE -DRAIN LINER
60 MIL HDPE
GEOMEMBRANE - SMOOTH
PREPARED
SUBGRADE
CUSHION GEOTEXTILE
(SEE NOTE 1)60 MIL HDPE
GEOMEMBRANE
CONNECTOR
ANCHOR TRENCH
EXISTING CELL 5A 60 MIL HDPE
GEOMEMBRANE - SMOOTH
EXISTING CELL 5A 60 MIL HDPE
GEOMEMBRANE - DRAIN LINER
SEE NOTE 5
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL HDPE
GEOMEMBRANE - TEXTURED
(SPLASH PAD)
INTERIM CELL 5B SIDE SLOPE
(TO BE RE-GRADED TO 2H:1V)
EXTRUSION WELD 60 MIL HDPE - TEXTURED
TO 60 MIL HDPE - SMOOTH GEOMEMBRANE
(TYP.) (4 SIDES)
6" THICK CONCRETE
EXTRUSION WELD
60 MIL HDPE GEOMEMBRANE CONNECTOR TO
60 MIL HDPE GEOMEMBRANE - SMOOTH
NEW ANCHOR TRENCH
(SEE NOTE 5)
EXTRUSION WELD
60 MIL HDPE GEOMEMBRANE CONNECTOR TO
60 MIL HDPE GEOMEMBRANE - SMOOTH
EXISTING GEOSYNTHETIC
CLAY LINER
GEOSYNTHETIC CLAY LINER
GEOSYNTHETIC CLAY LINER
5585
558
5
I
10
2.0%
2.0%
10
.
0
:
1

M
A
X
10
.
0
:
1

M
A
X
25'
ACCESS
ROAD
55
4
5
55
4
5
55
5
0
55
5
0
55
5
5
55
5
5
55
6
0
55
6
0
55
6
5
55
6
5
55
7
0
55
7
0
55
7
5
55
7
5
55
8
0
55
8
0
J
10
25'
ACCESS
ROAD
21
06
LIMIT OF CELL 5A LINER
SPLASH PAD
LIMIT OF CELL 5B LINER
GRADE BREAK
CELL 5A
60 MIL GEOMEMBRANE CONNECTOR
NEW ANCHOR TRENCH
(SEE NOTE 5)
CELL 5B
ANCHOR TRENCH
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x
40'55'64'5'
6.4'5.3'
5'
10 (MAX)
1 10 (MAX)
1
ACCESS ROADACCESS ROAD
WELDED WIRE FABRIC
(SEE NOTE 3)
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
60 MIL GEOMEMBRANE
CONNECTOR (NOTE 6)
6" THICK CONCRETE
CUSHION GEOTEXTILE
60 MIL GEOMEMBRANE - SMOOTH
6" THICK CONCRETE
CUSHION GEOTEXTILE
60 MIL GEOMEMBRANE - SMOOTH
DETAILS & SECTIONS VI
SC0634-05-07
10
JUNE 2018
SC0634A
16644 WEST BERNARDO DRIVE, SUTE 301
SAN DIEGO, CA 92127
PHONE: [phone]
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
OPTION B - DOUBLE LINER WITH GCL
WHITE MESA MILL
BLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUED
FOR PROJECT TENDER OR
CONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
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MMC
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GTC
GTC
B
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E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
876543
(1in)(2in)(3in)(4in)
G
21
87654321
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
06-29-18
24 PLAN
SPILLWAY PLAN - 5B
SCALE: 1" = 20'
03B,04B
I SECTION
SPILLWAY - SECTION-5B
SCALE: 1" = 8'
-
J SECTION
SPILLWAY - SECTION 2 - 5B
SCALE: 1" = 4'
-
NOTES:
1.CUSHION GEOTEXTILE SHALL BE PLACED OVERLYING PRIMARY
GEOMEMBRANE WHERE CONCRETE IS INSTALLED.
2.DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
3.WELDED WIRE FABRIC SHALL BE INSTALLED AT CENTER OF
CONCRETE SLAB SECTION.
4.SPLASH PAD AT SPILLWAY SHALL BE 159' WIDE, SHALL EXTEND 5'
ONTO THE FLOOR AND BE EXTRUSION WELDED ON ALL FOUR (4)
SIDES TO PRIMARY GEOMEMBRANE.
5.CUT AND FOLD BACK EXISTING LINER SYSTEM GEOSYNTHETIC
LAYERS (60 mil HDPE MEMBRANE, 300 mil GEONET, 60 mil HDPE
GEOMEMBRANE, GCL) TO ALLOW EXCAVATION OF SPILLWAY.
REPLACE LINER SYSTEM GEOSYNTHETICS LAYERS ONTO NEW
SPILLWAY GRADES AND NEW ANCHOR TRENCH. NEW ANCHOR
TRENCH SHALL BE TIED INTO EXISTING ANCHOR TRENCH.
6.ANCHOR 60 MIL GEOMEMBRANE CONNECTOR AT TOP OF 10H:1V
SLOPE IN 12" DEEP ANCHOR TRENCH.

APPENDIX B
Construction Quality Assurance Plan

Prepared for
Energy Fuels Resources (USA), Inc.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
CONSTRUCTION QUALITY
ASSURANCE PLAN
CELLS 5A AND 5B
WHITE MESA MILL
BLANDING, UTAH
Prepared by

16644 West Bernardo Rd, Suite 301
San Diego, CA 92127
Project Number SC0634

June 2018

SC0634.CQAPlan5A.d.20170822 ii June 2018

TABLE OF CONTENTS

1. INTRODUCTION .................................................................................................... 1 
1.1 Terms of Reference ....................................................................................... 1 
1.2 Purpose and Scope of the Construction Quality Assurance Plan .................. 1 
1.3 References ..................................................................................................... 2 
1.4 Organization of the Construction Quality Assurance Plan ........................... 2 
2. DEFINITIONS RELATING TO CONSTRUCTION QUALITY ASSURANCE ... 3 
2.1 Owner ............................................................................................................ 3 
2.2 Construction Manager ................................................................................... 3 
2.3 Design Engineer ............................................................................................ 4 
2.4 Contractor ...................................................................................................... 4 
2.5 Resin Supplier ............................................................................................... 5 
2.6 Manufacturers ............................................................................................... 5 
2.7 Geosynthetic Installer .................................................................................... 5 
2.8 CQA Consultant ............................................................................................ 6 
2.9 Surveyor ........................................................................................................ 6 
2.10 CQA Laboratory ............................................................................................ 7 
2.11 Lines of Communication ............................................................................... 7 
2.12 Deficiency Identification and Rectification .................................................. 8 
3. CQA CONSULTANT’S PERSONNEL AND DUTIES ........................................ 10 
3.1 Overview ..................................................................................................... 10 
3.2 CQA Personnel ............................................................................................ 10 
3.3 CQA Engineer ............................................................................................. 10 
3.4 CQA Site Manager ...................................................................................... 11 
4. SITE AND PROJECT CONTROL ........................................................................ 13 
4.1 Project Coordination Meetings ................................................................... 13 
4.1.1 Pre-Construction Meeting .............................................................. 13 
4.1.2 Progress Meetings .......................................................................... 14 
4.1.3 Problem or Work Deficiency Meeting .......................................... 14 
5. DOCUMENTATION ............................................................................................. 15 
5.1 Overview ..................................................................................................... 15 
5.2 Daily Recordkeeping ................................................................................... 15 
5.3 Construction Problems and Resolution Data Sheets ................................... 16 
5.4 Photographic Documentation ...................................................................... 17 
5.5 Design or Specifications Changes ............................................................... 17 
5.6 CQA Report ................................................................................................ 17 
6. WELL ABANDONMENT ..................................................................................... 19 
6.1 Introduction ................................................................................................. 19 
6.2 CQA Monitoring Activities ......................................................................... 19 
6.2.1 Materials ........................................................................................ 19 

SC0634.CQAPlan5A.d.20170822 iii June 2018

6.2.2 Well Abandonment ........................................................................ 19 
6.2.3 Deficiencies ................................................................................... 19 
6.2.4 Notification .................................................................................... 20 
6.2.5 Repairs and Re-testing ................................................................... 20 
7. EARTHWORK ....................................................................................................... 21 
7.1 Introduction ................................................................................................. 21 
7.2 Earthwork Testing Activities ...................................................................... 21 
7.2.1 Sample Frequency ......................................................................... 21 
7.2.2 Sample Selection ........................................................................... 21 
7.3 CQA Monitoring Activities ......................................................................... 22 
7.3.1 Vegetation Removal ...................................................................... 22 
7.3.2 Topsoil Removal ............................................................................ 22 
7.3.3 Engineered Fill ............................................................................... 22 
7.3.4 Subgrade Soil ................................................................................. 22 
7.3.5 Fine Grading .................................................................................. 23 
7.3.6 Anchor Trench Construction ......................................................... 23 
7.4 Deficiencies ................................................................................................. 23 
7.4.1 Notification .................................................................................... 24 
7.4.2 Repairs and Re-Testing .................................................................. 24 
8. DRAINAGE AGGREGATE .................................................................................. 25 
8.1 Introduction ................................................................................................. 25 
8.2 Testing Activities ........................................................................................ 25 
8.2.1 Sample Frequency ......................................................................... 25 
8.2.2 Sample Selection ........................................................................... 26 
8.3 CQA Monitoring Activities ......................................................................... 26 
8.3.1 Drainage Aggregate ....................................................................... 26 
8.4 Deficiencies ................................................................................................. 26 
8.4.1 Notification .................................................................................... 27 
8.4.2 Repairs and Re-testing ................................................................... 27 
9. POLYVINYL CHLORIDE (PVC) PIPE AND STRIP COMPOSITE .................. 28 
9.1 Material Requirements ................................................................................ 28 
9.2 Manufacturer ............................................................................................... 28 
9.2.1 Submittals ...................................................................................... 28 
9.3 Handling and Laying ................................................................................... 28 
9.4 Perforations ................................................................................................. 29 
9.5 Joints ........................................................................................................... 29 
9.6 Strip Composite ........................................................................................... 29 
10. GEOMEMBRANE ................................................................................................. 30 
10.1 General ........................................................................................................ 30 
10.2 Geomembrane Material Conformance ........................................................ 30 
10.2.1 Introduction .................................................................................... 30 

SC0634.CQAPlan5A.d.20170822 iv June 2018

10.2.2 Review of Quality Control ............................................................. 30 
10.2.2.1 Material Properties Certification ................................... 30 
10.2.2.2 Geomembrane Roll MQC Certification ........................ 31 
10.2.3 Conformance Testing ..................................................................... 31 
10.3 Delivery ....................................................................................................... 32 
10.3.1 Transportation and Handling ......................................................... 32 
10.3.2 Storage ........................................................................................... 32 
10.4 Geomembrane Installation .......................................................................... 32 
10.4.1 Introduction .................................................................................... 32 
10.4.2 Earthwork ...................................................................................... 33 
10.4.2.1 Surface Preparation ....................................................... 33 
10.4.2.2 Geosynthetic Termination ............................................. 33 
10.4.3 Geomembrane Placement .............................................................. 33 
10.4.3.1 Panel Identification ....................................................... 33 
10.4.3.2 Field Panel Placement ................................................... 34 
10.4.4 Field Seaming ................................................................................ 36 
10.4.4.1 Requirements of Personnel............................................ 36 
10.4.4.2 Seaming Equipment and Products ................................ 36 
10.4.4.3 Seam Preparation .......................................................... 38 
10.4.4.4 Weather Conditions for Seaming .................................. 38 
10.4.4.5 Overlapping and Temporary Bonding .......................... 39 
10.4.4.6 Trial Seams .................................................................... 39 
10.4.4.7 General Seaming Procedure .......................................... 39 
10.4.4.8 Nondestructive Seam Continuity Testing ..................... 40 
10.4.4.9 Destructive Testing ....................................................... 42 
10.4.5 Defects and Repairs ....................................................................... 45 
10.4.5.1 Identification ................................................................. 45 
10.4.5.2 Evaluation ..................................................................... 46 
10.4.5.3 Repair Procedures ......................................................... 46 
10.4.5.4 Verification of Repairs .................................................. 47 
10.4.5.5 Large Wrinkles .............................................................. 47 
10.4.6 Lining System Acceptance ............................................................ 47 
11. GEOTEXTILE ........................................................................................................ 49 
11.1 Introduction ................................................................................................. 49 
11.2 Manufacturing ............................................................................................. 49 
11.3 Labeling ....................................................................................................... 50 
11.4 Shipment and Storage ................................................................................. 50 
11.5 Conformance Testing .................................................................................. 50 
11.5.1 Tests ............................................................................................... 50 
11.5.2 Sampling Procedures ..................................................................... 51 
11.5.3 Test Results .................................................................................... 51 

SC0634.CQAPlan5A.d.20170822 v June 2018

11.5.4 Conformance Sample Failure ........................................................ 51 
11.6 Handling and Placement ............................................................................. 52 
11.7 Seams and Overlaps .................................................................................... 52 
11.8 Repair .......................................................................................................... 52 
11.9 Placement of Soil or Aggregate Materials .................................................. 53 
12. GEOSYNTHETIC CLAY LINER (GCL) .............................................................. 54 
12.1 Introduction ................................................................................................. 54 
12.2 Manufacturing ............................................................................................. 54 
12.3 Labeling ....................................................................................................... 55 
12.4 Shipment and Storage ................................................................................. 55 
12.5 Conformance Testing .................................................................................. 55 
12.5.1 Tests ............................................................................................... 55 
12.5.2 Conformance Sample Failure ........................................................ 56 
12.6 GCL Delivery and Storage .......................................................................... 56 
12.6.1 Earthwork ...................................................................................... 57 
12.6.1.1 Surface Preparation ....................................................... 57 
12.7 GCL Installation .......................................................................................... 57 
13. GEONET ................................................................................................................ 59 
13.1 Introduction ................................................................................................. 59 
13.2 Manufacturing ............................................................................................. 59 
13.3 Labeling ....................................................................................................... 59 
13.4 Shipment and Storage ................................................................................. 59 
13.5 Conformance Testing .................................................................................. 60 
13.5.1 Tests ............................................................................................... 60 
13.5.2 Sampling Procedures ..................................................................... 60 
13.5.3 Test Results .................................................................................... 60 
13.5.4 Conformance Test Failure ............................................................. 60 
13.6 Handling and Placement ............................................................................. 61 
13.7 Geonet Seams and Overlaps ........................................................................ 62 
13.8 Repair .......................................................................................................... 62 
14. CONCRETE SPILLWAY ...................................................................................... 63 
14.1 Introduction ................................................................................................. 63 
14.2 CQA Monitoring Activities ......................................................................... 63 
14.2.1 Subgrade Preparation ..................................................................... 63 
14.2.2 Liner System and Cushion Geotextile Installation ........................ 63 
14.2.3 Welded Wire Reinforcement Installation ...................................... 63 
14.2.4 Concrete Installation ...................................................................... 63 
14.2.5 Conformance Testing ..................................................................... 64 
14.3 Deficiencies ................................................................................................. 64 
14.3.1 Notification .................................................................................... 64 
14.3.2 Repairs ........................................................................................... 64 

SC0634.CQAPlan5A.d.20170822 vi June 2018

15. SURVEYING ......................................................................................................... 65 
15.1 Survey Control ............................................................................................ 65 
15.2 Precision and Accuracy ............................................................................... 65 
15.3 Lines and Grades ......................................................................................... 65 
15.4 Frequency and Spacing ............................................................................... 65 
15.5 Documentation ............................................................................................ 65 

TABLES

1A Test Procedures for the Evaluation of Earthwork
1B Minimum Earthwork Testing Frequencies
2A Test Procedures for the Evaluation of Aggregate
2B Minimum Aggregate Testing Frequencies for Conformance Testing
3 Geomembrane Conformance Testing Requirements
4 Geotextile Conformance Testing Requirements
5 GCL Conformance Testing Requirements
6 Geonet Conformance Testing Requirements

SC0634.CQAPlan5A.d.20170822 1 June 2018

1. INTRODUCTION
1.1 Terms of Reference

Geosyntec Consultants (Geosyntec) has prepared this Construction Quality Assurance
(CQA) Plan for the construction of liner systems associated with the Cells 5A and 5B
Lining Systems Construction at the Energy Fuels Resources (USA), Inc. (Energy Fuels)
White Mesa Mill Facility (site), located at 6425 South Highway 191, Blanding, Utah
84511. This CQA Plan was prepared by Ms. Rebecca Oliver, of Geosyntec, and was
reviewed by Mr. Gregory T. Corcoran, P.E., also of Geosyntec, in general accordance
with the peer review policies of the firm.

1.2 Purpose and Scope of the Construction Quality Assurance Plan

The purpose of the CQA Plan is to address the CQA procedures and monitoring
requirements for construction of the project. The CQA Plan is intended to: (i) define the
responsibilities of parties involved with the construction; (ii) provide guidance in the
proper construction of the major components of the project; (iii) establish testing
protocols; (iv) establish guidelines for construction documentation; and (v) provide the
means for assuring that the project is constructed in conformance to the Technical
Specifications, permit conditions, applicable regulatory requirements, and Construction
Drawings.

This CQA Plan addresses the earthwork and geosynthetic components of the liner system
for the project. Two alternative liner systems are proposed for the Cells: Option A –
Triple Liner and Option B- Double Liner with Geosynthetic Clay Liner (GCL). These are
described in detail in the Design Report prepared by Geosyntec in June 2018. The
earthwork, geosynthetic, and appurtenant components include well abandonment,
excavation, fill, prepared subgrade, geomembrane, geotextile, geosynthetic clay liner
(GCL), geonet, drainage aggregate, and polyvinyl chloride (PVC) pipe. It should be
emphasized that care and documentation are required in the placement of aggregate and
in the production and installation of the geosynthetic materials installed during
construction. This CQA Plan delineates procedures to be followed for monitoring
construction utilizing these materials.

The CQA monitoring activities associated with the selection, evaluation, and placement
of drainage aggregate are included in the scope of this plan. The CQA protocols
applicable to manufacturing, shipping, handling, and installing all geosynthetic materials
are also included. However, this CQA Plan does not specifically address either

SC0634.CQAPlan5A.d.20170822 2 June 2018

installation specifications or specification of soils and geosynthetic materials as these
requirements are addressed in the Technical Specifications.

1.3 References

The CQA Plan includes references to test procedures in the latest editions of the ASTM
International.

1.4 Organization of the Construction Quality Assurance Plan

The remainder of the CQA Plan is organized as follows:

 Section 2 presents definitions relating to CQA;
 Section 3 describes the CQA personnel and duties;
 Section 4 describes site and project control requirements;
 Section 5 presents CQA documentation;
 Section 6 presents CQA of well abandonment;
 Section 7 presents CQA of earthwork;
 Section 8 presents CQA of the drainage aggregate;
 Section 9 presents CQA of the pipe and fittings;
 Section 10 presents CQA of the geomembrane;
 Section 11 presents CQA of the geotextile;
 Section 12 presents CQA of the GCL;
 Section 13 presents CQA of the geonet;
 Section 14 presents CQA of the concrete spillway; and
 Section 15 presents CQA surveying.

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2. DEFINITIONS RELATING TO CONSTRUCTION QUALITY
ASSURANCE
This CQA Plan is devoted to Construction Quality Assurance. In the context of this
document, Construction Quality Assurance and Construction Quality Control are defined
as follows:

Construction Quality Assurance (CQA) - A planned and systematic pattern of means and
actions designed to assure adequate confidence that materials or services meet contractual
and regulatory requirements and will perform satisfactorily in service. CQA refers to
means and actions employed by the CQA Consultant to assure conformity of the project
“Work” with this CQA Plan, the Construction Drawings, and the Technical
Specifications. CQA testing of aggregate, pipe, and geosynthetic components is provided
by the CQA Consultant.

Construction Quality Control (CQC) - Actions which provide a means to measure and
regulate the characteristics of an item or service in relation to contractual and regulatory
requirements. Construction Quality Control refers to those actions taken by the
Contractor, Manufacturer, or Geosynthetic Installer to verify that the materials and the
workmanship meet the requirements of this CQA Plan, the Construction Drawings, and
the Technical Specifications. In the case of the geosynthetic components and piping of
the Work, CQC is provided by the Manufacturer, Geosynthetic Installer, and Contractor.

2.1 Owner

The Owner of this project is Energy Fuels Resources (USA), Inc. (Energy Fuels).

2.2 Construction Manager

Responsibilities

The Construction Manager is responsible for managing the construction and
implementation of the Construction Drawings and Technical Specifications for the
project work. The Construction Manager is selected/appointed by the Owner.

SC0634.CQAPlan5A.d.20170822 4 June 2018

2.3 Design Engineer

Responsibilities

The Design Engineer is responsible for the design, Construction Drawings, and Technical
Specifications for the project work. In this CQA Plan, the term “Design Engineer” refers
to Geosyntec.

Qualifications

The Engineer of Record shall be a qualified engineer, registered as required by regulations
in the State of Utah. The Design Engineer should have expertise, which demonstrates
significant familiarity with piping, geosynthetics and soils, as appropriate, including
design and construction experience related to liner systems.

2.4 Contractor

Responsibilities

In this CQA Plan, Contractor refers to an independent party or parties, contracted by the
Owner, performing the work in accordance with this CQA Plan, the Construction
Drawings, and the Technical Specifications. The Contractor will be responsible for the
installation of the soils, pipe, drainage aggregate, and geosynthetic components of the
liner systems. This work will include subgrade preparation, anchor trench excavation and
backfill, placement of drainage aggregate for the slimes drain and two leak detection
systems, installation of PVC piping, placement of cast-in-place concrete, and
coordination of work with the Geosynthetic Installer and other subcontractors.

The Contractor will be responsible for constructing the liner system and appurtenant
components in accordance with the Construction Drawings and complying with the
quality control requirements specified in the Technical Specifications.

Qualifications

Qualifications of the Contractor are specific to the construction contract. The Contractor
should have a demonstrated history of successful earthworks, piping, and liner system
construction and shall maintain current state and federal licenses as appropriate.

SC0634.CQAPlan5A.d.20170822 5 June 2018

2.5 Resin Supplier

Responsibilities

The Resin Supplier produces and delivers the resin to the Geosynthetics Manufacturer.

Qualifications

Qualifications of the Resin Supplier are specific to the Manufacturer’s requirements. The
Resin Supplier will have a demonstrated history of providing resin with consistent
properties.

2.6 Manufacturers

Responsibilities

The Manufacturers are responsible for the production of finished material (geomembrane,
geotextile, GCL, geonet, and pipe) from appropriate raw materials.

Qualifications

The Manufacturer(s) will be able to provide sufficient production capacity and qualified
personnel to meet the demands of the project. The Manufacturer(s) must be a well-
established firm(s) that meets the requirements identified in the Technical Specifications.

2.7 Geosynthetic Installer

Responsibilities

The Geosynthetic Installer is responsible for field handling, storage, placement, seaming,
ballasting or anchoring against wind uplift, and other aspects of the geosynthetic material
installation. The Geosynthetic Installer may also be responsible for specialized
construction tasks (i.e., including construction of anchor trenches for the geosynthetic
materials).

Qualifications

The Geosynthetic Installer will be trained and qualified to install the geosynthetic
materials of the type specified for this project. The Geosynthetic Installer shall meet the
qualification requirements identified in the Technical Specifications.

SC0634.CQAPlan5A.d.20170822 6 June 2018

2.8 CQA Consultant

Responsibilities

The CQA Consultant is a party, independent from the Owner, Contractor, Manufacturer,
and Geosynthetic Installer, who is responsible for observing, testing, and documenting
activities related to the CQC and CQA of the earthwork, piping, and geosynthetic
components used in the construction of the Project as required by this CQA Plan and the
Technical Specifications. The CQA Consultant will also be responsible for issuing a
CQA report at the completion of the Project construction, which documents construction
and associated CQA activities. The CQA report will be signed and sealed by the CQA
Engineer who will be a Professional Engineer registered in the State of Utah.

Qualifications

The CQA Consultant shall be a well-established firm specializing in geotechnical and
geosynthetic engineering that possess the equipment, personnel, and licenses necessary
to conduct the geotechnical and geosynthetic tests required by the project plans and
Technical Specifications. The CQA Consultant will provide qualified staff for the
project, as necessary, which will include, at a minimum, a CQA Engineer and a CQA Site
Manager. The CQA Engineer will be a professionally licensed engineer as required by
State of Utah regulations.

The CQA Consultant will be experienced with earthwork and installation of geosynthetic
materials similar to those materials used in construction of the Project. The CQA
Consultant will be experienced in the preparation of CQA documentation including CQA
Plans, field documentation, field testing procedures, laboratory testing procedures,
construction specifications, construction drawings, and CQA reports.

The CQA Site Manager will be specifically familiar with the construction of earthworks,
piping, and geosynthetic lining systems. The CQA Site Manager will be trained by the
CQA Consultant in the duties as CQA Site Manager.

2.9 Surveyor

Responsibilities

The Surveyor is a party, independent from the Contractor, Manufacturer, and
Geosynthetic Installer, that is responsible for surveying, documenting, and verifying the

SC0634.CQAPlan5A.d.20170822 7 June 2018

location of all significant components of the Work. The Surveyor’s work is coordinated
and employed by the Contractor. The Surveyor is responsible for issuing Record
Drawings of the construction.

Qualifications

The Surveyor will be a well-established surveying company with at least 3 years of
surveying experience in the State of Utah. The Surveyor will be a licensed professional
as required by the State of Utah regulations. The Surveyor shall be fully equipped and
experienced in the use of total stations and the recent version of AutoCAD. All surveying
will be performed under the direct supervision of the Contractor.

2.10 CQA Laboratory

Responsibilities

The CQA Laboratory is a party, independent from the Contractor, Manufacturer, and
Geosynthetic Installer, that is responsible for conducting tests in accordance with ASTM
and other applicable test standards on samples of geosynthetic materials and soil in either
an onsite or offsite laboratory.

Qualifications

The CQA Laboratory will have experience in testing soils and geosynthetic materials and
will be familiar with ASTM and other applicable test standards. The CQA Laboratory
will be capable of providing test results within a maximum of seven days of receipt of
samples and will maintain that capability throughout the duration of earthworks
construction and geosynthetic materials installation. The CQA Laboratory will also be
capable of transmitting geosynthetic destructive test results within 24 hours of receipt of
samples and will maintain that capability throughout the duration of geosynthetic material
installation.

2.11 Lines of Communication

The following organization chart indicates the lines of communication and authority
related to this project.

SC0634.CQAPlan5A.d.20170822 8 June 2018

2.12 Deficiency Identification and Rectification

If a defect is discovered in the work, the CQA Engineer will evaluate the extent and nature
of the defect. If the defect is indicated by an unsatisfactory test result, the CQA Engineer
will determine the extent of the deficient area by additional tests, observations, a review
of records, or other means that the CQA Engineer deems appropriate.

After evaluating the extent and nature of a defect, the CQA Engineer will notify the
Construction Manager and schedule appropriate re-tests when the work deficiency is
corrected by the Contractor.

The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a
project specification criterion cannot be met, or unusual weather conditions hinder work,
then the CQA Engineer will develop and present to the Design Engineer suggested
Project Organization Chart
Energy Fuels
White Mesa Mill Cell 4B

Manufacturers / Resin
Suppliers
Owner/Construction Manager
Energy Fuels

Contractor /
Geosynthetic Installer

Engineer
Geosyntec Consultants
Regulatory Agency
Utah Department of
Environmental Quality

CQA Laboratory

CQA Consultant

Construction Manager

SC0634.CQAPlan5A.d.20170822 9 June 2018

solutions for approval. Major modification to the Construction Drawings, Technical
Specifications, or this CQA Plan must be provided to the regulatory agency for review
prior to implementation.

Defect corrections will be monitored and documented by CQA personnel prior to
subsequent work by the Contractor in the area of the deficiency.

SC0634.CQAPlan5A.d.20170822 10 June 2018

3. CQA CONSULTANT’S PERSONNEL AND DUTIES
3.1 Overview

The CQA Engineer will provide supervision within the scope of work of the CQA
Consultant. The scope of work for the CQA Consultant includes monitoring of
construction activities including the following:

 earthwork;
 subgrade preparation;
 installation of GCL;
 installation of geomembrane;
 installation of geonet;
 installation of drainage aggregate;
 installation of piping; and
 installation of geotextile.

Duties of CQA personnel are discussed in the remainder of this section.

3.2 CQA Personnel

The CQA Consultant’s personnel will include:

 the CQA Engineer, who works from the office of the CQA Consultant and
who conducts periodic visits to the site as required; and
 the CQA Site Manager, who is located at the site.

3.3 CQA Engineer

The CQA Engineer shall supervise and be responsible for monitoring and CQA activities
relating to the construction of the earthworks, piping, and installation of the geosynthetic
materials of the Project. Specifically, the CQA Engineer:

 reviews the project design, this CQA Plan, Construction Drawings, and
Technical Specifications;

SC0634.CQAPlan5A.d.20170822 11 June 2018

 reviews other site-specific documentation; unless otherwise agreed, such
reviews are for familiarization and for evaluation of constructability only, and
hence the CQA Engineer and the CQA Consultant assume no responsibility
for the liner system design;
 reviews and approves the Geosynthetic Installer’s Quality Control (QC) Plan;
 attends Pre-Construction Meetings as needed;
 administers the CQA program (i.e., provides supervision of and manages
onsite CQA personnel, reviews field reports, and provides engineering review
of CQA related activities);
 provides quality control of CQA documentation and conducts site visits;
 reviews the Record Drawings; and
 with the CQA Site Manager, prepares the CQA report documenting that the
project was constructed in accordance with the Construction Documents.

3.4 CQA Site Manager

The CQA Site Manager:

 acts as the onsite representative of the CQA Consultant;
 attends CQA-related meetings (e.g., pre-construction, daily, weekly (or
designates a representative to attend the meetings));
 oversees the ongoing preparation of the Record Drawings;
 reviews test results provided by Contractor;
 assigns locations for testing and sampling;
 oversees the collection and shipping of laboratory test samples;
 reviews results of laboratory testing and makes appropriate recommendations;
 reviews the calibration and condition of onsite CQA equipment;
 prepares a daily summary report for the project;
 reviews the Manufacturer’s Quality Control (MQC) documentation;
 reviews the Geosynthetic Installer’s personnel Qualifications for conformance
with those pre-approved for work on site;

SC0634.CQAPlan5A.d.20170822 12 June 2018

 notes onsite activities in daily field reports and reports to the CQA Engineer
and Construction Manager;
 reports unresolved deviations from the CQA Plan, Construction Drawings,
and Technical Specifications to the Construction Manager; and
 assists with the preparation of the CQA report.

SC0634.CQAPlan5A.d.20170822 13 June 2018

4. SITE AND PROJECT CONTROL
4.1 Project Coordination Meetings

Meetings of key project personnel are necessary to assure a high degree of quality during
installation and to promote clear, open channels of communication. Therefore, Project
Coordination Meetings are an essential element in the success of the project. Several
types of Project Coordination Meetings are described below, including: (i) pre-
construction meetings; (ii) progress meetings; and (iii) problem or work deficiency
meetings.

4.1.1 Pre-Construction Meeting
A Pre-Construction Meeting will be held at the site prior to construction of the Project.
At a minimum, the Pre-Construction Meeting will be attended by the Contractor, the
Geosynthetic Installer’s Superintendent, the CQA Consultant, and the Construction
Manager.

Specific items for discussion at the Pre-Construction Meeting include the following:

 appropriate modifications or clarifications to the CQA Plan;
 the Construction Drawings and Technical Specifications;
 the responsibilities of each party;
 lines of authority and communication;
 methods for documenting and reporting, and for distributing documents and
reports;
 acceptance and rejection criteria;
 protocols for testing;
 protocols for handling deficiencies, repairs, and re-testing;
 the time schedule for all operations;
 procedures for packaging and storing archive samples;
 panel layout and numbering systems for panels and seams;
 seaming procedures;
 repair procedures; and
 soil stockpiling locations.

SC0634.CQAPlan5A.d.20170822 14 June 2018

The Construction Manager will conduct a site tour to observe the current site conditions
and to review construction material and equipment storage locations. A person in
attendance at the meeting will be appointed by the Construction Manager to record the
discussions and decisions of the meeting in the form of meeting minutes. Copies of the
meeting minutes will be distributed to all attendees.

4.1.2 Progress Meetings
Progress meetings will be held between the CQA Site Manager, the Contractor,
Construction Manager, and other concerned parties participating in the construction of
the project. This meeting will include discussions on the current progress of the project,
planned activities for the next week, and revisions to the work plan or schedule. The
meeting will be documented in meeting minutes prepared by a person designated by the
Construction Manager at the beginning of the meeting. Within two working days of the
meeting, draft minutes will be transmitted to representatives of parties in attendance for
review and comment. Corrections or comments to the draft minutes shall be made within
two working days of receipt of the draft minutes to be incorporated in the final meeting
minutes.

4.1.3 Problem or Work Deficiency Meeting
A special meeting will be held when and if a problem or deficiency is present or likely to
occur. The meeting will be attended by the Contractor, the Construction Manager, the
CQA Site Manager, and other parties as appropriate. If the problem requires a design
modification, the Design Engineer should either be present at, consulted prior to, or
notified immediately upon conclusion of this meeting. The purpose of the work
deficiency meeting is to define and resolve the problem or work deficiency as follows:

 define and discuss the problem or deficiency;
 review alternative solutions;
 select a suitable solution agreeable to all parties; and
 implement an action plan to resolve the problem or deficiency.

The Construction Manager will appoint one attendee to record the discussions and
decisions of the meeting. The meeting record will be documented in the form of meeting
minutes and copies will be distributed to all affected parties. A copy of the minutes will
be retained in facility records.

SC0634.CQAPlan5A.d.20170822 15 June 2018

5. DOCUMENTATION
5.1 Overview

An effective CQA Plan depends largely on recognition of all construction activities that
should be monitored and on assigning responsibilities for the monitoring of each activity.
This is most effectively accomplished and verified by the documentation of quality
assurance activities. The CQA Consultant will document that quality assurance
requirements have been addressed and satisfied.

The CQA Site Manager will provide the Construction Manager with signed descriptive
remarks, data sheets, and logs to verify that monitoring activities have been carried out.
The CQA Site Manager will also maintain, at the job site, a complete file of Construction
Drawings and Technical Specifications, a CQA Plan, checklists, test procedures, daily
logs, and other pertinent documents.

5.2 Daily Recordkeeping

Preparation of daily CQA documentation will consist of daily field reports prepared by
the CQA Site Manager which may include CQA monitoring logs and testing data sheets.
This information may be regularly submitted to and reviewed by the Construction
Manager. Daily field reports will include documentation of the observed activities during
each day of activity. The daily field reports may include monitoring logs and testing data
sheets. At a minimum, these logs and data sheets will include the following information:

 the date, project name, location, and other identification;
 a summary of the weather conditions;
 a summary of locations where construction is occurring;
 equipment and personnel on the project;
 a summary of meetings held and attendees;
 a description of materials used and references of results of testing and
documentation;
 identification of deficient work and materials;
 results of re-testing corrected “deficient work;”
 an identifying sheet number for cross referencing and document control;
 descriptions and locations of construction monitored;

SC0634.CQAPlan5A.d.20170822 16 June 2018

 type of construction and monitoring performed;
 description of construction procedures and procedures used to evaluate
construction;
 a summary of test data and results;
 calibrations or re-calibrations of test equipment and actions taken as a result
of re-calibration;
 decisions made regarding acceptance of units of work or corrective actions to
be taken in instances of substandard testing results;
 a discussion of agreements made between the interested parties which may
affect the work; and
 signature of the respective CQA Site Manager.

5.3 Construction Problems and Resolution Data Sheets

Construction Problems and Resolution Data Sheets, to be submitted with the daily field
reports prepared by the CQA Site Manager, describing special construction situations,
will be cross-referenced with daily field reports, specific observation logs, and testing
data sheets and will include the following information, where available:

 an identifying sheet number for cross-referencing and document control;
 a detailed description of the situation or deficiency;
 the location and probable cause of the situation or deficiency;
 how and when the situation or deficiency was found or located;
 documentation of the response to the situation or deficiency;
 final results of responses;
 measures taken to prevent a similar situation from occurring in the future; and
 signature of the CQA Site Manager and a signature indicating concurrence by
the Construction Manager.

The Construction Manager will be made aware of significant recurring nonconformance
with the Construction Drawings, Technical Specifications, or CQA Plan. The cause of
the nonconformance will be determined and appropriate changes in procedures or
specifications will be recommended. These changes will be submitted to the Construction
Manager for approval. When this type of evaluation is made, the results will be

SC0634.CQAPlan5A.d.20170822 17 June 2018

documented and any revision to procedures or specifications will be approved by the
Contractor and Design Engineer.

A summary of supporting data sheets, along with final testing results and the CQA
Engineer’s approval of the work, will be required upon completion of construction.

5.4 Photographic Documentation

Photographs will be taken and documented in order to serve as a pictorial record of work
progress, problems, and mitigation activities. These records will be presented to the
Construction Manager upon completion of the project. Photographic reporting data
sheets, where used, will be cross-referenced with observation and testing data sheet(s), or
Construction Problem and Resolution Data Sheet(s).

5.5 Design or Specifications Changes

Design or specifications changes may be required during construction. In such cases, the
CQA Site Manager will notify the Design Engineer. Design or specification changes will
be made with the written agreement of the Design Engineer and will take the form of an
addendum to the Construction Drawings and Technical Specifications.

5.6 CQA Report

At the completion of the Project, the CQA Consultant will submit to the Owner a CQA
report signed and sealed by a Professional Engineer licensed in the State of Utah. The
CQA report will acknowledge: (i) that the work has been performed in compliance with
the Construction Drawings and Technical Specifications; (ii) physical sampling and
testing has been conducted at the appropriate frequencies; and (iii) that the summary
document provides the necessary supporting information. At a minimum, this report will
include:

 MQC documentation;
 a summary report describing the CQA activities and indicating compliance
with the Construction Drawings and Technical Specifications which is signed
and sealed by the CQA Engineer;
 a summary of CQA/CQC testing, including failures, corrective measures, and
retest results;
 Contractor and Installer personnel resumes and qualifications as necessary;

SC0634.CQAPlan5A.d.20170822 18 June 2018

 documentation that the geomembrane trial seams were performed in
accordance with the CQA Plan and Technical Specifications;
 documentation that field seams were non-destructively tested using a method
in accordance with the applicable test standards;
 documentation that nondestructive testing was monitored by the CQA Site
Manager, that the CQA Site Manager informed the Geosynthetic Installer of
any required repairs, and that the CQA Site Manager monitored the seaming
and patching operations for uniformity and completeness;
 records of sample locations, the name of the individual conducting the tests,
and the results of tests;
 Record Drawings as provided by the Surveyor; and
 daily field reports.

The Record Drawings will include scale drawings depicting the location of the
construction and details pertaining to the extent of construction (e.g., plan dimensions
and appropriate elevations). Record Drawings and required base maps will be prepared
by a qualified Professional Land Surveyor registered in the State of Utah. These
documents will be reviewed by the CQA Consultant and included as part of the CQA
Report.

SC0634.CQAPlan5A.d.20170822 19 June 2018

6. WELL ABANDONMENT
6.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for well
abandonment. The CQA Site Manager will review and become familiar with the
Construction Documents and any approved addenda or changes that pertain to work
completed under this section.

The CQA Site Manager will monitor well abandonment operations. The CQA Engineer
will review the contractor’s submittals pertaining to CQA and provide recommendations
to the Design Engineer. Monitored abandonment activities will be documented, as will
deviations from the Construction Drawings and the Technical Specifications. Any non-
conformance identified by the CQA Site Manager will be reported to the Construction
Manager.

6.2 CQA Monitoring Activities

6.2.1 Materials
CQA activities provided for storing and handling of materials shall meet the requirements
set forth in Section 02070 of the Technical Specifications.

6.2.2 Well Abandonment
The wells to be abandoned are indicated on the Drawings. Well abandonment shall be
observed by the CQA Site Manager. Observed well abandonment activities shall be
documented in daily field reports. The CQA Site Manager shall keep a detailed log for
the abandoned well, including drilling procedure, total depth of abandonment, depth to
groundwater (if applicable), final depth of boring, and well destruction details, including
the depth of placement and quantities of all well abandonment materials.

6.2.3 Deficiencies
If a defect is discovered in the well abandonment, the CQA Site Manager will evaluate
the extent and nature of the defect. The CQA Consultant will determine the extent of the
deficient area by observations, a review of records, or other means that the CQA
Consultant deems appropriate.

SC0634.CQAPlan5A.d.20170822 20 June 2018

6.2.4 Notification
After observing a defect, the CQA Consultant will notify the Construction Manager and
schedule appropriate re-evaluation after the work deficiency is corrected by the
Contractor.

6.2.5 Repairs and Re-testing
The Contractor will correct the deficiency to the satisfaction of the CQA Consultant. If
a project specification criterion cannot be met, or unusual weather conditions hinder
work, then the CQA Consultant will develop and present to the Design Engineer
suggested solutions for approval.

SC0634.CQAPlan5A.d.20170822 21 June 2018

7. EARTHWORK
7.1 Introduction

This section prescribes the CQA activities to be performed to monitor that earthwork is
constructed in accordance with Construction Drawings and Technical Specifications.
The earthwork construction procedures to be monitored by the CQA Site Manager, if
required, shall include:

 vegetation removal;
 subgrade preparation;
 engineered fill placement, moisture conditioning, and compaction; and
 anchor trench excavation and backfill.

7.2 Earthwork Testing Activities

Testing of earthwork to be used for engineered fill will be performed for material
conformance. The CQA Laboratory will perform the conformance testing and CQC
testing. Soil testing will be conducted in accordance with the current versions of the
corresponding ASTM test procedures. The test methods indicated in Tables 1A and 1B
are those that will be used for this testing unless the test methods are updated or revised
prior to construction. Revisions to the test methods will be reviewed and approved by
the Design Engineer and the CQA Consultant prior to their usage.

7.2.1 Sample Frequency
The frequency of subgrade soil testing for material qualification and material
conformance will conform to the minimum frequencies presented in Table 1A. The
frequency of soil testing shall conform to the minimum frequencies presented in
Table 1B. The actual frequency of testing required will be increased by the CQA Site
Manager, as necessary, if variability of materials is noted at the site, during adverse
conditions, or to isolate failing areas of the construction.

7.2.2 Sample Selection
Sampling locations will be selected by the CQA Site Manager. Conformance samples
will be obtained from borrow pits or stockpiles of material. The Contractor must plan the
work and make soil available for sampling in a timely and organized manner so that the
test results can be obtained before the material is installed. The CQA Site Manager must

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document sample locations so that failing areas can be immediately isolated. The CQA
Site Manager will follow standard sampling procedures to obtain representative samples
of the proposed soil materials.

7.3 CQA Monitoring Activities

7.3.1 Vegetation Removal
The CQA Site Manager will monitor and document that vegetation is sufficiently cleared
and grubbed in areas where engineered fill is to be placed. Vegetation removal shall be
performed as described in the Technical Specifications and the Construction Drawings.

7.3.2 Topsoil Removal
The CQA Site Manager will monitor and document that topsoil is sufficiently excavated
in areas where engineered fill is to be placed. Topsoil removal shall be performed as
described in the Technical Specifications and the Construction Drawings.

7.3.3 Engineered Fill
During construction, the CQA Site Manager will monitor engineered fill placement and
compaction to confirm it is consistent with the requirements specified in the Technical
Specifications and the Construction Drawings. The CQA Site Manager will monitor, at
a minimum, that:

 the fill material is free of debris and other undesirable materials and that
particles are no larger than 6-inches in longest dimension;
 the fill is constructed to the lines and grades shown on the Construction
Drawings; and
 fill compaction requirements are met as specified in the Technical
Specifications.

7.3.4 Subgrade Soil
During construction, the CQA Site Manager will monitor the subgrade soil placement
and compaction methods are consistent with the requirements specified in the Technical
Specifications and the Construction Drawings. The CQA Site Manager will monitor, at
a minimum, that:

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 the subgrade soil is free of protrusions larger than 0.7-inches and particles are
to be no larger than 3-inches in longest dimension;
 the subgrade soil is constructed to the lines and grades shown on the
Construction Drawings; and
 compaction requirements are met as specified in the Technical Specifications.
7.3.5 Fine Grading
The CQA Site Manager shall monitor and document that site re-grading performed meets
the requirements of the Technical Specifications and the Construction Drawings. At a
minimum, the CQA Site Manager shall monitor that:
 the subgrade surface is free of sharp rocks, debris, and other undesirable
materials;
 the subgrade surface is smooth and uniform; and
 the subgrade surface meets the lines and grades shown on the Construction
Drawings.

7.3.6 Anchor Trench Construction
During construction, the CQA Site Manager will monitor the anchor trench excavation
and backfill methods are consistent with the requirements specified in the Technical
Specifications and the Construction Drawings. The CQA Site Manager will monitor, at
a minimum, that:

 the anchor trench is free of debris and other undesirable materials;
 the anchor trench is constructed to the lines and grades shown on the
Construction Drawings; and
 compaction requirements are met, through visual observations, as specified in
the Technical Specifications.

7.4 Deficiencies

If a defect is discovered in the earthwork product, the CQA Site Manager will
immediately determine the extent and nature of the defect. If the defect is indicated by
an unsatisfactory test result, the CQA Consultant will determine the extent of the
defective area by additional tests, observations, a review of records, or other means that
the CQA Consultant deems appropriate. If the defect is related to adverse site conditions,

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such as overly wet soils or non-conforming particle sizes, the CQA Site Manager will
define the limits and nature of the defect.

7.4.1 Notification
After evaluating the extent and nature of a defect, the CQA Consultant will notify the
Construction Manager and Contractor and schedule appropriate re-evaluation when the
work deficiency is to be corrected.

7.4.2 Repairs and Re-Testing
The Contractor will correct deficiencies to the satisfaction of the CQA Consultant. If a
project specification criterion cannot be met, or unusual weather conditions hinder work,
then the CQA Consultant will develop and present to the Construction Manager suggested
solutions for his approval.

Re-evaluations by the CQA Site Manager shall continue until it is verified that defects
have been corrected before any additional work is performed by the Contractor in the area
of the deficiency.

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8. DRAINAGE AGGREGATE
8.1 Introduction

This section prescribes the CQA activities to be performed to monitor that drainage
aggregates are constructed in accordance with Construction Drawings and Technical
Specifications. The drainage aggregates construction procedures to be monitored by the
CQA Site Manager include drainage aggregate placement.

8.2 Testing Activities

Aggregate testing will be performed for material qualification and material conformance.
These two stages of testing are defined as follows:

 Material qualification tests are used to evaluate the conformance of a proposed
aggregate source with the Technical Specifications for qualification of the
source prior to construction.
 Aggregate conformance testing is used to evaluate the conformance of a
particular batch of aggregate from a qualified source to the Technical
Specifications prior to installation of the aggregate.

The Contractor will be responsible for submitting material qualification test results to the
Construction Manager and to the CQA Consultant for review. The CQA Laboratory will
perform the conformance testing and CQC testing. Aggregate testing will be conducted
in accordance with the current versions of the corresponding ASTM test procedures. The
test methods indicated in Tables 2A and 2B are those that will be used for this testing
unless the test methods are updated or revised prior to construction. Revisions to the test
methods will be reviewed and approved by the Design Engineer and the CQA Consultant
prior to their usage.

8.2.1 Sample Frequency
The frequency of aggregate testing for material qualification and material conformance
will conform to the minimum frequencies presented in Table 2A. The frequency of
aggregate testing shall conform to the minimum frequencies presented in Table 2B. The
actual frequency of testing required will be increased by the CQA Site Manager, as
necessary, if variability of materials is noted at the site, during adverse conditions, or to
isolate failing areas of the construction.

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8.2.2 Sample Selection
With the exception of qualification samples, sampling locations will be selected by the
CQA Site Manager. Conformance samples will be obtained from borrow pits or
stockpiles of material. The Contractor must plan the work and make aggregate available
for sampling in a timely and organized manner so that the test results can be obtained
before the material is installed. The CQA Site Manager must document sample locations
so that failing areas can be immediately isolated. The CQA Site Manager will follow
standard sampling procedures to obtain representative samples of the proposed aggregate
materials.

8.3 CQA Monitoring Activities

8.3.1 Drainage Aggregate
The CQA Site Manager will monitor and document the installation of the drainage
aggregates. In general, monitoring of the installation of drainage aggregate includes the
following activities:

 reviewing documentation of the material qualification test results provided by
the Contractor;
 sampling and testing for conformance of the materials to the Technical
Specifications;
 documenting that the drainage aggregates are installed using the specified
equipment and procedures;
 documenting that the drainage aggregates are constructed to the lines and
grades shown on the Construction Drawings; and
 monitoring that the construction activities do not cause damage to underlying
geosynthetic materials.

8.4 Deficiencies

If a defect is discovered in the drainage aggregates, the CQA Site Manager will evaluate
the extent and nature of the defect. If the defect is indicated by an unsatisfactory test
result, the CQA Consultant will determine the extent of the deficient area by additional
tests, observations, a review of records, or other means that the CQA Consultant deems
appropriate.

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8.4.1 Notification
After evaluating the extent and nature of a defect, the CQA Consultant will notify the
Construction Manager and Contractor and schedule appropriate re-tests when the work
deficiency is to be corrected.

8.4.2 Repairs and Re-testing
The Contractor will correct the deficiency to the satisfaction of the CQA Consultant. If
a project specification criterion cannot be met, or unusual weather conditions hinder
work, then the CQA Consultant will develop and present to the Construction Manager
suggested solutions for approval.

Re-tests recommended by the CQA Site Manager shall continue until it is verified that
the defect has been corrected before any additional work is performed by the Contractor
in the area of the deficiency. The CQA Site Manager will also verify that installation
requirements are met and that submittals are provided.

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9. POLYVINYL CHLORIDE (PVC) PIPE AND STRIP COMPOSITE
9.1 Material Requirements

PVC pipe, fittings, and strip composite must conform to the requirements of the Technical
Specifications. The CQA Consultant will document that the PVC pipe, fittings, and strip
composite meet those requirements.

9.2 Manufacturer

9.2.1 Submittals
Prior to the installation of PVC pipe and strip composite, the Manufacturer will provide
to the CQA Consultant:

 a properties’ sheet including, at a minimum, all specified properties, measured
using test methods indicated in the Technical Specifications, or equivalent;
and

The CQA Consultant will document that:

 the property values certified by the Manufacturer meet the Technical
Specifications; and
 the measurements of properties by the Manufacturer are properly documented
and that the test methods used are acceptable.

9.3 Handling and Laying

Care will be taken during transportation of the pipe such that it will not be cut, kinked, or
otherwise damaged. Ropes, fabric, or rubber-protected slings and straps will be used
when handling pipes. Chains, cables, or hooks inserted into the pipe ends will not be
used. Two slings spread apart will be used for lifting each length of pipe. Pipe or fittings
will not be dropped onto rocky or unprepared ground.

Pipes will be handled and stored in accordance with the Manufacturer’s recommendation.
The handling of joined pipe will be in such a manner that the pipe is not damaged by
dragging it over sharp and cutting objects. Slings for handling the pipe will not be
positioned at joints. Sections of the pipes with deep cuts and gouges will be removed and
the ends of the pipe rejoined.

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9.4 Perforations

The CQA Site Manager shall monitor and document that the perforations of the PVC pipe
conform to the requirements of the Construction Drawings and the Technical
Specifications.

9.5 Joints

The CQA Monitor shall monitor and document that pipe and fittings are joined by the
methods indicated in the Technical Specifications.

9.6 Strip Composite

The CQA Site Monitor shall monitor and document that the strip composite and sandbags
meet and are installed in accordance with the requirements outlined on the drawings and in
the Technical Specifications.

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10. GEOMEMBRANE
10.1 General

This section discusses and outlines the CQA activities to be performed for high density
polyethylene (HDPE) smooth, textured, and Drain Liner™ geomembrane installation.
The CQA Site Manager will review the Construction Drawings, Technical Specifications,
and any approved Addenda regarding this material.

10.2 Geomembrane Material Conformance

10.2.1 Introduction
The CQA Site Manager will document that the geomembrane delivered to the site meets
the requirements of the Technical Specifications prior to installation. The CQA Site
Manager will:

 review the manufacturer’s submittals for compliance with the Technical
Specifications;
 document the delivery and proper storage of geomembrane rolls; and
 conduct conformance testing of the rolls before the geomembrane is installed.

The following sections describe the CQA activities required to verify the conformance of
geomembrane.

10.2.2 Review of Quality Control
10.2.2.1 Material Properties Certification

The Manufacturer will provide the Construction Manager and the CQA Consultant with
the following:

 property data sheets, including, at a minimum, all specified properties,
measured using test methods indicated in the Technical Specifications, or
equivalent; and
 sampling procedures and results of testing.

The CQA Consultant will document that:

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 the property values certified by the Manufacturer meet all of the requirements
of the Technical Specifications; and
 the measurements of properties by the Manufacturer are properly documented
and that the test methods used are acceptable.

10.2.2.2 Geomembrane Roll MQC Certification

Prior to shipment, the Manufacturer will provide the Construction Manager and the CQA
Consultant with MQC certificates for every roll of geomembrane provided. The MQC
certificates will be signed by a responsible party employed by the Geomembrane
Manufacturer, such as the production manager. The MQC certificates shall include:

 roll numbers and identification; and
 results of MQC tests; as a minimum, results will be given for thickness,
specific gravity, carbon black content, carbon black dispersion, tensile
properties, and puncture resistance evaluated in accordance with the methods
indicated in the Technical Specifications or equivalent methods approved by
the Construction Manager.

The CQA Consultant will document that:

 that MQC certificates have been provided at the specified frequency, and that
the certificates identify the rolls related to the roll represented by the test
results; and
 review the MQC certificates and monitor that the certified roll properties meet
the specifications.

10.2.3 Conformance Testing
The CQA Consultant shall obtain conformance samples (at the manufacturing facility or
site) at the specified frequency and forward them to the Geosynthetics CQA Laboratory
for testing to monitor conformance to both the Technical Specifications and the list of
properties certified by the Manufacturer. The test procedures will be as indicated in
Table 3. Where optional procedures are noted in the test method, the requirements of the
Technical Specifications will prevail.

Samples will be taken across the width of the roll and will not include the first linear
3 feet of material. Unless otherwise specified, samples will be 3 feet long by the roll
width. The CQA Consultant will mark the machine direction on the samples with an

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arrow along with the date and roll number. The required minimum sampling frequencies
are provided in Table 3.

The CQA Consultant will examine results from laboratory conformance testing and will
report any non-conformance to the Construction Manager and the Geosynthetic Installer.
The procedures prescribed in the Technical Specifications will be followed in the event
of a failing conformance test.

10.3 Delivery

10.3.1 Transportation and Handling
The CQA Consultant will document that the transportation and handling does not pose a
risk of damage to the geomembrane.

Upon delivery of the rolls of geomembrane, the CQA Site Manager will document that
the rolls are unloaded and stored on site as required by the Technical Specifications.
Damage caused by unloading will be documented by the CQA Site Manager and the
damaged material shall not be installed.

10.3.2 Storage
The Geosynthetic Installer will be responsible for the storage of the geomembrane on site.
The Contractor will provide storage space in a location (or several locations) such that
onsite transportation and handling are optimized, if possible, to limit potential damage.

The CQA Site Manager will document that storage of the geomembrane provides
adequate protection against sources of damage.

10.4 Geomembrane Installation

10.4.1 Introduction
The CQA Site Manager will document that the geomembrane installation is carried out
in accordance with the Construction Drawings, Technical Specifications, and
Manufacturer’s recommendations.

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10.4.2 Earthwork1
10.4.2.1 Surface Preparation

The CQA Site Manager will document that:

 the prepared subgrade meets the requirements of the Technical Specifications
and has been approved; and
 placement of the overlying materials does not damage, create large wrinkles,
or induce excessive tensile stress in any underlying geosynthetic materials.

The Geosynthetic Installer will certify in writing that the surface on which the
geosynthetics will be installed is acceptable. The Certificate of Acceptance, as presented
in the Technical Specifications, will be signed by the Geosynthetic Installer and given to
the CQA Site Manager prior to commencement of geosynthetics installation in the area
under consideration.

After the subgrade has been accepted by the Geosynthetic Installer, it will be the
Geosynthetic Installer’s responsibility to indicate to the Construction Manager any
change in the subgrade soil condition that may require repair work. If the CQA Site
Manager concurs with the Geosynthetic Installer, then the CQA Site Manager shall
monitor and document that the subgrade soil is repaired before geosynthetic installation
begins.

At any time before and during the geomembrane installation, the CQA Site Manager will
indicate to the Construction Manager locations that may not provide adequate support to
the geomembrane.

10.4.2.2 Geosynthetic Termination

The CQA Site Manager will document that the geosynthetic terminations (Anchor Trench)
have been constructed in accordance with the Construction Drawings. Backfilling above the
terminations will be conducted in accordance with the Technical Specifications.

10.4.3 Geomembrane Placement
10.4.3.1 Panel Identification

1 For Option A, geomembrane will be installed over subgrade; for Option B, geomembrane will be installed
over GCL

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A field panel is the unit area of geomembrane which is to be seamed in the field, i.e., a
field panel is a roll or a portion of roll cut in the field. It will be the responsibility of the
CQA Site Manager to document that each field panel is given an “identification code”
(number or letter-number) consistent with the Panel Layout Drawing. This identification
code will be agreed upon by the Construction Manager, Geosynthetic Installer and CQA
Site Manager. This field panel identification code will be as simple and logical as
possible. Roll numbers established in the manufacturing plant must be traceable to the
field panel identification code.

The CQA Site Manager will establish documentation showing correspondence between
roll numbers and field panel identification codes. The field panel identification code will
be used for all CQA records.

10.4.3.2 Field Panel Placement

Location

The CQA Site Manager will document that field panels are installed at the location
indicated in the Geosynthetic Installer’s Panel Layout Drawing, as approved or modified
by the Construction Manager.

Installation Schedule

Field panels may be installed using one of the following schedules:

 all field panels are placed prior to field seaming in order to protect the
subgrade from erosion by rain;
 field panels are placed one at a time and each field panel is seamed after its
placement (in order to minimize the number of unseamed field panels exposed
to wind); and
 any combination of the above.

If a decision is reached to place all field panels prior to field seaming, it is usually
beneficial to begin at the high point area and proceed toward the low point with “shingle”
overlaps to facilitate drainage in the event of precipitation. It is also usually beneficial to
proceed in the direction of prevailing winds. Accordingly, an early decision regarding
installation scheduling should be made if and only if weather conditions can be predicted
with reasonable certainty. Otherwise, scheduling decisions must be made during

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installation, in accordance with varying conditions. In any event, the Geosynthetic
Installer is fully responsible for the decision made regarding placement procedures.

The CQA Site Manager will evaluate every change in the schedule proposed by the
Geosynthetic Installer and advise the Construction Manager on the acceptability of that
change. The CQA Site Manager will document that the condition of the subgrade soil
has not changed detrimentally during installation.

The CQA Site Manager will record the identification code, location, and date of
installation of each field panel.

Weather Conditions

Geomembrane placement will not proceed unless otherwise authorized when the ambient
temperature is below 32F or above 122F. In addition, wind speeds and direction will
be monitored for potential impact to geosynthetic installation. Geomembrane placement
will not be performed during any precipitation, in the presence of excessive moisture
(e.g., fog, dew), or in an area of ponded water.

The CQA Site Manager will document that the above conditions are fulfilled.
Additionally, the CQA Site Manager will document that the subgrade soil has not been
damaged by weather conditions. The Geosynthetics Installer will inform the
Construction Manager if the above conditions are not fulfilled.

Method of Placement

The CQA Site Manager will document the following:

 equipment used does not damage the geomembrane by handling, trafficking,
excessive heat, leakage of hydrocarbons or other means;
 the surface underlying the geomembrane has not deteriorated since previous
acceptance, and is still acceptable immediately prior to geomembrane
placement;
 geosynthetics are oriented in accordance with the requirements of the
Technical Specifications;
 excessive dust and/or dirt is not within the Drain Liner™ studs which could
result in clogging and/or damage to the adjacent materials;

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 geosynthetic elements immediately underlying the geomembrane are clean
and free of debris;
 personnel working on the geomembrane do not smoke, wear damaging shoes,
or engage in other activities which could damage the geomembrane;
 the method used to unroll the panels does not cause scratches or crimps in the
geomembrane and does not damage the supporting soil;
 the method used to place the panels minimizes wrinkles (especially
differential wrinkles between adjacent panels); and
 adequate temporary loading or anchoring (e.g., sand bags, tires), not likely to
damage the geomembrane, has been placed to prevent uplift by wind (in case
of high winds, continuous loading, e.g., by adjacent sand bags, is
recommended along edges of panels to minimize risk of wind flow under the
panels).

The CQA Site Manager will inform the Construction Manager if the above conditions are
not fulfilled.

Damaged panels or portions of damaged panels that have been rejected will be marked
and their removal from the work area recorded by the CQA Site Manager. Repairs will
be made in accordance with procedures described in Section 9.4.5.

10.4.4 Field Seaming
This section details CQA procedures to document that seams are properly constructed
and tested in accordance with the Manufacturer’s specifications and industry standards.

10.4.4.1 Requirements of Personnel

All personnel performing seaming operations will be qualified by experience or by
successfully passing seaming tests, as outlined in the Technical Specifications. The most
experienced seamer, the “master seamer”, will provide direct supervision over less
experienced seamers.

The Geosynthetic Installer will provide the Construction Manager and the CQA
Consultant with a list of proposed seaming personnel and their experience records. These
documents will be reviewed by the Construction Manager and the Geosynthetics CQA
Consultant.

10.4.4.2 Seaming Equipment and Products

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Approved processes for field seaming are fillet extrusion welding and double-track fusion
welding.

Fillet Extrusion Process

The fillet extrusion-welding apparatus will be equipped with gauges giving the
temperature in the apparatus.

The Geosynthetic Installer will provide documentation regarding the extrusion welding
rod to the CQA Site Manager, and will certify that the extrusion welding rod is compatible
with the Technical Specification, and in any event, is comprised of the same resin as the
geomembrane.

The CQA Site Manager will log apparatus temperatures, ambient temperatures, and
geomembrane surface temperatures at appropriate intervals.

The CQA Site Manager will document that:

 the Geosynthetic Installer maintains, on site, the number of spare operable
seaming apparatus decided at the Pre-construction Meeting;
 equipment used for seaming is not likely to damage the geomembrane;
 the extruder is purged prior to beginning a seam until all heat-degraded
extrudate has been removed from the barrel;
 the electric generator is placed on a smooth base such that no damage occurs
to the geomembrane;
 a smooth insulating plate or fabric is placed beneath the hot welding apparatus
after usage; and
 the geomembrane is protected from damage in heavily trafficked areas.

Fusion Process

The fusion-welding apparatus must be automated vehicular-mounted devices. The
fusion-welding apparatus will be equipped with gauges giving the applicable
temperatures and pressures.

The CQA Site Manager will log ambient, seaming apparatus, and geomembrane surface
temperatures as well as seaming apparatus speeds.

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The CQA Site Manager will also document that:

 the Geosynthetic Installer maintains on site the number of spare operable
seaming apparatus decided at the Pre-construction Meeting;
 equipment used for seaming is not likely to damage the geomembrane;
 for cross seams, the edge of the cross seam is ground to a smooth incline (top
and bottom) prior to welding;
 the electric generator is placed on a smooth cushioning base such that no
damage occurs to the geomembrane from ground pressure or fuel leaks;
 a smooth insulating plate or fabric is placed beneath the hot welding apparatus
after usage; and
 the geomembrane is protected from damage in heavily trafficked areas.

10.4.4.3 Seam Preparation

The CQA Site Manager will document that:

 prior to seaming, the seam area is clean and free of moisture, dust, dirt, debris,
and foreign material;
 horizontal seams are not present on slopes greater than 10H:1V;
 Drain Liner™ studs are removed and grind depth does not exceed 10 percent
of the core geomembrane thickness; and
 seams are aligned with the fewest possible number of wrinkles and
“fishmouths.”

10.4.4.4 Weather Conditions for Seaming

The normally required weather conditions for seaming are as follows unless authorized
in writing by the Design Engineer:

 seaming will only be approved between ambient temperatures of 32°F and
122°F.

If the Geosynthetic Installer wishes to use methods that may allow seaming at ambient
temperatures below 32°F or above 122°F, the Geosynthetic Installer will demonstrate and
certify that such methods produce seams which are entirely equivalent to seams produced

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within acceptable temperature, and that the overall quality of the geomembrane is not
adversely affected.

The CQA Site Manager will document that these seaming conditions are fulfilled and will
advise the Geosynthetics Installer if they are not.

10.4.4.5 Overlapping and Temporary Bonding

The CQA Site Manager will document that:

 the panels of geomembrane have a finished overlap of a minimum of 3 inches
for both extrusion and fusion welding;
 no solvent or adhesive bonding materials are used; and
 the procedures utilized to temporarily bond adjacent panels together does not
damage the geomembrane.

The CQA Site Manager will log appropriate temperatures and conditions, and will log
and report non-compliances to the Construction Manager.

10.4.4.6 Trial Seams

Trial seams shall be prepared with the procedures and dimensions as indicated in the
Technical Specifications. The CQA Site Manager will observe trial seam procedures and
will document the results of trial seams on trial seam logs. Each trial seam samples will
be assigned a number. The CQA Site Manager, will log the date, time, machine
temperature(s), seaming unit identification, name of the seamer, and pass or fail
description for each trial seam sample tested.

Separate trial seaming logs shall be maintained for fusion welded and extrusion welded
trial seams.

10.4.4.7 General Seaming Procedure

Unless otherwise specified, the general production seaming procedure used by the
Geosynthetic Installer will be as follows:

 fusion-welded seams are continuous, commencing at one end to the seam and
ending at the opposite end;
 cleaning, overlap, and shingling requirements shall be maintained;

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 if seaming operations are carried out at night, adequate illumination will be
provided at the Geosynthetic Installer’s expense; and
 seaming will extend to the outside edge of panels to be placed in the anchor
trench.

The CQA Site Manager shall document geomembrane seaming operations on seaming
logs. Seaming logs shall include, at a minimum:

 seam identifications (typically associated with panels being joined);
 seam starting time and date;
 seam ending time and date;
 seam length;
 identification of person performing seam; and
 identification of seaming equipment.

Separate logs shall be maintained for fusion and extrusion welded seams. In addition, the
CQA Site Manager shall monitor during seaming that:

 fusion-welded seams are continuous, commencing at one end of the seam and
ending at the opposite end; and
 cleaning, overlap, and shingling requirements are maintained.

10.4.4.8 Nondestructive Seam Continuity Testing

Concept

The Geosynthetic Installer will non-destructively test field seams over their length using
a vacuum test unit, air pressure test (for double fusion seams only), or other method
approved by the Construction Manager. The purpose of nondestructive tests is to check
the continuity of seams. It does not provide information on seam strength. Continuity
testing will be carried out as the seaming work progresses, not at the completion of field
seaming.

The CQA Site Manager will:

 observe continuity testing;

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 record location, date, name of person conducting the test, and the results of
tests; and
 inform the Geosynthetic Installer of required repairs.

The Geosynthetic Installer will complete any required repairs in accordance with
Section 10.4.5.

The CQA Site Manager will:

 observe the repair and re-testing of the repair;
 mark on the geomembrane that the repair has been made; and
 document the results.

The following procedures will apply to locations where seams cannot be non-
destructively tested:

All such seams will be cap-stripped with the same geomembrane.

 If the seam is accessible to testing equipment prior to final installation, the
seam will be non-destructively tested prior to final installation.
 If the seam cannot be tested prior to final installation, the seaming and cap-
stripping operations will be observed by the CQA Site Manager and
Geosynthetic Installer for uniformity and completeness.

The seam number, date of observation, name of tester, and outcome of the test or
observation will be recorded by the CQA Site Manager.

Vacuum Testing

Vacuum testing shall be performed utilizing the equipment and procedures specified in
the Technical Specifications. The CQA Site Manager shall observe the vacuum testing
procedures and document that they are performed in accordance with the Technical
Specifications. The result of vacuum testing shall be recorded on the CQA seaming logs.
Results shall include, at a minimum, the personnel performing the vacuum test and the
result of the test (pass or fail), and the test date. Seams failing the vacuum test shall be
repaired in accordance with the procedures listed in the Technical Specifications. The
CQA Site Manager shall document seam repairs in the seaming logs.

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Air Pressure Testing

Air channel pressure testing shall be performed on double-track seams created with a
fusion welding device, utilizing the equipment and procedures specified in the Technical
Specifications. The CQA Site Manager shall observe the air pressure testing procedures
and document that they are performed in accordance with the Technical Specifications.
The result of air channel pressure testing shall be recorded on the CQA seaming logs.
Results shall include, at a minimum, personnel performing the air pressure test, the
starting air pressure and time, the final air pressure and time, the drop in psi during the
test, and the result of the test (pass or fail). Seams failing the air pressure test shall be
repaired in accordance with the procedures listed in the Technical Specifications. The
CQA Site Manager shall document seam repairs in the seaming logs.

10.4.4.9 Destructive Testing

Concept

Destructive seam testing will be performed on site and at the independent CQA laboratory
in accordance with the Construction Drawings and the Technical Specifications.
Destructive seam tests will be performed at selected locations. The purpose of these tests
is to evaluate seam strength. Seam strength testing will be done as the seaming work
progresses, not at the completion of all field seaming.

Location and Frequency

The CQA Site Manager will select locations where seam samples will be cut out for
laboratory testing. Those locations will be established as follows.

 The frequency of geomembrane seam testing is a minimum of one destructive
sample per 500 feet of weld. If after a total of 50 samples have been tested
and no more than one sample has failed, the frequency can be increased to one
per 1,000 feet.
 A minimum of one test per seaming machine over the duration of the project.
 Additional test locations may be selected during seaming at the CQA Site
Manager’s discretion. Selection of such locations may be prompted by
suspicion of excess crystallinity, contamination, offset welds, or any other
potential cause of imperfect welding.

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The Geosynthetic Installer will not be informed in advance of the locations where the
seam samples will be taken.

Sampling Procedure

Samples will be marked by the CQA Site Manager following the procedures listed in the
Technical Specifications. Preliminary samples will be taken from either side of the
marked sample and tested before obtaining the full sample per the requirements of the
Technical Specifications. Samples shall be obtained by the Geosynthetic Installer.
Samples shall be obtained as the seaming progresses in order to have laboratory test
results before the geomembrane is covered by another material. The CQA Site Manager
will:

 observe sample cutting and monitor that corners are rounded;
 assign a number to each sample, and mark it accordingly;
 record sample location on the Panel Layout Drawing; and
 record reason for taking the sample at this location (e.g., statistical routine,
suspicious feature of the geomembrane).

Holes in the geomembrane resulting from destructive seam sampling will be immediately
repaired in accordance with repair procedures described in Section 10.4.5. The continuity
of the new seams in the repaired area will be tested in accordance with Section 10.4.4.8.

Size and Distribution of Samples

The destructive sample will be 12 inches (0.3 meters) wide by 42 inches (1.1 meters) long
with the seam centered lengthwise. The sample will be cut into three parts and distributed
as follows:

 one portion, measuring 12 inches by 12 inches (30 centimeters (cm) by
30 cm), to the Geosynthetic Installer for field testing;
 one portion, measuring 12 inches by 18 inches (30 cm by 45 cm), for CQA
Laboratory testing; and
 one portion, measuring 12 inches by 12 inches (30 cm by 30 cm), to the
Construction Manager for archive storage.

Final evaluation of the destructive sample sizes and distribution will be made at the Pre-
Construction Meeting.

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Field Testing

Field testing will be performed by the Geosynthetic Installer using a gauged tensiometer.
Prior to field testing the Geosynthetic Installer shall submit a calibration certificate for
gauge tensiometer to the CQA Consultant for review. Calibration must have been
performed within one year of use on the current project. The destructive sample shall be
tested according to the requirements of the Technical Specifications. The specimens shall
not fail in the seam and shall meet the strength requirements outlined in the Technical
Specifications. If any field test specimen fails, then the procedures outlined in Procedures
for Destructive Test Failures of this section will be followed.

The CQA Site Manager will witness field tests and mark samples and portions with their
number. The CQA Site Manager will also document the date and time, ambient
temperature, number of seaming unit, name of seamer, welding apparatus temperatures
and pressures, and pass or fail description.

CQA Laboratory Testing

Destructive test samples will be packaged and shipped, if necessary, under the
responsibility of the CQA Site Manager in a manner that will not damage the test sample.
The Construction Manager will be responsible for storing the archive samples. This
procedure will be outlined at the Pre-construction Meeting. Samples will be tested by the
CQA Laboratory. The CQA Laboratory will be selected by the CQA Consultant with the
concurrence of the Design Engineer.

Testing will include “Bonded Seam Strength” and “Peel Adhesion.” The minimum
acceptable values to be obtained in these tests are given in the Technical Specifications.
At least five specimens will be tested for each test method. Specimens will be selected
alternately, by test, from the samples (i.e., peel, shear, peel, shear, and so on). A passing
test will meet the minimum required values in at least four out of five specimens.

The CQA Laboratory will provide test results no more than 24 hours after they receive
the samples. The CQA Consultant will review laboratory test results as soon as they
become available, and make appropriate recommendations to the Construction Manager.

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Geosynthetic Installer’s Laboratory Testing

The Geosynthetic Installer’s laboratory test results will be presented to the Construction
Manager and the CQA Consultant for comments.

Procedures for Destructive Test Failure

The following procedures will apply whenever a sample fails a destructive test, whether
that test conducted by the CQA Laboratory, the Geosynthetic Installer’s laboratory, or by
gauged tensiometer in the field. The Geosynthetic Installer has two options:

 The Geosynthetic Installer can reconstruct the seam between two passed test
locations.
 The Geosynthetic Installer can trace the welding path to an intermediate
location at 10 feet (3 meters) minimum from the point of the failed test in each
direction and take a small sample for an additional field test at each location.
If these additional samples pass the test, then full laboratory samples are taken.
If these laboratory samples pass the tests, then the seam is reconstructed
between these locations. If either sample fails, then the process is repeated to
establish the zone in which the seam should be reconstructed.

Acceptable seams must be bounded by two locations from which samples passing
laboratory destructive tests have been taken. Repairs will be made in accordance with
Section 10.4.5.

The CQA Site Manager will document actions taken in conjunction with destructive test
failures.

10.4.5 Defects and Repairs
This section prescribes CQA activities to document that defects, tears, rips, punctures,
damage, or failing seams shall be repaired.

10.4.5.1 Identification

Seams and non-seam areas of the geomembrane shall be examined by the CQA Site
Manager for identification of defects, holes, blisters, undispersed raw materials and signs
of contamination by foreign matter. Because light reflected by the geomembrane helps
to detect defects, the surface of the geomembrane shall be clean at the time of
examination.

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10.4.5.2 Evaluation

Potentially flawed locations, both in seam and non-seam areas, shall be non-destructively
tested using the methods described in Section 10.4.4.8 as appropriate. Each location that
fails the nondestructive testing will be marked by the CQA Site Manager and repaired by
the Geosynthetic Installer. Work will not proceed with any materials that will cover
locations which have been repaired until laboratory test results with passing values are
available.

10.4.5.3 Repair Procedures

Portions of the geomembrane exhibiting a flaw, or failing a destructive or nondestructive
test, will be repaired. Several procedures exist for the repair of these areas. The final
decision as to the appropriate repair procedure will be at the discretion of the CQA
Consultant with input from the Construction Manager and Geosynthetic Installer. The
procedures available include:

 patching, used to repair large holes, tears, undispersed raw materials, and
contamination by foreign matter;
 grinding and re-welding, used to repair small sections of extruded seams;
 spot welding or seaming, used to repair small tears, pinholes, or other minor,
localized flaws;
 capping, used to repair large lengths of failed seams; and
 removing a bad seam and replacing with a strip of new material welded into
place (used with large lengths of fusion seams).

In addition, the following provisions will be satisfied:

 surfaces of the geomembrane which are to be repaired will be abraded no more
than 20 minutes prior to the repair;
 surfaces must be clean and dry at the time of the repair;
 all seaming equipment used in repairing procedures must be approved;
 the repair procedures, materials, and techniques will be approved in advance
by the CQA Consultant with input from the Design Engineer and Geosynthetic
Installer;

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 patches or caps will extend at least 6 inches (150 millimeters (mm)) beyond
the edge of the defect, and all corners of patches will be rounded with a radius
of at least 3 inches (75 mm);
 cuts and holes to be patched shall have rounded corners; and
 the geomembrane below large caps should be appropriately cut to avoid water
or gas collection between the two sheets.

10.4.5.4 Verification of Repairs

The CQA Site Manager shall monitor and document repairs. Records of repairs shall be
maintained on repair logs. Repair logs shall include, at a minimum:

 panel containing repair and approximate location on panel;
 approximate dimensions of repair;
 repair type, i.e. fusion weld or extrusion weld
 date of repair;
 seamer making the repair; and
 results of repair non-destructive testing (pass or fail).

Each repair will be non-destructively tested using the methods described herein, as
appropriate. Repairs that pass the non-destructive test will be taken as an indication of
an adequate repair. Large caps may be of sufficient extent to require destructive test
sampling, per the requirements of the Technical Specifications. Failed tests shall be
redone and re-tested until passing test results are observed.

10.4.5.5 Large Wrinkles

When seaming of the geomembrane is completed (or when seaming of a large area of the
geomembrane liner is completed) and prior to placing overlying materials, the CQA Site
Manager will observe the geomembrane wrinkles. The CQA Site Manager will indicate
to the Geosynthetic Installer which wrinkles should be cut and re-seamed. The seam thus
produced will be tested like any other seam.

10.4.6 Lining System Acceptance
The Geosynthetic Installer and the Manufacturer(s) will retain all responsibility for the
geosynthetic materials in the liner system until acceptance by the Construction Manager.

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The geosynthetic liner system will be accepted by the Construction Manager when:

 the installation is finished;
 verification of the adequacy of all seams and repairs, including associated
testing, is complete;
 all documentation of installation is completed including the CQA Engineer’s
acceptance report and appropriate warranties; and
 CQA report, including “as built” drawing(s), sealed by a registered
professional engineer has been received by the Construction Manager.

The CQA Site Manager will document that installation proceeded in accordance with the
Technical Specifications for the project.

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11. GEOTEXTILE
11.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the
geotextile installation. The CQA Consultant will review the Construction Drawings, and
the Technical Specifications, and any approved addenda or changes.

11.2 Manufacturing

The Manufacturer will provide the Construction Manager with a list of guaranteed
“minimum average roll value” properties (defined as the mean less two standard
deviations), for each type of geotextile to be delivered. The Manufacturer will also
provide the Construction Manager with a written quality control certification signed by a
responsible party employed by the Manufacturer that the materials actually delivered
have property “minimum average roll values” which meet or exceed all property values
guaranteed for that type of geotextile.

The quality control certificates will include:

 roll identification numbers; and
 results of MQC testing.

The Manufacturer will provide, as a minimum, test results for the following:

 mass per unit area;
 grab strength;
 tear strength;
 puncture strength;
 permittivity; and
 apparent opening size.

MQC tests shall be performed at the frequency listed in the Technical Specifications.
CQA tests on geotextile produced for the project shall be performed according to the test
methods specified and frequencies presented in Table 4.

The CQA Consultant will examine Manufacturer certifications to evaluate that the
property values listed on the certifications meet or exceed those specified for the

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particular type of geotextile and the measurements of properties by the Manufacturer are
properly documented, test methods acceptable and the certificates have been provided at
the specified frequency properly identifying the rolls related to testing. Deviations will
be reported to the Construction Manager.

11.3 Labeling

The Manufacturer will identify all rolls of geotextile with the following:

 manufacturer’s name;
 product identification;
 lot number;
 roll number; and
 roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

11.4 Shipment and Storage

During shipment and storage, the geotextile will be protected from ultraviolet light
exposure, precipitation or other inundation, mud, dirt, dust, puncture, cutting, or any other
damaging or deleterious conditions. To that effect, geotextile rolls will be shipped and
stored in relatively opaque and watertight wrappings.

Protective wrappings will be removed less than one hour prior to unrolling the geotextile.
After the wrapping has been removed, a nonwoven geotextile will not be exposed to
sunlight for more than 15 days, except for UV protection geotextile, unless otherwise
specified and guaranteed by the Manufacturer.

The CQA Site Manager will observe rolls upon delivery at the site and deviation from the
above requirements will be reported to the Geosynthetic Installer.

11.5 Conformance Testing

11.5.1 Tests
The CQA Consultant will sample the geotextile either during production at the
manufacturing facility or after delivery to the construction site. The samples will be

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forwarded to the Geosynthetics CQA Laboratory for testing to assess conformance with
the Technical Specifications. The test methods and minimum testing frequencies are
indicated in Table 4.

11.5.2 Sampling Procedures
Samples will be taken across the width of the roll and will not include the first 3 feet.
Unless otherwise specified, samples will be 3 feet long by the roll width. The CQA
Consultant will mark the machine direction on the samples with an arrow.

Unless otherwise specified, samples will be taken at a rate as indicated in Table 4 for
geotextiles.

11.5.3 Test Results
The CQA Consultant will examine results from laboratory conformance testing and will
report non-conformance with the Technical Specifications and this CQA Plan to the
Construction Manager.

11.5.4 Conformance Sample Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

 The Manufacturer will replace every roll of geotextile that is in
nonconformance with the Technical Specifications with a roll(s) that meets
Technical Specifications; or
 The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical Specifications.
If either of these samples fail, the numerically closest rolls on the side of the
failed sample will be tested by the CQA Laboratory. These samples must
conform to the Technical Specifications. If any of these samples fail, every
roll of geotextile on site from this lot and every subsequently delivered roll
that is from the same lot must be tested by the CQA Laboratory for
conformance to the Technical Specifications. This additional conformance
testing will be at the expense of the Manufacturer.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

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11.6 Handling and Placement

The Geosynthetic Installer will handle all geotextiles in such a manner as to document
they are not damaged in any way, and the following will be complied with:

 In the presence of wind, all geotextiles will be weighted with sandbags or the
equivalent. Such sandbags will be installed during placement and will remain
until replaced with earth cover material.
 Geotextiles will be cut using an approved geotextile cutter only. If in place,
special care must be taken to protect other materials from damage, which
could be caused by the cutting of the geotextiles.
 The Geosynthetic Installer will take all necessary precautions to prevent
damage to underlying layers during placement of the geotextile.
 During placement of geotextiles, care will be taken not to entrap in the
geotextile stones, excessive dust, or moisture that could damage the geotextile,
generate clogging of drains or filters, or hamper subsequent seaming.
 A visual examination of the geotextile will be carried out over the entire
surface, after installation, to document that no potentially harmful foreign
objects, such as needles, are present.

The CQA Site Manager will note non-compliance and report it to the Construction
Manager.

11.7 Seams and Overlaps

Geotextiles will be continuously sewn. No horizontal seams will be allowed on side
slopes (i.e. seams will be along, not across, the slope), except as part of a patch.

Seams will be sewn using polymeric thread with chemical and ultraviolet resistance
properties equal to or exceeding those of the geotextile.

11.8 Repair

Holes or tears in the geotextile will be repaired as follows:

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 On slopes: A patch made from the same geotextile will be double seamed into
place. Should a tear exceed 10 percent of the width of the roll, that roll will
be removed from the slope and replaced.
 Non-slopes: A patch made from the same geotextile will be spot-seamed in
place with a minimum of 6 inches (0.60 meters) overlap in all directions.

Care will be taken to remove any soil or other material that may have penetrated the torn
geotextile.

The CQA Site Manager will observe any repair, note any non-compliance with the above
requirements and report them to the Construction Manager.

11.9 Placement of Soil or Aggregate Materials

The Contractor will place all soil or aggregate materials located on top of a geotextile, in
such a manner as to document:

 no damage of the geotextile;
 minimal slippage of the geotextile on underlying layers; and
 no excess tensile stresses in the geotextile.

Non-compliance will be noted by the CQA Site Manager and reported to the Construction
Manager.

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12. GEOSYNTHETIC CLAY LINER (GCL)
12.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the GCL
installation. The CQA Consultant will review the Construction Drawings, Technical
Specifications, and approved addenda or changes.

12.2 Manufacturing

The Manufacturer will provide the Construction Manager with a list of guaranteed
“minimum average roll value” properties (defined as the mean less two standard
deviations), for the GCL to be delivered. The Manufacturer will also provide the
Construction Manager with a written quality control certification signed by a responsible
party employed by the Manufacturer that the materials actually delivered have property
“minimum average roll values” which meet or exceed all property values guaranteed for
that GCL.

The quality control certificates will include:

 roll identification numbers; and
 results of quality control testing.

The Manufacturer will provide, as a minimum, test results for the following:

 mass per unit area (bentonite content); and
 index flux.

Quality control tests must be performed, in accordance with the test methods specified in
Table 5, on GCL produced for the project.

The CQA Consultant will examine Manufacturer certifications to verify that the property
values listed on the certifications meet or exceed those specified for the GCL and the
measurements of properties by the Manufacturer are properly documented, test methods
acceptable and the certificates have been provided at the specified frequency properly
identifying the rolls related to testing. Deviations will be reported to the Construction
Manager.

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12.3 Labeling

The Manufacturer will identify all rolls of GCL with the following:

 manufacturer’s name;
 product identification;
 lot number;
 roll number; and
 roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

12.4 Shipment and Storage

During shipment and storage, the GCL will be protected from ultraviolet light exposure,
precipitation or other inundation, mud, dirt, dust, puncture, and cutting or any other
damaging or deleterious conditions. To that effect, GCL rolls will be shipped and stored
in relatively opaque and watertight wrappings.

The CQA Site Manager will observe rolls upon delivery at the site and any deviation from
the above requirements will be reported to the Construction Manager.

12.5 Conformance Testing

12.5.1 Tests
The CQA Consultant will sample the GCL either during production at the manufacturing
facility or after delivery to the construction site. The samples will be forwarded to the
Geosynthetics CQA Laboratory for testing to assess conformance with the Technical
Specifications. The test methods and minimum testing frequencies are indicated in
Table 5.

Samples will be taken across the width of the roll and will not include the first 3 ft if the
sample is cut on site. Unless otherwise specified, samples will be 3 ft long by the roll
width. The CQA Consultant will mark the machine direction with an arrow and the
manufacturer's roll number on each sample.

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During GCL installation, the CQA Site Manager will deploy a small container to collect
water as it is being applied to the surface of the GCL. The depth of water within the
container will be measured and compared to the requirements outlined in the Technical
Specifications. In addition, the CQA Site Manager will collect 6 inch square samples of
the hydrated GCL for testing of moisture content. Samples will be collected once the
overlying secondary geomembrane is in place and taken from within a destructive sample
location. The test methods and minimum testing frequencies are indicated in Table 5.

The CQA Site Manager will examine results from laboratory conformance testing and
will report non-conformance to the Construction Manager.

12.5.2 Conformance Sample Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

 The Manufacturer will replace every roll of GCL that is in nonconformance
with the Technical Specifications with a roll(s) that meets Technical
Specifications; or
 The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical Specifications.
If either of these samples fail, the numerically closest rolls on the side of the
failed sample will be tested by the CQA Laboratory. These samples must
conform to the Technical Specifications. If any of these samples fail, every
roll of GCL on site from this lot and every subsequently delivered roll that is
from the same lot must be tested by the CQA Laboratory for conformance to
the Technical Specifications. This additional conformance testing will be at
the expense of the Manufacturer.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

12.6 GCL Delivery and Storage

Upon delivery to the site, the CQA Site Manager will check the GCL rolls for defects
(e.g., tears, holes) and for damage. The CQA Site Manager will report to the Construction
Manager and the Geosynthetics Installer:

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 any rolls, or portions thereof, which should be rejected and removed from the
site because they have severe flaws; and
 any rolls which include minor repairable flaws.

The GCL rolls delivered to the site will be checked by the CQA Site Manager to document
that the roll numbers correspond to those on the approved Manufacturer's quality control
certificate of compliance.

12.6.1 Earthwork2
12.6.1.1 Surface Preparation

The CQA Site Manager will document that:

 the prepared subgrade meets the requirements of the Technical Specifications
and has been approved; and
 placement of the overlying materials does not damage, create large wrinkles,
or induce excessive tensile stress in any underlying geosynthetic materials.

The Geosynthetic Installer will certify in writing that the surface on which the
geosynthetics will be installed is acceptable. The Certificate of Acceptance, as presented
in the Technical Specifications, will be signed by the Geosynthetic Installer and given to
the CQA Site Manager prior to commencement of geosynthetics installation in the area
under consideration.

After the subgrade has been accepted by the Geosynthetic Installer, it will be the
Geosynthetic Installer’s responsibility to indicate to the Construction Manager any
change in the subgrade soil condition that may require repair work. If the CQA Site
Manager concurs with the Geosynthetic Installer, then the CQA Site Manager shall
monitor and document that the subgrade soil is repaired before geosynthetic installation
begins.

At any time before and during the geomembrane installation, the CQA Site Manager will
indicate to the Construction Manager locations that may not provide adequate support to
the geomembrane.

12.7 GCL Installation

2 For Option A, geomembrane will be installed over subgrade and no GCL will be installed; for Option B,
GCL will be installed over subgrade

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The CQA Site Manager will monitor and document that the GCL is installed in
accordance with the Drawings and the Technical Specifications. The Geosynthetics
Installer shall provide the CQA Site Manager a certificate of subgrade acceptance prior
to the installation of the GCL as outlined in the Technical Specifications. The GCL
installation activities to be monitored and documented by the CQA Site Manager include:

 monitoring that the GCL rolls are stored and handled in a manner
which does not result in any damage to the GCL;
 monitoring that the GCL is not exposed to UV radiation for extended
periods of time without prior approval;
 monitoring that the GCL are seamed in accordance with the Technical
Specifications and the Manufacturer's recommendations;
 monitoring and documenting that the GCL is installed on an approved
subgrade, free of debris, protrusions, or uneven surfaces;
 monitoring that the subgrade surface is moist to within a minimum of
1 inch from the subgrade surface;
 monitoring that the GCL is hydrated prior to installation of the
overlying geomembrane; and
 monitoring that any damage to the GCL is repaired as outlined in the
Technical Specifications.

The CQA Site Manager will note non-compliance and report it to the Construction
Manager.

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13. GEONET
13.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the geonet
installation. The CQA Consultant will review the Construction Drawings, Technical
Specifications, and any approved addenda or changes.

13.2 Manufacturing

The Manufacturer will provide the CQA Consultant with a list of certified “minimum
average roll value” properties for the type of geonet to be delivered. The Manufacturer
will also provide the CQA Consultant with a written certification signed by a responsible
representative of the Manufacturer that the geonet actually delivered have “minimum
average roll values” properties which meet or exceed all certified property values for that
type of geonet.

The CQA Consultant will examine the Manufacturers’ certifications to document that the
property values listed on the certifications meet or exceed those specified for the
particular type of geonet. Deviations will be reported to the Construction Manager.

13.3 Labeling

The Manufacturer will identify all rolls of geonet with the following:

 Manufacturer’s name;
 product identification;
 lot number;
 roll number; and
 roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

13.4 Shipment and Storage

During shipment and storage, the geonet will be protected from mud, dirt, dust, puncture,
cutting or any other damaging or deleterious conditions. The CQA Site Manager will

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observe rolls upon delivery to the site and deviation from the above requirements will be
reported to the Construction Manager. Damaged rolls will be rejected and replaced.

The CQA Site Manager will observe that geonet is free of dirt and dust just before
installation. The CQA Site Manager will report the outcome of this observation to the
Construction Manager, and if the geonet is judged dirty or dusty, they will be cleaned by
the Geosynthetic Installer prior to installation.

13.5 Conformance Testing

13.5.1 Tests
The geonet material will be tested for transmissivity (ASTM D 4716) and for thickness
(ASTM D 5199) at the frequencies presented in Table 6.

13.5.2 Sampling Procedures
The CQA Consultant will sample the geonet either during production at the
manufacturing facility or after delivery to the construction site. The samples will be
forwarded to the Geosynthetics CQA Laboratory for testing to assess conformance with
the Technical Specifications.

Samples will be taken across the width of the roll and will not include the first
3 linear feet. Unless otherwise specified, samples will be 3 feet long by the roll width.
The CQA Consultant will mark the machine direction on the samples with an arrow.

13.5.3 Test Results
The CQA Consultant will examine results from laboratory conformance testing and
compare results to the Technical Specifications. The criteria used to evaluate
acceptability are presented in the Technical Specifications. The CQA Consultant will
report any nonconformance to the Construction Manager.

13.5.4 Conformance Test Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

 The Manufacturer will replace every roll of geonet that is in nonconformance
with the Technical Specifications with a roll that meets specifications; or

SC0634.CQAPlan5A.d.20170822 61 June 2018

 The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical Specifications.
If either of these samples fail, the numerically closest rolls on the side of the
failed sample that is not tested, will be tested by the CQA Laboratory. These
samples must conform to the Technical Specifications. If any of these samples
fail, every roll of geonet on site from this lot and every subsequently delivered
roll that is from the same lot must be tested by the CQA Laboratory for
conformance to the Technical Specifications.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

13.6 Handling and Placement

The Geosynthetic Installer will handle all geonet in such a manner as to document they
are not damaged in any way. The Geosynthetic Installer will comply with the following:

 If in place, special care must be taken to protect other materials from damage,
which could be caused by the cutting of the geonet.
 The Geosynthetic Installer will take any necessary precautions to prevent
damage to underlying layers during placement of the geonet.
 During placement of geonet, care will be taken to prevent entrapment of dirt
or excessive dust that could cause clogging of the drainage system, or stones
that could damage the adjacent geomembrane. If dirt or excessive dust is
entrapped in the geonet, it should be cleaned prior to placement of the next
material on top of it. In this regard, care should be taken with the handling or
sandbags, to prevent rupture or damage of the sandbag.
 A visual examination of the geonet will be carried out over the entire surface,
after installation to document that no potentially harmful foreign objects are
present.

The CQA Site Manager will note noncompliance and report it to the Construction
Manager.

SC0634.CQAPlan5A.d.20170822 62 June 2018

13.7 Geonet Seams and Overlaps

Adjacent geonet panels will be joined in accordance with Construction Drawings and
Technical Specifications. As a minimum, the adjacent rolls will be overlapped by at least
4 inches and secured by tying, in accordance with the Technical Specifications.

The CQA Site Manager will note any noncompliance and report it to the Construction
Manager.

13.8 Repair

Holes or tears in the geonet will be repaired by placing a patch extending 2 feet beyond
edges of the hole or tear. The patch will be secured by tying with approved tying devices
every 6 inches If the hole or tear width across the roll is more than 50 percent of the
width of the roll, the damaged area will be cut out and the two portions of the geonet will
be joined in accordance with Section 13.7.

The CQA Site Manager will observe repairs, note non-compliances with the above
requirements and report them to the Construction Manager.

SC0634.CQAPlan5A.d.20170822 63 June 2018

14. CONCRETE SPILLWAY
14.1 Introduction

This section prescribes the CQA activities to be performed to monitor that the concrete
spillway is constructed in accordance with Construction Drawings and Technical
Specifications. The concrete spillway construction procedures to be monitored by the
CQA Site Manager, if required, shall include:

 subgrade preparation;
 liner system and cushion geotextile installation;
 welded wire reinforcement installation; and
 concrete placement and finishing.

14.2 CQA Monitoring Activities

14.2.1 Subgrade Preparation
The CQA Site Manager will monitor and document that the subgrade is prepared in
accordance with the Technical Specifications and the Construction Drawings.

14.2.2 Liner System and Cushion Geotextile Installation
The CQA Site Manager shall monitor and document that the liner system components,
along with the anchor trench and cushion geotextile, are installed in accordance with the
requirements of the Technical Specifications and the Construction Drawings.

14.2.3 Welded Wire Reinforcement Installation
The CQA Site Manager shall monitor and document that the welded wire fabric
reinforcement is installed in accordance with the requirements of the Technical
Specifications and the Construction Drawings.

14.2.4 Concrete Installation
The CQA Site Manager shall test, monitor, and document that the concrete is installed in
accordance with the requirements of the Technical Specifications and the Construction
Drawings. At a minimum, the CQA Site Manager shall review the concrete tickets prior

SC0634.CQAPlan5A.d.20170822 64 June 2018

to installing the concrete to monitor that the concrete meets the requirements outlined in
the Technical Specifications.

14.2.5 Conformance Testing
The Contractor shall facilitate the CQA Site Manager in the collection of samples
required for testing. Compression test specimens shall be prepared by the CQA Site
Manager by the following method:

 compression test cylinders from fresh concrete in accordance with ASTM C
172 and C 31.

Compression testing shall be completed on one cylinder at 7 days, one cylinder at 14
days, and two (2) cylinders at the 28 day strength. The CQA Consultant will examine
results from laboratory conformance testing and will report any non-conformance with
the requirements outlined in the Technical Specifications to the Construction Manager.

14.3 Deficiencies

If a defect is discovered in the concrete spillway, the CQA Site Manager will immediately
determine the extent and nature of the defect. The CQA Site Manager will determine the
extent of the defective area by additional observations, a review of records, or other means
that the CQA Site Manager deems appropriate.

14.3.1 Notification
After evaluating the extent and nature of a defect, the CQA Site Manager will notify the
Construction Manager and Contractor and schedule appropriate re-evaluation when the
work deficiency is to be corrected.

14.3.2 Repairs
The Contractor will correct deficiencies to the satisfaction of the CQA Consultant. If a
project specification criterion cannot be met, or unusual weather conditions hinder work,
then the CQA Consultant will develop and present to the Construction Manager suggested
solutions for his approval.

Re-evaluations by the CQA Site Manager shall continue until the defects have been
corrected before any additional work is performed by the Contractor in the area of the
deficiency.

SC0634.CQAPlan5A.d.20170822 65 June 2018

15. SURVEYING
15.1 Survey Control

Survey control will be performed by the Surveyor as needed. A permanent benchmark
will be established for the site(s) in a location convenient for daily tie--in. The vertical
and horizontal control for this benchmark will be established within normal land
surveying standards.

15.2 Precision and Accuracy

A wide variety of survey equipment is available for the surveying requirements for these
projects. The survey instruments used for this work should be sufficiently precise and
accurate to meet the needs of the projects.

15.3 Lines and Grades

The following structures will be surveyed to verify and document the lines and grades
achieved during construction of the Project:

 geomembrane terminations; and
 centerlines of pipes.

15.4 Frequency and Spacing

A line of survey points no further than 100 feet apart must be taken at the top of pipes or
other appurtenances to the liner.

15.5 Documentation

Field survey notes should be retained by the Land Surveyor. The findings from the field
surveys should be documented on a set of Survey Record Drawings, which shall be
provided to the Construction Manager in AutoCAD format or other suitable format as
directed by the Construction Manager.

SC0634.CQAPlan5A.d.20170822 66 June 2018

TABLE 1A

TEST PROCEDURES FOR THE EVALUATION OF EARTHWORK

TEST METHOD DESCRIPTION TEST STANDARD
Sieve Analysis Particle Size Distribution ASTM D 422
Modified Proctor Moisture Density Relationship ASTM D 1557

TABLE 1B

MINIMUM EARTHWORK TESTING FREQUENCIES

TEST TEST METHOD FILL
Sieve Analysis ASTM D 422 1 per 20,000 CY or 1 per
material type
Modified Proctor ASTM D 1557 1 per 20,000 CY or 1 per
material type
Nuclear Densometer – In-
situ Moisture/Density
ASTM D 6938 1 per 500 yd3

SC0634.CQAPlan5A.d.20170822 67 June 2018

TABLE 2A

TEST PROCEDURES FOR THE EVALUATION OF AGGREGATE

TEST METHOD DESCRIPTION TEST STANDARD
Sieve Analysis Particle Size Distribution of
Fine and Coarse Aggregates
ASTM C 136
Hydraulic Conductivity
(Rigid Wall Permeameter)
Permeability of Aggregates ASTM D 2434
Insoluable Residue Insoluable Residue in
Carbonate Aggregates
ASTM D 3042

TABLE 2B

MINIMUM AGGREGATE TESTING FREQUENCIES FOR
CONFORMANCE TESTING

TEST TEST METHOD DRAINAGE AGGREGATE
Sieve Analysis ASTM C 136 1 per project
Hydraulic Conductivity ASTM D 2434 1 per project
Insoluable Residue Insoluable Residue in
Carbonate Aggregates 1 per project

SC0634.CQAPlan5A.d.20170822 68 June 2018

TABLE 3

GEOMEMBRANE CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD FREQUENCY4
Specific Gravity ASTM D 792 200,000 ft2
Thickness ASTM D 5199
or ASTM D 5994
200,000 ft2
Tensile Strength at
Yield
ASTM D 6693 200,000 ft2
Tensile Strength at
Break
ASTM D 6693 200,000 ft2
Elongation at Yield ASTM D 6693 200,000 ft2
Elongation at
Break
ASTM D 6693 200,000 ft2
Carbon Black
Content
ASTM D 4218 200,000 ft2
Carbon Black
Dispersion
ASTM D 5596 200,000 ft2
Interface Shear
Strength1,2,3
ASTM D 5321 1 per project
Notes:
1. To be performed at normal stresses of 10, 20, and 40 psi between smooth geomembrane and Drain Liner™
2. To be performed at normal stresses of 10, 20, and 40 psi between smooth geomembrane and 300-mil geonet
3. To be performed at normal stresses of 100, 200, and 400 psf between textured geomembrane and nonwoven geotexile.
4. Frequency does not include material intended for splash pads.

SC0634.CQAPlan5A.d.20170822 69 June 2018

TABLE 4

GEOTEXTILE CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM
FREQUENCY
Mass per Unit Area ASTM D 5261 1 test per 260,000 ft2
Grab Strength ASTM D 4632 1 test per 260,000 ft2
Puncture Resistance ASTM D 6241 1 test per 260,000 ft2
Permittivity ASTM D 4491 1 test per 260,000 ft2
Apparent Opening Size ASTM D 4751 1 test per 260,000 ft2
Notes:
1. Nonwoven geotextile only.

TABLE 5

GCL CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM FREQUENCY
Mass per Unit Area ASTM D 5993 1 test per 100,000 ft2
Index Flux ASTM D 5887 1 test per 400,000 ft2
Bentonite Moisture Content
– Post Field Hydration
ASTM D 2216 1 test per 4 secondary
geomembrane destructive
samples

Note: Hydraulic index flux testing shall be performed under an effective confining stress of 5 pounds per square inch.

TABLE 6

GEONET CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM FREQUENCY
Thickness ASTM D 5199 1 test per 200,000 ft2
Hydraulic Transmissivity ASTM D 4716 1 test per 400,000 ft2

Note: Transmissivity shall be measured using water at 68F with a gradient of 0.1 under a confining pressure of 7,000 lb/ft2. The
geonet shall be placed in the testing device between 60-mil smooth geomembrane. Measurements are taken one hour after
application of confining pressure.

APPENDIX C
Project Technical Specifications

Prepared for
Energy Fuels Resources (USA), Inc.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
TECHNICAL SPECIFICATIONS
CELLS 5A AND 5B
WHITE MESA MILL
BLANDING, UTAH
Prepared by

16644 West Bernardo Drive, Suite 301
San Diego, CA 92127
Project Number SC0634
June 2018
TABLE OF CONTENTS

Section 01010 — Summary of Work
Section 01025 — Measurement & Payment
Section 01300 — Submittals
Section 01400 — Quality Control
Section 01500 — Construction Facilities
Section 01505 — Mobilization / Demobilization
Section 01560 — Temporary Controls
Section 01700 — Contract Closeout
Section 02070 — Well Abandonment
Section 02200 — Earthwork
Section 02220 — Subgrade Preparation
Section 02225 — Drainage Aggregate
Section 02616 — Polyvinyl Chloride (PVC) Pipe
Section 02770 — Geomembrane
Section 02771 — Geotextile
Section 02772 — Geosynthetic Clay Liner
Section 02773 — Geonet
Section 03400 — Cast-In-Place Concrete

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SECTION 01010
SUMMARY OF WORK
PART 1 – GENERAL

1.01 DESCRIPTION OF WORK

A. The Work consists of constructing Cells 5A and 5B under separate contracts and at separate times.
Cell 5A will be constructed first, followed by Cell 5B in subsequent years. These Technical
Specifications are to be used for both Projects.

B. The Work generally involves the excavation or soil and rock, placement and compaction of fill,
preparation of subgrade, installation of geosynthetic liner system, and installation of associated
piping and concrete.

C. These Technical Specifications consist of requirements related to both Option A – Triple Liner and
Option B – Double Liner with Geosynthetic Clay Liner (GCL). Applicability of specifications,
specifically GCL, is dependent on Option selected for construction. The Owner will direct the
Contractor as to which liner system option will be constructed.

D. The Work will generally consist of:

1. Initial topographic survey;
2. Mass excavation and fill placement and compaction;
3. Subgrade preparation;
4. Anchor trench and leak detection system trench and sump excavation;
5. Installation of either (see Drawings, Option A or Option B for specific differences):
a. Option A - 130-mil high density polyethylene (HDPE) tertiary Drain Liner™
geomembrane and textured 60-mil HDPE geomembrane in the sump side slope
riser trench; or
b. Option B - Geosynthetic clay liner (GCL).
6. Option A only - Installation of secondary leak detection system, cushion geotextile, drainage
aggregate, and 4-inch and 18-inch polyvinyl chloride (PVC) pipe and fittings;
7. Installation of smooth 60-mil HDPE secondary geomembrane on the bottom of the Cell, 130-
mil HDPE Drain Liner ™ geomembrane on the side slopes and 60-mil textured
geomembrane on the sump side slope riser trench;
8. Installation of primary leak detection system, cushion geotextile, drainage aggregate, and 4-
inch and 18-inch polyvinyl chloride (PVC) pipe and fittings;
9. Installation of 300-mil geonet on the bottom of the cell;
10. Installation of smooth 60-mil HDPE primary geomembrane and textured 60-mil HDPE
geomembrane in the sump side slope riser trench;
11. Installation of 16 oz./SY nonwoven geotextile cushion;
12. Installation of slimes drain 4-inch and 18-inch PVC pipe and fittings;
13. Installation of drainage aggregate around slimes drain and within sump;
14. Installation of woven geotextile;
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15. Installation of 60-mil HDPE geomembrane splash pads;
16. Backfill and compaction of anchor trenches;
17. Construction of concrete spillway and pipe support at the side slope riser termination; and
18. Installation of strip composite drainage layer, including sand bags.

1.02 CONTRACTOR’S RESPONSIBILITIES

A. Start, layout, construct, and complete the construction of the lining system (the Project) in
accordance with the Technical Specifications, CQA Plan, and Drawings (Contract Documents).

B. Provide a competent site superintendent, capable of reading and understanding the Construction
Documents, who shall receive instructions from the Construction Manager. Site superintendent
shall have successfully completed projects of similar scope (excavation of soil and rock, fill
placement and compaction, finish work to close tolerances to lines and grades, and geosynthetic
liner installation).

C. Establish means, techniques, and procedures for constructing and otherwise executing the Work.

D. Establish and maintain proper Health and Safety practices for the duration of the Project.

E. Except as otherwise specified, furnish the following and pay the cost thereof:

1. Labor, superintendent, and products.
2. Construction supplies, equipment, tools, and machinery.
3. Electricity and other utilities required for construction.
4. Other facilities and services necessary to properly execute and complete the Work.
5. A Registered Land Surveyor, licensed in the State of Utah, to survey and layout the Work,
and to certify as-built Record Drawings.

F. Pay cost of legally required sales, consumer, use taxes and governmental fees.

G. Perform Work in accordance with codes, ordinances, rules, regulations, orders, and other legal
requirements of governmental bodies and public agencies bearing on performance of the Work.

H. Forward submittals and communications to the Construction Manager. Where applicable, the
Construction Manager will coordinate submittals and communications with the representatives who
will give approvals and directions through the Construction Manager.

I. Maintain order, safe practices, and proper conduct at all times among Contractor's employees. The
Owner, and its authorized representative, may require that disciplinary action be taken against an
employee of the Contractor for disorderly, improper, or unsafe conduct. Should an employee of the
Contractor be dismissed from his duties for misconduct, incompetence, or unsafe practice, or
combination thereof, that employee shall not be rehired for the duration of the Work.

J. Coordinate the Work with the utilities, private utilities, and/or other parties performing work on or
adjacent to the Site. Eliminate or minimize delays in the Work and conflicts with those utilities or
contractors. Coordinate activities with the Construction Manager. Schedule private utility and
public utility work relying on survey points, lines, and grades established by the Contractor to occur
immediately after those points, lines, and grades have been established.

K. Coordinate activities of the several trades, suppliers, and subcontractors, if any, performing the
Work.
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1.03 NOTIFICATION

A. The Contractor shall notify the Construction Manager in writing if he elects to subcontract, sublet,
or reassign any portion of the Work. This shall be done at the time the bid is submitted. The written
statement shall describe the portion of the Work to be performed by the Subcontractor and shall
include an indication, by reference if desired by the Construction Manager, that the Subcontractor
is particularly experienced and equipped to perform that portion of the Work. No portion of the
Work shall be subcontracted, sublet, or reassigned without written permission of the Construction
Manager. Consent to subcontract, sublet, or reassign any portion of the Work by the Construction
Manager shall not be considered as a testimony of the Construction Manager as to the qualifications
of the Subcontractor and shall not be construed to relieve the Contractor of any responsibilities for
completion of the Work.

1.04 CONFORMANCE

A. Work shall conform to the Technical Specifications, Construction Quality Assurance (CQA) Plan,
and Drawings that form a part of these Contract Documents.

B. Omissions from the Technical Specifications, CQA Plan, and Drawings or the misdescription of
details of the Work which are necessary to carry out the intent of the Contract Documents, are
customarily performed and shall not relieve the Contractor from performing such omitted or
misdescribed details of the Work, but they shall be performed as if fully and correctly set forth and
described in the Technical Specifications, CQA Plan, and Drawings.

1.05 DEFINITIONS

A. OWNER – The term Owner means Energy Fuels Resources (USA), Inc. for whom the Work is to
be provided.

B. CONSTRUCTION MANAGER – The term Construction Manager means the firm responsible for
project administration and project documentation control. All formal documents will be submitted
to the Construction Manager for proper distribution and/or review. During the period of Work the
Construction Manager will act as an authorized representative of the Owner.

C. DESIGN ENGINEER – The term Design Engineer means the firm responsible for the design and
preparation of the Construction Documents. The Design Engineer is responsible for approving all
design changes, modifications, or clarifications encountered during construction. The Design
Engineer reports directly to the Owner.

D. CQA CONSULTANT – The term CQA Consultant refers to the firm responsible for CQA related
monitoring and testing activities. The CQA Consultant’s authorized personnel will include CQA
Engineer-of-Record and CQA Site Manager. The CQA Consultant may also perform construction
quality control (CQC) work as appropriate.

E. CONTRACTOR – The term Contractor means the firm that is responsible for the Work. The
Contractor's responsibilities include the Work of any and all of the subcontractors and suppliers.
The Contractor reports directly to the Construction Manager. All subcontractors report directly to
the Contractor.

F. SURVEYOR – The term Surveyor means the firm that will perform the survey and provide as-built
Record Drawings for the Work. The Surveyor shall be a Registered Land Surveyor, licensed to
practice in the State of Utah. The Surveyor is employed by and reports directly to the Contractor.

G. SITE – The term Site refers to all approved staging areas, and all areas where the Work is to be
performed, both public and private owned.

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H. WORK – The term Work means the entire completed construction, or various separately
identifiable parts thereof, required to be furnished under the Contract Documents. Work includes
any and all labor, services, materials, equipment, tools, supplies, and facilities required by the
Contract Documents and necessary for the completion of the project. Work is the result of
performing services, furnishing labor, and furnishing and incorporating materials and equipment
into the construction, all as required by the Contract Documents.

I. DAY – A calendar day on which weather and other conditions not under the control of the
Contractor will permit construction operations to proceed for the major part of the day (greater than
4 hours) with the normal working force engaged in performing the controlling item or items of Work
which would be in progress at that time.

J. CONTRACT DOCUMENTS – Contract Documents consist of the Technical Specifications, CQA
Plan, and Drawings.

1.06 CONTRACT TIMES

A. The time stated for completion and substantial completion shall be in accordance with the Contract
Times specified in the Agreement. No claims for damages shall be made by the Contractor for
delays.

B. Contractor shall adhere to the schedule provided in the Contract. Unapproved extensions to the
schedule will result in the Contractor paying liquidated damages in the amount of $4,000 per day to
cover costs associated with Construction Management and construction oversight.

1.07 CONTRACTOR USE OF WORK SITE

A. Confine Site operations to areas permitted by law, ordinances, permits, and the Contract Documents.
The Contractor shall ensure that all persons under his control (including Subcontractors and their
workers and agents) are kept within the boundaries of the Site and shall be responsible for any acts
of trespass or damage to property by persons who are under his control. Consider the safety of the
Work, and that of people and property on and adjacent to work Site, when determining amount,
location, movement, and use of materials and equipment on work Site.

B. The Contractor shall be responsible for protecting private and public property including pavements,
drainage culverts, electricity, highway, telephone, and similar property and shall make good of, or
pay for, all damage caused thereto. Control of erosion throughout the project is of prime importance
and is the responsibility of the Contractor. The Contractor shall provide and maintain all necessary
measures to control erosion during progress of the Work to the satisfaction of the Construction
Manager and all applicable laws and regulations, and shall remove such measures and collected
debris upon completion of the project. All provisions for erosion and sedimentation control apply
equally to all areas of the Work.

C. The Contractor shall promptly notify the Construction Manager in writing of any subsurface or
latent physical conditions at the Site that differ materially from those indicated or referred to in the
Contract Documents. Construction Manager will promptly review those conditions and advise
Owner in writing if further investigations or tests are necessary. If the Construction Manager finds
that the results of such investigations or tests indicate that there are subsurface and latent physical
conditions which differ materially from those intended in the Contract Documents, and which could
not reasonably have been anticipated by Contractor, a Change Order shall be issued incorporating
the necessary revisions.

D. At no time shall the Contractor interfere with operations of businesses on or in the vicinity of the
Site. Should the Contractor need to work outside the regular working hours, the Contractor is
required to submit a written request and obtain approval by the Construction Manager.

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1.08 PRESERVATION OF SCIENTIFIC INFORMATION

A. Federal and State legislation provides for the protection, preservation, and collection of data having
scientific, prehistoric, historical, or archaeological value (including relics and specimens) that might
otherwise be lost due to alteration of the terrain as a result of any construction work. If evidence of
such information is discovered during the course of the Work, the Contractor shall notify the
Construction Manager immediately, giving the location and nature of the findings. Written
confirmation shall be forwarded within two (2) working days.

B. The Contractor shall exercise care so as not to damage artifacts uncovered during excavation
operations, and shall provide such cooperation and assistance as may be necessary to preserve the
findings for removal or other disposition by the Construction Manager or Government agency.

C. Where appropriate, by reason of a discovery, the Construction Manager may order delays in the
time of performance, or changes in the Work, or both. If such delays, or changes, or both, are
ordered, the time of performance and contract price shall be adjusted in accordance with the
applicable clauses of the Contract.

1.09 MEASUREMENT AND PAYMENT

A. Measurement for Work will be according to the work items listed in Section 01025 of these
Specifications.

1.10 EXISTING UTILITIES

A. The Contractor shall be responsible for locating, uncovering, protecting, flagging, and identifying
all existing utilities encountered while performing the Work. The Contractor shall request that
Underground Service Alert (USA) locate and identify the existing utilities. The request shall be
made 48 hours in advance.

B. Costs resulting from damage to utilities shall be borne by the Contractor. Costs of damage shall
include repair and compensation for incidental costs resulting from the unscheduled loss of utility
service to affected parties.

C. The Contractor shall immediately stop work and notify the Construction Manager of all utilities
encountered and damaged. The Contractor shall also Survey the exact location of any utilities
encountered during construction.

1.11 CONTRACTOR QUALIFICATIONS

A. The Contractor, and all subcontractors, shall be licensed at the time of bidding, and throughout the
period of the Contract, by the State of Utah to do the type of work required under terms of these
Contract Documents. By submitting a bid, the Contractor certifies that he is skilled, competent, and
knowledgeable on the nature, extent and inherent conditions of the Work to be performed and has
been regularly engaged in the general class and type of work called for in these Contract Documents
and meets the qualifications required in these Specifications.

B. The Construction Manager shall disqualify a bidder that either cannot provide references, or if the
references cannot substantiate the Contractor's qualifications.

C. By submission of a bid for this Project, the Contractor acknowledges that he is thoroughly familiar
with the Site conditions.

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D. Contractor shall provide a full-time, on-site superintendent that is qualified in this type of work.
Site superintendent shall have successfully completed three projects of similar scope (excavation of
soil and rock, fill placement and compaction, finish work to close tolerances to lines and grades, and
geosynthetic liner installation).

1.12 INTERPRETATION OF TECHNICAL SPECIFICATIONS, CQA PLAN, AND DRAWINGS

A. Should it appear that the Work to be done or any matters relative thereto are not sufficiently detailed
or explained in the Technical Specifications, CQA Plan, and/or Drawings, the Design Engineer will
further explain or clarify, as may be necessary. In the event of any questions arising respecting the
true meaning of the Contract Documents, the matter shall be referred to the Design Engineer, whose
decision thereon shall be final.
1.13 HEALTH AND SAFETY

A. The Contractor shall be responsible for health and safety of its own crew, subcontractors, suppliers,
and visitors. The Contractor shall adhere to the Contractor Safety Rules for the Site and all
applicable Mine Safety and Health Administration (MSHA) rules.

1.14 GENERAL REQUIREMENTS

A. SURVEYING – The Surveyor shall be responsible for all surveying required to layout and control
the Work. Surveying shall be conducted such that all applicable standards required by the State of
Utah are met.

B. PERMITS – The Contractor shall be required to obtain permits in accordance with construction of
the facility.

C. SEDIMENTATION, EROSION CONTROL, AND DEWATERING – Contractor shall comply
with all laws, ordinances, and permits for controlling erosion, water pollution, and dust emissions
resulting from construction activities; the Contractor shall be responsible for any fines imposed due
to noncompliance. The Contractor shall perform work in accordance with the Storm Water Pollution
Prevention Plan (SWPPP) provided by the Owner. The Contractor shall pump all water generated
from dewatering into Cell 4A and 4B, as directed by the Construction Manager.

D. PROTECTION OF EXISTING SERVICES AND WELLS – The Contractor shall exercise care to
avoid disturbing or damaging the existing monitor wells, settlement monuments, electrical poles
and lines, permanent below-ground utilities, permanent drainage structures, and temporary utilities
and structures. When the Work requires the Contractor to be near or to cross locations of known
utilities, the Contractor shall carefully uncover, support, and protect these utilities and shall not cut,
damage, or otherwise disturb them without prior authorization from the Construction Manager. All
utilities or wells damaged by the Contractor shall be immediately repaired by the Contractor to the
satisfaction of the Construction Manager at no additional cost.

E. BURNING – The use of open fires for any reason is prohibited.

F. TEMPORARY ROADS – The Contractor shall be responsible for constructing and maintaining all
temporary roads and lay down areas that the Contractor may require in the execution of the Work.

G. CONSTRUCTION WATER – The Contractor shall obtain water from the Owner for construction
and dust control. The Contractor shall not add substances (such as soap) to construction water.

H. COOPERATION – The Contractor shall cooperate with all other parties engaged in project-related
activities to the greatest extent possible. Disputes or problems should be referred to the Construction
Manager for resolution.

Cell 5A and 5B Lining System Construction Summary of Work
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01010-7 June 2018

I. FAMILIARIZATION – The Contractor is responsible for becoming familiar with all aspects of the
Work prior to performing the Work.

J. SAFEGUARDS – The Contractor shall provide and use all personnel safety equipment, barricades,
guardrails, signs, lights, flares, and flagmen as required by MSHA, Occupational Safety and Health
Administration (OSHA), state, or local codes and ordinances. No excavations deeper than 4 feet
with side slopes steeper than 2:1 (horizontal:vertical) shall be made without the prior approval of
the Design Engineer and the Construction Manager. When shoring is required, the design and
inspection of such shoring shall be the Contractor’s responsibility and shall be subject to the review
of the Design Engineer and Construction Manager prior to use. No personnel shall work within or
next to an excavation requiring shoring until such shoring has been installed, inspected, and
approved by an engineer registered in the State of Utah. The Contractor shall be responsible for any
fines imposed due to violation of any laws and regulations relating to the safety of the Contractor’s
personnel.

K. CLEAN-UP – The Contractor shall be responsible for general housekeeping during construction.
Upon completion of the Work, the Contractor shall remove all of his equipment, facilities,
construction materials, and trash. All disturbed surface areas shall be re-paved, re-vegetated, or
otherwise put into the pre-existing condition before performing the Work, or a condition satisfactory
to the Construction Manager.

L. SECURITY – The Contractor is responsible for the safety and condition of all of his tools and
equipment.

M. ACCEPTANCE OF WORK – The Contractor shall retain ownership and responsibility for all Work
until accepted by Construction Manager. Construction Manager will accept ownership and
responsibility for the Work: (i) when all Work is completed; and (ii) after the Contractor has
submitted all required documentation, including manufacturing quality control documentation and
manufacturing certifications.

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

NOT USED.

[END OF SECTION]

Cell 5A and 5B Lining System Construction Measurement and Payment
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01025-1 June 2018

SECTION 01025
MEASUREMENT AND PAYMENT

PART 1 – GENERAL

1.01 DESCRIPTION OF WORK

A. This section covers measurement and payment criteria applicable to the Work performed under lump
sum and unit price payment methods, and non-payment for rejected work.

1.02 RELATED SECTIONS

A. This section relates to all other sections of the contract.

1.03 AUTHORITY

A. Measurement methods delineated in the individual specification sections are intended to
complement the criteria of this section. In the event of conflict, the requirements of the individual
specification section shall govern.

B. A surveyor, licensed in the State of Utah, hired by the Contractor will take all measurements and
compute quantities accordingly. All measurements, cross-sections, and quantities shall be stamped
and certified by the licensed surveyor and submitted to the Construction Manager. The Construction
Manager maintains the right to provide additional measurements and calculation of quantities to
verify measurements and quantities submitted by the Contractor.

1.04 UNIT QUANTITIES SPECIFIED

A. Quantities and measurements indicated in the Bid Schedule are for bidding and contract purposes
only. Quantities and measurements supplied or placed in the Work and verified by the Construction
Manager shall determine payment. If the actual work requires more or fewer quantities than those
quantities indicated, the Contractor shall provide the required quantities at the lump sum and unit
prices contracted unless modified elsewhere in these Contract Documents.

B. Utah sales tax shall be included in each bid item as appropriate.

1.05 MEASUREMENT OF QUANTITIES

A. Measurement by Volume: Measurement shall be by the cubic dimension using mean lengths,
widths, and heights or thickness, or by average end area method as measured by the surveyor. All
measurement shall be the difference between the original ground surface and the design (“neat-
line”) dimensions and grades.

B. Measurement by Area: Measurement shall be by the square dimension using mean lengths and
widths and/or radius as measured by the surveyor. All measurement shall be the difference between
the original ground surface and the design (“neat-line”) dimensions and grades.

C. Linear Measurement: Measurement shall be by the linear dimension, at the item centerline or mean
chord. All measurement shall be the difference between the original ground surface and the design
(“neat-line”) dimensions and grades.

D. Stipulated Lump Sum Measurement: Items shall be measured as a percentage by weight, volume,
area, or linear means or combination, as appropriate, of a completed item or unit of Work.
Cell 5A and 5B Lining System Construction Measurement and Payment
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01025-2 June 2018

1.06 PAYMENT

A. Payment includes full compensation for all required labor, products, tools, equipment,
transportation, services, and incidentals; erection, application, or installation of an item of the Work;
and all overhead and profit. Final payment for Work governed by unit prices will be made on the
basis of the actual measurements and quantities accepted by the Construction Manager multiplied
by the unit price for Work which is incorporated in or made necessary by the Work.

B. A monthly progress payment schedule will be used to compensate the Contractor for the Work. The
monthly amount to be paid to the Contractor is calculated as the percent of completed work for each
bid item multiplied by the total anticipated work for that bid item minus a 10 percent retainer.

C. When the Contractor has completed all Work associated with completion of the project, the
remaining 10 percent retainer of the contract amount will be paid to the Contractor after filing the
Notice of Completion.

1.07 NON-PAYMENT FOR REJECTED PRODUCTS

A. Payment shall not be made for any of the following:

1. Products wasted or disposed of in a manner that is not acceptable.
2. Products determined as unacceptable before or after placement.
3. Products not completely unloaded from the transporting vehicle.
4. Products placed beyond the design lines, dimensions, grades, and levels of the required Work.
5. Products remaining on hand after completion of the Work.
6. Loading, hauling, and disposing of rejected Products.
7. Products rejected because of contamination (i.e. soil residues, fuel spills, solvents, etc.).
B. Excavation of loose soil and/or rock, caused by actions of the Contractor (e.g. overblasting),
necessary to meet specifications for engineered fill placement.

Cell 5A and 5B Lining System Construction Measurement and Payment
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01025-3 June 2018

1.08 BID ITEMS

A. The following bid items shall be used by the Owner and by the Contractor to bid the Work described
in these bid documents.

BID
ITEM SECTION DESCRIPTION UNITS
1 01500 Construction Facilities LS
2 01505 Mobilization / Demobilization LS
3 02070 Well Abandonment LS
4 02200 Soil Excavation LS
5 02200 Rock Excavation LS
6 02200 Engineered Fill LS
7 02220 Subgrade Preparation LS
8 02220 Anchor Trench LF
9 02616 4-inch PVC Pipe and Fittings LF
10 02616 18-inch PVC Pipe and Fittings LF
11 02616 Strip Drain Composite LF
12 02770 60-mil Smooth HDPE Geomembrane SF
13 02770 60-mil Textured HDPE Geomembrane SF
14 02770 130-mil HDPE Drain Liner™ Geomembrane SF
15 02772 Geosynthetic Clay Liner SF
16 02773 300-mil Geonet SF
17 03400 Cast-In-Place Concrete LS
18 01505 Performance Bond LS

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

NOT USED.

[END OF SECTION]

Cell 5A and 5B Lining System Construction Submittals
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01300-1 June 2018

SECTION 01300
SUBMITTALS
PART 1 – GENERAL

1.01 DESCRIPTION OF WORK

A. This section contains requirements for administrative and work-related submittals such as
construction progress schedules, Shop Drawings, test results, operation and maintenance data, and
other submittals required by Contract Documents.

B. Submit required materials to the Construction Manager for proper distribution and review in
accordance with requirements of the Contract Documents.

1.02 CONSTRUCTION PROGRESS SCHEDULES

A. The Contractor shall prepare and submit two (2) copies of the baseline construction progress
Schedule to the Construction Manager for review within five (5) days after the effective date of
Contract.

B. Schedules shall be prepared in Microsoft Project/Primavera. The schedule shall include the
following items.

1. A separate horizontal bar for each operation.
2. A horizontal time scale, which identifies the first workday of each week.
3. A scale with spacing to allow space for notations and future revisions.
4. Listings arranged in order of start for each item of the Work.

C. The Construction Progress Schedule for construction of the Work shall include the following items
where applicable.

1. Submittals: dates for beginning and completion of each major element of construction and
installation dates for major items. Elements shall include, but not be limited to, the following
items which are applicable:

a. Mobilization schedule.
b. Demobilization schedule.
c. Final site clean-up.
d. Show projected percentage of completion for each item as of first day of each week.
e. Show each individual Bid Item.

Cell 5A and 5B Lining System Construction Submittals
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01300-2 June 2018

D. Schedule Revisions:

1. Bi-weekly to reflect changes in progress of Work.
2. Indicate progress of each activity at submittal date.
3. Show changes occurring since the previous schedule submittal. Changes shall include the
following.

a. Major changes in scope.
b. Activities modified since previous submittal.
c. Revised projections of progress and completion.
d. Other identifiable changes.

4. Provide narrative report as needed to define:

a. Problem areas, anticipated delays, and impact on schedule.
b. Recommended corrective action and its effect.

1.03 CONSTRUCTION WORK SCHEDULE

A. The Contractor shall submit an updated 14-day work schedule at the beginning of each week by
Monday morning at 8:00 a.m. The schedule shall address applicable line items from the construction
project schedule with a refined level of detail for special activities.

1.04 SHOP DRAWINGS AND SAMPLES

A. Shop Drawings, product data, and samples shall be submitted as required in individual Sections of
the Specifications.

B. The Contractor’s Responsibilities:

1. Review Shop Drawings, product data, and samples prior to submittal.
2. Determine and verify:
a. Field measurements.
b. Field construction criteria.
c. Catalog numbers and similar data.
d. Conformance with Specifications.

3. Coordinate each submittal with requirements of the Work and Contract Documents.
4. Notify the Construction Manager in writing, at the time of the submittal, of deviations from
requirements of Contract Documents.
5. Begin no fabrication or Work pertaining to required submittals until return of the submittals
with appropriate approval.
6. Designate dates for submittal and receipt of reviewed Shop Drawings and samples in the
construction progress schedule.

Cell 5A and 5B Lining System Construction Submittals
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01300-3 June 2018

C. Submittals shall contain:

1. Date of submittal and dates of previous submittals.
2. Project title and number.
3. Contract identification.
4. Names of:
a. The Contractor.
b. Supplier.
c. Manufacturer.
5. Summary of items contained in the submittal.
6. Identification of the product with identification numbers and the Drawing and Specification
section numbers.
7. Clearly identified field dimensions.
8. Details required on the Drawings and in the Specifications.
9. Manufacturer, model number, dimensions, and clearances, where applicable.
10. Relation to adjacent or critical features of the Work or materials.
11. Applicable standards, such as ASTM or Federal Specification numbers.
12. Identification of deviations from Contract Documents.
13. Identification of revisions on re-submittals.
14. 8-inch by 3-inch blank space for the Contractor’s and proper approval stamp.
15. The Contractor’s stamp, signed, certifying review of the submittal, verification of the
products, field measurements, field construction criteria, and coordination of information
within the submittal with requirements of Work and Contract Documents.

D. Re-submittal Requirements:

1. Re-submittal is required when corrections or changes in submittals are required by the
Construction Manager, Design Engineer, or CQA Consultant. Re-submittals are required
until all comments by the Construction Manager, Design Engineer, or CQA Consultant is
addressed and the submittal is approved.
2. Shop Drawings and Product Data:
a. Revise initial drawings or data and resubmit as specified for initial submittal.
b. Indicate changes made other than those requested by the Construction Manager,
Design Engineer, or CQA Consultant.

E. Distribute reproductions of Shop Drawings and copies of product data which have been accepted
by the Construction Manager to:

1. Job site file.
2. Record documents file.

Cell 5A and 5B Lining System Construction Submittals
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F. Construction Manager’s Duties:

1. Verify that review comments are technically correct and are consistent with technical and
contractual requirements of the work.
2. Return submittals to the Contractor for distribution or re-submittal.

G. Design Engineer’s Duties:

1. Review submittals promptly for compliance with contract documents and in accordance with
the schedule.
2. Affix stamp and signature, and indicate either the requirements for re-submittal or no
comments.
3. Return submittals to the Construction Manager.

H. CQA Consultant’s Duties:

1. Review submittals promptly for compliance with contract documents and in accordance with
the schedule.
2. Affix stamp and signature, and indicate either the requirements for re-submittal or no
comments.
3. Return submittals to the Construction Manager.

1.05 TEST RESULTS AND CERTIFICATION

A. Results of tests conducted by the Contractor on materials or products shall be submitted for review.

B. Certification of products shall be submitted for review.

1.06 SUBMITTAL REQUIREMENTS

A. Provide complete copies of required submittals as follows.

1. Construction Work Schedule:

a. Two copies of initial schedule (baseline schedule).
b. Two copies of each revision.

2. Construction Progress Schedule:

a. Two copies of initial schedule.
b. Two copies of each revision.

3. Shop Drawings: Two copies.
4. Certification Test Results: Two copies.
5. Other Required Submittals:

a. Two copies, if required, for review.
b. Two copies, if required, for record.

B. Deliver the required copies of the submittals to the Construction Manager.
Cell 5A and 5B Lining System Construction Submittals
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01300-5 June 2018

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

NOT USED.

[END OF SECTION]

Cell 5A and 5B Lining System Construction Quality Control
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01400-1 June 2018

SECTION 01400
QUALITY CONTROL

PART 1 – GENERAL
1.01 DESCRIPTION OF WORK

A. Monitor quality control over suppliers, Manufacturers, products, services, Site conditions, and
workmanship, to produce Work of specified quality.

B. Comply with Manufacturers' instructions, including each step in sequence.

C. Should Manufacturers' instructions conflict with Technical Specifications, request clarification from
Design Engineer before proceeding.

D. Comply with specified standards as minimum quality for the Work except where more stringent
tolerances, codes, or specified requirements indicate higher standards or more precise workmanship.

E. Perform Work by persons qualified to produce workmanship of specified quality.

1.02 TOLERANCES

A. Monitor tolerance control of installed products to produce acceptable Work. Do not permit
tolerances to accumulate.

B. Comply with Manufacturers' tolerances. Should Manufacturers' tolerances conflict with Technical
Specifications, request clarification from Design Engineer before proceeding.

C. Adjust products to appropriate dimensions; position before securing products in place.

1.03 REFERENCES

A. For products or workmanship specified by association, trade, or other consensus standards, complies
with requirements of the standard, except when more rigid requirements are specified or are required
by applicable codes.

B. Conform to reference standard by date of current issue on date of Notice to Proceed with
construction, except where a specific date is established by code.

C. Obtain copies of standards where required by product Specification sections.

1.04 INSPECTING AND TESTING SERVICES

A. The CQA Consultant will perform construction quality assurance (CQA) inspections, tests, and
other services specified in individual Sections of the Specification.

B. The Contractor shall cooperate with CQA Consultant; furnish samples of materials, design mix,
equipment, tools, storage, safe access, and assistance by incidental labor as requested.

C. CQA testing or inspecting does not relieve Contractor, subcontractors, and suppliers from their
requirements to perform quality control Work as indicated in the Technical Specifications.

Cell 5A and 5B Lining System Construction Quality Control
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01400-2 June 2018

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

NOT USED.

[END OF SECTION]

Cell 5A and 5B Lining System Construction Construction Facilities
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01500-1 June 2018

SECTION 01500
CONSTRUCTION FACILITIES

PART 1 – GENERAL

1.01 SECTION INCLUDES

A. Construction facilities include furnishing of all equipment, materials, tools, accessories, incidentals,
labor, and performing all work for the installation of equipment and for construction of facilities,
including their maintenance, operation, and removal, if required, at the completion of the Work
under the Contract.

1.02 DESCRIPTION OF WORK

A. Construction facilities include, but are not limited to, the following equipment, materials, facilities,
areas, and services:

1. Parking Areas.
2. Temporary Roads.
3. Storage of Materials and Equipment.
4. Construction Equipment.
5. Temporary Sanitary Facilities.
6. Temporary Water.
7. First Aid Facilities.
8. Health and Safety.
9. Security.

B. Construct/install, maintain, and operate construction facilities in accordance with the applicable
federal, state, and local laws, rules, and regulations, and the Contract Documents.

1.03 GENERAL REQUIREMENTS

A. Contractor is responsible for furnishing, installing, constructing, operating, maintaining, removing,
and disposing of the construction facilities, as specified in this Section, and as required for the
completion of the Work under the Contract.

B. Contractor shall maintain construction facilities in a clean, safe, and sanitary condition at all times
until completion of the Work.

C. Contractor shall minimize land disturbances related to the construction facilities to the greatest
extent possible and restore land, to the extent reasonable and practical, to its original contours by
grading to provide positive drainage and by seeding the area to match with existing vegetation or as
specified elsewhere.

1.04 TEMPORARY ROADS AND PARKING AREAS

A. Temporary roads and parking areas are existing roads that are improved or new roads constructed
by Contractor for convenience of Contractor in the performance of the Work under the Contract.

Cell 5A and 5B Lining System Construction Construction Facilities
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01500-2 June 2018

B. Contractor shall coordinate construction with Construction Manager.

C. Construct and operate roads in accordance with all MSHA and other applicable standards.

D. If applicable, coordinate all road construction activities with local utilities, fire, and police
departments.

E. Keep erosion to a minimum and maintain suitable grade and radii of curves to facilitate ease of
movement of vehicles and equipment.

F. Furnish and install longitudinal and cross drainage facilities, including, but not limited to, ditches,
structures, pipes and the like.

G. Clean equipment so that mud or dirt is not carried onto public roads. Clean up any mud or dirt
transported by equipment on paved roads both on-site and off-site.

1.05 STORAGE OF MATERIALS AND EQUIPMENT

A. Make arrangements for material and equipment storage areas. Locations and configurations of
approved facilities are subject to the acceptance of the Construction Manager.

B. Confine all operations, including storage of materials, to approved areas. Store materials in
accordance with these Technical Specifications and the Construction Drawings.

C. Store construction materials and equipment within boundaries of designated areas. Storage of
gasoline or similar fuels must conform to state and local regulations and be limited to the areas
approved for this purpose by the Construction Manager.

1.06 CONSTRUCTION EQUIPMENT

A. Erect, equip, and maintain all construction equipment in accordance with all applicable statutes,
laws, ordinances, rules, and regulations or other authority having jurisdiction.

B. Provide and maintain scaffolding, staging, hoists, barricades, and similar equipment required for
performance of the Work. Provide hoists or similar equipment with operators and signals, as
required.

C. Provide, maintain, and remove upon completion of the Work, all temporary rigging, scaffolding,
hoisting equipment, debris boxes, barricades around openings and excavations, fences, ladders, and
all other temporary work, as required for all Work hereunder.

D. Construction equipment and temporary work must conform to all the requirements of state, county,
and local authorities, MSHA, and underwriters that pertain to operation, safety, and fire hazard.
Furnish and install all items necessary for conformity with such requirements, whether or not called
for under separate Sections of these Technical Specifications.

1.07 TEMPORARY SANITARY FACILITIES

A. Provide temporary sanitary facilities for use by all employees and persons engaged in the Work,
including subcontractors, their employees and authorized visitors, and the Construction Manager.

B. Sanitary facilities include enclosed chemical toilets and washing facilities. These facilities must
meet the requirements of local public health standards.

C. Locate sanitary facilities as approved by Construction Manager, and maintain in a sanitary condition
during the entire course of the Work.
Cell 5A and 5B Lining System Construction Construction Facilities
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1.08 TEMPORARY WATER

A. Make all arrangements for water needs from the Owner.

B. Provide drinking water for all personnel at the site.

1.09 FIRST AID FACILITIES

A. Provide first aid equipment and supplies to serve all Contractor personnel at the Site.

1.10 HEALTH AND SAFETY

A. The Contractor shall submit a Site Health and Safety Plan for review a minimum of 7 days prior to
mobilization.

B. Provide necessary monitoring equipment and personal protective equipment in accordance with
Contractor prepared Site Health and Safety Plan.

1.11 SECURITY

A. Make all necessary provisions and be responsible for the security of the Work and the Site until final
inspection and acceptance of the Work, unless otherwise directed by the Construction Manager.

1.12 SHUT-DOWN TIME OF SERVICE

A. Do not disconnect or shut down any part of the existing utilities and services, except by express
written permission of Construction Manager.

1.13 MAINTENANCE

A. Maintain all construction facilities, utilities, temporary roads, and the like in good working condition
as required by the Construction Manager during the term of the Work.

1.14 STATUS AT COMPLETION

A. Upon completion of the Work, or prior thereto, when so required by Construction Manager:

1. Repair damage to roads caused by or resulting from the Contractor's work or operations.
2. Remove and dispose of all construction facilities. Similarly, all areas utilized for temporary
facilities shall be returned to near original, natural state, or as otherwise indicated or directed
by the Construction Manager.

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

Cell 5A and 5B Lining System Construction Construction Facilities
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01500-4 June 2018

PART 4 – MEASUREMENT AND PAYMENT

4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Construction
Facilities shall be lump sum (LS) and payment will be based on the unit price provided on the Bid
Schedule.

B. The following are considered incidental to the Work:

1. Mobilization.
2. Temporary roadways and parking areas.
3. Temporary sanitary facilities.
4. Decontamination of equipment.
5. Security.
6. Demobilization.

[END OF SECTION]
Cell 5A and 5B Lining System Construction Mobilization / Demobilization
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01505-1 June 2018

SECTION 01505
MOBILIZATION / DEMOBILIZATION

PART 1 – GENERAL

1.01 DESCRIPTION OF WORK

A. Mobilization consists of preparatory work and operations, including but not limited to those
necessary for the movement of personnel and project safety; including: adequate personnel,
equipment necessary for full planned production to meet baseline schedule, supplies, and incidentals
to the project Site; establishment of facilities necessary for work on the project; premiums on bond
and insurance for the project and for other work and operations the Contractor must perform or costs
the Contractor must incur before beginning work on the project, which are not covered in other bid
items.

B. Demobilization consists of work and operations including, but not limited to, movement of
personnel, equipment, supplies, and incidentals off-site.

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

4.01 GENERAL

A. Providing for and complying with the requirements set forth in this Section shall be lump sum (LS)
and payment will be based on the unit price provided on the Bid Schedule.

B. The Contract Price for Mobilization/Demobilization shall include the provision for movement of
equipment onto the job site; removal of all facilities and equipment at the completion of the project;
permits; preparation of a Health and Safety Plan; all necessary safety measures; and all other related
mobilization and demobilization costs. Price bid for mobilization shall not exceed 10 percent of the
total bid for the Project. Fifty percent of the mobilization bid price, less retention, will be paid on
the initial billing provided all equipment and temporary facilities are in place and bond fees paid.
The remaining 50 percent of the mobilization bid price will be paid on satisfactory removal of all
facilities and equipment on completion of the project.

[END OF SECTION]
Cell 5A and 5B Lining System Construction Temporary Controls
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 01560-1 June 2018

SECTION 01560
TEMPORARY CONTROLS

PART 1 – GENERAL

1.01 DESCRIPTION OF WORK

A. Temporary Controls required during the term of the Contract for the protection of the environment
and the health and safety of workers and general public.

B. Furnishing all equipment, materials, tools, accessories, incidentals, and labor, and performing all
work for the installation of equipment and construction of facilities, including their maintenance
and operation during the term of the Contract.

C. Temporary Controls include:

1. Dust Control.
2. Pollution Control.
3. Traffic and Safety Controls.
D. Perform Work as specified in the Technical Specifications and as required by the Construction
Manager. Maintain equipment and accessories in clean, safe, and sanitary condition at all times
until completion of the Work.

1.02 DUST CONTROL

A. Provide dust control measures in-accordance with the Technical Specifications. Dust control
measures must meet requirements of applicable laws, codes, ordinances, and permits.

B. Dust control consists of transporting water, furnishing required equipment, testing of equipment,
additives, accessories and incidentals, and carrying out proper and efficient measures wherever and
as often as necessary to reduce dust nuisance, and to prevent dust originating from construction
operations throughout the duration of the Work.

C. Owner shall provide water. Contractor shall provide overhead tank and use water source to fill
overhead tank on a continuous basis (i.e., water supply shall not be operated on and off quickly).

1.03 POLLUTION CONTROL

A. Pollution of Waterways:

1. Perform Work using methods that prevent entrance or accidental spillage of solid or liquid
matter, contaminants, debris, and other objectionable pollutants and wastes into
watercourses, flowing or dry, and underground water sources.
2. Such pollutants and wastes will include, but will not be limited to, refuse, earth and earth
products, garbage, cement, concrete, sewage effluent, industrial waste, hazardous chemicals,
oil and other petroleum products, aggregate processing tailings, and mineral salts.

B. Dispose of pollutants and wastes in accordance with applicable permit provisions or in a manner
acceptable to and approved by the Construction Manager.

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C. Storage and Disposal of Petroleum Product:

1. Petroleum products covered by this Section include gasoline, diesel fuel, lubricants, and
refined and used oil. During project construction, store all petroleum products in such a way
as to prevent contamination of all ground and surface waters and in accordance with local,
state, and federal regulations.
2. Lubricating oil may be brought into the project area in steel drums or other means, as the
Contractor elects. Store used lubricating oil in steel drums, or other approved means, and
return them to the supplier for disposal. Do not burn or otherwise dispose of at the Site.
3. Secondary containment shall be provided for products stored on site, in accordance with the
Owner provided Storm Water Pollution Prevention Plan.
1.04 TRAFFIC AND SAFETY CONTROLS

A. Perform in accordance with MSHA and other applicable requirements.

B. Post construction areas and roads with traffic control signs or devices used for protection of
workmen, the public, and equipment. Signs and devices must conform to the American National
Standards Institute (ANSI) Manual on Uniform Traffic Control Devices for Streets and Highways.

C. Remove signs or traffic control devices after they have finished serving their purpose. It is
particularly important to remove any markings on road surfaces that under conditions of poor
visibility could cause a driver to turn off the road or into traffic moving in the opposite direction.

D. Provide flag persons, properly equipped with International Orange protective clothing and flags, as
necessary, to direct or divert pedestrian or vehicular traffic. A full-time flag person shall be required
for the duration of importation of fill.

E. Barricades for protection of employees must conform to the portions of the ANSI Manual on
Uniform Traffic Control Devices for Streets and Highways, relating to barricades.

F. Guard and protect all workers, pedestrians, and the public from excavations, construction
equipment, all obstructions, and other dangerous items or areas by means of adequate railings, guard
rails, temporary walks, barricades, warning signs, sirens, directional signs, overhead protection,
planking, decking, danger lights, etc.

G. Construct and maintain fences, planking, barricades, lights, shoring, and warning signs as required
by local authorities and federal and state safety ordinances, and as required to protect all property
from injury or loss and as necessary for the protection of the public, and provide walks around any
obstructions made in a public place for carrying out the Work covered in this Contract. Leave all
such protection in place and maintained until removal is authorized by the Construction Manager.

1.05 MAINTENANCE

A. Maintain all temporary controls in good working conditions during the term of the Contract for the
safe and efficient transport of equipment and supplies, and for construction of permanent works.

1.06 STATUS AT COMPLETION

A. Upon completion of the Work, or prior thereto as approved by the Construction Manager, remove
all temporary controls and restore disturbed areas.

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PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

4.01 TEMPORARY CONTROLS

A. Temporary Controls: the measurement and payment of temporary controls shall be in accordance
with and as a part of Mobilization/Demobilization, as outlined in Section 01505.

[END OF SECTION]

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SECTION 01700
CONTRACT CLOSEOUT

PART 1 – GENERAL

1.01 CLOSEOUT PROCEDURES

A. Contractor shall submit written certification that the Technical Specifications, CQA Plan, and
Drawings have been reviewed, Work has been inspected, and that Work is complete and in-
accordance with the Technical Specifications, CQA Plan, and Drawings and ready for Owner’s
inspection.

1.02 FINAL CLEANING

A. Contractor shall execute final cleaning prior to final inspection.

B. Contractor shall clean equipment and fixtures to a sanitary condition.

C. Contractor shall remove waste and surplus materials, rubbish, and construction facilities from the
construction Site.

1.03 PROJECT RECORD DOCUMENTS

A. Maintain on Site, one set of the following record documents and record actual revisions to the Work.

1. Drawings.
2. Specifications.
3. Addenda.
4. Change Orders and other Modifications to the Contract.
5. Reviewed Shop Drawings, product data, and samples.

B. Store Record Documents separate from documents used for construction.

C. Record information concurrent with construction progress.

D. Specifications: Legibly mark and record at each product Section a description of actual products
installed, including the following:

1. Manufacturer's name and product model and number.
2. Product substitutions or alternates utilized.
3. Changes made by Addenda and Modifications.

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E. Record Documents and Shop Drawings: Legibly mark each item to record actual construction
including:

1. Measured horizontal and vertical location of underground utilities and appurtenances
referenced to permanent surface features.
2. Measured locations of internal utilities and appurtenances concealed in construction,
referenced to visible, accessible, and permanent features of the Work.
3. Field changes of dimension and detail.
4. Details not shown on original Construction Drawings.

F. Submit record documents to the Construction Manager.

PART 2 – PRODUCTS

NOT USED.

PART 3 – EXECUTION

NOT USED.

PART 4 – MEASUREMENT AND PAYMENT

4.01 CONTRACT CLOSEOUT

A. Contract Closeout: the measurement and payment of contract close out shall be in accordance with
and as part of Mobilization/Demobilization, as outlined in Section 01505.

[END OF SECTION]

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SECTION 02070
WELL ABANDONMENT

PART 1 — GENERAL

1.01 DESCRIPTION OF WORK

A. Supply all equipment, materials, and labor needed to abandon two (2) 3-inch diameter polyvinyl
chloride (PVC) casing groundwater monitoring wells as specified herein and as indicated on the
Drawings.

B. Well abandonment shall be accomplished under the direct supervision of a currently licensed water
well driller who shall be responsible for verification of the procedures and materials used.

1.02 RELATED SECTIONS

Section 01025 – Measurement and Payment
Section 01300 – Submittals
Section 01400 – Quality Control

1.03 REFERENCES

A. Drawings.

B. Construction Quality Assurance (CQA) Plan

C. Latest version of the ASTM International (ASTM) standards:

ASTM C-150 Standard Specification for Portland Cement.
D. Latest version of the American Petroleum Institute (API) standards:

API - 13A Specification for Drilling-Fluid Materials
1.04 SUBMITTALS

A. The Contractor shall keep detailed drilling logs for all wells abandoned, including drilling
procedures, total depth of abandonment, depth to groundwater (if applicable), final depth of boring,
and well destruction details, including the depths of placement of all well abandonment materials.
The Contractor shall provide a minimum of 7 days advance notice prior to beginning drilling and
shall submit a list of the type and quantity of materials used for well abandonment.

B. The Contractor shall acquire all necessary permits and prepare and file a well abandonment report
as required by the State of Utah, Division of Water Rights.

PART 2 — PRODUCTS

2.01 BENTONITE

A. Bentonite shall be Volclay (powdered sodium bentonite API-13A) or as otherwise approved by the
Design Engineer.

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2.02 WATER

A. Water used in the grout mixture shall be potable water or disinfected in accordance with R655-4-
9.6.5 Utah Administrative Code (UAC).

2.03 CEMENT

A. Cement shall be Portland Type I (ASTM C-150).

PART 3 — EXECUTION

3.01 GENERAL

A. The Contractor is responsible for obtaining all permits for the abandonment of wells and shall be
responsible for following all regulatory requirements as outlined in the Administrative Rules for
Water Well Drillers R655-4 UAC.

B. The Contractor shall be responsible for reviewing the well construction boring log for the
groundwater well to be abandoned. The original construction boring logs for the well to be
abandoned are attached to the end of this Section, as Exhibit I.

3.02 DRILLING

A. The Contractor shall sound and record the total depth of the well casing, depth to groundwater (if
encountered), and depth of the over boring.

B. Each well shall be over bored to a diameter 3 inches greater than the well casing diameter to a depth
of 3 feet below the well bottom of casing. The exact depth of the wells shall be in accordance with
the Contract Documents and as determined by the Design Engineer.

3.03 CEMENT-BENTONITE GROUT

A. A cement-bentonite grout shall be mixed for each well. The cement-bentonite grout shall have
approximately 2% by weight bentonite (i.e. one 94-lbs sack of cement and two lbs. of bentonite) and be
mixed with approximately 6.5 gallons of water. The cement-bentonite grout shall be mixed using a
recirculating pump to form a homogeneous mixture free of lumps.

B. Immediately after removing all well materials and recording the over bored depth, the slurry shall be
pressure grouted into the well borehole to 10 feet below final ground surface (bgs) (i.e. subgrade
elevations for Cells 5A and 5B).

C. The uppermost 10 feet of the abandoned well shall consist of neat cement grout or sand cement grout.

D. The Contractor shall monitor the mass, volume, and level of cement-bentonite grout placed in each well
borehole. These quantities shall be reported to the Construction Manager during the abandonment
process.

E. The cement grout or sand cement grout shall be allowed to settle. Cement grout or sand cement grout
shall be added, as necessary, until the elevation of the cured and settled cement grout or sand cement
grout conforms to the surface topography at the time of abandonment.

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PART 4 — MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements for well abandonment set forth in this Section
will be measured as lump sum (LS); and payment will be based on the unit price provided on the
Bid Schedule.
B. The following are considered incidental to the Work:
1. Submittals.
2. Bentonite.
3. Water.
4. Cement.
5. Well permits.
6. Mobilization.
7. Drilling.
8. Grading.
9. Decontamination of well abandonment equipment.
10. Disposal of decontamination materials.
11. Disposal of drill cuttings.

[END OF SECTION]
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Well Completion Logs
DR-12 and DR-13
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SECTION 02200
EARTHWORK
PART 1 — GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and
incidentals necessary to perform all Earthwork. The Work shall be carried out as specified herein
and in accordance with the Drawings.
B. The Work shall include, but not be limited to excavating, blasting, ripping, trenching, hauling,
placing, moisture conditioning, backfilling, compacting and grading. Earthwork shall conform to
the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Construction
Manager.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
1.03 REFERENCES
A. Drawings
B. Latest version of ASTM International (ASTM) standards:
ASTM D 422 Standard Method for Particle-Size Analysis of Soils
ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort
(56,000 ft-lb-ft/ft3 (2,700 kN-m/m3))
ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil-
Aggregate by Nuclear Methods (Shallow Depth)
C. Results of seismic refraction survey for Cells 5A and 5B (Attached Herein).
1.04 QUALIFICATIONS
A. The Contractor’s Site superintendent for the earthworks operations shall have supervised the
construction of at least three earthwork construction projects, in accordance with Section 01010,
Part 1.11.
1.05 SUBMITTALS
A. The Contractor shall submit to the Construction Manager a baseline survey to the limits of the work.
The baseline survey shall be prepared by a Utah licensed professional land surveyor and shall form
the basis for establishing pay quantities.
B. The Contractor shall submit to the Construction Manager a description of equipment and methods
proposed for excavation, and fill placement and compaction construction at least 14 days prior to
the start of activities covered by this Section.
C. If rock blasting is the chosen rock removal technique, the Contractor shall submit to the Construction
Manager a blast plan describing blast methods to remove rock to proposed grade. The blast plan
shall include a pre-blast survey, blast schedule, seismic monitoring records, blast design and
diagrams, and blast safety. The Contractor shall submit the plan to the Construction Manager at least
21 days prior to blast.
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D. If the Work of this Section is interrupted for reasons other than inclement weather, the Contractor
shall notify the Construction Manager a minimum of 48 hours prior to the resumption of Work.
E. If foreign borrow materials are proposed to be used for any earthwork material on this project, the
Contractor shall provide the Construction Manager information regarding the source of the material.
In addition, the Contractor shall provide the Construction Manager an opportunity to obtain samples
for conformance testing 14 days prior to delivery of foreign borrow materials to the Site. If
conformance testing fails to meet these Specifications, the Contractor shall be responsible for
reimbursing the Owner for additional conformance testing costs.
F. The Contractor shall submit as-built Record Drawing electronic files and data, to the Construction
Manager, within 7 days of project substantial completion, in accordance with this Section.
1.06 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for Earthwork meet the
requirements of the Drawings and this Section. Any material or method that does not conform to
these documents, or to alternatives approved in writing by the Construction Manager will be rejected
and shall be repaired, or removed and replaced, by the Contractor at no additional expense to the
Owner.
B. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance
testing required by the Contract Documents. This monitoring and testing, including random
conformance testing of construction materials and completed Work, will be performed by the CQA
Consultant. If nonconformances or other deficiencies are found in the materials or completed Work,
the Contractor will be required to repair the deficiency or replace the deficient materials at no
additional cost to the Owner.
PART 2 — PRODUCTS
2.01 MATERIAL
A. Top soil material shall consist of the top 6 to 12 inches of existing grade.
B. All materials excavated not considered as rock, boulders, or detached pieces of solid rock less than
1 cubic yard in volume are classified as common excavation.
C. Engineered fill material shall consist of on-site soil obtained from excavation or owner provided
stockpile and shall be free from rock larger than 6 inches, organic or other deleterious material.
D. Rock shall consist of all hard, compacted, or cemented materials that require blasting or the use of
ripping and excavating equipment larger than defined for common excavation. The excavation and
removal of isolated boulders or rock fragments larger than 1 cubic yard encountered in materials
otherwise conforming to the definition of common excavation shall be classified as rock excavation.
The presence of isolated boulders or rock fragments larger than 1 cubic yard is not in itself sufficient
to cause to change the classification of the surrounding material.
E. Rippable Soil and Rock, common excavation: Material that can be ripped at more than 250 cubic
yards per hour for each Caterpillar D9N dozer (or equivalent) with a single shank ripper attachment.
F. Loose material: Soil and rock material below finished grade elevations that was blasted or loosened
by ripping or is naturally loose.

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2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain compaction equipment as is necessary to
produce the required in-place soil density and moisture content.
B. The Contractor shall furnish, operate and maintain tank trucks, pressure distributors, or other
equipment designed to apply water uniformly and in controlled quantities.
C. The Contractor shall furnish, operate, and maintain miscellaneous equipment such as earth
excavating equipment, earth hauling equipment, and other equipment, as necessary for Earthwork
construction.
D. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the
Contractor, and to the satisfaction of the Construction Manager.

PART 3 — EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the Work in this Section, the Contractor shall become thoroughly
familiar with the Site, the Site conditions, and all portions of the Work falling within this and other
related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed Work of all other Sections and verify that
all Work is complete to the point where the installation of the Work specified in this
Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed Work of other Sections, the
Construction Manager shall be notified in writing prior to commencing Work. Failure to
notify the Construction Manager, or commencement of the Work of this Section, will be
construed as Contractor's acceptance of the related Work of all other Sections.
C. Existing soil and top of rock information is provided in the attached trench logs (Exhibit I). In
addition, rock rippability data obtained during site seismic refraction surveys is attached.
3.02 SOIL EXCAVATION
A. The Contractor shall excavate materials to the limits and grades shown on the Drawings.
B. The Contractor shall excavate top soil (top 6 to 12 inches of existing ground) to the limits of the
work and stockpile as directed by Construction Manager. During top soil removal, archeologist
personnel employed by the Owner will monitor excavation for archeological artifacts and may stop
excavation in a defined area to remove these artifacts.
C. The Contractor shall rip, blast, and/or mechanically remove rock 6-inches below final grades shown
on the Drawings.
D. The Contractor shall excavate loose soil/rock below final grades shown on the Drawings until
competent soil/rock surface is achieved to allow construction of engineered fill.
E. All excavated material not used as fill shall be stockpiled as shown on the Drawings and in
accordance with Subpart 3.05 of this Section.
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3.03 ROCK EXCAVATION
A. The Contractor shall remove rock by ripping, drilling, or blasting, or as approved by Construction
Manager.
B. Requirements for Blasting:
1. The Contractor shall arrange for a pre-blast survey of nearby buildings, berms, or other
structures that may potentially be at risk from blasting damage. The survey method used shall
be acceptable to the Contractor’s insurance company. The Contractor shall be responsible for
any damage resulting from blasting. The preblast survey shall be made available for review
three weeks before any blasting begins. Pre-blast surveys shall be completed by a practicing
civil engineer registered in the State of Utah, who has experience in rock excavation and
geotechnical design.
2. The Contractor shall submit for review the proposed methods and sequence of blasting for
rock excavations. The Contractor shall identify the number, depth, and spacing of holes;
stemming and number and type of delays; methods of controlling overbreak/overblasting at
excavation limits, procedures for monitoring the shots and recording information for each
shot; proposed depth of cover soil and overblasting; and other data that may be required to
control the blasting.
3. Blasting shall be done in accordance with the federal, state, or local regulatory requirements
for explosives and firing of blasts. Such regulations shall not relieve the Contractor of any
responsibility for damages caused by them or their employees due to the work of blasting.
All blasting work must be performed or supervised by a licensed blaster who shall at all times
have a license on their person and shall permit examination thereof by the Construction
Manager or other officials having jurisdiction.
4. The Contractor shall develop a trial blasting technique that identifies and limits the vibrations
and damage at varying distances from each shot. This trial blasting information shall be
collected and recorded by beginning the work at points farthest from areas to remain without
damage. The Contractor can vary the hole spacing, depths and orientations, explosive types
and quantities, blasting sequence, and delay patterns to obtain useful information to safeguard
against damage at critical areas.
5. Establish appropriate maximum limit for peak particle velocity for each structure or facility
that is adjacent to, or near blast sites. Base maximum limits on expected sensitivity of each
structure or facility to blast induced vibrations and federal, state, or local regulatory
requirements. In areas of blasting within 100 feet from the top of the existing berms, the
blasting peak particle velocities (PPV) shall not exceed 2 inches per second.
6. The Contractor shall discontinue any method of blasting which leads to
overshooting/overblasting or is dangerous to the berms surrounding the existing pond
structures.
7. The Contractor shall have sufficient cover soil to provide safety and minimize fly rock while
minimizing the quantity of fill material impacted with oversized rock and boulders.
8. The Contractor shall minimize overshooting/overblasting. All loose material shall be
removed prior to placing engineered fill.
9. The Contractor shall install a blast warning sign to display warning signals. Sign shall
indicate the following:
a. Five (5) minutes before blast: Three (3) long sounds of airhorn or siren
b. Immediately before blast: Three (3) short sounds of airhorn or siren
c. All clear signal after blast: one (1) long sound of airhorn or siren
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3.04 FILL
A. Prior to fill placement, areas to receive fill shall be cleared and grubbed and top soil shall be
removed.
B. The fill material shall be placed to the lines and grades shown on the Drawings.
C. Soil used for fill shall meet the requirements of Subpart 2.01 of this Section.
D. Soil used for fill shall be placed in a loose lift that results in a compacted lift thickness of no greater
8 inches and compacted to 90% of the maximum density at a moisture content of between -3% and
+3% of optimum moisture content, as determined by ASTM D 1557.
E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil
compaction requirements.
F. During soil wetting or drying, the material shall be regularly disced or otherwise mixed so that
uniform moisture conditions in the appropriate range are obtained.
3.05 STOCKPILING
A. Soil suitable for fill and excavated rock shall be stockpiled, separately, in areas as shown on the
Drawings or as designated by the Construction Manager, and shall be free of incompatible soil,
clearing debris, or other objectionable materials.
B. Separate soil stockpiles shall be constructed to contain topsoil, rock, sandy soil, and clayey soil.
C. Stockpiles shall be no steeper than 2H:1V (Horizontal:Vertical) or other slope approved by the
Design Engineer, graded to drain, sealed by tracking parallel to the slope with a dozer or other means
approved by the Construction Manager, and dressed daily during periods when fill is taken from the
stockpile. The Contractor shall employ temporary erosion and sediment control measures (i.e. silt
fence) as directed by the Construction Manager around stockpile areas.
D. There are no compaction requirements for stockpiled materials.
3.06 FIELD TESTING
A. The minimum frequency and details of quality control testing for Earthwork are provided below.
This testing will be performed by the CQA Consultant. The Contractor shall take this testing
frequency into account in planning the construction schedule.
1. The CQA Consultant will perform conformance tests on placed and compacted fill to evaluate
compliance with these Specifications. The dry density and moisture content of the soil will
be measured in-situ with a nuclear moisture-density gauge in accordance with
ASTM D 6938. The frequency of testing will be one test per 500 cubic yards of soil placed.
2. A special testing frequency will be used by the CQA Consultant when visual observations of
construction performance indicate a potential problem. Additional testing will be considered
when:
a. The rollers slip during rolling operation;
b. The lift thickness is greater than specified;
c. The fill is at improper and/or variable moisture content;
d. Fewer than the specified number of roller passes are made;
e. Dirt-clogged rollers are used to compact the material;
f. The rollers do not have optimum ballast; or
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g. The degree of compaction is doubtful.

3. During construction, the frequency of testing will be increased by the Construction Manager
in the following situations:
a. Adverse weather conditions;
b. Breakdown of equipment;
c. At the start and finish of grading;
d. If the material fails to meet Specifications; or
e. The work area is reduced.

B. Defective Areas:
1. If a defective area is discovered in the Earthwork, the CQA Consultant will evaluate the
extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the
CQA Consultant will determine the extent of the defective area by additional tests,
observations, a review of records, or other means that the Construction Manager deems
appropriate. If the defect is related to adverse Site conditions, such as overly wet soils or
surface desiccation, the CQA Site Manager shall define the limits and nature of the defect.
2. Once the extent and nature of a defect is determined, the Contractor shall correct the
deficiency to the satisfaction of the CQA Consultant. The Contractor shall not perform
additional Work in the area until the Construction Manager approves the correction of the
defect.
3. Additional testing may be performed by the CQA Consultant to verify that the defect has
been corrected. This additional testing will be performed before any additional Work is
allowed in the area of deficiency. The cost of the additional Work and the testing shall be
borne by the Contractor.

3.07 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout and control.
3.08 CONSTRUCTION TOLERANCE
A. The Contractor shall perform the Earthwork construction to within ±0.1 vertical feet of elevations
on the Drawings.
3.09 AS-BUILT SURVEY
A. For purposes of payment on Earthwork quantities, the Contractor shall conduct a comprehensive as-
built survey that complies with this Section.
B. The Contractor shall produce complete electronic as-built Record Drawings in conformance with
the requirements set forth in this Section. This electronic file shall be provided to the Construction
Manager for verification. Surveys shall be submitted for existing topography, top of rock, base of
excavation, and top of fill.
C. The Contractor shall produce an electronic boundary file that accurately conforms to the project site
boundary depicted on the plans or as modified during construction by approved change order. The
electronic file shall be provided to the Construction Manager for verification prior to use in any
earthwork computations or map generation.

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D. As-built survey data shall be collected throughout the project as indicated in these Specifications.
This data shall be submitted in hard-copy and American Standard Code for Information Interchange
(ASCII) format. ASCII format shall include: point number, northing and easting, elevations, and
descriptions of point. The ASCII format shall be as follows:
1. PPPP,NNNNNN.NNN,EEEEEE.EEE,ELEV.XXX,Description
a. Where:
 P – point number
 N- Northing
 E – Easting
 ELEV.XXX – Elevation
 Description – description of the point
3.10 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect completed Work of this Section.
B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that
promotes drainage of surface water away from the area and from finished Work. If threatening
weather conditions are forecast, soil surfaces shall be seal-rolled at a minimum to protect finished
Work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the
satisfaction of the Construction Manager, at the expense of the Contractor.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. All earthwork quantities shall be independently verified by the Construction Manager prior to
approval. The independent verification by the Construction Manager shall utilize the same basic
procedures as those used by the Contractor.
B. Any interim or soon-to-be buried (or otherwise obstructed) earthwork shall be surveyed and
quantified as the project progresses to enable timely verification by the Construction Manager.
C. Providing for and complying with the requirements set forth in this Section for Soil Excavation will
be measured as lump sum (LS) and payment will be based on the unit price provided on the Bid
Schedule.
D. Providing for and complying with the requirements set forth in this Section for Rock Excavation
will be measured as lump sum (LS) and payment will be based on the unit price provided on the Bid
Schedule.
E. Providing for and complying with the requirements set forth in this Section for Fill will be measured
as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule.
F. The following are considered incidental to the work:
 Submittals.
 Quality Control.
 Material samples, sampling, and testing.
 Excavation.
 Blasting, ripping, and hammering.
 Loading, and hauling.
 Scarification.
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 Screening.
 Layout survey.
 Rejected material removal, retesting, handling, and repair.
 Temporary haul roads.
 Erosion control.
 Dust control.
 Spill cleanup.
 Placement, compaction, and moisture conditioning.
 Stockpiling.
 Record survey.

[END OF SECTION]

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TABLE 02200-1
TABLE 02200-1
SUMMARY OF SEISMIC REFRACTION SURVEYS -
Cells 5A and 5B
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
0 to 4 1287 to 1392 Rippable
4 to 36 4944 to 5053 Rippable
> 36 6195 to 7403 Rippable
0 to 6 1312 to 2563 Rippable
> 6 5358 to 6372 Rippable
0 to 4 1341 to 1408 Rippable
4 to 14 3457 to 5578 Rippable
> 14 6512 to 6802 Rippable
0 to 8 1571 to 2191 Rippable
8 to 12 4245 to 5672 Rippable
>12 6538 to 7012 Rippable
0 to 5 1482 to 1658 Rippable
5 to 21 3866 to 4754 Rippable
>21 6087 to 6492 Rippable
0 to 6 1804 to 2078 Rippable
>6 4854 to 5966 Rippable
0 to 4 1059 to 1317 Rippable
4 to 25 3264 to 4564 Rippable
>25 5918 to 6499 Rippable
0 to 5 1052 to 1681 Rippable
5 to 14 2998 to 5299 Rippable
>14 5663 to 7907 Marginal
0 to 9 1137 to 1691 Rippable
>9 6235 to 7003 Rippable
0 to 7 1684 to 1939 Rippable
>7 6281 to 8285 Marginal
0 to 3 2083 to 2347 Rippable
3 to 46 4826 to 4905 Rippable
0 to 4 1489 to 2965 Rippable
>4 4955 to 6415 Rippable
0 to 4 1488 to 2035 Rippable
4 to 19 4757 to 5046 Rippable
> 19 6696 Rippable
0 to 4 1308 to 2080 Rippable
4 to 34 4899 to 5169 Rippable
> 34 8444 to 8736 Marginal
SL-12-04-01F
N37.52388
SL-12-05-01R N37.52416 W109.51729
Rev
S62W 5A
TP12-04
SL-12-04-01R
SL-12-06-01R
N37.52532
SL-12-07-01R
SL-12-06-01F
TP12-01
TP12-07
W109.51418
TP12-06 N37.52408 W109.51434
N37.52438 W109.51460
TP12-02 N37.52600 W109.51614
Fwd
N30W 5A - -
0-5.25 FT Residual Soil
5.25-6.75 FT Weathered Sandstone 6.75 to
7.0 FT Dakota Sandstone
5A
5A
5A
SL-12-03-01R N37.52447 W109.51466
Rev
N30E 5A
W109.51372
N37.52546 W109.51749
W109.51675
SL-12-07-01F
SL-12-03-01F N37.52499 W109.51506
Fwd
S30W
N37.52438 W109.51460
SL-12-05-01F
Survey Number Survey Line
Direction Cell (5A or 5B)
5A
N37.52554 W109.51566 5ASL-12-01-01R
5AW109.51749
N37.52384 W109.51791
Fwd
N62E 5A
SL-12-01-01F N37.52603 W109.51611
SL-12-02-01F N37.52603 W109.51611
SL-12-02-01R N37.52647 W109.51649
N37.52338 Rev
N30W
Excavatability Assessment3
N37.52388
N37.52507 W109.51506 - -
5A
5A
5A
5A
5A
W109.51793
5A
Fwd
S32E
Fwd
N32W
Rev
N32W
Fwd
S30E
Fwd
S65E
Rev
N30W
Fwd
S30E
--
--
Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points
5A
5A
0-1.5 FT Residual Soil
1.5-7.5 FT Weathered Sandstone
7.5-8.0 FT Shale Layer
8.0 FT Dakota Sandstone
Fwd
N20E
Rev
N75W
Fwd
S75E
Fwd
N32W
Rev
S32E
N37.52546
0-7.0 FT Residual Soil
7.0-8.5 FT Weathered Sandstone
8.5-9.5 FT Dakota Sandstone
0-5 FT Residual Soil
5.0-6.75 FT Weathered Sandstone
6.75 to 7.0 FT Dakota Sandstone
Fwd
N30W 5A - -
0-2.0 FT Residual Soil
2.0-3.5 FT Weathered Sandstone
3.5 FT Dakota Sandstone
TABLE 02200-1
SUMMARY OF SEISMIC REFRACTION SURVEYS -
Cells 5A and 5B
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
Survey Number Survey Line
Direction Cell (5A or 5B)Excavatability Assessment3 Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points
0 to 5 1061 to 1283 Rippable
5 to 17 3354 to 4800 Rippable
> 17 6025 Rippable
0 to 7 1521 to 1732 Rippable
> 7 4927 to 5849 Rippable
0 to 5 1211 to 2207 Rippable
>5 5570 to 6148 Rippable
0 to 6 1269 to 1639 Rippable
6 to 17 4661 to 6630 Rippable
>17 7230 to 7274 Rippable
0 to 6 1442 to 1904 Rippable
>6 5620 to 7611 Marginal
0 to 4 1835 to 2395 Rippable
>4 6387 to 7509 Marginal
0 to 6 1157 to 1227 Rippable
>6 7036 to 7052 Rippable
0 to 10 1411 to 1480 Rippable
>10 7343 to 8088 Marginal
0 to 4 1061 to 1488 Rippable
4 to 17 3331 to 4947 Rippable
> 17 8999 to 9761 Non-Rippable
0 to 3 1672 to 1955 Rippable
3 to 18 4721 to 5496 Rippable
>18 6643 to 7372 Rippable
0 to 6 1349 to 3557 Rippable
>6 7286 to 9352 Non-Rippable
0 to 5 1138 to 1248 Rippable
>5 6186 to 8977 Marginal
SL-12-09-01R N37.52570 W109.51324
Rev
S65W 5A
SL-12-09-01F N37.52544 W109.51392
Fwd
N65E
TP12-09 N37.52294 W109.51320
Fwd
N62E
5A
5A
5A/5BFwd
N20E
TP12-12 N37.52479
W109.51648N37.52443
TP12-03 N37.52559 W109.51355
SL-12-08-01F
SL-12-08-01R
TP12-05
W109.51582N37.52477
N37.52443 W109.51621
TP12-08 N37.52326 W109.51534
W109.50859
SL-12-11-01F N37.525045 W109.507928 5B
5B
5A/5B - -
Rev
S68W
SL-12-10-01F N37.524778 W109.50861 5B
5B
Fwd
N68E
SL-12-10-01R N37.52452 W109.50928
Rev
N68E
Fwd
S68W
TP12-10 N37.52464 W109.51260
Fwd
N88W
N37.52419 W109.51025
Fwd N70E 5B
5B
SL-12-13-01F N37.5249 W109.51025 5B
Rev
N70E
Fwd
S70W
SL-12-13-01R N37.52389 W109.51102
0-4.5 FT Residual Soil
4.5-6.5 FT Weathered Sandstone
6.5-7.5 FT Dakota Sandstone
0-6.0 FT Residual Soil
6.0-7.5 FT Weathered Sandstone
7.5 FT Dakota Sandstone
0-5.5 FT Residual Soil
5.5-7.0 FT Weathered Sandstone
7.0 FT Dakota Sandstone
0-4.5 FT Residual Soil
4.5-9.0 FT Weathered Sandstone
9.0-9.5 FT Dakota Sandstone
0-5.5 FT Residual Soil
5.5-6.5 FT Weathered Sandstone
6.5-7.5 FT Dakota Sandstone
--
Fwd
N40E
Rev
S62W
5A
--
--
5A
5A
5A
--
Fwd
S65W
Fwd
N10W
Fwd
S65W 5B - -
0-6.5 FT Residual Soil
6.5-7.5 FT Weathered Sandstone
7.5-8.0 FT Dakota Sandstone
TP12-13 N37.52419 W109.51025
Fwd
S70W 5B - - -
0-0.5 FT Residual Soil
0.5-1.0 FT Weathered Sandstone
1.0-2.0 FT Dakota Sandstone
SL-12-11-01R N37.524778 W109.50861
SL-12-12-01R N37.52441 W109.50956
Rev
S70W 5B
SL-12-12-01F
TABLE 02200-1
SUMMARY OF SEISMIC REFRACTION SURVEYS -
Cells 5A and 5B
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
Survey Number Survey Line
Direction Cell (5A or 5B)Excavatability Assessment3 Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points
0 to 6 1098 to 1775 Rippable
6 to 28 6361 to 6041 Rippable
>28 8046 to 8964 Marginal
0 to 6 1369 to 1419 Rippable
>6 7171 to 7762 Marginal
0 to 8 1478 to 3030 Rippable
>8 6346 to 7738 Marginal
0 to 9 1305 to 1554 Rippable
9 to 16 3197 to 4279 Rippable
>16 7886 to 8107 Marginal
0 to 6 1388 Rippable
6 to 22 2951 to 5517 Rippable
>22 9648 Non-Rippable
0 to 6 1215 to 1816 Rippable
>6 6435 to 6930 Rippable
0 to 4 1391 to 2336 Rippable
4 to 37 4801 to 4874 Rippable
>37 7554 Marginal
0 to 5 1694 to 1730 Rippable
5 to 22 4762 to 5491 Rippable
>22 6479 to 6483 Rippable
0 to 5 1090 to 1379 Rippable
5 to 26 5202 to 6893 Rippable
>26 7491 to 10938 Non-Rippable
0 to 4 1361 to 1420 Rippable
4 to 20 5110 to 5363 Rippable
>20 7861 to 11264 Non-Rippable
Notes:
1 - Surveyed end point of refraction survey lines coordinates in Latitude/Longitude decimal degree World Geodetic System (WGS) 84. Data collected in field.
2 - Calculated depth of seismic refractor based on P-wave first arrival times using Snells Law.
3 - Excavatability assessment based on correlations between seismic wave velocities and rippability using a Single Shank No. 9 ripper on a D9N dozer (Caterpillar, 2006)
RS - Residual Soil
wxs - weathered sandstone
Kds - Cretaceous Dakota Sandstone
SL-12-14-01F N37.52330 W109.51234
SL-12-14-01R N37.52361 W109.51167
5B
5B
Fwd
N62E
Rev
S62W
-
TP12-15
SL-12-15-01F N37.52542 W109.51112
5B
5B
N37.52361 W109.51167 - -
Fwd
N25W
Rev
S30E
Fwd
S20E
Fwd
S60W
SL-12-15-01R N37.52493 W109.51077
TP12-11
5B
5BN37.52512 W109.51098 -
SL-12-16-01F N37.52330 W109.50919 5B
Rev
S32E
Fwd
N32W
SL-12-17-01F N37.52330 W109.50919 5B
5BSL-12-16-01R N37.52380 W109.50957
Rev
N32W
Fwd
S32E
TP12-16 N37.52329 W109.50913
Fwd
S40E 5B
Fwd
N30W
SL-12-17-01R N37.52280 W109.50872 5B
TP12-18 5BN37.52223 W109.50835 - -
--
0-4.5 FT Residual Soil
4.5-6.0 FT Weathered Sandstone
6.0-6.5 FT Dakota Sandstone
0-5.5 FT Residual Soil
5.5-6.0 FT Weathered Sandstone
6.5 FT Dakota Sandstone
0-3.5 FT Residual Soil
3.5-11.0 FT Weathered Sandstone
11.0-12.0 FT Dakota Sandstone
-
0-0.5 FT Residual Soil
0.5-6.0 FT Weathered Sandstone
6.0-6.5 FT Dakota Sandstone
TP12-17 N37.52253 W109.51065
Fwd
N8E 5B - - -
0-0.5 FT Residual Soil
0.5-2.0 FT Weathered Sandstone
2.0-3.5 FT Dakota Sandstone
TP12-19 N37.52550 W109.50965
Fwd
N15W 5B - -
0-1.5 FT Residual Soil
1.5 FT Dakota Sandstone
SL-12-18-01F N37.52431 W109.50755
Fwd
E-W 5B
SL-12-18-01R N37.52430 W109.50829
Rev
E-W 5B
TP12-14 N37.52431 W109.50749
Fwd
S88W 5B - - -
0-4.5 FT Residual Soil
4.5-7.5 FT Weathered Sandstone
7.5 FT Dakota Sandstone
Cell 5A and 5B Lining System Construction Subgrade Preparation
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02220-1 June 2018

SECTION 02220
SUBGRADE PREPARATION

PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and
incidentals necessary to perform all Subgrade Preparation. The Work shall be carried out as
specified herein and in accordance with the Drawings and the Construction Quality Assurance
(CQA) Plan.
B. The Work shall include, but not be limited to placement, moisture conditioning, compaction, and
grading of subgrade soil and construction of geosynthetics anchor trench. Earthwork shall conform
to the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Design
Engineer.
1.02 RELATED SECTIONS
Section 02200 – Earthwork
Section 02270 – Geomembrane
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of ASTM International (ASTM) standards:
ASTM D 422 Standard Method for Particle-Size Analysis of Soils
ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort
(56,000 ft-lbf/ft3 (2,700 kN-m/m3))
ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil
and Rock In-Place by Nuclear Methods (Shallow Depth)
1.04 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for subgrade preparation meet the
requirements of the Drawings and this Section. Any material or method that does not conform to
these documents, or to alternatives approved in writing by the Design Engineer will be rejected and
shall be repaired, or removed and replaced, by the Contractor at no additional expense to the Owner.
PART 2 – PRODUCTS
2.01 SUBGRADE SOIL
A. Subgrade surface shall be free of protrusions larger than 0.7 inches. Any such observed particles
shall be removed prior to placement of geosynthetics.
B. Subgrade surface shall be free of large desiccation cracks (ie, larger than ¼ inch) at the time of
geosynthetics placement.
Cell 5A and 5B Lining System Construction Subgrade Preparation
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02220-2 June 2018

C. Subgrade soil shall consist of on-site soils that are free of particles greater than 3 inches in longest
dimension, deleterious, organic, and/or other soil impacts that can damage the overlying liner
system.
D. The subgrade surface shall be firm and unyielding, with no abrupt elevation changes, ice, or standing
water.
E. The subgrade surface shall be smooth and free of vegetation, sharp-edged rock, stones, sticks,
construction debris, and other foreign matter that could contact the geosynthetics.
F. At a minimum, the subgrade surface shall be rolled with a smooth-drum compactor of sufficient
weight to remove any excessive wheel ruts greater than 1-inch or other abrupt grade changes.
2.02 ANCHOR TRENCH BACKFILL
A. Anchor trench backfill is the soil material that is placed in the anchor trench, as shown on the
Drawings.
B. Where rocks are included in the anchor trench backfill, they shall be mixed with suitable excavated
materials to eliminate voids.
C. Material removed during trench excavation may be utilized for anchor trench backfill, provided that
all organic material, rubbish, debris, and other objectionable materials are first removed.
2.03 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain grading and compaction equipment as is
necessary to produce smooth surfaces for the placement of geosynthetics and acceptable in-place
soil density in the anchor trenches.
B. The Contractor shall furnish, operate, and maintain tank trucks, pressure distributors, or other
equipment designed to apply water uniformly and in controlled quantities for dust control and for
moisture conditioning soils to be placed as trench backfill.
C. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the
Contractor, and to the satisfaction of the Construction Manager.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work in this Section, the Contractor shall become thoroughly
familiar with the Site, the Site conditions, and all portions of the work falling within this and other
related Sections.
B. The Contractor shall provide for the protection of work installed in accordance with other Sections.
In the event of damage to other work, the Contractor shall make repairs and replacements to the
satisfaction of the Construction Manager, at the expense of the Contractor.
3.02 SUBGRADE SOIL SURFACE
A. The Contractor shall remove vegetation and roots to a minimum depth of 4-inches below ground
surface in all areas where geosynthetic materials are to be installed.
B. Contractor shall grade subgrade soil to be uniform in slope, free from ruts, mounds, or depressions.
C. Prior to tertiary geomembrane (Option A) or GCL (Option B) installation, the subgrade surface shall
be proof-rolled with appropriate compaction equipment to confirm subgrade stability.
Cell 5A and 5B Lining System Construction Subgrade Preparation
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02220-3 June 2018

3.03 TRENCH EXCAVATION
A. The Contractor shall excavate the anchor trench to the limits and grades shown on the Drawings.
B. Excavated anchor trench materials shall be returned as backfill for the anchor trench and compacted.
C. Material not suitable for anchor trench backfill shall be relocated as directed by the Construction
Manager.
3.04 TRENCH BACKFILL
A. The anchor trench backfill shall be placed to the lines and grades shown on the Drawings.
B. Soil used for anchor trench backfill shall meet the requirements of Subpart 2.02 of this Section.
C. Soil used for anchor trench backfill shall be placed in loose lifts of no more than 12 inches and
compacted to 90% of maximum dry density per ASTM D 1557. Backfill shall be within -3% to
+3% of optimum moisture content. The maximum permissible pre-compaction soil clod size is
6 inches.
D. The Contractor shall compact each lift of anchor trench backfill to the satisfaction of the
Construction Manager.
E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil
compaction requirements.
F. During soil wetting or drying, the material shall be regularly disked or otherwise mixed so that
uniform moisture conditions are obtained in the appropriate range.
3.05 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout and control.
B. The Contractor shall perform as-built surveys for all completed surfaces for purposes of Record
Drawing preparation. At a minimum, survey points shall be obtained at grade breaks, top of slope,
toe of slope, and limits of material type.
3.06 PROTECTION OF WORK
A. The Contractor shall protect completed work of this Section.
B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that
promotes drainage of surface water away from the area and from finished work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the
satisfaction of the Construction Manager, at the expense of the Contractor.

Cell 5A and 5B Lining System Construction Subgrade Preparation
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02220-4 June 2018

PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements for subgrade preparation will be measured as
lump sum (LS) and payment will be based on the unit price as provided on the Bid Schedule.
B. Providing for and complying with the requirements for anchor trench excavation and backfill shall
be measured on a lineal foot (LF) basis and payment will be based on the unit price as provided on
the Bid Schedule.
C. The following are considered incidental to the work:
 Submittals.
 Quality Control.
 Material samples.
 Screening.
 Excavation, loading, and hauling.
 Temporary haul roads.
 Layout survey.
 Rejected material removal, testing, hauling, and repair.
 Erosion Control
 Dust control.
 Spill Clean-up
 Placement, compaction, and moisture conditioning.
 Stockpiling.
 Record survey.

[END OF SECTION]

Cell 5A and 5B Lining System Construction Drainage Aggregate
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02225-1 June 2018

SECTION 02225
DRAINAGE AGGREGATE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and
incidentals necessary for the installation of Drainage Aggregate. The work shall be carried out as
specified herein and in accordance with the Drawings and the site Construction Quality Assurance
(CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, and placement of
Drainage Aggregate (aggregate).
1.02 RELATED SECTIONS
Section 02616 – PVC Pipe
Section 02770 – Geomembrane
Section 02771 – Geotextile
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site Construction Quality Assurance (CQA) Plan
C. Latest Version of ASTM International (ASTM) Standards:
ASTM C 33 Standard Specification for Concrete Aggregates
ASTM C 136 Test Method for Sieve Analysis of Fine and Coarse Aggregates
ASTM D 2434 Test Method for Permeability of Granular Soils (Constant Head)
ASTM D 3042 Standard Test Method for Insoluble Residue in Carbonate Aggregates
1.04 SUBMITTALS
A. The Contractor shall submit to the Construction Manager for approval, at least 7 days prior to the
start of construction, Certificates of Compliance for proposed aggregate materials. Certificates of
Compliance shall include, at a minimum, typical gradation, insoluable residue content,
representative sample, and source of aggregate materials.
B. The Contractor shall submit to the Construction Manager a list of equipment and technical
information for equipment proposed for use in placing the aggregate material in accordance with
this Section.
1.05 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance
testing required by the CQA Plan. This monitoring and testing, including random conformance
testing of construction materials and completed work, will be performed by the CQA Consultant. If
Cell 5A and 5B Lining System Construction Drainage Aggregate
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02225-2 June 2018

nonconformances or other deficiencies are found in the materials or completed work, the Contractor
will be required to repair the deficiency or replace the deficient materials.
PART 2 – PRODUCTS
2.01 MATERIALS
A. Aggregate shall meet the requirements specified in ASTM C 33 and shall not contain limestone.
Aggregate shall have a minimum permeability of 1×10-1 cm/sec when tested in accordance with
ASTM D 2434. The requirements of the Aggregate are presented below:
Maximum Particle Size Percent Finer
1 - inch 100
¼ - inch 0 to 5
No. 200 Sieve 0 to 2

B. Carbonate loss shall be no greater than 10 percent by dry weight basis when tested in accordance
with ASTM D 3042.
2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain hauling, placing, and grading equipment as
necessary for aggregate placement.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work in this Section, the Contractor shall become thoroughly
familiar with the site, the site conditions, and all portions of the work falling within this and other
related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed work of all other Sections and verify
that all work is complete to the point where the installation of the work specified in this
Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed work of other Sections, the
Construction Manager shall be notified in writing prior to commencing work. Failure to
notify the Construction Manager or commencement of the work of this Section will be
construed as Contractor's acceptance of the related work of all other Sections.
3.02 PLACEMENT
A. Place after underlying geosynthetic installation is complete, including construction quality control
(CQC) and CQA work.
B. Place to the lines, grades, and dimensions shown on the Drawings.
C. The subgrade of the aggregate consists of a geotextile overlying a geomembrane. The Contractor
shall avoid creating large wrinkles (greater than 6-inches high), tearing, puncturing, folding, or
damaging in any way the geosynthetic materials during placement of the aggregate material.
Cell 5A and 5B Lining System Construction Drainage Aggregate
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02225-3 June 2018

D. Damage to the geosynthetic liner system caused by the Contractor or his representatives shall be
repaired by the Geosynthetic Installer, at the expense of the Contractor.
E. No density or moisture requirements are specified for placement of the aggregate material.
3.03 FIELD TESTING
A. The minimum frequency and details of conformance testing are provided below. This testing will
be performed by the CQA Consultant. The Contractor shall take this testing frequency into account
in planning the construction schedule.
1. Aggregates conformance testing:
a. particle-size analyses conducted in accordance with ASTM C 136 at a frequency of
one per source; and
b. permeability tests conducted in accordance with ASTM D 2434 at a frequency of
one per source.
3.04 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout, control, and Record
Drawings.
3.05 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect all work of this Section.
B. In the event of damage, the Contractor shall make repairs and replacements to the satisfaction of the
Construction Manager at no additional cost to the Owner.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Drainage Aggregate
will be incidental to the PVC pipe, and payment will be based on the unit price for PVC pipe
provided on the Bid Schedule.
B. The following are considered incidental to the work:
 Submittals.
 Quality Control.
 Material samples, sampling, and testing.
 Excavation, loading, stockpiling, and hauling.
 Placing and grading.
 Layout survey.
 Rejected material.
 Rejected material removal, re-testing, handling, and repair.
 Mobilization.

[ END OF SECTION ]
Cell 5A and 5B Lining System Construction Polyvinyl Chloride (PVC) Pipe
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02616-1 June 2018

SECTION 02616
POLYVINYL CHLORIDE (PVC) PIPE

PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, and equipment
necessary to install perforated and solid wall polyvinyl chloride (PVC) Schedule 40 pipe and fittings,
as shown on the Drawings and in accordance with the Construction Quality Assurance (CQA) Plan.
1.02 RELATED SECTIONS
Section 02225 – Drainage Aggregate
Section 02270 – Geomembrane
Section 02771 – Geotextile
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings.
B. Site CQA Plan.
C. Latest version of the ASTM International (ASTM) standards:
ASTM D 1784 Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and
chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.
ASTM D 1785 Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80 and 120.
ASTM D 2466 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings,
Schedule 40.
ASTM D 2564 Standard Specification for Solvent Cements for Poly (Vinyl Chloride) (PVC)
Plastic Pipe and Fittings.
ASTM D 2774 Practice for Underground Installation of Thermoplastic Pressure Piping.
ASTM D 2855 Standard Practice for Making Solvent-Cemented Joints with Poly (Vinyl
Chloride) (PVC) Pipe and Fittings.
ASTM F 656 Standard Specification for Primers for Use in Solvent Cement Joints of Poly
(Vinyl Chloride) (PVC) Plastic Pipe and Fittings.
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1.04 SUBMITTALS
A. The Contractor shall submit to the Construction Manager for approval, at least 7 days prior to
installation of this material, Certificates of Compliance for the pipe and fittings to be furnished.
Certificates of Compliance shall consist of a properties sheet, including specified properties
measured using test methods indicated herein.
B. The Contractor shall submit to the Construction Manager, Record Drawings of the installed piping
at a frequency of not less than once per every 100 feet of installed pipe and strip composite. Record
Drawings shall be submitted within 7 days of completion of the record survey.
1.05 CQA MONITORING
A. The Contractor shall ensure that the materials and methods used for PVC pipe and fittings
installation meet the requirements of the Drawings and this Section. Any material or method that
does not conform to these documents, or to alternatives approved in writing by the Construction
Manager, will be rejected and shall be repaired or replaced by the Contractor at no additional cost
to the Owner.
PART 2 – MATERIALS
2.01 PVC PIPE & FITTINGS
A. PVC pipe and fittings shall be manufactured from a PVC compound which meets the requirements
of Cell Classification 12454 polyvinyl chloride as outlined in ASTM D 1784.
B. PVC pipe shall meet the requirements of ASTM D 1784 and ASTM D 1785 for Schedule 40 PVC
pipe.
C. PVC fittings shall meet the requirements of ASTM D 2466.
D. Clean rework or recycle material generated by the Manufacturer's own production may be used so
long as the pipe or fittings produced meet all the requirements of this Section.
E. Pipe and fittings shall be homogenous throughout and free of visible cracks, holes, foreign
inclusions, or other injurious defects, being uniform in color, capacity, density, and other physical
properties.
F. PVC pipe and fitting primer shall meet the requirements of ASTM F 656 and solvent cements shall
meet the requirements of ASTM D 2564.
2.02 PVC PERFORATED PIPE
A. Perforated pipe shall meet the requirements listed above for solid wall pipe, unless otherwise
approved by the Design Engineer. PVC pipe perforations shall be as shown on the Drawings.
2.03 STRIP COMPOSITE
A. Strip composite shall be comprised of high density polyethylene core Multi-Flow Drainage Systems
12-inch product, or Design Engineer approved equal. Consideration for equality will involve
chemical resistance, compressive strength, and flow capacity. Strip composite shall be installed as
shown on the Drawings.
B. Sand bags used to continuously cover the strip composite shall be comprised of woven geotextile
capable of allowing liquids to pass and shall have a minimum length of 18-inches.
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C. Sand bags shall contain Utah Department of Transportation (UDOT) concrete sand having a
carbonate loss of no greater than 10 percent by dry weight basis when tested in accordance with
ASTM D 3042 and meeting the following gradation.
Sieve Size Percent Passing
3/8 inch 100%
No. 4 95% to 100%
No. 16 45% to 80%
No. 50 10% to 30%
No. 100 2% to 10%

D. Contractor shall monitor that sand bags shall not be overfilled to the extent that the underlying strip
composite is visible.
E. In lieu of sand bag replacement if underlying strip composite is visible, additional sand bags may
be placed parallel and adjacent to strip composite and overlying sandbags such that visible portions
of the strip composite are covered.
F. In lieu of sandbags, Contractor may elect to install woven geotextile strips, partially covered with
UDOT concrete sand, overlying the strip of composite. Woven geotextile shall be folded over the
top of the sand and sewn to complete a geotextile wrap of the sand as shown on the Drawings.
PART 3 – PART 3 EXECUTION
3.01 PVC PIPE HANDLING
A. When shipping, delivering, and installing pipe, fittings, and accessories, do so to ensure a sound,
undamaged installation. Provide adequate storage for all materials and equipment delivered to the
site. PVC pipe and pipe fittings shall be handled carefully in loading and unloading so as not to
damage the pipe, fittings, or underlying materials.
3.02 PVC PIPE INSTALLATION
A. PVC pipe installation shall conform to these Specifications, the Manufacturer’s recommendations,
and as outlined in ASTM D 2774.
B. PVC perforated and solid wall pipe shall be installed as shown on the Drawings.
C. PVC pipe shall be inspected for cuts, scratches, or other damages prior to installation. Any pipe
showing damage, which in the opinion of the CQA Consultant will affect performance of the pipe,
must be removed from the site. Contractor shall replace any material found to be defective at no
additional cost to the Owner.
3.03 JOINING OF PVC PIPES
A. PVC pipe and fittings shall be joined by primer and solvent-cements per ASTM D 2855.
B. All loose dirt and moisture shall be wiped from the interior and exterior of the pipe end and the
interior of fittings.
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C. All pipe cuts shall be square and perpendicular to the centerline of the pipe. All burrs, chips, etc.,
from pipe cutting shall be removed from pipe interior and exterior.
D. Pipe and fittings shall be selected so that there will be as small a deviation as possible at the joints,
and so inverts present a smooth surface. Pipe and fittings that do not fit together to form a tight fit
will be rejected.
3.04 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect all work of this Section.
B. In the event of damage, the Contractor shall make all repairs and replacements necessary, to the
satisfaction of the Construction Manager.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for 4-inch PVC Pipe
will be measured as in-place linear foot (LF) to the limits shown on the Drawings, and payment will
be based on the unit price provided on the Bid Schedule.
B. Providing for and complying with the requirements set forth in this Section for 18-inch PVC Pipe
will be measured as in-place LF to the limits shown on the Drawings, and payment will be based on
the unit price provided on the Bid Schedule.
C. Providing for and complying with the requirements set forth in this Section for Strip Drain,
including connectors and sand bags or geotextile alternative, will be measured as in-place LF to the
limits shown on the Drawings, and payment will be based on the unit price provided on the Bid
Schedule.
D. The following are considered incidental to the Work:
 Submittals.
 Quality Control.
 Shipping, handling and storage.
 Fittings.
 Drainage aggregate.
 Joining.
 Mobilization.
 Placement.
 Rejected material.
 Rejected material removal, handling, re-testing, and repair.
 Gravel and sand bags and/or woven geotextile.
 UDOT sand.

[END OF SECTION]

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SECTION 02770
GEOMEMBRANE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and
incidentals necessary for the installation of smooth and textured high-density polyethylene (HDPE)
geomembrane and HDPE Drain Liner™ geomembrane, as shown on the Drawings. The work shall
be performed as specified herein and in accordance with the Drawings and the site Construction
Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage,
and seaming of the geomembrane.
1.02 RELATED SECTIONS
Section 02225 – Drainage Aggregate
Section 02771 – Geotextile
Section 02772 – Geosynthetic Clay Liner
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of Geosynthetic Research Institute (GRI) GM-9 – Cold Weather Seaming of
Geomembranes
D. Latest version of the ASTM International (ASTM) standards:
ASTM D 638 Standard Test Method for Tensile Properties of Plastics
ASTM D 792 Standard Test Methods for Specific Gravity (Relative Density) and Density of
Plastics by Displacement
ASTM D 1505 Standard Test Methods for Density of Plastics by Density-Gradient Technique
ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics
ASTM D 4439 Terminology for Geosynthetics
ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextiles,
Geomembranes, and Related Products
ASTM D 5199 Standard Test Method for Measuring the Nominal Thickness of Geosynthetics
ASTM D 5397 Test Method for Evaluation of Stress Crack Resistance of Polyolefin
Geomembranes Using Notched Constant Tensile Load Test
ASTM D 5596 Recommended Practice for Microscopical Examination of Pigment Dispersion in
Plastic Compounds
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ASTM D 5641 Practice for Geomembrane Seam Evaluation by Vacuum Chamber
ASTM D 5820 Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes
ASTM D 6365 Standard Test Method for the Non-destructive Testing of Geomembrane Seams
using the Spark Test.
ASTM D 6392 Standard Test Method for Determining the Integrity of Non-reinforced
Geomembrane Seams Produced using Thermo-Fusion Methods.
1.04 QUALIFICATIONS
A. Geomembrane Manufacturer:
1. The Geomembrane Manufacturer shall be responsible for the production of geomembrane
rolls from resin and shall have sufficient production capacity and qualified personnel to
provide material meeting the requirements of this Section and the construction schedule
for this project.
2. The Geomembrane Manufacturer shall have successfully manufactured a minimum of
20,000,000 square feet of polyethylene geomembrane.
B. Geosynthetics Installer:
1. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for
field handling, deploying, seaming, temporarily restraining (against wind), and other
aspects of the deployment and installation of the geomembrane and other geosynthetic
components of the project.
2. The Geosynthetics Installer shall have successfully installed a minimum of
20,000,000 square feet of polyethylene geomembrane on previous projects with similar
side slopes, bench widths, and configurations.
3. The installation crew shall have the following experience.
a. The Superintendent shall have supervised the installation of a minimum of
10,000,000 square feet of polyethylene geomembrane on at least ten (10) different
projects.
b. At least one seamer shall have experience seaming a minimum of 2,000,000
square feet of polyethylene geomembrane using the same type of seaming
apparatus to be used at this Site. Seamers with such experience will be designated
"master seamers" and shall provide direct supervision over less experienced
seamers.
c. All other seaming personnel shall have seamed at least 100,000 square feet of
polyethylene geomembrane using the same type of seaming apparatus to be used
at this site. Personnel who have seamed less than 100,000 square feet shall be
allowed to seam only under the direct supervision of the master seamer or
Superintendent.
1.05 WARRANTY
A. The Geosynthetic Manufacturer shall furnish the Owner a 20-year written warranty against defects
in materials. Warranty conditions concerning limits of liability will be evaluated by, and must be
acceptable to, the Owner.
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B. The Geosynthetic Installer shall furnish the Owner with a 1-year written warranty against defects
in workmanship. Warranty conditions concerning limits of liability will be evaluated by, and must
be acceptable to, the Owner.
1.06 SUBMITTALS
A. The Geosynthetic Installer shall submit the following documentation on the resin used to
manufacture the geomembrane to the Construction Manager for approval 14 days prior to
transporting any geomembrane to the Site.
1. Copies of quality control certificates issued by the resin supplier including the production
dates, brand name, and origin of the resin used to manufacture the geomembrane for the
project.
2. Results of tests conducted by the Geomembrane Manufacturer to verify the quality of the
resin used to manufacture the geomembrane rolls assigned to the project.
3. Certification that no reclaimed polymer is added to the resin during the manufacturing of
the geomembrane to be used for this project, or, if recycled polymer is used, the
Manufacturer shall submit a certificate signed by the production manager documenting the
quantity of recycled material, including a description of the procedure used to measure the
quantity of recycled polymer.
B. The Geosynthetic Installer shall submit the following documentation on geomembrane roll
production to the Construction Manager for approval 14 days prior to transporting any
geomembrane to the site.
1. Quality control certificates, which shall include:
a. roll numbers and identification; and
b. results of quality control tests, including descriptions of the test methods used,
outlined in Subpart 2.02 of this Section.
2. The manufacturer warranty specified in Subpart 1.05 of this Section.
C. The Geosynthetic Installer shall submit the following information to the Construction Manager for
approval 14 days prior to mobilization.
1. A Panel Layout Drawing showing the installation layout and identifying geomembrane
panel configurations, dimensions, details, locations of seams, as well as any variance or
additional details that deviate from the Drawings. The Panel Layout Drawing shall be
adequate for use as a construction plan and shall include dimensions, details, etc. The Panel
Layout Drawing, as modified and/or approved by the Construction Manager, shall become
Subpart of these Technical Specifications.
2. Installation schedule.
3. Copy of Geosynthetic Installer's letter of approval or license by the Geomembrane
Manufacturer.
4. Installation capabilities, including:
a. information on equipment proposed for this project;
b. average daily production anticipated for this project; and
c. quality control procedures.
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5. A list of completed facilities for which the Geosynthetic Installer has installed a minimum
of 20,000,000 square feet of polyethylene geomembrane, in accordance with Subpart 1.04
of this Section. The following information shall be submitted to the Construction Manager
for each facility:
a. the name and purpose of the facility, its location, and dates of installation;
b. the names of the owner, Engineer, and geomembrane manufacturer;
c. name of the supervisor of the installation crew; and
d. thickness and surface area of installed geomembrane.
6. In accordance with Subpart 1.04 of this Section, a resume of the Superintendent to be
assigned to this project, including dates and duration of employment, shall be submitted at
least 7 days prior to beginning geomembrane installation.
7. In accordance with Subpart 1.04 of this Section, resumes of all personnel who will perform
seaming operations on this project, including dates and duration of employment, shall be
submitted at least 7 days prior to beginning geomembrane installation.
D. A Certificate of Calibration less than 12 months old shall be submitted for each field tensiometer
prior to installation of any geomembrane.
E. During installation, the Geosynthetic Installer shall be responsible for the timely submission to the
Construction Manager of:
1. Quality control documentation; and
2. If geomembrane is placed directly on the subgrade (Option A), Subgrade Acceptance
Certificates, signed by the Geosynthetic Installer, for each area of subgrade to be covered
by geosynthetic materials.
F. Upon completion of the installation, the Geosynthetic Installer shall be responsible for the
submission to the Construction Manager of a warranty from the Geosynthetic Installer as specified
in Subpart 1.05.B of this Section.
G. Upon completion of the installation of each layer, the Geosynthetic Installer shall be responsible for
the submission to the Construction Manager of a Record Drawing showing the location and number
of each panel and locations and numbers of destructive tests and repairs.
H. The Geosynthetic Installer shall submit samples and material property cut-sheets on the proposed
geomembrane to the Construction Manager at least 7 days prior to delivery of this material to the
site.
I. The Geosynthetic Installer shall submit the following documentation on welding rod to the
Construction Manager for approval 14 days prior to transporting welding rod to the Site:
1. Quality control documentation, including lot number, welding rod spool number, and
results of quality control tests on the welding rod.
2. Certification that the welding rod is compatible with the geomembrane and this Section.

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1.07 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Geosynthetic Installer shall be aware of and accommodate all monitoring and conformance
testing required by the CQA Plan. This monitoring and testing, including random conformance
testing of construction materials and completed work, will be performed by the CQA Consultant. If
nonconformances or other deficiencies are found in the Geosynthetic Installer's materials or
completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the
deficient materials.
PART 2 – PRODUCTS
2.01 GEOMEMBRANE PROPERTIES
A. The Primary Geomembrane Manufacturer shall furnish white-or off-white-surfaced (upper side
only), smooth and textured geomembrane having properties that comply with the required property
values shown in Table 02770-1.
B. The Secondary Floor Geomembrane Manufacturer shall furnish black, smooth and textured
geomembrane having properties that comply with the required property values shown in Table
02770-1
C. The Secondary Side Slope Geomembrane Manufacturer shall furnish black Drain Liner™
geomembrane having properties that comply with the required property values shown in Table
02770-2.
D. The Tertiary Geomembrane Manufacturer shall furnish black Drain Liner™ geomembrane having
properties that comply with the required property values shown in Table 02770-2, if applicable.
E. In addition to the property values listed in Tables 02770-1 and 02770-2, the geomembrane shall:
1. Contain a maximum of 1 percent by weight of additives, fillers, or extenders (not including
carbon black and titanium dioxide).
2. Not have striations, pinholes (holes), bubbles, blisters, nodules, undispersed raw materials,
or any sign of contamination by foreign matter on the surface or in the interior.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. Rolls:
1. The Geomembrane Manufacturer shall continuously monitor geomembrane during the
manufacturing process for defects.
2. No geomembrane shall be accepted that exhibits any defects.
3. The Geomembrane Manufacturer shall measure and report the geomembrane thickness at
regular intervals along the roll length.
4. No geomembrane shall be accepted that fails to meet the specified thickness.

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5. The Geomembrane Manufacturer shall sample and test the geomembrane at a minimum of
once every 50,000 square feet, to demonstrate that its properties conform to the values
specified in Tables 02770-1 and 02770-2. At a minimum, the following tests shall be
performed:
Test Procedure
Thickness ASTM D 5199
or ASTM D 5994
Specific Gravity ASTM D 792
Tensile Properties ASTM D 6933
Puncture Resistance ASTM D 4833
Carbon Black ASTM D 4218
Carbon Black
Dispersion
ASTM D 5596

6. Tests not listed above but listed in Table 02770-1 or Table 02770-2 need not be run at the
one per 50,000 square feet frequency. However, the Geomembrane Manufacturer shall
certify that these tests are in compliance with this Section and have been performed on a
sample that is identical to the geomembrane to be used on this project. The Geosynthetic
Installer shall provide the test result documentation to the Construction Manager.
7. Any geomembrane sample that does not comply with the requirements of this Section will
result in rejection of the roll from which the sample was obtained and will not be used for
this project.
8. If a geomembrane sample fails to meet the quality control requirements of this Section, the
Geomembrane Manufacturer shall sample and test, at the expense of the Manufacturer,
rolls manufactured in the same resin batch, or at the same time, as the failing roll. Sampling
and testing of rolls shall continue until a pattern of acceptable test results is established to
bound the failed roll(s).
9. Additional testing may be performed at the Geomembrane Manufacturer's discretion and
expense, to isolate and more closely identify the non-complying rolls and/or to qualify
individual rolls.
B. The Geomembrane Manufacturer shall permit the CQA Consultant to visit the manufacturing plant
for project specific visits. If possible, such visits will be prior to or during the manufacturing of the
geomembrane rolls for the specific project. The CQA Consultant may elect to collect conformance
samples at the manufacturing facility to expedite the acceptance of the materials.
2.03 INTERFACE SHEAR TESTING
A. Interface shear test(s) shall be performed by the CQA Consultant on the proposed geosynthetic
components in accordance with ASTM D 5321. Tests shall be performed on geosynthetic
interfaces as outlined below.
1. Geotextile and Textured HDPE Geomembrane – the nonwoven cushion geotextile shall
be overlain by a 60-mil textured HDPE geomembrane.
a. Concrete sand shall be placed overlying and underlying the materials being
tested. The test shall be performed at normal stresses of 100, 200, and 400 psf at
a shear rate of no more than 0.20 in./min (5 mm/min.).
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b. The results of this test shall have peak shear strength values in excess of 53 psf,
106 psf, and 213 psf for normal stresses of 100 psf, 200 psf, and 400 psf,
respectively.
2. Drain Liner™ and Smooth HDPE Geomembrane – the Drain Liner™ shall be overlain by
a 60-mil smooth geomembrane.
a. Concrete sand shall be placed overlying and underlying the materials being
tested. The test shall be performed at normal stresses of 10, 20, and 40 psi at a
shear rate of no more than 0.20 in./min. (5 mm/min.).
b. The results of this test shall have a peak apparent friction angle in excess of 11
degrees.
3. Geonet and smooth HDPE Geomembrane – the geonet shall be overlain by a 60-mil
smooth HDPE geomembrane.
a. Concrete sand shall be placed overlying the geomembrane being tested. The test
shall be performed at normal stresses of 10, 20, and 40 psi at a shear rate of no
more than 0.20 in./min. (5 mm/min.).
b. The results of this test shall have a peak apparent friction angle in excess of 11
degrees.
4. Hydrated GCL interface – the GCL shall be overlain by a textured 60-mil HDPE
Concrete sand shall be placed overlying and underlying the materials being tested.
a. Before shearing, the GCL shall be hydrated under normal stresses for each
individual test (e.g. 100, 200, and 400 psf) for 48 hours. The test shall be
performed at normal stresses of 100, 200, and 400 psf at a shear rate of no more
than 0.04 in./min. (1 mm/min.).
b. The results of this test shall have peak shear strength values in excess of 53 psf,
106 psf, and 213 psf for normal stresses of 100 psf, 200 psf, and 400 psf,
respectively.
5. Hydrated GCL interface – the GCL shall be overlain by a smooth 60-mil HDPE
geomembrane. Concrete sand shall be placed overlying and underlying the materials
being tested.
a. Before shearing, the GCL shall be hydrated under a loading of 250 psf for 48
hours. The test shall be performed at normal stresses of 10, 20, and 40 psi at a
shear rate of no more than 0.04 in./min. (1 mm/min.).
b. The results of this test shall have a peak apparent friction angle in excess of
11 degrees.
2.04 LABELING
A. Geomembrane rolls shall be labeled with the following information.
1. thickness of the material;
2. length and width of the roll;
3. name of Geomembrane Manufacturer;
4. product identification;
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5. lot number; and
6. roll number.
2.05 TRANSPORTATION, HANDLING, AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the geomembrane incurred prior
to and during transportation to the site.
B. Handling and care of the geomembrane at the site prior to and following installation shall be the
responsibility of the Geosynthetic Installer. The Geosynthetic Installer shall be liable for all damage
to the materials incurred prior to final acceptance of the liner system by the Owner.
C. Geosynthetic Installer shall be responsible for storage of the geomembrane at the site. The
geomembrane shall be protected from excessive heat or cold, dirt, puncture, cutting, or other
damaging or deleterious conditions. Any additional storage procedures required by the
Geomembrane Manufacturer shall be the Geosynthetic Installer's responsibility. Geomembrane
rolls shall not be stored or placed in a stack of more than two rolls high.
D. The geomembrane shall be delivered at least 14 days prior to the planned deployment date to allow
the CQA Consultant adequate time to perform conformance testing on the geomembrane samples
as described in Subpart 3.05 of this Section. If the CQA Consultant performed a visit to the
manufacturing plant and performed the required conformance sampling, geomembrane can be
delivered to the site within the 14 days prior to the planned deployment date as long as there is
sufficient time for the CQA Consultant to complete the conformance testing and confirm that the
rolls shipped to the site are in compliance with this Section.
PART 3 – GEOMEMBRANE INSTALLATION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer shall
become thoroughly familiar with all portions of the work falling within this Section.
B. Inspection:
1. The Geosynthetic Installer shall carefully inspect the installed work of all other Sections
and verify that all work is complete to the point where the work of this Section may
properly commence without adverse effect.
2. If the Geosynthetic Installer has any concerns regarding the installed work of other
Sections, he shall notify the Construction Manager in writing prior to the start of the work
of this Section. Failure to inform the Construction Manager in writing or commencing
installation of the geomembrane will be construed as the Geosynthetic Installer's
acceptance of the related work of all other Sections.
C. A pre-installation meeting shall be held to coordinate the installation of the geomembrane with the
installation of other components of the liner system.
3.02 GEOMEMBRANE DEPLOYMENT
A. Layout Drawings:
1. The Geosynthetic Installer shall deploy the geomembrane panels in general accordance
with the Panel Layout Drawing specified. The Panel Layout Drawing must be approved
by the CQA Consultant prior to installation of any geomembrane.
B. Field Panel Identification:
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1. A geomembrane field panel is a roll or a portion of roll cut in the field.
2. Each field panel shall be given a unique identification code (number or letter-number).
This identification code shall be agreed upon by the Construction Manager and
Geosynthetic Installer.
C. Field Panel Placement:
1. Field panels shall be installed, as approved or modified, at the location and positions
indicated on the Panel Layout Drawing.
2. Primary geomembrane field panels shall be installed with the white side of the
geomembrane upward with the exception of the splash pads which will have the black side
of the geomembrane upward.
3. Drain Liner™ shall be placed with the studded side upward.
4. Panels shall be laid out in a manner which minimizes seams.
5. Field panels shall be placed one at a time.
6. Geomembrane shall not be placed when the ambient temperature is below 32°F or above
122°F, as measured in Subpart 3.03.C.3 in this Section, unless otherwise authorized in
writing by the Design Engineer. Geomembrane panels shall be allowed to equilibrate to
temperature of adjacent panels prior to seaming.
7. Geomembrane shall not be placed during any precipitation, in the presence of excessive
moisture (e.g., fog, dew), in an area of ponded water, or in the presence of wind speeds
greater than 20 mph.
8. The Geosynthetic Installer shall ensure that:
a. No vehicular traffic is allowed on the geomembrane with the exception of all
terrain vehicles with contact pressures at or lower than that exhibited by foot
traffic.
b. Equipment used does not damage the geomembrane by handling, trafficking, or
leakage of hydrocarbons (i.e., fuels).
c. Personnel working on the geomembrane do not smoke, wear damaging shoes,
bring glass onto the geomembrane, or engage in other activities that could damage
the geomembrane.
d. The method used to unroll the panels does not scratch or crimp the geomembrane
and does not damage the supporting soil or geosynthetics.
e. The method used to place the panels minimizes wrinkles (especially differential
wrinkles between adjacent panels). The method used to place the panels results
in intimate contact between the geomembrane and adjacent components.
f. Temporary ballast and/or anchors (e.g., sand bags) are placed on the
geomembrane to prevent wind uplift. Ballast methods must not damage the
geomembrane.
g. The geomembrane is especially protected from damage in heavily trafficked
areas.
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h. Any rub sheets to facilitate seaming are removed prior to installation of
subsequent panels.
9. Any field panel or portion thereof that becomes seriously damaged (torn, twisted, or
crimped) shall be replaced with new material. Less serious damage to the geomembrane
may be repaired, as approved by the Construction Manager. Damaged panels or portions
of damaged panels that have been rejected shall be removed from the work area and not
reused.
10. Care shall be taken during placement of tertiary, Drain Liner™ geomembrane to prevent
dirt or excessive dust in the liner studs that could cause clogging and/or damage to the
adjacent materials.
D. If the Geosynthetic Installer intends to install geomembrane between one hour before sunset and
one hour after sunrise, he shall notify the Construction Manager in writing prior to the start of the
work. The Geosynthetic Installer shall indicate additional precautions that shall be taken during
these installation hours. The Geosynthetic Installer shall provide proper illumination for work
during this time period.
3.03 FIELD SEAMING
A. Seam Layout:
1. In corners and at odd-shaped geometric locations, the number of field seams shall be
minimized. On slopes steeper than 10:1 (horizontal:vertical), geomembrane panels shall
be continuous down the slope, i.e., no horizontal seams shall be allowed on the slope.
Horizontal seams shall be considered as any seam having an alignment exceeding
45 degrees from being perpendicular to the slope contour lines, unless otherwise approved
by the Design Engineer. No seams shall be located in an area of potential stress
concentration.
2. Seams shall not be allowed within 5 feet of the top or toe of any slope.
B. Personnel:
1. All personnel performing seaming operations shall be qualified as indicated in Subpart 1.04
of this Section. No seaming shall be performed unless a "master seamer" is present on-
site.
C. Weather Conditions for Seaming:
1. Unless authorized in writing by the Design Engineer, seaming shall not be attempted at
ambient temperatures below 32°F or above 122°F. If the Geosynthetic Installer wishes to
use methods that may allow seaming at ambient temperatures below 32°F or above 122°F,
the procedure must be in accordance with GRI GM-9 for cold weather seaming and be
approved by the Construction Manager.
2. A meeting will be held between the Geosynthetic Installer and Design Engineer to establish
acceptable installation procedures. In all cases, the geomembrane shall be dry and
protected from wind damage during installation.
3. Ambient temperatures, measured by the CQA Site Manager, shall be measured between
0 and 6 inches above the geomembrane surface.
D. Overlapping:
1. The geomembrane shall be cut and/or trimmed such that all corners are rounded.
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2. Geomembrane panels shall be shingled with the upslope panel placed over the down slope
panel.
3. Geomembrane panels shall be sufficiently overlapped for welding and to allow peel tests
to be performed on the seam. Any seams that cannot be destructively tested because of
insufficient overlap shall be treated as failing seams.
E. Seam Preparation:
1. Prior to seaming, the seam area shall be clean and free of moisture, dust, dirt, debris of any
kind, and foreign material.
2. If seam overlap grinding is required, including to remove Drain Liner™ studs, the process
shall be completed according to the Geomembrane Manufacturer's instructions within 20
minutes of the seaming operation and in a manner that does not damage the geomembrane.
The grind depth shall not exceed ten percent of the core geomembrane thickness.
3. Seams shall be aligned with the fewest possible number of wrinkles and "fishmouths."
Proper temperature and sunlight acclimation shall be allowed prior to seaming a newly
placed panel to a previously placed panel (panels must be allowed to expand and contract
to be in equilibrium with adjacent panels prior to seaming).
F. General Seaming Requirements:
1. Fishmouths or wrinkles at the seam overlaps shall be cut along the ridge of the wrinkle to
achieve a flat overlap, ending the cut with circular cut-out. The cut fishmouths or wrinkles
shall be seamed and any portion where the overlap is insufficient shall be patched with an
oval or round patch of geomembrane that extends a minimum of 6 inches beyond the cut
in all directions.
2. Any electric generator shall be placed outside the area to be lined or mounted in a manner
that protects the geomembrane from damage due to the weight and frame of the generator
or due to fuel leakage. The electric generator shall be properly grounded.
G. Seaming Process:
1. Approved processes for field seaming are extrusion welding and double-track hot-wedge
fusion welding. Only equipment identified as part of the approved submittal specified in
Subpart 1.06 of this Section shall be used.
2. Extrusion Equipment and Procedures:
a. The Geosynthetics Installer shall maintain at least one spare operable seaming
apparatus on site.
b. Extrusion welding apparatuses shall be equipped with gauges giving the
temperatures in the apparatuses.
c. Prior to beginning an extrusion seam, the extruder shall be purged until all heat-
degraded extrudate has been removed from the barrel.
d. A smooth insulating plate or fabric shall be placed beneath the hot welding
apparatus after use.
3. Fusion Equipment and Procedures:
a. The Geosynthetic Installer shall maintain at least one spare operable seaming
apparatus on site.
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b. Fusion-welding apparatus shall be automated vehicular-mounted devices
equipped with gauges giving the applicable temperatures and speed.
c. A smooth insulating plate or fabric shall be placed beneath the hot welding
apparatus after use.
H. Drain Liner™ butt-seams
1. At the Drain Liner™ butt-seams (end of panel), a 2-foot length of 200-mil geonet will be
installed over the seams to extend a minimum of 6-inches onto the adjacent panel studs
and shall extend across the width of the panel. Butt-seam requirement applies to Drain
Liner™ to Drain Liner™, not to Drain Liner™ to smooth or textured HDPE
geomembrane.
2. Distance between studs on the panel and studs on extrusion-welded patches shall not
exceed 3-inches.
I. Trial Seams:
1. Trial seams shall be made on fragment pieces of geomembrane to verify that seaming
conditions are adequate. Trial seams shall be conducted on the same material to be installed
and under similar field conditions as production seams. Such trial seams shall be made at
the beginning of each seaming period, typically at the beginning of the day and after lunch,
for each seaming apparatus used each day, but no less frequently than once every 5 hours.
The trial seam sample shall be a minimum of 5 feet long by 1 foot wide (after seaming)
with the seam centered lengthwise for fusion equipment and at least 3 feet long by 1 foot
wide for extrusion equipment. Seam overlap shall be as indicated in Subpart 3.03.D of this
Section.
2. Four coupon specimens, each 1-inch wide, shall be cut from the trial seam sample by the
Geosynthetics Installer using a die cutter to ensure precise 1-inch wide coupons. The
coupons shall be tested, by the Geosynthetic Installer, with the CQA Site Manager present,
in peel (both the outside and inside track) and in shear using an electronic readout field
tensiometer in accordance with ASTM D 6392, at a strain rate of 2 inches/minute. The
samples shall not exhibit failure in the seam, i.e., they shall exhibit a Film Tear Bond
(FTB), which is a failure (yield) in the parent material. The required peel and shear seam
strength values are listed in Table 02770-3. At no time shall specimens be soaked in water.
3. If any coupon specimen fails, the trial seam shall be considered failing and the entire
operation shall be repeated. If any of the additional coupon specimens fail, the seaming
apparatus and seamer shall not be accepted and shall not be used for seaming until the
deficiencies are corrected and two consecutive successful trial seams are achieved.
J. Nondestructive Seam Continuity Testing:
1. The Geosynthetic Installer shall nondestructively test for continuity on all field seams over
their full length. Continuity testing shall be carried out as the seaming work progresses,
not at the completion of all field seaming. The Geosynthetic Installer shall complete any
required repairs in accordance with Subpart 3.03.K of this Section. The following
procedures shall apply:
a. Vacuum testing in accordance with ASTM D 5641.
b. Air channel pressure testing for double-track fusion seams in accordance with
ASTM D 5820 and the following:
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i. Insert needle, or other approved pressure feed device, from pressure
gauge and inflation device into the air channel at one end of a double
track seam.
ii. Energize the air pump and inflate air channel to a pressure between 25
and 30 pounds per square inch (psi). Close valve and sustain the pressure
for not less than 5 minutes.
iii. If loss of pressure exceeds 3 psi over 5 minutes, or if the pressure does
not stabilize, locate the faulty area(s) and repair seam in accordance with
Subpart 3.03.K of this Section.
iv. After 5 minutes, cut the end of air channel opposite from the end with the
pressure gauge and observe release of pressure to ensure air channel is
not blocked. If the channel does not depressurize, find and repair the
portion of the seam containing the blockage per Subpart 3.03.K of this
Section. Repeat the air pressure test on the resulting segments of the
original seam created by the repair and the ends of the seam. Repeat the
process until the entire length of seam has successfully passed pressure
testing or contains a repair. Repairs shall also be non-destructively tested
per Subpart 3.03.K.5 of this Section.
v. Remove needle, or other approved pressure feed device, and seal repair in
accordance with Subpart 3.03.K of this Section.
c. Spark test seam integrity verification shall be performed in accordance with
ASTM D 6365 if the seam cannot be tested using other nondestructive methods.
K. Destructive Testing:
1. Destructive seam tests shall be performed on samples collected from selected locations to
evaluate seam strength and integrity. Destructive tests shall be carried out as the seaming
work progresses, not at the completion of all field seaming.
2. Sampling:
a. Destructive test samples shall be collected at a minimum average frequency of
one test location per 500 feet of total seam length. If after a total of 50 samples
have been tested and no more than 1 sample has failed, the frequency can be
increased to one per 1,000 feet. Test locations shall be determined during seaming,
and may be prompted by suspicion of excess crystallinity, contamination, offset
seams, or any other potential cause of imperfect seaming. The CQA Site Manager
will be responsible for choosing the locations. The Geosynthetic Installer shall
not be informed in advance of the locations where the seam samples will be taken.
The CQA Site Manager reserves the right to increase the sampling frequency if
observations suggest an increased frequency is warranted.
b. The CQA Site Manager shall mark the destructive sample locations. Samples
shall be cut by the Geosynthetic Installer at the locations designated by the CQA
Site Manager as the seaming progresses in order to obtain laboratory test results
before the geomembrane is covered by another material. Each sample shall be
numbered and the sample number and location identified on the Panel Layout
Drawing. All holes in the geomembrane resulting from the destructive seam
sampling shall be immediately repaired in accordance with the repair procedures
described in Subpart 3.03.K of this Section. The continuity of the new seams
associated with the repaired areas shall be tested according to Subpart 3.03.I of
this Section.
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c. Two coupon strips of dimensions 1-inch wide and 12-inches long with the seam
centered parallel to the width shall be taken from any side of the sample location.
These samples shall be tested in the field in accordance with Subpart 3.03.J.3 of
this Section. If these samples pass the field test, a laboratory sample shall be
taken. The laboratory sample shall be at least 1-foot wide by 3.5-feet long with
the seam centered along the length. The sample shall be cut into three parts and
distributed as follows:
i. One portion 12-inches long to the Geosynthetic Installer.
ii. One portion 18-inches long to the Geosynthetic CQA Laboratory for
testing.
iii. One portion 12-inches long to the Owner for archival storage.
3. Field Testing:
a. The two 1-inch wide strips shall be tested in the field tensiometer in the peel mode
on both sides of the double track fusion welded sample. The CQA Site Manager
has the option to request an additional test in the shear mode. If any field test
sample fails to meet the requirements in Table 02770-3, then the procedures
outlined in Subpart 3.03.J.5 of this Section for a failing destructive sample shall
be followed.
4. Laboratory Testing:
a. Testing by the Geosynthetics CQA Laboratory will include "Seam Strength" and
"Peel Adhesion" (ASTM D 6392) with 1-inch wide strips tested at a rate of
2 inches/minute. At least 5 specimens will be tested for each test method (peel
and shear). Four of the five specimens per sample must pass both the shear
strength test and peel adhesion test when tested in accordance with
ASTM D 6392. The minimum acceptable values to be obtained in these tests are
indicated in Table 02770-3. Both the inside and outside tracks of the dual track
fusion welds shall be tested in peel.
5. Destructive Test Failure:
a. The following procedures shall apply whenever a sample fails a destructive test,
whether the test is conducted by the Geosynthetic CQA's laboratory, the
Geosynthetic Installer laboratory, or by a field tensiometer. The Geosynthetic
Installer shall have two options:
i. The Geosynthetic Installer can reconstruct the seam (e.g., remove the old
seam and reseam) between any two laboratory-passed destructive test
locations created by that seaming apparatus. Trial welds do not count as a
passed destructive test.
ii. The Geosynthetic Installer can trace the welding path in each direction to
an intermediate location, a minimum of 10 feet from the location of the
failed test, and take a small sample for an additional field test at each
location. If these additional samples pass the field tests, then full laboratory
samples shall be taken. These full laboratory samples shall be tested in
accordance with Subpart 3.03.J.4 of this Section. If these laboratory
samples pass the tests, then the seam path between these locations shall be
reconstructed and nondestructively (at a minimum) tested. If a sample
fails, then the process shall be repeated, i.e. another destructive sample
shall be obtained and tested at a distance of at least 10 more feet in the
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seaming path from the failed sample. The seam path between the ultimate
passing sample locations shall be reconstructed and nondestructively (at a
minimum) tested. In cases where repaired seam lengths exceed 150 feet, a
destructive sample shall be taken from the repaired seam and the above
procedures for destructive seam testing shall be followed.
b. Whenever a sample fails destructive or non-destructive testing, the CQA
Consultant may require additional destructive tests be obtained from seams that
were created by the same seamer and/or seaming apparatus during the same time
shift.
L. Defects and Repairs:
1. The geomembrane will be inspected before and after seaming for evidence of defects,
holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter.
The surface of the geomembrane shall be clean at the time of inspection. The
geomembrane surface shall be swept or washed by the Installer if surface contamination
inhibits inspection.
2. At observed suspected flawed location, both in seamed and non-seamed areas, shall be
nondestructively tested using the methods described Subpart 3.03.I of this Section, as
appropriate. Each location that fails nondestructive testing shall be marked by the CQA
Site Manager and repaired by the Geosynthetic Installer.
3. When seaming of a geomembrane is completed (or when seaming of a large area of a
geomembrane is completed) and prior to placing overlying materials, the CQA Site
Manager shall identify all excessive geomembrane wrinkles. The Geosynthetic Installer
shall cut and reseam all wrinkles so identified. The seams thus produced shall be tested
as per all other seams.
4. Repair Procedures:
a. Any portion of the geomembrane exhibiting a flaw, or failing a destructive or
nondestructive test, shall be repaired by the Geosynthetic Installer. Several repair
procedures are acceptable. The final decision as to the appropriate repair
procedure shall be agreed upon between the Design Engineer and the
Geosynthetic Installer. The procedures available include:
i. Patching – extrusion welding a patch to repair holes larger than 1/16 inch,
tears, undispersed raw materials, and contamination by foreign matter;
ii. Abrading and reseaming – applying an extrusion seam to repair very small
sections of faulty extruded seams;
iii. Spot seaming – applying an extrusion bead to repair minor, localized flaws
such as scratches and scuffs;
iv. Capping – extrusion welding a geomembrane cap over long lengths of
failed seams; and
v. Strip repairing – cutting out bad seams and replacing with a strip of new
material seamed into place on both sides with fusion welding.
b. In addition, the following criteria shall be satisfied:
i. surfaces of the geomembrane that are to be repaired shall be abraded no
more than 20 minutes prior to the repair;
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ii. the grind depth around the repair shall not exceed ten percent of the core
geomembrane thickness;
iii. all surfaces must be clean and dry at the time of repair;
iv. all seaming equipment used in repair procedures must be approved by trial
seaming;
v. any other potential repair procedures shall be approved in advance, for the
specific repair, by the Design Engineer;
vi. patches or caps shall extend at least 6 inches beyond the edge of the defect,
and all corners of patches and holes shall be rounded with a radius of at
least 3 inches;
vii. extrudate shall extend a minimum of 3 inches beyond the edge of the patch
at fusion welded seam overlaps.

5. Repair Verification:
a. Repairs shall be nondestructively tested using the methods described in Subpart
3.03.I of this Section, as appropriate. Repairs that pass nondestructive testing
shall be considered acceptable repairs. Repairs that failed nondestructive or
destructive testing will require the repair to be reconstructed and retested until
passing test results are observed. At the discretion of the CQA Consultant,
destructive testing may be required on any caps.
3.04 MATERIALS IN CONTACT WITH THE GEOMEMBRANE
A. The Geosynthetic Installer shall take all necessary precautions to ensure that the geomembrane is
not damaged during its installation. During the installation of other components of the liner system
by the Contractor, the Contractor shall ensure that the geomembrane is not damaged. Any damage
to the geomembrane caused by the Contractor shall be repaired by the Geosynthetic Installer at the
expense of the Contractor.
B. Soil and aggregate materials shall not be placed over the geomembranes at ambient temperatures
below 32°F or above 122°F, unless otherwise specified.
C. All attempts shall be made to minimize wrinkles in the geomembrane.
D. Construction loads permitted on the geomembrane are limited to foot traffic and all terrain vehicles
with a contact pressures at or lower than 7 pounds per square inch.
3.05 CONFORMANCE TESTING
A. Samples of the geomembrane will be removed by the CQA Site Manager and sent to a Geosynthetic
CQA Laboratory for testing to ensure conformance with the requirements of this Section. The CQA
Consultant may collect samples at the manufacturing plant or from the rolls delivered to the site.
The Geosynthetic Installer shall assist the CQA Site Manager in obtaining conformance samples
from any geomembrane rolls sampled at the site. The Geosynthetic Installer and Contractor shall
account for this sampling and testing requirement in the installation schedule, including the
turnaround time for laboratory results. Only materials that meet the requirements of Subpart 2.02
of this Section shall be installed.
B. Samples will be selected by the CQA Consultant in accordance with this Section and with the
procedures outlined in the CQA Plan.
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C. Samples will be taken at a minimum frequency of one sample per 100,000 square feet excluding the
splash pads. If the Geomembrane Manufacturer provides material that requires sampling at a
frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of
100,000 square feet (90,000 square feet), then the Geosynthetic Installer shall pay the cost for all
additional testing.
D. The CQA Consultant may increase the frequency of sampling in the event that test results do not
comply with the requirements of Subpart 2.02 of this Section.
E. The following tests will be performed by the CQA Consultant:
Test Procedure
Thickness ASTM D 5199
or ASTM D 5944
Specific Gravity ASTM D 792
Tensile Properties ASTM D 6693
Carbon Black ASTM D 4218
Carbon Black Dispersion ASTM D 5596

F. Any geomembrane that is not certified in accordance with Subpart 1.06.C of this Section, or that
conformance testing indicates does not comply with Subpart 2.02 of this Section, shall be rejected.
The Geosynthetic Installer shall replace the rejected material with new material.
3.06 GEOMEMBRANE ACCEPTANCE
A. The Geosynthetic Installer shall retain all ownership and responsibility for the geomembrane until
accepted by the Owner.
B. The geomembrane will not be accepted by the Owner before:
1. the installation is completed;
2. all documentation is submitted;
3. verification of the adequacy of all field seams and repairs, including associated testing, is
complete; and
4. all warranties are submitted.
3.07 PROTECTION OF WORK
A. The Geosynthetic Installer and Contractor shall use all means necessary to protect all work of this
Section.
B. In the event of damage, the Geosynthetic Installer shall make all repairs and replacements necessary,
to the satisfaction of the Construction Manager.

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PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for 60-mil, smooth,
textured, and Drain Liner™ HDPE geomembrane will be measured as in-place square feet (SF), as
measured by the surveyor, including geomembrane in the anchor trench to the limits shown on the
Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
 Submittals.
 Quality Control.
 Shipping, handling, and storage.
 Deployment.
 Layout survey.
 Mobilization.
 Rejected material.
 Rejected material removal, handling, re-testing, and repair.
 Overlaps and seaming.
 Temporary anchorage.
 Pipe boots.
 Cleaning seam area.
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TABLE 02770-1
REQUIRED HDPE GEOMEMBRANE PROPERTIES
PROPERTIES QUALIFIERS UNITS
SMOOTH HDPE
SPECIFIED
VALUES
TEXTURED HDPE
SPECIFIED
VALUES
TEST METHOD
Physical Properties
Thickness Average
Minimum
mils
mils
60
54
60
54
ASTM D 5199
or ASTM D 5944
Specific Gravity Minimum N/A 0.94 0.94 ASTM D 792 Method A
or ASTM D 1505
Mechanical Properties
Tensile Properties (each direction)
1. Tensile (Break) Strength
2. Elongation at Break
3. Tensile (Yield) Strength
4. Elongation at Yield

Minimum

lb/in
%
lb/in
%

228
700
126
12

90
100
126
12

ASTM D 6693
Puncture Minimum lb 108 90 ASTM D 4833
Environmental Properties
Carbon Black Content Range % 2-3 2 ASTM D 4218
Carbon Black Dispersion N/A none Note 1 Note 1 ASTM D 5596
Environmental Stress Crack Minimum hr 300 300 ASTM D 5397
Liner System Properties
Interface Shear Strength – Textured
Geomembrane and Geotextile
Minimum psf N/A 53, 106, 213 ASTM D53212
Interface Shear Strength – Smooth
Geomembrane to Geonet
Minimum degrees N/A 11 ASTM D 53212
Interface Shear Strength – Smooth
Geomembrane to Drain Liner™ HDPE
geomembrane
Minimum degrees N/A 11 ASTM D 53212

Notes: (1) Minimum 9 of 10 in Categories 1 or 2; 10 in Categories 1, 2, or 3.
(2) Interface shear strength testing shall be performed, by the CQA Consultant, in accordance with part 2.03.1 of this Section.

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TABLE 02770-2
REQUIRED HDPE DRAIN LINER™ GEOMEMBRANE PROPERTIES
PROPERTIES QUALIFIERS UNITS SPECIFIED
VALUES TEST METHOD
Physical Properties
Thickness Average
Minimum
mils
mils
60
54
ASTM D 5994

Specific Gravity Minimum N/A 0.94 ASTM D 792
Drainage Stud Height Average Minimum mils 130 ASTM D 7466
Mechanical Properties
Tensile Properties (each direction)
1. Tensile (Break) Strength
2. Elongation at Break
3. Tensile (Yield) Strength
4. Elongation at Yield

Minimum

lb/in
%
lb/in
%

132
13
132
300

ASTM D 6693
Puncture Minimum lb
lb
95
72
ASTM D 4833
Environmental Properties
Carbon Black Content Range % 2 ASTM D 4218
Carbon Black Dispersion N/A none Note 1 ASTM D 5596
Environmental Stress Crack Minimum hr 300 ASTM D 5397
Liner System Properties
Interface Shear Strength Minimum degrees 11 ASTM D53212

Notes: (1) Minimum 9 of 10 in Categories 1 or 2; 10 in Categories 1, 2, or 3.
(2) Interface shear strength testing shall be performed, by the CQA Consultant, in accordance with part 2.03.3 of this Section.
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TABLE 02770-3
REQUIRED GEOMEMBRANE SEAM PROPERTIES
PROPERTIES QUALIFIERS UNITS SPECIFIED
VALUES(3) TEST METHOD
Shear Strength(1)
Fusion minimum lb/in 120 ASTM D 6392
Extrusion minimum lb/in 120 ASTM D 6392
Peel Adhesion
FTB(2) Visual Observation
Fusion minimum lb/in 91 ASTM D 6392
Extrusion minimum lb/in 78 ASTM D 6392

Notes: (1) Also called “Bonded Seam Strength”.
(2) FTB = Film Tear Bond means that failure is in the parent material, not the seam. The maximum seam separation is 25 percent of
the seam area.
(3) Four of five specimens per destructive sample must pass both the shear and peel strength tests.

[END OF SECTION]

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SECTION 02771
GEOTEXTILE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and
incidentals necessary for the installation of the geotextile. The work shall be carried out as specified
herein and in accordance with the Drawings and the Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, and seaming
of the various geotextile components of the project.
C. Nonwoven cushion geotextile shall be used between the Drainage Aggregate and Geomembrane as
shown on the Drawings. Woven geotextile shall be used overlying the cushion geotextile/drainage
aggregate and as a substitute for sand bags, as shown on the Drawings.
1.02 RELATED SECTIONS
Section 02200 – Earthwork
Section 02225 – Drainage Aggregate
Section 02616 – Polyvinyl Chloride (PVC) Pipe
Section 02770 – Geomembrane
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of ASTM International (ASTM) standards:
ASTM D 4355 Standard Test Method for Deterioration of Geotextile from Exposure to
Ultraviolet Light and Water
ASTM D 4439 Terminology for Geosynthetics
ASTM D 4491 Standard Test Method for Water Permeability of Geotextile by Permittivity
ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of Geotextile
ASTM D 4632 Standard Test Method for Breaking Load and Elongation of Geotextile (Grab
Method)
ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of a Geotextile
ASTM D 6241 Standard Test Method for the Static Puncture Strength of Geotextiles and
Geotextile-Related Products Using a 50-mm Probe
ASTM D 5261 Standard Test Method for Measuring Mass Per Unit Area of Geotextile

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1.04 SUBMITTALS
A. The Contractor shall submit the following information regarding the proposed geotextile to the
Construction Manager for approval at least 7 days prior to geotextile delivery:
1. manufacturer and product name;
2. minimum property values of the proposed geotextile and the corresponding test procedures;
3. projected geotextile delivery dates; and
4. list of geotextile roll numbers for rolls to be delivered to the site.
B. At least 7 days prior to geotextile placement, the Contractor shall submit to the Construction
Manager the Manufacturing Quality Control (MQC) certificates for each roll of geotextile. The
certificates shall be signed by responsible parties employed by the geotextile manufacturer (such as
the production manager). The MQC certificates shall include:
1. lot, batch, and/or roll numbers and identification;
2. MQC test results, including a description of the test methods used; and
3. Certification that the geotextile meets or exceeds the required properties of the Drawings
and this Section.
1.05 CQA MONITORING
A. The Contractor shall be aware of and accommodate all monitoring and conformance testing required
by the CQA Plan. This monitoring and testing, including random conformance testing of
construction materials and completed work, will be performed by the CQA Consultant. If
nonconformances or other deficiencies are found in the Contractor's materials or completed work,
the Contractor will be required to repair the deficiency or replace the deficient materials at no
additional expense to the Owner.
PART 2 – PRODUCTS
2.01 GEOTEXTILE PROPERTIES
A. The Geotextile Manufacturer shall furnish materials that meet or exceed the criteria specified in
Table 02771-1 in accordance with the minimum average roll value (MARV), as defined by ASTM
D 4439.
B. The cushion geotextile shall be nonwoven materials, suitable for use in filter/separation and cushion
applications.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. The geotextile shall be manufactured with MQC procedures that meet or exceed generally accepted
industry standards.
B. The Geotextile Manufacturer shall sample and test the geotextile to demonstrate that the material
conforms to the requirements of these Specifications.
C. Any geotextile sample that does not comply with this Section shall result in rejection of the roll from
which the sample was obtained. The Contractor shall replace any rejected rolls.
D. If a geotextile sample fails to meet the MQC requirements of this Section the Geotextile
Manufacturer shall additionally sample and test, at the expense of the Manufacturer, rolls
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manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls
shall continue until a pattern of acceptable test results is established to define the bounds of the
failed roll(s). All the rolls pertaining to the failed rolls shall be rejected.
E. Additional sample testing may be performed, at the Geotextile Manufacturer's discretion and
expense, to identify more closely the extent of non-complying rolls and/or to qualify individual rolls.
F. Sampling shall, in general, be performed on sacrificial portions of the geotextile material such that
repair is not required. The Geotextile Manufacturer shall sample and test the geotextile to
demonstrate that the geotextile properties conform to the values specified in Table 02771-1.
1. At a minimum, the following MQC tests shall be performed on the geotextile (results of
which shall meet the requirements specified in Table 02271):
Test Procedure Frequency
Grab strength ASTM D 4632 130,000 ft2
Mass per Unit Area ASTM D 5261 130,000 ft2
Tear strength ASTM D 4533 130,000 ft2
Puncture strength ASTM D 4833 130,000 ft2
Permittivity ASTM D 4491 540,000 ft2
A.O.S. ASTM D 4751 540,000 ft2

G. The Geotextile Manufacturer shall comply with the certification and submittal requirements of this
Section.
2.03 INTERFACE SHEAR TESTING
A. Interface shear test(s) shall be performed on the proposed geosynthetic components in accordance
with Section 02270, Part 2.03.A
2.04 PACKING AND LABELING
A. Geotextile shall be supplied in rolls wrapped in relatively impervious and opaque protective covers.
B. Geotextile rolls shall be marked or tagged with the following information:
1. manufacturer's name;
2. product identification;
3. lot or batch number;
4. roll number; and
5. roll dimensions.
2.05 TRANSPORTATION, HANDLING, AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the geotextile incurred prior to
and during transportation to the site.
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B. The geotextile shall be delivered to the site at least 14 days prior to the planned deployment date to
allow the CQA Consultant adequate time to perform conformance testing on the geotextile samples
as described in Subpart 3.06 of this Section.
C. Handling, unloading, storage, and care of the geotextile at the site, prior to and following
installation, are the responsibility of the Contractor. The Contractor shall be liable for any damage
to the materials incurred prior to final acceptance by the Owner.
D. The Contractor shall be responsible for offloading and storage of the geotextile at the site.
E. The geotextile shall be protected from sunlight, puncture, or other damaging or deleterious
conditions. The geotextile shall be protected from mud, dirt, and dust. Any additional storage
procedures required by the geotextile Manufacturer shall be the responsibility of the Contractor.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Contractor shall become
thoroughly familiar with the site, the site conditions, and all portions of the work falling within this
Section.
B. If the Contractor has any concerns regarding the installed work of other Sections or the site, the
Construction Manager shall be notified, in writing, prior to commencing the work. Failure to notify
the Construction Manager or commencing installation of the geotextile will be construed as
Contractor's acceptance of the related work of all other Sections.
3.02 PLACEMENT
A. Geotextile installation shall not commence over other materials until CQA conformance
evaluations, by the CQA Consultant, of underlying materials are complete, including evaluations of
the Contractor's survey results to confirm that the previous work was constructed to the required
grades, elevations, and thicknesses. Should the Contractor begin the work of this Section prior to
the completion of CQA evaluations for underlying materials or this material, this shall be at the risk
of removal of these materials, at the Contractor’s expense, to remedy the non-conformances. The
Contractor shall account for the CQA conformance evaluations in the construction schedule.
B. The Contractor shall handle all geotextile in such a manner as to ensure it is not damaged in any
way.
C. The Contractor shall take any necessary precautions to prevent damage to underlying materials
during placement of the geotextile.
D. After unwrapping the cushion geotextile from its opaque cover, the geotextile shall not be left
exposed for a period in excess of 15 days unless a longer exposure period is approved in writing by
the Geotextile Manufacturer.
E. The Contractor shall take care not to entrap stones, excessive dust, or moisture in the geotextile
during placement.
F. The Contractor shall anchor or weight all geotextile with sandbags, or the equivalent, to prevent
wind uplift.
G. The Contractor shall examine the entire geotextile surface after installation to ensure that no foreign
objects are present that may damage the geotextile or adjacent layers. The Contractor shall remove
any such foreign objects and shall replace any damaged geotextile.

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3.03 SEAMS AND OVERLAPS
A. On slopes steeper than 10 horizontal to 1 vertical, geotextiles shall be continuous down the slope;
that is, no horizontal seams are allowed. Horizontal seams shall be considered as any seam having
an alignment exceeding 45 degrees from being perpendicular to the slope contour lines, unless
otherwise approved by the Design Engineer. No horizontal seams shall be allowed within 5 feet of
the top or toe of the slopes.
B. Nonwoven geotextile seams shall be overlapped and continuously sewn. Thread shall by polymeric
with chemical and ultraviolet resistance properties equal or exceeding those of the geotextile.
C. Woven geotextile shall be overlapped and continuously sewn.
3.04 REPAIR
A. Any holes or tears in the geotextile shall be repaired using a patch made from the same geotextile.
If a tear exceeds 50 percent of the width of a roll, that roll shall be removed and replaced.
3.05 PLACEMENT OF SOIL MATERIALS
A. The Contractor shall place soil materials on top of the geotextile in such a manner as to ensure that:
1. the geotextile and the underlying materials are not damaged;
2. minimum slippage occurs between the geotextile and the underlying layers during placement; and
3. excess stresses are not produced in the geotextile.
B. Equipment shall not be driven directly on the geotextile.
3.06 CONFORMANCE TESTING
A. Conformance samples of the geotextile materials will be removed by the CQA Site Manager after
the material has been received at the site and sent to a Geosynthetic CQA Laboratory for testing to
ensure conformance with the requirements of this Section and the CQA Plan. This testing will be
carried out, in accordance with the CQA Plan, prior to the start of the work of this Section.
B. Samples of each geotextile will be taken, by the CQA Site Manager, at a minimum frequency of one
sample per 260,000 square feet (minimum of one).
C. The CQA Consultant may increase the frequency of sampling in the event that test results do not
comply with requirements of Subpart 2.01 of this Section until passing conformance test results are
obtained for all material that is received at the site. This additional testing shall be performed at the
expense of the Contractor.
D. The following conformance tests will be performed (results of which shall meet the requirements
specified in Table 02771):
Test Cushion
Geotextile
Procedure
Woven
Geotextile
Procedure
Grab strength ASTM D 4632 ASTM D 4632
Mass per Unit Area ASTM D 5261 N/A
Puncture strength ASTM D 4833 ASTM D 4833
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Test Cushion
Geotextile
Procedure
Woven
Geotextile
Procedure
Permittivity ASTM D 4491 ASTM D 4491
A.O.S. ASTM D 4751 ASTM D 4751

E. Any geotextile that is not certified in accordance with Subpart 1.04 of this Section, or that
conformance testing results do not comply with Subpart 2.01 of this Section, will be rejected. The
Contractor shall replace the rejected material with new material. All other rolls that are represented
by failing test results will also be rejected, unless additional testing is performed to further determine
the bounds of the failed material.
3.07 PROTECTION OF WORK
A. The Contractor shall protect all work of this Section.
B. In the event of damage, the Contractor shall make repairs and replacements to the satisfaction of the
Construction Manager at the expense of the Contractor.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Geotextile will be
incidental to PVC Pipe, and payment will be based on the unit price provided for PVC Pipe on the
Bid Schedule.
B. The following are considered incidental to the work:
 Submittals.
 Quality Control.
 Shipping, handling, and storage.
 Layout survey.
 Mobilization.
 Rejected material.
 Overlaps and seaming.
 Rejected material removal, handling, re-testing, and repair.
 Temporary anchorage.
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TABLE 02771-1
REQUIRED PROPERTY VALUES FOR GEOTEXTILE
PROPERTIES QUALIFIERS UNITS
NONWOVEN
CUSHION
GEOTEXTILE
SPECIFIED
VALUES
WOVEN
GEOTEXTILE
SPECIFIED
VALUES
TEST METHOD
Physical Properties
Mass per unit area Minimum oz/yd2 16 N/A ASTM D 5261
Apparent opening size
(O95)
Maximum mm 0.21 0.43 ASTM D 4751
Permittivity Minimum s-1 0.5 0.05 ASTM D 4491
Grab strength Minimum lb 390 200 ASTM D 4632
Tear strength Minimum lb 150 N/A ASTM D 4533
Puncture strength Minimum lb 1,120 700 ASTM D 6241
Ultraviolet Resistance @
500 hours
Minimum % 70 70 ASTM D 4355

[ END OF SECTION ]

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SECTION 02772
GEOSYNTHETIC CLAY LINER (OPTION B ONLY)
PART 1 – GENERAL
1.01 SCOPE
A. The Geosynthetic Installer shall furnish all labor, materials, tools, supervision, transportation,
equipment, and incidentals necessary for installation of the geosynthetic clay liner (GCL). The work
shall be carried out as specified herein and in accordance with the Drawings and Construction
Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage,
and seaming of the GCL.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
Section 02770 – Geomembrane
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest Version American Society of Testing and Materials (ASTM) Standards:
ASTM D 5887 Test Method for Measurement of Index Flux Through Saturated Geosynthetic
Clay Liner Specimens using a Flexible Wall Permeameter
ASTM D 5888 Guide for Storage and Handling of Geosynthetic Clay Liners
ASTM D 5890 Test Method for Swell Index of Clay Mineral Component of Geosynthetic Clay
Liners
ASTM D 5891 Test Method for Fluid Loss of Clay Component of Geosynthetic Clay Liners
ASTM D 5993 Test Method for Measuring Mass per Unit Area of Geosynthetic Clay Liners
1.04 QUALIFICATIONS
A. GCL Manufacturer:
1. The Manufacturer shall be a well-established firm with more than five (5) years of
experience in the manufacturing of GCL.
2. The GCL Manufacturer shall be responsible for the production of GCL rolls and shall have
sufficient production capacity and qualified personnel to provide material meeting the
requirements of this Section and the construction schedule for this project.
B. GCL Installer:
1. The Geosynthetic Installer shall install the GCL and shall meet the requirements of
Section 02770 Subpart 1.04. B and this Section.
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2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for
field handling, deploying, temporarily restraining (against wind), and other aspects of the
deployment and installation of the GCL and other geosynthetic components of the project.
1.05 SUBMITTALS
A. At least 7 days before transporting any GCL to the site, the Manufacturer shall provide the following
documentation to the Construction Manager for approval.
1. list of material properties, including test methods utilized to analyze/confirm properties.
2. projected delivery dates for this project.
3. Manufacturing quality control certificates for each shift's production for which GCL for
the project was produced, signed by responsible parties employed by the Manufacturer
(such as the production manager).
4. Manufacturer Quality Control (MQC) certificates, including:
a. roll numbers and identification; and
b. MQC results, including description of test methods used, outlined in
Subpart 2.02 of this Section.
5. Certification that the GCL meets all the properties outlined in Subpart 2.01 of this Section.
B. During installation, the Geosynthetic Installer shall be responsible for the timely submission to the
Construction Manager of:
1. Quality control documentation; and
2. Subgrade Acceptance Certificates, signed by the Geosynthetic Installer, for each area of
subgrade to be covered by geosynthetic clay liner.
1.06 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required by the
CQA Plan. This monitoring and testing, including random conformance testing of construction
materials and completed work, will be performed by the CQA Consultant. If nonconformances or
other deficiencies are found in the materials or completed work, the Geosynthetic Installer will be
required to repair the deficiency or replace the deficient materials at no additional cost to the Owner.
PART 2 – PRODUCTS
2.01 MATERIAL PROPERTIES
A. The flux of the bentonite portion of the GCL shall be no greater than 1×10-8 m3/m2-sec, when
measured in a flexible wall permeameter in accordance with ASTM D 5887 under an effective
confining stress of 5 pounds per square inch (psi).
B. The GCL shall have the following minimum dimensions:
1. the minimum roll width shall be 15 feet; and
2. the linear length shall be long enough to conform with the requirements specified in this
Section.
C. The bentonite component of the GCL shall be applied at a minimum concentration of
0.75 pound per square foot (psf), when measured at a water content of 0 percent.
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D. The GCL shall meet or exceed all required property values listed in Table 02772-1.
E. The bentonite will be adhered to the backing material(s) in a manner that prevents it from being
dislodged when transported, handled, and installed in a manner prescribed by the Manufacturer.
The method used to hold the bentonite in place shall not be detrimental to other components of the
lining system.
F. The geotextile components of the GCL shall be woven and nonwoven and have a combined mass
per unit area of 9 ounces per square yard (oz./SY).
G. The GCL shall be needle punched.
2.02 INTERFACE SHEAR TESTING
A. Interface shear testing requirements and results shall be in accordance with Section 02770 2.03A.
2.03 MANUFACTURING QUALITY CONTROL (MQC)
A. The GCL shall be manufactured with quality control procedures that meet or exceed generally
accepted industry standards.
B. The Manufacturer shall sample and test the GCL to demonstrate that the material complies with the
requirements of this Section.
C. Any GCL sample that does not comply with this Section will result in rejection of the roll from
which the sample was obtained. The Manufacturer shall replace any rejected rolls.
D. If a GCL sample fails to meet the quality control requirements of this Section, the Construction
Manager will require that the Manufacturer sample and test, at the expense of the Manufacturer,
rolls manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of
rolls shall continue until a pattern of acceptable test results is established to determine the bounds
of the failed roll(s). All rolls pertaining to failed tests shall be rejected.
E. Additional sample testing may be performed, at the Manufacturer's discretion and expense, to more
closely identify the extent of any non-complying rolls and/or to qualify individual rolls.
F. Sampling shall, in general, be performed on sacrificial portions of the GCL material such that repair
is not required. The Manufacturer shall sample and test the GCL to demonstrate that its properties
conform to the requirements stated herein. At a minimum, the following (MQC) tests shall be
performed by the Manufacturer: dry mass per unit area (ASTM D5993) and index flux at frequencies
of at least one per 50,000 square feet and one per 200,000 square feet, respectively.
G. The Manufacturer shall comply with the certification and submittal requirements of this Section.
2.04 PACKING AND LABELING
A. GCL shall be supplied in rolls wrapped in impervious and opaque protective covers.
B. GCL shall be marked or tagged with the following information:
1. Manufacturer's name;
2. product identification;
3. lot number;
4. roll number; and
5. roll dimensions.
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2.05 TRANSPORTATION, HANDLING AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the GCL incurred prior to and
during transportation to the site.
B. Handling, storage, and care of the GCL at the site prior to and following installation, are the
responsibility of the Geosynthetic Installer, until final acceptance by the Owner.
C. The GCL shall be stored and handled in accordance with ASTM D 5888.
D. The Geosynthetic Installer shall be liable for all damage to the materials incurred prior to and during
transportation to the site including hydration of the GCL prior to placement.
E. The GCL shall be on-site at least 14 days prior to the scheduled installation date to allow for
completion of conformance testing described in Subpart 3.07 of this Section.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer shall
carefully inspect the installed work of all other Sections and verify that all work is complete to the
point where the installation of this Section may properly commence without adverse impact.
B. If the Geosynthetic Installer has any concerns regarding the installed work of other Sections, he
should notify the Construction Manager in writing prior to commencing the work. Failure to notify
the Construction Manager or commencing installation of the GCL will be construed as Geosynthetic
Installer's acceptance of the related work of all other Sections.
C. A pre-installation meeting shall be held to coordinate the installation of the GCL with the installation
of other components of the lining system.
3.02 SURFACE PREPARATION
A. The Geosynthetics Installer shall provide certification in writing that the surface on which the GCL
will be installed is acceptable. This certification of acceptance shall be given to the Construction
Manager prior to commencement of geosynthetics installation in the area under consideration.
Special care shall be taken to maintain the prepared soil surface.
B. Special care shall be taken to maintain the prepared soil surface. The subgrade shall be moisture
conditioned prior to installation of the GCL. GCL subgrade shall be moisture conditioned the day
before installation such that the surface is workable but not dry to a depth of more than 1 inch from
subgrade surface.
C. No GCL shall be placed onto an area that has been softened by precipitation or that has cracked due
to desiccation. The soil surface shall be observed daily to evaluate the effects of desiccation
cracking and/or softening on the integrity of the prepared subgrade.
D. Subgrade protrusions shall not exceed 0.7 inch.
3.03 HANDLING AND PLACEMENT
A. The Geosynthetic Installer shall handle all GCL in such a manner that it is not damaged in any way.
B. In the presence of wind, all GCL shall be sufficiently weighted with sandbags to prevent their
movement.
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C. Any GCL damaged by stones or other foreign objects, or by installation activities, shall be repaired
in accordance with Subpart 3.06 by the Geosynthetic Installer, at the expense of the Geosynthetic
Installer.
D. All GCL shall be hydrated by the Geosynthetic Installer once in place by direct spraying with water.
Hydrated GCL shall be defined as greater than 50% moisture content when tested in accordance
with ASTM D 2216. To monitor the hydration process, small, shallow, flat bottom containers shall
be deployed on the GCL surface by the CQA Site Manager during water spraying to measure the
amount (depth) of water applied. Minimum depth of water will be 1/8-inch. During hot, dry periods,
additional water may be required. Upon completion of the direct spraying with water, the GCL shall
be covered with the overlying secondary geomembrane within 2 hours. Samples of the hydrated
GCL will be obtained by the CQA Site Manager from locations of destructive tests in the secondary
geomembrane. GCL sample holes shall be repaired in accordance with Part 3.06 of this Section.
E. The GCL shall be installed with the woven geotextile facing up (against the overlying
geomembrane).
3.04 OVERLAPS
A. On slopes steeper than 10:1 (horizontal:vertical), all GCL shall be continuous down the slope, i.e.,
no horizontal seams shall be allowed on the slope. Horizontal seams shall be considered as any
seam having an alignment exceeding 30 degrees from being perpendicular to the slope contour lines,
unless otherwise approved by the Construction Manager.
B. All GCL shall be overlapped in accordance with the Manufacturer's recommended procedures. At
a minimum, along the length (i.e., the sides) of the GCL placed on slopes steeper than 10:1
(horizontal:vertical), the overlap shall be 12 inches, and along the width (i.e., the ends) the overlap
shall be 24 inches.
C. At a minimum, along the length (i.e., the sides) of the GCL placed on non-sloped areas (i.e. slopes
no steeper than 10:1), the overlap shall be 6-inches, and along the width (i.e., the ends) the overlap
shall be 12-inches.
3.05 MATERIALS IN CONTACT WITH THE GCL
A. Installation of other components of the liner system shall be carefully performed to avoid damage
to the GCL.
B. Construction Manager approved low ground pressure equipment may be driven directly on the GCL.
C. Installation of the GCL in appurtenant areas, and connection of the GCL to appurtenances shall be
made according to the Drawings. The Geosynthetic Installer shall ensure that the GCL is not
damaged while working around the appurtenances.
3.06 REPAIR
A. Any holes or tears in the GCL shall be repaired by placing a GCL patch over the defect. On slopes
steeper than 10 percent, the patch shall overlap the edges of the hole or tear by a minimum of 2 feet
in all directions. On slopes 10 percent or flatter, the patch shall overlap the edges of the hole or tear
by a minimum of 1 foot in all directions. The patch shall be secured with a Manufacturer
recommended water-based adhesive.
B. Care shall be taken to remove any soil, rock, or other materials, which may have penetrated the torn
GCL.
C. The patch shall not be nailed or stapled.

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3.07 CONFORMANCE TESTING
A. Samples of the GCL will be removed by the CQA Site Manager and sent to a Geosynthetic CQA
Laboratory for testing to ensure conformance with the requirements of this Section and the CQA
Plan. The Geosynthetic Installer shall assist the CQA Site Manager in obtaining conformance
samples. The Geosynthetic Installer shall account for this testing in the installation schedule.
B. At a minimum, the following conformance tests will be performed at a minimum frequency rate of
one sample per 100,000 square feet: mass per unit area (ASTM D 5993) and bentonite moisture
content (ASTM D 5993). At a minimum, the following conformance tests will be performed at a
frequency of one sample per 400,000 square feet: index flux (ASTM D 5887). If the GCL
Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size,
etc.) resulting in one sample per less than 90 percent of 100,000 square feet (90,000 square feet),
then the Geosynthetic Installer shall pay the cost for all additional testing.
C. The CQA Consultant may increase the frequency of sampling in the event that test results do not
comply with the requirements of Subpart 2.01 of this Section until passing conformance test results
are obtained for all material that is received at the site. This additional testing shall be performed at
the expense of the Geosynthetic Installer.
D. Any GCL that is not certified by the Manufacturer in accordance with Subpart 1.05 of this Section
or that does not meet the requirements specified in Subpart 2.01 shall be rejected and replaced by
the Geosynthetic Installer, at the expense of the Geosynthetic Installer.
3.08 PROTECTION OF WORK
A. The Geosynthetic Installer shall protect all work of this Section.
B. In the event of damage, the Geosynthetic Installer shall immediately make all repairs and
replacements necessary to the approval of the Construction Manager, at the expense of the
Geosynthetic Installer.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for GCL will be
measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on the
Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
 Submittals.
 Quality Control.
 Shipping, handling and storage.
 Overlaps and seaming.
 Hydration.
 Layout survey.
 Mobilization.
 Rejected material.
 Rejected material removal, handling, re-testing, and repair.
 Overlaps and seaming.
 Temporary anchorage.
 Visqueen.

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TABLE 02772-1
REQUIRED GCL PROPERTY VALUES
PROPERTIES QUALIFIERS UNITS SPECIFIEDVALUES TEST METHOD
GCL Properties
Bentonite Content2 minimum lb/ft3 0.75 ASTM D 5993
Bentonite Swell Index minimum mL/2g 24 ASTM D 5890
Bentonite Fluid Loss maximum mL 18 ASTM D 5891
Hydraulic Index Flux maximum m3/m2-s 1 x 10-8 ASTM D 58871

Notes: (1) Hydraulic flux testing shall be performed under an effective confining stress of 5 pounds per square inch.
(2) Measured at a moisture content of 0 percent; also known as mass per unit area

[END OF SECTION]

Cell 5A and 5B Lining System Construction Geonet
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02773-1 June 2018

SECTION 02773
GEONET

PART 1 – GENERAL
1.01 SCOPE
A. The Geosynthetic Installer shall furnish all labor, materials, tools, supervision, transportation,
equipment, and incidentals necessary for installation of the geonet. The work shall be carried out
as specified herein and in accordance with the Drawings and Construction Quality Assurance (CQA)
Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage,
and seaming of the geonet.
C. 300-mil geonet shall be installed above the secondary geomembrane to form the primary leak
detection system. 200-mil geonet shall be installed overlying the butt seams of the tertiary Drain
Liner™ geomembrane, if applicable.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
Section 02225 – Drainage Aggregate
Section 02616 – Polyvinyl Chloride (PVC) Pipe
Section 02770 – Geomembrane
Section 02771 – Geotextile
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest Version ASTM International (ASTM) Standards:
ASTM D792 Standard Test Methods for Specific Gravity and Density of Plastics by
Displacement
ASTM D1505 Standard Test Method for Density of Plastics by the Density-Gradient Technique
ASTM D1603 Standard Test Method for Carbon Black in Olefin Plastics
ASTM D4218 Standard Test Method for Determination of Carbon Black Content in
Polyethylene Compounds by Muffle-Furnace Technique
ASTM D4716 Standard Test Method for Constant Head Hydraulic Transmissivity (In-Place
Flow) of Geotextiles and Geotextile Related Products
ASTM D5199 Standard Test Method for Measuring Nominal Thickness of Geosynthetics
Cell 5A and 5B Lining System Construction Geonet
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 02773-2 June 2018

1.04 QUALIFICATIONS
A. Geonet Manufacturer:
1. The Manufacturer shall be a well-established firm with more than five (5) years of
experience in the manufacturing of geonet.
2. The Manufacturer shall be responsible for the production of geonet rolls and shall have
sufficient production capacity and qualified personnel to provide material meeting the
requirements of this Section and the construction schedule for this project.
B. Geonet Installer:
1. The Geosynthetic Installer shall meet the requirements of Subpart 1.04. B of
Section 02770, and this Section.
2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for
field handling, deploying, temporarily restraining (against wind and re-curling), and other
aspects of the deployment and installation of the geonet and other geosynthetic components
of the project.
1.05 SUBMITTALS
A. At least 7 days before transporting any geonet to the site, the Manufacturer shall provide the
following documentation to the Construction Manager for approval.
1. list of material properties, including test methods utilized to analyze/confirm properties.
2. projected delivery dates for this project.
3. Manufacturing Quality Control (MQC) certificates for each shift's production for which
geonet for the project was produced, signed by responsible parties employed by the
Manufacturer (such as the production manager). MQC certificates shall include:
a. roll numbers and identification; and
b. MQC results, including description of test methods used, outlined in
Subpart 2.01 of this Section.
c. Certification that the geonet meets all the properties outlined in Subpart 2.01 of this
Section.
1.06 CONSTRUCTION QUALITY ASSURANCE (CQA)
A. The Geosynthetic Installer shall ensure that the materials and methods used for producing and
handling the geonet meet the requirements of the Drawings and this Section. Any material or
method that does not conform to these documents, or to alternatives approved in writing by the
Design Engineer, will be rejected and shall be repaired or replaced, at the Geosynthetic Installer’s
expense.
B. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required by the
CQA Plan. This monitoring and testing, including random conformance testing of construction
materials and completed work, will be performed by the CQA Consultant. If nonconformances or
other deficiencies are found in the materials or completed work, the Geosynthetic Installer will be
required to repair the deficiency or replace the deficient materials at no additional cost to the Owner.
PART 2 – PRODUCTS
Cell 5A and 5B Lining System Construction Geonet
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2.01 GEONET PROPERTIES
A. The Manufacturer shall furnish geonet having properties that comply with the required property
values shown on Table 02773-1.
B. In addition to documentation of the property values listed in Table 02773-1, the geonet shall contain
a maximum of one percent by weight of additives, fillers, or extenders (not including carbon black)
and shall not contain foaming agents or voids within the ribs of the geonet.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. The geonet shall be manufactured with MQC procedures that meet or exceed generally accepted
industry standards.
B. Any geonet sample that does not comply with the Specifications will result in rejection of the roll
from which the sample was obtained. The Geonet Manufacturer shall replace any rejected rolls at
no additional cost to Owner.
C. If a geonet sample fails to meet the MQC requirements of this Section, then the Geonet Manufacturer
shall sample and test each roll manufactured, in the same lot, or at the same time, as the failing roll.
Sampling and testing of rolls shall continue until a pattern of acceptable test results is established.
D. Additional sample testing may be performed, at the Geonet Manufacturer’s discretion and expense,
to more closely identify any non-complying rolls and/or to qualify individual rolls.
E. Sampling shall, in general, be performed on sacrificial portions of the geonet material such that
repair is not required. The Manufacturer shall sample and test the geonet, at a minimum, once every
100,000 square feet to demonstrate that its properties conform to the values specified in Table
02773-1.
F. At a minimum, the following MQC tests shall be performed:
Test Procedure
Density ASTM D 792 or D 1505
Thickness ASTM D 5199
Carbon Black Content ASTM D 1603

G. The hydraulic transmissivity test (ASTM D 4716) in Table 02773-1 need not be performed at a
frequency of one per 100,000 square feet. However, the Geonet Manufacturer will certify that this
test has been performed on a sample of geonet identical to the product that will be delivered to the
Site. The Geonet Manufacturer shall provide test results as part of MQC documentation.
H. The Geonet Manufacturer shall comply with the certification and submittal requirements of this
Section.

Cell 5A and 5B Lining System Construction Geonet
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2.03 LABELING
A. Geonet shall be supplied in rolls labeled with the following information:
1. manufacturer’s name;
2. product identification;
3. lot number;
4. roll number; and
5. roll dimensions.
2.04 TRANSPORTATION
A. Transportation of the geonet shall be the responsibility of the Geonet Manufacturer. The Geonet
Manufacturer shall be liable for all damages to the materials incurred prior to and during
transportation to the site.
B. Geonet shall be delivered to the site at least 7 days before the scheduled date of deployment to allow
the CQA Site Manager adequate time to inventory the geonet rolls and obtain additional
conformance samples, if needed. The Geosynthetic Installer shall notify the Construction Manager
a minimum of 48 hours prior to any delivery.
2.05 HANDLING AND STORAGE
A. The Geosynthetic Manufacturer shall be responsible for handling, off-loading, storage, and care of
the geonet prior to and following installation at the Site. The Geosynthetic Installer shall be liable
for all damages to the materials incurred prior to final acceptance of the geonet drainage layer by
the Owner.
B. The geonet shall be stored off the ground and out of direct sunlight, and shall be protected from mud
and dirt. The Geosynthetic Installer shall be responsible for implementing any additional storage
procedures required by the Geonet Manufacturer.
2.06 CONFORMANCE TESTING
A. Conformance testing, if required, shall be performed in accordance with the CQA Plan. The
Geosynthetics installer shall assist the CQA Site Manager in obtaining conformance samples, if
requested. The CQA Consultant has the option of collecting samples at the manufacturing facility.
B. Passing conformance testing results, if applicable, are required before any geonet is deployed.
C. Samples shall be taken at a minimum frequency of one sample per 200,000 square feet with a
minimum of one sample per lot. If the Geonet Manufacturer provides material that requires
sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90
percent of 200,000 square feet (180,000 square feet), then the Geosynthetic Installer shall pay the
cost for all additional testing.
D. The CQA Consultant may increase the frequency of sampling in the event that test results do not
comply with the requirements of Subpart 2.01 of this Section until passing conformance test results
are obtained for all material that is received at the Site. This additional testing shall be performed
at the expense of the Geosynthetic Installer.
E. Any geonet that are not certified in accordance with Subpart 1.05 of this Section, or that
conformance testing indicates do not comply with Subpart 2.01 of this Section, will be rejected by
the CQA Consultant. The Geonet Manufacturer shall replace the rejected material with new material
at no additional cost to the Owner.
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PART 3 – EXECUTION
3.01 HANDLING AND PLACEMENT
A. The geonet shall be handled in such a manner as to ensure it is not damaged in any way.
B. Precautions shall be taken to prevent damage to underlying layers during placement of the geonet.
C. The geonet shall be installed in a manner that minimizes wrinkles.
D. Care shall be taken during placement of geonet to prevent dirt or excessive dust in the geonet that
could cause clogging and/or damage to the adjacent materials.
3.02 JOINING AND TYING
A. Adjacent panels of geonet shall be overlapped by at least 4 inches. These overlaps shall be secured
by tying with nylon ties.
B. Tying shall be achieved by plastic fasteners or polymer braid. Tying devices shall be white or
yellow for easy inspection. Metallic devices shall not be used.
C. Tying shall be performed at a minimum interval of every 5 feet along the geonet roll edges and
2 feet along the geonet roll ends.
3.03 REPAIR
A. Any holes or tears in the geonet shall be repaired by placing a patch extending 1 foot beyond the
edges of the hole or tear. The patch shall be secured to the original geonet by tying every 6 inches
with approved tying devices. If the hole or tear width across the roll is more than 50 percent of the
width of the roll, then the damaged area shall be cut out and the two portions of the geonet shall be
joined in accordance with the requirements of Subpart 3.02 of this Section.
3.04 PRODUCT PROTECTION
A. The Geosynthetics Installer shall use all means necessary to protect all prior work, and all materials
and completed work of other Sections.
B. In the event of damage to the geonet, the Geosynthetic Installer shall immediately make all repairs
per the requirements of this Section.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for geonet will be
measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on the
Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
 Submittals.
 Quality Control.
 Shipping, handling, and storage.
 Overlaps and seaming.
 Layout survey.
 Offloading.
 Mobilization.
 Rejected material.
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 Rejected material removal, handling, re-testing, and repair.
 Temporary anchorage.

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TABLE 02773-1
REQUIRED GEONET PROPERTY VALUES

PROPERTIES QUALIFIERS UNITS 300-MIL
GEONET
SPECIFIED(1)
VALUES
200-MIL
GEONET
SPECIFIED(1)
VALUES
TEST METHOD
Resin Density Minimum g/cc 0.94 0.94 ASTM D792 or D1505
Carbon Black Content Range % 2.0 – 3.0 2.0 – 3.0 ASTM D1603 or D4218
Thickness Minimum mils 300 200 ASTM D5199
Transmissivity(2) Minimum m2 / sec 8 x 10-3 1 x 10-3 ASTM D4716

Notes: (1) All values (except transmissivity) represent average roll values.
(2) Transmissivity shall be measured using water at 68F with a gradient of 0.1 under a confining pressure of 7,000 lb/ft2. The geonet
shall be placed in the testing device between 60-mil HDPE smooth geomembrane. Measurements are taken one hour after
application of confining pressure.
(3) Interface shear strength testing shall be performed, by the CQA Consultant, in accordance with Part 2.03 of this Section.

[ END OF SECTION ]

Cell 5A and 5B Lining System Construction Cast-in-Place Concrete
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 03400-1 June 2018

SECTION 03400
CAST-IN-PLACE CONCRETE

PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, transportation and equipment necessary to
construct a cast-in-place spillway crossing as shown on the Drawings and as specified herein.
B. The Work shall include, but not be limited to, procurement, delivery, subgrade preparation,
formwork, concrete placement, control joints, surface treatment, and curing.

1.02 RELATED SECTIONS
None.
1.03 REFERENCES
A. Drawings
B. Construction Quality Assurance (CQA) Plan
C. Latest version of American Concrete Institute (ACI) standards:
ACI 117 Tolerances for Concrete Construction and Materials
ACI 211.1 Selecting Proportions for Normal, Heavyweight, and Mass Concrete
ACI 301 Structural Concrete for Buildings
ACI 304R Measuring, Mixing, Transporting, and Placing Concrete
ACI 308 Standard Practice for Curing Concrete
ACI 318 Building Code Requirements for Reinforced Concrete
ACI 347R Formwork for Concrete
D. Latest version of the ASTM International (ASTM) standards:
ASTM A 615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement
ASTM C 33 Concrete Aggregates
ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens
ASTM C 94 Ready- Mixed Concrete
ASTM C 127 Specific Gravity and Adsorption of Coarse Aggregate
ASTM C 128 Specific Gravity and Adsorption of Fine Aggregate
ASTM C 143 Slump of Hydraulic Cement Concrete
ASTM C 150 Portland Cement
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ASTM C 171 Sheet Materials for Curing Concrete
ASTM C 192 Making and Curing Concrete Test Specimens in the Laboratory
ASTM C 309 Liquid Membrane - Forming Compounds for Curing Concrete
ASTM C 403 Time of Setting of Concrete Mixtures by Penetration Resistance
ASTM C 494 Chemical Admixtures for Concrete
ASTM C 618 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral
Admixture in Portland Cement Concrete
1.04 SUBMITTALS
A. At least 7 days prior to construction of the concrete, Contractor shall submit a mix design for the
type of concrete. Submit a complete list of materials including types, brands, sources, amount of
cement, fly ash, pozzolans, retardants, and admixtures, and applicable reference specifications for
the following:
1. Slump design based on total gallons of water per cubic yard.
2. Type and quantity of cement.
3. Brand, type, ASTM designation, active chemical ingredients, and quantity of each
admixture.
4. Compressive strength based on 28-day compression tests.
B. Delivery Tickets:
1. Provide duplicate delivery tickets with each load of concrete delivered, one for Contractor's
records and one for the Construction Manager, with the following information:
a. Date and serial number of ticket.
b. Name of ready-mixed concrete plant, operator, and job location.
c. Type of cement, admixtures, if any, and brand name.
d. Cement content, in bags per cubic yard (CY) of concrete, and mix design.
e. Truck number, time loaded, and name of dispatcher.
f. Amount of concrete (CY) in load delivered.
g. Gallons of water added at job, if any, and slump of concrete after water was added.
C. Delivery
1. The Concrete Manufacturer shall be liable for all damage to the materials incurred prior to
and during transportation to the Site.
1.05 MANUFACTURER QUALITY CONTROL (MQC)
A. Aggregates shall be sampled and tested in accordance with ASTM C 33.
B. Concrete test specimens shall be made, cured, and stored in conformity with ASTM C 192 and tested
in conformity with ASTM C 39.
C. Slump shall be determined in accordance with ASTM C 143.

Cell 5A and 5B Lining System Construction Cast-in-Place Concrete
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 03400-3 June 2018

1.06 LIMITING REQUIREMENTS
A. Unless otherwise specified, each concrete mix shall be designed and concrete shall be controlled
within the following limits:
1. Concrete slump shall be kept as low as possible, consistent with proper handling and
thorough compaction. Unless otherwise authorized by the Construction Manager, slump
shall not exceed 5 inches.
2. The admixture content, batching method, and time of introduction to the mix shall be in
accordance with the manufacturer's recommendations for minimum shrinkage and for
compliance with this Section. A water-reducing admixture may be included in concrete.
PART 2 – PRODUCTS
2.01 PROPORTIONING AND DESIGN MIXES
A. Concrete shall have the following properties.
1. 3,000 pounds per square inch (psi), 28-day compressive strength.
2. Slump range of 1 to 5 inches.
3. Coarse Aggregate Gradation, ASTM C 33, Number 57 or 67.
B. Retarding admixture in proportions recommended by the manufacturer to attain additional working
and setting time from 1 to 5 hours.
2.02 CONCRETE MATERIALS
A. Cement shall conform to ASTM C 150 Type II.
B. Water shall be fresh and clean, free from oils, acids, alkalis, salts, organic materials, and other
substances deleterious to concrete.
C. Aggregates shall conform to ASTM C 33. Aggregates shall not contain any substance which may
be deleteriously reactive with the alkalis in the cement, and shall not possess properties or
constituents that are known to have specific unfavorable effects in concrete.
D. The Contractor may use a water reducing chemical admixture. The water reducing admixture shall
conform to ASTM C 494, Type A. The chemical admixture shall be approved by the Construction
Manager.
2.03 REINFORCING STEEL
A. The reinforcing steel shall be Grade 60 in accordance with ASTM A 615.
B. Unless otherwise noted on the Drawings, all reinforcement bars shall be No. 3 (3/8-inch diameter)
in accordance with ASTM A 615 and welded wire fabric shall be sized as 6 x 6, W1.4 x W1.4.
PART 3 – EXECUTION
3.01 BATCHING, MIXING, AND TRANSPORTING CONCRETE
A. Batching shall be performed according to ASTM C 94, ACI 301, and ACI 304R, except as modified
herein. Batching equipment shall be such that the concrete ingredients are consistently measured
within the following tolerances: 1 percent for cement and water, 2 percent for aggregate, and
3 percent for admixtures. Concrete Manufacturer shall furnish mandatory batch ticket information
for each load of ready mix concrete.
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B. Machine mixing shall be performed according to ASTM C 94 and ACI 301. Mixing shall begin
within 30 minutes after the cement has been added to the aggregates. Concrete shall be placed
within 90 minutes of either addition of mixing water to cement and aggregates or addition of cement
to aggregates. Additional water may be added, provided that both the specified maximum slump
and water-cement ratio are not exceeded. When additional water is added, an additional
30 revolutions of the mixer at mixing speed is required. Dissolve admixtures in the mixing water
and mix in the drum to uniformly distribute the admixture throughout the batch.
C. Transport concrete from the mixer to the forms as rapidly as practicable. Prevent segregation or
loss of ingredients. Clean transporting equipment thoroughly before each batch. Do not use
aluminum pipe or chutes. Remove concrete which has segregated in transporting and dispose of as
directed.
3.02 SUBGRADE PREPARATION
A. Subgrade shall be graded to the lines and elevations as shown on the Drawings.
B. Standing water, mud, debris, and foreign matter shall be removed before concrete is placed.
3.03 PLACING CONCRETE
A. Place concrete in accordance with ACI 301, ACI 318, and ACI 304R. Place concrete as soon as
practicable after the forms and the reinforcement have been approved by the CQA Site Manager.
Do not place concrete when weather conditions prevent proper placement and consolidation, in
uncovered areas during periods of precipitation, or in standing water. Prior to placing concrete,
remove dirt, construction debris, water, snow, and ice from within the forms. Deposit concrete as
close as practicable to the final position in the forms. Place concrete in one continuous operation
from one end of the structure towards the other
B. Ensure reinforcement is not disturbed during concrete placement.
C. Do not allow concrete temperature to decrease below 50 °F while curing. Cover concrete and
provide sufficient heat to maintain 50 °F minimum adjacent to both the formwork and the structure
while curing. Limit the rate of cooling to 5 °F in any 1 hour and 50 °F per 24 hours after heat
application.
D. Do not spread concrete with vibrators. Concrete shall be placed in final position without being
moved laterally more than 5 feet.
E. When placing of concrete is temporarily halted or delayed, provide construction joints.
F. Concrete shall not be dropped a distance greater than 5 feet.
G. Place concrete with aid of internal mechanical vibrator equipment capable of 9,000 cycles/minute.
Transmit vibration directly to concrete.
H. Hot Weather:
1. Comply with ACI 304R.
2. Concrete temperature shall not exceed 90°F.
3. At air temperatures of 80°F or above, keep concrete as cool as possible during placement
and curing. Cool forms by water wash.
4. Evaporation reducer shall be used in accordance with manufacturer recommendations
(Subpart 2.02).
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3.04 CURING AND PROTECTION
A. Immediately after placement, protect concrete from premature drying, excessively hot or cold
temperatures, and mechanical injury in accordance with ACI 308.
B. Immediately after placement, protect concrete from plastic shrinkage by applying evaporation
reducer in accordance with manufacturer recommendations (Subpart 2.02).
C. Maintain concrete with minimal moisture loss at relatively constant temperature for period
necessary for hydration of cement and hardening of concrete (Subpart 2.02).
D. Protect from damaging mechanical disturbances, particularly load stresses, heavy shock, and
excessive vibration.
E. Membrane curing compound shall be spray applied at a coverage of not more than 300 square feet
per gallon. Unformed surfaces shall be covered with curing compound within 30 minutes after final
finishing. If forms are removed before the end of the specified curing period, curing compound
shall be immediately applied to the formed surfaces before they dry out.
F. Curing compound shall be suitably protected against abrasion during the curing period.
G. Film curing will not be allowed.
3.05 FORMS
A. Formwork shall prevent leakage of mortar and shall conform to the requirements of ACI 347R.
B. Do not disturb forms until concrete is adequately cured.
C. Form system design shall be the Contractor’s responsibility.
3.06 CONTROL JOINTS
A. Control joints shall consist of plastic strips set flush with finished surface or ¼-inch wide joints
formed with a trowel immediately after pouring or cut with a diamond saw within 12 hours after
pouring.
B. Control joints shall be installed in a 15 foot by 15 foot grid spacing along the slab unless otherwise
approved by the Design Engineer. Control joints shall be no greater than 1 ½ inches below the
surface.
3.07 SLAB FINISHES
A. Unformed surfaces of concrete shall be screeded and given an initial float finish followed by
additional floating, and troweling where required.
B. Concrete shall be broom finished.
3.08 SURVEY
A. The Surveyor shall locate the features of the concrete structure. The dimensions, locations and
elevations of the features shall be presented on the Surveyor’s Record Drawings.
Cell 5A and 5B Lining System Construction Cast-in-Place Concrete
YSC0634.TECHNICALSPECIFICATIONS5.D.20180620 Page 03400-6 June 2018

PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Cast-In-Place
Concrete will be measured as lump sum (LS) and payment will be based on the unit price provided
on the Bid Schedule.
B. The following are considered incidental to the work:
 Mobilization.
 Submittals.
 Quality Control.
 Excavation.
 Subgrade preparation.
 Concrete batching, mixing, and delivery.
 Layout and as-built Record Survey.
 Subgrade preparation.
 Reinforcing steel.
 Formwork.
 Concrete placement and finishing.
 Saw cutting and control joints.
 Rejected material removal, handling, re-testing, repair, and replacement.

[END OF SECTION]

APPENDIX D
Design Calculations

Attachment A – Liner System Details

0.0 1.0
1.0E-02
1.0E-03
Gradient
15,000 psf
Tr
a
n
s
m
i
s
s
i
v
i
t
y

(
m
2/s
e
c
)
0.2 0.4 0.80.6
Drain Liner™/Smooth HDPE
Transmissivity under 15,000 psf
Normal stress
ASTM D4716
6/21/18
6/21/18
06/22/2018




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TRI/ENVIRONMENTAL, INC.
A Texas Research International Company
Client:Agru TRI Log#: E2201-75-03
Project: Anne Steacy Test Method: ASTM D 5321
Test Date: 7/5-7/5/05

Upper Box: Agru 60 mil smooth Geomembrane

Lower Box: Agru 60 mil Studliner

Interface Interface soaked and loading applied
Conditioning: for a minimum of 3 hours prior to shear

Box Dimension: 12"x12"x4"

Test Condition: Wet

Shearing Rate: 0.2 inches/minute
Trial Number 1 2 3
Bearing Slide Resistance (lbs) 9 10 13
Normal Stress (psf)0 125 250 500
Maximum Shear Stress (psf) 36 82 161
Corrected Shear Stres 8 27 72 148
Secant Angle (degrees) 12.1 16.0 16.5
RESULTS: Maximum Friction Angle and Y-intercept
Regression Friction Angle (degrees): 16.2
Y-intercept or Regression Adhesion (psf): 0
Regression Line: Y= 0.290 * X + 0
Regression Coefficient (r squared): 0.986
Note: The regression line includes the origin.
The testing herein is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply
to samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the final use and purpose of the material.
TRI observes and maintains client confidentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.
9063 Bee Caves Road Austin, TX 78733-6201 [phone] [phone] 1-800-880-TEST
Tested Interface: Agru 60 mil Studliner vs. Agru 60 mil Smooth Geomembrane
INTERFACE FRICTION TEST REPORT
Quality Review/Date
John M. Allen, E.I.T., 07/11/2005
0
200
400
600
0 200 400 600
Normal Stress (psf)
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Attachment E (1/3)
TRI/ENVIRONMENTAL, INC.
A Texas Research International Company
Client:Agru TRI Log#: E2201-75-03
Project: Anne Steacy Test Method: ASTM D 5321
Test Date: 7/5-7/5/05

Upper Box: Agru 60 mil smooth Geomembrane

Lower Box: Agru 60 mil Studliner

Interface Interface soaked and loading applied
Conditioning: for a minimum of 3 hours prior to shear

Box Dimension: 12"x12"x4"

Test Condition: Wet

Shearing Rate: 0.2 inches/minute
Trial Number 1 2 3
Bearing Slide Resistance (lbs) 9 10 13
Normal Stress (psf) 125 250 500 0
Large Displacment Shear Stress (psf) 48 90 158
Corrected Shear Stress (psf) 39 80 145 6
Secant Angle (degrees) 17.2 17.7 16.2
RESULTS: Large Displacement Friction Angle and Y-intercept
at 3.5-in. of Displacement
Regression Friction Angle (degrees): 15.7
Y-intercept or Regression Adhesion (psf): 6
Regression Line: Y= 0.281 * X + 6
Regression Coefficient (r squared): 0.997
Large displacement shear stresses interperted at 2 inches of
diplacement due to strain hardening effects.
The testing herein is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply
to samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the final use and purpose of the material.
TRI observes and maintains client confidentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.
9063 Bee Caves Road Austin, TX 78733-6201 [phone] [phone] 1-800-880-TEST
Quality Review/Date
Tested Interface: Agru 60 mil Studliner vs. Agru 60 mil Smooth Geomembrane
INTERFACE FRICTION TEST REPORT
John M. Allen, E.I.T., 07/11/2005
0
200
400
600
0 200 400 600
Normal Shear Stress (psf)
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Attachment E (2/3)
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PREPARED SUBGRADE/ENGINEERED FILL
2'
3'22' ACCESS ROAD
CELL 5A OR 5B
VARIES1
60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
ANCHOR TRENCH BACKFILL
0.75% (MIN.)
PREPAR
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60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
PREPARED SUBGRADE/ENGINEERED FILL(NOTE 3)
60 MIL HDPEGEOMEMBRANE - SMOOTH
60 MIL HDPEGEOMEMBRANE - DRAINLINER
300 MIL GEONET
PREPARED SUBGRADE/ENGINEERED FILL
1.5' MIN.(NOTE 2)
2'
3'
0.75%
ANCHOR TRENCH BACKFILL
60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
2'
3'
2'
4'
2.5' MIN.
3
1
1'
PREPARED SUBGRADE/ENGINEERED FILL
60 MIL HDPEGEOMEMBRANE -TEXTURED
CUSHION GEOTEXTILE
ANCHORTRENCHBACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
18" Ø SCH 40 PVCRISER
BLIND FLANGE WITH CAP
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°ELBOW
TOE OF SLOPE
60 MILTEXTUREDHDPE
CONCRETE PIPESUPPORT
60 MIL HDPE GEOMEMBRANE -TEXTURED
STAINLESSSTEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
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1'
PREPARED SUBGRADE/ENGINEERED FILL
60 MIL HDPEGEOMEMBRANE -TEXTURED
CUSHION GEOTEXTILE
ANCHORTRENCHBACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
BLIND FLANGE WITH CAP
18" Ø SCH 40 PVCRISER
TOE OF SLOPE
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°ELBOW
60 MILTEXTUREDHDPE
CONCRETE PIPESUPPORT
60 MIL HDPE GEOMEMBRANE -TEXTURED
STAINLESSSTEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
3
1
2.5' MIN.1'
PREPARED SUBGRADE/ENGINEERED FILL
CUSHION GEOTEXTILE
60 MIL HDPEGEOMEMBRANE -TEXTURED
ANCHORTRENCHBACKFILL
WOVEN GEOTEXTILE
18" Ø SCH 40 PVC RISER
TERMINATE WOVEN GEOTEXTILEAND WRAP PIPE
BLIND FLANGE WITH CAP
22.5°ELBOW
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
TOE OF SLOPE
CONCRETE PIPESUPPORT
WOVENGEOTEXTILE
19
06
11A
05
12"60°'60°'
PVC SCHEDULE 40 PVC
1/4" HOLES STAGGEREDEVERY 12 INCHES
LINER SYSTEM DETAILS I
SC0634-05-07
05
JANUARY 2013
SC0634
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
WHITE MESA MILLBLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUEDFOR PROJECT TENDER ORCONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
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SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
(1in)(2in)(3in)(4in)
G
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(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
9 DETAIL
BASE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
10 DETAIL
SIDE SLOPE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
11A DETAIL
ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B,04A,04B,05,06,09
11B DETAIL
ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B
12 DETAIL
SECONDARY LEAK DETECTIONRISER PENETRATION
SCALE: 1" = 2'
04A,04B
13 DETAIL
PRIMARY LEAK DETECTIONSYSTEM RISER PENETRATION
SCALE: 1" = 2'
04A,04B
14 DETAIL
SLIMES DRAIN RISERPENETRATION
SCALE: 1" = 2'
04A,04B
15 DETAIL
PERFORATED PIPE
SCALE: 1" = 1'
07,08
NOTES:
1. DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
2. ANCHOR TRENCHES MAY BE CONSTRUCTED WITH A MAXIMUMDEPTH OF 3.5 FEET WITH UP TO 1 FOOT OF BACKFILL BETWEENEACH GEOMEMBRANE IN BOTTOM OF ANCHOR TRENCH.
3. PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF ATLEAST 6-INCHES OF FILL OVERLYING SANDSTONE INACCORDANCE WITH SECTIONS 02200 AND 02220 OF THETECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENTSOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
PREPARED SUBGRADE/ENGINEERED FILL
2'
3'22' ACCESS ROAD
CELL 5A OR 5B
VARIES1
60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
ANCHOR TRENCH BACKFILL
0.75% (MIN.)
PREPAR
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60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
PREPARED SUBGRADE/ENGINEERED FILL(NOTE 3)
60 MIL HDPEGEOMEMBRANE - SMOOTH
60 MIL HDPEGEOMEMBRANE - DRAINLINER
300 MIL GEONET
PREPARED SUBGRADE/ENGINEERED FILL
1.5' MIN.(NOTE 2)
2'
3'
0.75%
ANCHOR TRENCH BACKFILL
60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
2'
3'
2'
4'
2.5' MIN.
3
1
1'
PREPARED SUBGRADE/ENGINEERED FILL
60 MIL HDPEGEOMEMBRANE -TEXTURED
CUSHION GEOTEXTILE
ANCHORTRENCHBACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
18" Ø SCH 40 PVCRISER
BLIND FLANGE WITH CAP
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°ELBOW
TOE OF SLOPE
60 MILTEXTUREDHDPE
CONCRETE PIPESUPPORT
60 MIL HDPE GEOMEMBRANE -TEXTURED
STAINLESSSTEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
2.5' MIN.
3 1
1'
PREPARED SUBGRADE/ENGINEERED FILL
60 MIL HDPEGEOMEMBRANE -TEXTURED
CUSHION GEOTEXTILE
ANCHORTRENCHBACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
BLIND FLANGE WITH CAP
18" Ø SCH 40 PVCRISER
TOE OF SLOPE
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°ELBOW
60 MILTEXTUREDHDPE
CONCRETE PIPESUPPORT
60 MIL HDPE GEOMEMBRANE -TEXTURED
STAINLESSSTEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
3
1
2.5' MIN.1'
PREPARED SUBGRADE/ENGINEERED FILL
CUSHION GEOTEXTILE
60 MIL HDPEGEOMEMBRANE -TEXTURED
ANCHORTRENCHBACKFILL
WOVEN GEOTEXTILE
18" Ø SCH 40 PVC RISER
TERMINATE WOVEN GEOTEXTILEAND WRAP PIPE
BLIND FLANGE WITH CAP
22.5°ELBOW
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
TOE OF SLOPE
CONCRETE PIPESUPPORT
WOVENGEOTEXTILE
19
06
11A
05
12"60°'60°'
PVC SCHEDULE 40 PVC
1/4" HOLES STAGGEREDEVERY 12 INCHES
LINER SYSTEM DETAILS I
SC0634-05-07
05
JANUARY 2013
SC0634
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
WHITE MESA MILLBLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUEDFOR PROJECT TENDER ORCONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
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1
2

9
:
5
1

A
M
DATE
GTC
MMC
RBF
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
(1in)(2in)(3in)(4in)
G
8
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
9 DETAIL
BASE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
10 DETAIL
SIDE SLOPE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
11A DETAIL
ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B,04A,04B,05,06,09
11B DETAIL
ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B
12 DETAIL
SECONDARY LEAK DETECTIONRISER PENETRATION
SCALE: 1" = 2'
04A,04B
13 DETAIL
PRIMARY LEAK DETECTIONSYSTEM RISER PENETRATION
SCALE: 1" = 2'
04A,04B
14 DETAIL
SLIMES DRAIN RISERPENETRATION
SCALE: 1" = 2'
04A,04B
15 DETAIL
PERFORATED PIPE
SCALE: 1" = 1'
07,08
NOTES:
1. DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
2. ANCHOR TRENCHES MAY BE CONSTRUCTED WITH A MAXIMUMDEPTH OF 3.5 FEET WITH UP TO 1 FOOT OF BACKFILL BETWEENEACH GEOMEMBRANE IN BOTTOM OF ANCHOR TRENCH.
3. PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF ATLEAST 6-INCHES OF FILL OVERLYING SANDSTONE INACCORDANCE WITH SECTIONS 02200 AND 02220 OF THETECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENTSOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
PREPARED SUBGRADE/ENGINEERED FILL
2'
3'22' ACCESS ROAD
CELL 5A OR 5B
VARIES1
60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
ANCHOR TRENCH BACKFILL
0.75% (MIN.)
PREPAR
E
D

S
U
B
G
R
A
D
E
/
ENGINE
E
R
E
D

F
I
L
L
60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
PREPARED SUBGRADE/ENGINEERED FILL(NOTE 3)
60 MIL HDPEGEOMEMBRANE - SMOOTH
60 MIL HDPEGEOMEMBRANE - DRAINLINER
300 MIL GEONET
PREPARED SUBGRADE/ENGINEERED FILL
1.5' MIN.(NOTE 2)
2'
3'
0.75%
ANCHOR TRENCH BACKFILL
60 MIL HDPEGEOMEMBRANE - DRAIN LINER
60 MIL HDPEGEOMEMBRANE - SMOOTH
2'
3'
2'
4'
2.5' MIN.
3
1
1'
PREPARED SUBGRADE/ENGINEERED FILL
60 MIL HDPEGEOMEMBRANE -TEXTURED
CUSHION GEOTEXTILE
ANCHORTRENCHBACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
18" Ø SCH 40 PVCRISER
BLIND FLANGE WITH CAP
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°ELBOW
TOE OF SLOPE
60 MILTEXTUREDHDPE
CONCRETE PIPESUPPORT
60 MIL HDPE GEOMEMBRANE -TEXTURED
STAINLESSSTEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
2.5' MIN.
3 1
1'
PREPARED SUBGRADE/ENGINEERED FILL
60 MIL HDPEGEOMEMBRANE -TEXTURED
CUSHION GEOTEXTILE
ANCHORTRENCHBACKFILL
CUSHION GEOTEXTILE
HDPE PIPE BOOT
BLIND FLANGE WITH CAP
18" Ø SCH 40 PVCRISER
TOE OF SLOPE
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
22.5°ELBOW
60 MILTEXTUREDHDPE
CONCRETE PIPESUPPORT
60 MIL HDPE GEOMEMBRANE -TEXTURED
STAINLESSSTEEL BAND CLAMP
19
06
11A
05
2'
3'
2'
4'
3
1
2.5' MIN.1'
PREPARED SUBGRADE/ENGINEERED FILL
CUSHION GEOTEXTILE
60 MIL HDPEGEOMEMBRANE -TEXTURED
ANCHORTRENCHBACKFILL
WOVEN GEOTEXTILE
18" Ø SCH 40 PVC RISER
TERMINATE WOVEN GEOTEXTILEAND WRAP PIPE
BLIND FLANGE WITH CAP
22.5°ELBOW
3/4" ANCHOR BOLTS FOR TIE-DOWN STRAPS
TOE OF SLOPE
CONCRETE PIPESUPPORT
WOVENGEOTEXTILE
19
06
11A
05
12"60°'60°'
PVC SCHEDULE 40 PVC
1/4" HOLES STAGGEREDEVERY 12 INCHES
LINER SYSTEM DETAILS I
SC0634-05-07
05
JANUARY 2013
SC0634
PERMIT LEVEL DESIGN
NOT FOR CONSTRUCTION
CONSTRUCTION OF CELLS 5A AND 5B
WHITE MESA MILLBLANDING, UTAH
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:THIS DRAWING MAY NOT BE ISSUEDFOR PROJECT TENDER ORCONSTRUCTION, UNLESS SEALED.
DATEREV APPDESCRIPTIONDRN
10
P:
\
P
R
J
\
S
D
C
a
d
d
\
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A
D
D
\
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C
0
6
3
4

E
N
E
R
G
Y

F
U
E
L
S
\
S
C
0
6
3
4
-
0
2
-
0
2
\
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l
a
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e
t
s
\
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u
r
r
e
n
t

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6
3
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0
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1
2
/
2
1
/
2
0
1
2

9
:
5
1

A
M
DATE
GTC
MMC
RBF
GTC
GTC
B
C
D
E
F
SCALE IS BASED ON 22" X 34" NON-REDUCED SHEET SIZE (BORDER = 21" X 32")
(1in)(2in)(3in)(4in)
G
8
B
C
D
E
F
G
AA
(1in)
(2in)
(3in)
Energy Fuels Resources (USA) Inc.
9 DETAIL
BASE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
10 DETAIL
SIDE SLOPE LINER SYSTEM
SCALE: 1" = 2'
03A,03B,04A,04B
11A DETAIL
ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B,04A,04B,05,06,09
11B DETAIL
ACCESS ROAD & ANCHOR TRENCH
SCALE: 1" = 2'
03A,03B
12 DETAIL
SECONDARY LEAK DETECTIONRISER PENETRATION
SCALE: 1" = 2'
04A,04B
13 DETAIL
PRIMARY LEAK DETECTIONSYSTEM RISER PENETRATION
SCALE: 1" = 2'
04A,04B
14 DETAIL
SLIMES DRAIN RISERPENETRATION
SCALE: 1" = 2'
04A,04B
15 DETAIL
PERFORATED PIPE
SCALE: 1" = 1'
07,08
NOTES:
1. DETAILS ARE SHOWN TO SCALE INDICATED EXCEPT FOR THE
GEOSYNTHETICS, WHICH ARE SHOWN AT AN EXAGGERATED
SCALE FOR CLARITY.
2. ANCHOR TRENCHES MAY BE CONSTRUCTED WITH A MAXIMUMDEPTH OF 3.5 FEET WITH UP TO 1 FOOT OF BACKFILL BETWEENEACH GEOMEMBRANE IN BOTTOM OF ANCHOR TRENCH.
3. PREPARED SUBGRADE AT CELL BASE SHALL CONSIST OF ATLEAST 6-INCHES OF FILL OVERLYING SANDSTONE INACCORDANCE WITH SECTIONS 02200 AND 02220 OF THETECHNICAL SPECIFICATIONS. ALL LOOSE (BLASTED OR RIPPED)SOIL AND ROCK SHALL BE REMOVED TO EXPOSE COMPETENTSOIL / ROCK PRIOR TO PLACING ENGINEERING FILL.
1.00
Horizontal Seismic Load Coefficient, Ky = 0.65White Mesa Mill Cell 5A
Section A-A'
Yield Acceleration Determination
Analysis Method: Morgenstern-Price
West - Cell 5A
East - Cell 5BTailings
Dakota Sandstone
Berm
Cell Surface Pool Elevation
Liner
FIGURE 5Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
1.00
Horizontal Seismic Load Coefficient, Ky = 0.66
Tailings
North - Cell 4B
South - Cell 5A
White Mesa Mill Cell 5A
Section B-B'
Yield Acceleration Determination
Analysis Method: Morgenstern-Price
Dakota Sandstone
Cell Surface
Liner
Berm
Pool Elevation
FIGURE 9Distance (feet)
0 100 200 300 400 500 600 700 800
(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
0 100 200 300 400 500 600 700 800
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
1.00
White Mesa Mill Cell 5B
Section C-C'
Yield Acceleration Determination
Analysis Method: Morgenstern-Price
South North - Cell 5B
Tailings
Dakota Sandstone
Berm Cell Surface
Pool Elevation
Liner
FIGURE 13
Horizontal Seismic Load Coefficient, Ky = 0.51
Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
TABLE 1
SUMMARY OF SLOPE STABILITY ANALYSES
Energy Fuels - White Mesa Mill, Cells 5A & 5B
Blanding, Utah
Static --1.5 3.2
Seismic Loading (0.1g)--1.3 2.6
Construction Loading --1.1 2.0
Yield Acceleration 0.65 1.0 1.0
Static --1.5 3.2
Seismic Loading (0.1g)--1.3 2.6
Construction Loading --1.1 2.1
Yield Acceleration 0.66 1.0 1.0
Static --1.5 3.4
Seismic Loading (0.1g)--1.3 2.5
Construction Loading --1.1 2.8
Yield Acceleration 0.51 1.0 1.0
Tailings Slope Interim Tailings Slope
Cell 4B filled with
tailings; Cell 5A
partially full
--1.3 1.3
B-B'
C-C'
Cell 4B filled with
tailings; Cell 5A
empty
Cell 5A filled with
tailings; Cell 5B
empty
Cell 5B filled with
tailings
Cross Section Loading Condition Cell Condition
Yield
Acceleration
Minimum Factor
of Safety
Calculated
Factor of Safety
A-A'
3.30 3.40 3.50
3.23
White Mesa Mill Cell 5A
Section A-A'
Static Loading
Analysis Method: Morgenstern-Price
West - Cell 5A
East - Cell 5BTailings
Dakota Sandstone
Berm
Cell Surface Pool Elevation
Liner
FIGURE 2Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.010 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
2.6 0
3.0 0
2.58
White Mesa Mill Cell 5A
Section A-A'
Seismic Loading (0.1g)
Analysis Method: Morgenstern-Price
West - Cell 5A
East - Cell 5BTailings
Dakota Sandstone
Berm
Cell Surface Pool Elevation
Liner
FIGURE 3Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
2 .2 0
2.4 0
2.60
2.04
White Mesa Mill Cell 5A
Section A-A'
Construction Loading
Analysis Method: Morgenstern-Price
West - Cell 5A
East - Cell 5BTailings
Dakota Sandstone
Berm
Cell Surface Pool Elevation
Liner
FIGURE 4
16 kips
Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
1.00
Horizontal Seismic Load Coefficient, Ky = 0.65White Mesa Mill Cell 5A
Section A-A'
Yield Acceleration Determination
Analysis Method: Morgenstern-Price
West - Cell 5A
East - Cell 5BTailings
Dakota Sandstone
Berm
Cell Surface Pool Elevation
Liner
FIGURE 5Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
3.23
Tailings
North - Cell 4B
South - Cell 5A
White Mesa Mill Cell 5A
Section B-B'
Static Loading
Analysis Method: Morgenstern-Price
Dakota Sandstone
Cell Surface
Liner
Berm
Pool Elevation
FIGURE 6Distance (feet)
0 100 200 300 400 500 600 700 800
(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
0 100 200 300 400 500 600 700 800
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
2.60
2.70
2.80
2.57
Tailings
North - Cell 4B
South - Cell 5A
White Mesa Mill Cell 5A
Section B-B'
Seismic Loading (0.1g)
Analysis Method: Morgenstern-Price
Dakota Sandstone
Cell Surface
Liner
Berm
Pool Elevation
FIGURE 7Distance (feet)
0 100 200 300 400 500 600 700 800
(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
0 100 200 300 400 500 600 700 800
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
2 .2 0
2 .4 0
2.10
16 kips
Tailings
North - Cell 4B
South - Cell 5A
White Mesa Mill Cell 5A
Section B-B'
Construction Loading
Analysis Method: Morgenstern-Price
Dakota Sandstone
Cell Surface
Liner
Berm
Pool Elevation
FIGURE 8Distance (feet)
0 100 200 300 400 500 600 700 800
(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
0 100 200 300 400 500 600 700 800
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
1.00
Horizontal Seismic Load Coefficient, Ky = 0.66
Tailings
North - Cell 4B
South - Cell 5A
White Mesa Mill Cell 5A
Section B-B'
Yield Acceleration Determination
Analysis Method: Morgenstern-Price
Dakota Sandstone
Cell Surface
Liner
Berm
Pool Elevation
FIGURE 9Distance (feet)
0 100 200 300 400 500 600 700 800
(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
0 100 200 300 400 500 600 700 800
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.61
5.71
5.81
5.91
6.01
6.11
3.5
0

3
.
7
0

3.42
White Mesa Mill Cell 5B
Section C-C'
Static Loading
Analysis Method: Morgenstern-Price
South North - Cell 5B
Tailings
Dakota Sandstone
Berm
Cell Surface
Pool Elevation
Liner
FIGURE 10Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
2
.5
5

2
.
6
0

2.65
2.54
White Mesa Mill Cell 5B
Section C-C'
Seismic Loading (0.1g)
Analysis Method: Morgenstern-Price
South North - Cell 5B
Tailings
Dakota Sandstone
Berm
Cell Surface
Pool Elevation
Liner
FIGURE 11Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
2.85
2.95
2.77
White Mesa Mill Cell 5B
Section C-C'
Construction Loading
Analysis Method: Morgenstern-Price
South North - Cell 5B
Tailings
Dakota Sandstone
Berm
Cell Surface
Pool Elevation
Liner
FIGURE 12
16 kips
Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
1.00
White Mesa Mill Cell 5B
Section C-C'
Yield Acceleration Determination
Analysis Method: Morgenstern-Price
South North - Cell 5B
Tailings
Dakota Sandstone
Berm Cell Surface
Pool Elevation
Liner
FIGURE 13
Horizontal Seismic Load Coefficient, Ky = 0.51
Distance (feet)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
El
e
v
a
t
i
o
n

(
M
S
L
)

(
x

1
0
0
0
)
5.50
5.55
5.60
5.65
5.70
5.75
5.80
5.85
5.90
5.95
6.00
1.31
White Mesa Mill Cell 5A
Interim Tailings Slope
Analysis Method: Morgenstern-Price
West - Cell 5A East - Cell 4B
7
Dakota Sandstone
TailingsBerm
Liner
Cell Surface
Water Tailings
Liner
1
FIGURE 14Distance, feet
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700
(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
6.06
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700
El
e
v
a
t
i
o
n
,

f
e
e
t

(
M
S
L
)

(
x

1
0
0
0
)
5.51
5.56
5.61
5.66
5.71
5.76
5.81
5.86
5.91
5.96
6.01
6.06
TABLE 3
White Mesa Mill
Cell 5B Slimes Drain
Maximum Liquid Depth
SC0634.Slimes Drain Drainage5B.20121106.xls 12/13/2012
Permeability
(cm/sec)
Permeability
(ft/min)
Drainage Path
Length (ft.)
Thickness
(VF)Q (cfm/ft)
Volume of
Liquid
(CF/ft)
Time to
Dewater
(min/VF/ft)
Time to
Dewater
(days/VF/ft)
Total Flow
Rate (gpm)
Volume Removed
(gal)
Pipe
Limitation
(days)
3.31E-04 6.51E-04 49.7 43 6.57E-04 11 16,731 11.62 148.14 2,478,439 0.08
3.31E-04 6.51E-04 49.2 42 6.49E-04 11 16,957 11.78 146.16 2,478,439
3.31E-04 6.51E-04 48.6 41 6.41E-04 11 17,158 11.92 144.44 2,478,439
3.31E-04 6.51E-04 48.1 40 6.32E-04 11 17,406 12.09 142.39 2,478,439
3.31E-04 6.51E-04 47.6 39 6.23E-04 11 17,667 12.27 140.28 2,478,439
3.31E-04 6.51E-04 47.1 38 6.13E-04 11 17,942 12.46 138.14 2,478,439
3.31E-04 6.51E-04 46.7 37 6.02E-04 11 18,270 12.69 135.66 2,478,439
3.31E-04 6.51E-04 46.3 36 5.91E-04 11 18,617 12.93 133.13 2,478,439
3.31E-04 6.51E-04 45.9 35 5.79E-04 11 18,983 13.18 130.56 2,478,439
3.31E-04 6.51E-04 45.5 34 5.68E-04 11 19,371 13.45 127.94 2,478,439
3.31E-04 6.51E-04 45.1 33 5.56E-04 11 19,783 13.74 125.28 2,478,439
3.31E-04 6.51E-04 44.8 32 5.43E-04 11 20,265 14.07 122.30 2,478,439
3.31E-04 6.51E-04 44.5 31 5.29E-04 11 20,779 14.43 119.28 2,478,439
3.31E-04 6.51E-04 44.3 30 5.15E-04 11 21,375 14.84 115.95 2,478,439
3.31E-04 6.51E-04 44.0 29 5.01E-04 11 21,962 15.25 112.85 2,478,439
3.31E-04 6.51E-04 43.8 28 4.86E-04 11 22,643 15.72 109.46 2,478,439
3.31E-04 6.51E-04 43.7 27 4.70E-04 11 23,428 16.27 105.79 2,478,439
3.31E-04 6.51E-04 43.5 26 4.54E-04 11 24,218 16.82 102.34 2,478,439
3.31E-04 6.51E-04 43.4 25 4.38E-04 11 25,129 17.45 98.63 2,478,439
3.31E-04 6.51E-04 43.3 24 4.21E-04 11 26,116 18.14 94.90 2,478,439
3.31E-04 6.51E-04 43.3 23 4.04E-04 11 27,251 18.92 90.95 2,478,439
3.31E-04 6.51E-04 43.2 22 3.87E-04 11 28,424 19.74 87.20 2,478,439
3.31E-04 6.51E-04 43.2 21 3.69E-04 11 29,778 20.68 83.23 2,478,439
3.31E-04 6.51E-04 43.3 20 3.51E-04 11 31,339 21.76 79.09 2,478,439
3.31E-04 6.51E-04 43.3 19 3.33E-04 11 32,988 22.91 75.13 2,478,439
3.31E-04 6.51E-04 43.4 18 3.15E-04 11 34,901 24.24 71.01 2,478,439
3.31E-04 6.51E-04 43.6 17 2.96E-04 11 37,125 25.78 66.76 2,478,439
3.31E-04 6.51E-04 43.7 16 2.78E-04 11 39,535 27.46 62.69 2,478,439
3.31E-04 6.51E-04 43.9 15 2.60E-04 11 42,364 29.42 58.50 2,478,439
3.31E-04 6.51E-04 44.1 14 2.41E-04 11 45,597 31.66 54.36 2,478,439
3.31E-04 6.51E-04 44.4 13 2.22E-04 11 49,438 34.33 50.13 2,478,439
3.31E-04 6.51E-04 44.7 12 2.04E-04 11 53,920 37.44 45.96 2,478,439
3.31E-04 6.51E-04 45.0 11 1.86E-04 11 59,217 41.12 41.85 2,478,439
3.31E-04 6.51E-04 45.3 10 1.68E-04 11 65,573 45.54 37.80 2,478,439
3.31E-04 6.51E-04 45.7 9 1.50E-04 11 73,502 51.04 33.72 2,478,439
3.31E-04 6.51E-04 46.0 8 1.32E-04 11 83,233 57.80 29.78 2,478,439
3.31E-04 6.51E-04 46.5 7 1.14E-04 11 96,157 66.78 25.77 2,478,439
3.31E-04 6.51E-04 46.9 6 9.72E-05 11 113,148 78.58 21.90 2,478,439
3.31E-04 6.51E-04 47.4 5 8.02E-05 11 137,225 95.30 18.06 2,478,439
3.31E-04 6.51E-04 47.8 4 6.36E-05 11 172,979 120.12 14.33 2,478,439
3.31E-04 6.51E-04 48.3 3 4.72E-05 11 233,051 161.84 10.63 2,478,439
3.31E-04 6.51E-04 48.9 2 3.11E-05 11 353,919 245.78 7.00 2,478,439
3.31E-04 6.51E-04 49.4 1 1.54E-05 11 715,076 496.58 3.47 2,478,439
days 2,055.93 96,659,131 0.08
years 5.63
Average Soil Porosity 0.22
Geomean Soil Permeability 3.31E-04 cm/sec
Distance Between Drains 50 ft
Thickness of Unit 1 ft
Maximum Depth 43 ft
Length of Strip Drain 30,120 ft
TABLE 4
White Mesa Mill
Cell 5B Slimes Drain
Average Liquid Depth
SC0634.Slimes Drain Drainage5B.20121106.xls 12/13/2012
Permeability
(cm/sec)
Permeability
(ft/min)
Drainage
Path Length
(ft.)
Thickness
(VF)Q (cfm/ft)
Volume of
Liquid
(CF/ft)
Time to
Dewater
(min/VF/ft)
Time to
Dewater
(days/VF/ft)
Total Flow
Rate (gpm)
Volume Removed
(gal)
3.31E-04 6.51E-04 42.2 34 6.12E-04 11 17,966 12.48 137.95 2,478,439
3.31E-04 6.51E-04 41.8 33 6.00E-04 11 18,335 12.73 135.17 2,478,439
3.31E-04 6.51E-04 41.5 32 5.86E-04 11 18,773 13.04 132.02 2,478,439
3.31E-04 6.51E-04 41.2 31 5.72E-04 11 19,238 13.36 128.83 2,478,439
3.31E-04 6.51E-04 41.0 30 5.56E-04 11 19,783 13.74 125.28 2,478,439
3.31E-04 6.51E-04 40.8 29 5.40E-04 11 20,365 14.14 121.70 2,478,439
3.31E-04 6.51E-04 40.6 28 5.24E-04 11 20,989 14.58 118.08 2,478,439
3.31E-04 6.51E-04 40.5 27 5.07E-04 11 21,713 15.08 114.15 2,478,439
3.31E-04 6.51E-04 40.4 26 4.89E-04 11 22,492 15.62 110.19 2,478,439
3.31E-04 6.51E-04 40.3 25 4.71E-04 11 23,334 16.20 106.22 2,478,439
3.31E-04 6.51E-04 40.3 24 4.53E-04 11 24,306 16.88 101.97 2,478,439
3.31E-04 6.51E-04 40.3 23 4.34E-04 11 25,363 17.61 97.72 2,478,439
3.31E-04 6.51E-04 40.3 22 4.15E-04 11 26,516 18.41 93.47 2,478,439
3.31E-04 6.51E-04 40.4 21 3.95E-04 11 27,848 19.34 89.00 2,478,439
3.31E-04 6.51E-04 40.6 20 3.74E-04 11 29,385 20.41 84.34 2,478,439
3.31E-04 6.51E-04 40.7 19 3.55E-04 11 31,007 21.53 79.93 2,478,439
3.31E-04 6.51E-04 40.9 18 3.34E-04 11 32,891 22.84 75.35 2,478,439
3.31E-04 6.51E-04 41.2 17 3.14E-04 11 35,081 24.36 70.65 2,478,439
3.31E-04 6.51E-04 41.4 16 2.94E-04 11 37,455 26.01 66.17 2,478,439
3.31E-04 6.51E-04 41.8 15 2.73E-04 11 40,338 28.01 61.44 2,478,439
3.31E-04 6.51E-04 42.1 14 2.53E-04 11 43,529 30.23 56.94 2,478,439
3.31E-04 6.51E-04 42.5 13 2.32E-04 11 47,323 32.86 52.37 2,478,439
3.31E-04 6.51E-04 42.9 12 2.13E-04 11 51,749 35.94 47.89 2,478,439
3.31E-04 6.51E-04 43.3 11 1.93E-04 11 56,980 39.57 43.50 2,478,439
3.31E-04 6.51E-04 43.8 10 1.73E-04 11 63,402 44.03 39.09 2,478,439
3.31E-04 6.51E-04 44.3 9 1.54E-04 11 71,250 49.48 34.78 2,478,439
3.31E-04 6.51E-04 44.8 8 1.36E-04 11 81,061 56.29 30.57 2,478,439
3.31E-04 6.51E-04 45.4 7 1.17E-04 11 93,882 65.20 26.40 2,478,439
3.31E-04 6.51E-04 46.0 6 9.91E-05 11 110,977 77.07 22.33 2,478,439
3.31E-04 6.51E-04 46.6 5 8.15E-05 11 134,909 93.69 18.37 2,478,439
3.31E-04 6.51E-04 47.2 4 6.44E-05 11 170,808 118.62 14.51 2,478,439
3.31E-04 6.51E-04 47.9 3 4.76E-05 11 231,121 160.50 10.72 2,478,439
3.31E-04 6.51E-04 48.6 2 3.13E-05 11 351,748 244.27 7.05 2,478,439
3.31E-04 6.51E-04 49.3 1 1.54E-05 11 713,629 495.58 3.47 2,478,439
days 1,899.68 76,831,617
years 5.20
Average Soil Porosity 0.22
Geomean Soil Permeability 3.31E-04 cm/sec
Distance Between Drains 50 ft
Thickness of Unit 1 ft
Average Depth 34 ft
Length of Strip Drain 30,120 ft
TABLE 5
White Mesa Mill
Cell 5B Slimes Drain
Minimum Liquid Depth
SC0634.Slimes Drain Drainage5B.20121106.xls 12/13/2012
Permeability
(cm/sec)
Permeability
(ft/min)
Drainage
Path Length
(ft.)
Thickness
(VF)Q (cfm/ft)
Volume of
Liquid
(CF/ft)
Time to
Dewater
(min/VF/ft)
Time to
Dewater
(days/VF/ft)
Total Flow
Rate (gpm)
Volume Removed
(gal)
3.31E-04 6.51E-04 35.4 25 5.37E-04 11 20,497 14.23 120.92 2,478,439
3.31E-04 6.51E-04 35.4 24 5.15E-04 11 21,351 14.83 116.08 2,478,439
3.31E-04 6.51E-04 35.5 23 4.92E-04 11 22,342 15.52 110.93 2,478,439
3.31E-04 6.51E-04 35.6 22 4.70E-04 11 23,424 16.27 105.81 2,478,439
3.31E-04 6.51E-04 35.8 21 4.46E-04 11 24,677 17.14 100.44 2,478,439
3.31E-04 6.51E-04 36.1 20 4.21E-04 11 26,128 18.14 94.86 2,478,439
3.31E-04 6.51E-04 36.4 19 3.97E-04 11 27,731 19.26 89.37 2,478,439
3.31E-04 6.51E-04 36.7 18 3.73E-04 11 29,513 20.50 83.98 2,478,439
3.31E-04 6.51E-04 37.1 17 3.48E-04 11 31,590 21.94 78.46 2,478,439
3.31E-04 6.51E-04 37.6 16 3.23E-04 11 34,017 23.62 72.86 2,478,439
3.31E-04 6.51E-04 38.1 15 2.99E-04 11 36,767 25.53 67.41 2,478,439
3.31E-04 6.51E-04 38.6 14 2.76E-04 11 39,910 27.72 62.10 2,478,439
3.31E-04 6.51E-04 39.2 13 2.52E-04 11 43,648 30.31 56.78 2,478,439
3.31E-04 6.51E-04 39.8 12 2.29E-04 11 48,010 33.34 51.62 2,478,439
3.31E-04 6.51E-04 40.5 11 2.06E-04 11 53,295 37.01 46.50 2,478,439
3.31E-04 6.51E-04 41.2 10 1.84E-04 11 59,638 41.42 41.56 2,478,439
3.31E-04 6.51E-04 42.0 9 1.63E-04 11 67,551 46.91 36.69 2,478,439
3.31E-04 6.51E-04 42.8 8 1.42E-04 11 77,442 53.78 32.00 2,478,439
3.31E-04 6.51E-04 43.6 7 1.22E-04 11 90,160 62.61 27.49 2,478,439
3.31E-04 6.51E-04 44.4 6 1.03E-04 11 107,117 74.39 23.14 2,478,439
3.31E-04 6.51E-04 45.3 5 8.39E-05 11 131,146 91.07 18.90 2,478,439
3.31E-04 6.51E-04 46.2 4 6.58E-05 11 167,189 116.10 14.82 2,478,439
3.31E-04 6.51E-04 47.1 3 4.84E-05 11 227,261 157.82 10.91 2,478,439
3.31E-04 6.51E-04 48.0 2 3.17E-05 11 347,406 241.25 7.13 2,478,439
3.31E-04 6.51E-04 49.0 1 1.55E-05 11 709,286 492.56 3.49 2,478,439
days 1,713.26 57,004,103
years 4.69
Average Soil Porosity 0.22
Geomean Soil Permeability 3.31E-04 cm/sec
Distance Between Drains 50 ft
Thickness of Unit 1 ft
Minimum Depth 25 ft
Length of Strip Drain 30,120 ft

APPENDIX E
Boring Logs and Geotechnical Laboratory
Results

Appendix E-1
Seismic Refraction Summary

TABLE E-1
SUMMARY OF SEISMIC REFRACTION SURVEYS
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
0 to 4 1287 to 1392 Rippable
4 to 36 4944 to 5053 Rippable
> 36 6195 to 7403 Rippable
0 to 6 1312 to 2563 Rippable
> 6 5358 to 6372 Rippable
0 to 4 1341 to 1408 Rippable
4 to 14 3457 to 5578 Rippable
> 14 6512 to 6802 Rippable
0 to 8 1571 to 2191 Rippable
8 to 12 4245 to 5672 Rippable
>12 6538 to 7012 Rippable
0 to 5 1482 to 1658 Rippable
5 to 21 3866 to 4754 Rippable
>21 6087 to 6492 Rippable
0 to 6 1804 to 2078 Rippable
>6 4854 to 5966 Rippable
0 to 4 1059 to 1317 Rippable
4 to 25 3264 to 4564 Rippable
>25 5918 to 6499 Rippable
0 to 5 1052 to 1681 Rippable
5 to 14 2998 to 5299 Rippable
>14 5663 to 7907 Marginal
0 to 9 1137 to 1691 Rippable
>9 6235 to 7003 Rippable
0 to 7 1684 to 1939 Rippable
>7 6281 to 8285 Marginal
0 to 3 2083 to 2347 Rippable
3 to 46 4826 to 4905 Rippable
0-7.0 FT Residual Soil
7.0-8.5 FT Weathered Sandstone
8.5-9.5 FT Dakota Sandstone
0-5 FT Residual Soil
5.0-6.75 FT Weathered Sandstone
6.75 to 7.0 FT Dakota Sandstone
Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points
5A
5A
0-1.5 FT Residual Soil
1.5-7.5 FT Weathered Sandstone
7.5-8.0 FT Shale Layer
8.0 FT Dakota Sandstone
Fwd
N20E
Rev
N75W
Fwd
S75E
Fwd
N32W
Rev
S32E
N37.52546
Fwd
N62E 5A
--
Excavatability Assessment3
N37.52507 W109.51506 --
5A
5A
5A
5A
W109.51793
5A
Fwd
S32E
Fwd
N32W
Rev
N32W
Fwd
S65E
Fwd
S30E
--
--
Survey Number Survey Line
Direction Cell (5A or 5B)
5A
N37.52554 W109.51566 5ASL-12-01-01R
5AW109.51749
TP12-02 N37.52600 W109.51614 Fwd
N30W 5A
SL-12-01-01F N37.52603 W109.51611
SL-12-02-01F N37.52603 W109.51611
SL-12-02-01R N37.52647 W109.51649
SL-12-03-01R N37.52447 W109.51466 Rev
N30E 5A
N37.52546 W109.51749
W109.51675
SL-12-03-01F N37.52499 W109.51506 Fwd
S30W
SL-12-04-01F
N37.52388
5A
N37.52532
SL-12-06-01F
TP12-01
TP12-07
N37.52438 W109.51460
SL-12-05-01F N37.52384 W109.51791
SL-12-05-01R N37.52416 W109.51729 Rev
S62W 5A
TP12-04
SL-12-04-01R
0-5.25 FT Residual Soil
5.25-6.75 FT Weathered Sandstone 6.75
to 7.0 FT Dakota Sandstone
TABLE E-1
SUMMARY OF SEISMIC REFRACTION SURVEYS
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points Excavatability Assessment3

Survey Number Survey Line
Direction Cell (5A or 5B)
0 to 4 1489 to 2965 Rippable
>4 4955 to 6415 Rippable
0 to 4 1488 to 2035 Rippable
4 to 19 4757 to 5046 Rippable
> 19 6696 Rippable
0 to 4 1308 to 2080 Rippable
4 to 34 4899 to 5169 Rippable
> 34 8444 to 8736 Marginal
0 to 5 1061 to 1283 Rippable
5 to 17 3354 to 4800 Rippable
> 17 6025 Rippable
0 to 7 1521 to 1732 Rippable
> 7 4927 to 5849 Rippable
0 to 5 1211 to 2207 Rippable
>5 5570 to 6148 Rippable
0 to 6 1269 to 1639 Rippable
6 to 17 4661 to 6630 Rippable
>17 7230 to 7274 Rippable
0 to 6 1442 to 1904 Rippable
>6 5620 to 7611 Marginal
0 to 4 1835 to 2395 Rippable
>4 6387 to 7509 Marginal
0-2.0 FT Residual Soil
2.0-3.5 FT Weathered Sandstone
3.5 FT Dakota Sandstone
--
Fwd
N40E
Rev
S62W
5A
--
--
5A
5A
5A
--
Fwd
S65W
Fwd
N10W
0-4.5 FT Residual Soil
4.5-6.5 FT Weathered Sandstone
6.5-7.5 FT Dakota Sandstone
0-6.0 FT Residual Soil
6.0-7.5 FT Weathered Sandstone
7.5 FT Dakota Sandstone
0-5.5 FT Residual Soil
5.5-7.0 FT Weathered Sandstone
7.0 FT Dakota Sandstone
0-4.5 FT Residual Soil
4.5-9.0 FT Weathered Sandstone
9.0-9.5 FT Dakota Sandstone
0-5.5 FT Residual Soil
5.5-6.5 FT Weathered Sandstone
6.5-7.5 FT Dakota Sandstone
5A/5B --
SL-12-10-01F N37.524778 W109.50861 5B
5BSL-12-10-01R N37.52452 W109.50928 Rev
N68E
Fwd
S68W
TP12-10 N37.52464 W109.51260 Fwd
N88W
W109.51648N37.52443
TP12-03 N37.52559 W109.51355
SL-12-08-01F
SL-12-08-01R
TP12-05
W109.51582N37.52477
N37.52443 W109.51621
TP12-08 N37.52326 W109.51534
N37.52388 5ARev
N30W
W109.51372
SL-12-07-01F N37.52438 W109.51460
Rev
N30W
Fwd
S30E
Fwd
N30W 5A --
Fwd
N62E
5A
5A
5A
5A
5A/5BFwd
N20E
SL-12-06-01R
SL-12-07-01R
W109.51418
TP12-06 N37.52408 W109.51434
N37.52338
SL-12-09-01R N37.52570 W109.51324 Rev
S65W 5A
SL-12-09-01F N37.52544 W109.51392 Fwd
N65E
TP12-09 N37.52294 W109.51320
TABLE E-1
SUMMARY OF SEISMIC REFRACTION SURVEYS
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points Excavatability Assessment3

Survey Number Survey Line
Direction Cell (5A or 5B)
0 to 6 1157 to 1227 Rippable
>6 7036 to 7052 Rippable
0 to 10 1411 to 1480 Rippable
>10 7343 to 8088 Marginal
0 to 4 1061 to 1488 Rippable
4 to 17 3331 to 4947 Rippable
> 17 8999 to 9761 Non-Rippable
0 to 3 1672 to 1955 Rippable
3 to 18 4721 to 5496 Rippable
>18 6643 to 7372 Rippable
0 to 6 1349 to 3557 Rippable
>6 7286 to 9352 Non-Rippable
0 to 5 1138 to 1248 Rippable
>5 6186 to 8977 Marginal
0 to 6 1098 to 1775 Rippable
6 to 28 6361 to 6041 Rippable
>28 8046 to 8964 Marginal
0 to 6 1369 to 1419 Rippable
>6 7171 to 7762 Marginal
0 to 8 1478 to 3030 Rippable
>8 6346 to 7738 Marginal
0 to 9 1305 to 1554 Rippable
9 to 16 3197 to 4279 Rippable
>16 7886 to 8107 Marginal
TP12-17 N37.52253 W109.51065 Fwd
N8E 5B ---
0-0.5 FT Residual Soil
0.5-2.0 FT Weathered Sandstone
2.0-3.5 FT Dakota Sandstone
Fwd
S65W 5B --
0-6.5 FT Residual Soil
6.5-7.5 FT Weathered Sandstone
7.5-8.0 FT Dakota Sandstone
TP12-13 N37.52419 W109.51025 Fwd
S70W 5B ---
0-0.5 FT Residual Soil
0.5-1.0 FT Weathered Sandstone
1.0-2.0 FT Dakota Sandstone
SL-12-11-01R N37.524778 W109.50861
SL-12-12-01R N37.52441 W109.50956 Rev
S70W 5B
SL-12-12-01F
0-5.5 FT Residual Soil
5.5-6.0 FT Weathered Sandstone
6.5 FT Dakota Sandstone
0-3.5 FT Residual Soil
3.5-11.0 FT Weathered Sandstone
11.0-12.0 FT Dakota Sandstone
-
TP12-15
SL-12-15-01F N37.52542 W109.51112
5B
5B
N37.52361 W109.51167 --
Fwd
N25W
Rev
S30E
Fwd
S20E
Fwd
S60W
SL-12-15-01R N37.52493 W109.51077
TP12-11
5B
5BN37.52512 W109.51098 -
SL-12-14-01F N37.52330 W109.51234
Rev
N70E
Fwd
S70W
SL-12-14-01R N37.52361 W109.51167
5B
5B
Fwd
N62E
Rev
S62W
SL-12-13-01R N37.52389 W109.51102
N37.52419 W109.51025 Fwd
N70E 5B
5B
SL-12-13-01F N37.5249 W109.51025 5B
SL-12-11-01F N37.525045 W109.507928 5B
5BRev
S68W
Fwd
N68E
TP12-12 N37.52479 W109.50859
TABLE E-1
SUMMARY OF SEISMIC REFRACTION SURVEYS
Energy Fuels, White Mesa Mill
Blanding, Utah
Latitude Longitude
Subsurface ConditionsApproximate Depth Range2
(feet bgs)
Seismic Velocity Range
(Feet per Second)
Survey1 End Points Excavatability Assessment3

Survey Number Survey Line
Direction Cell (5A or 5B)
0 to 6 1388 Rippable
6 to 22 2951 to 5517 Rippable
>22 9648 Non-Rippable
0 to 6 1215 to 1816 Rippable
>6 6435 to 6930 Rippable
0 to 4 1391 to 2336 Rippable
4 to 37 4801 to 4874 Rippable
>37 7554 Marginal
0 to 5 1694 to 1730 Rippable
5 to 22 4762 to 5491 Rippable
>22 6479 to 6483 Rippable
0 to 5 1090 to 1379 Rippable
5 to 26 5202 to 6893 Rippable
>26 7491 to 10938 Non-Rippable
0 to 4 1361 to 1420 Rippable
4 to 20 5110 to 5363 Rippable
>20 7861 to 11264 Non-Rippable
Notes:
1 - Surveyed end point of refraction survey lines coordinates in Latitude/Longitude decimal degree World Geodetic System (WGS) 84. Data collected in field.
2 - Calculated depth of seismic refractor based on P-wave first arrival times using Snells Law.
3 - Excavatability assessment based on correlations between seismic wave velocities and rippability using a Single Shank No. 9 ripper on a D9N dozer (Caterpillar, 2006)
RS - Residual Soil
wxs - weathered sandstone
Kds - Cretaceous Dakota Sandstone
TP12-14 N37.52431 W109.50749 Fwd
S88W 5B ---
0-4.5 FT Residual Soil
4.5-7.5 FT Weathered Sandstone
7.5 FT Dakota Sandstone
SL-12-18-01F N37.52431 W109.50755 Fwd
E-W 5B
SL-12-18-01R N37.52430 W109.50829 Rev
E-W 5B
TP12-19 N37.52550 W109.50965 Fwd
N15W 5B --0-1.5 FT Residual Soil
1.5 FT Dakota Sandstone
0-4.5 FT Residual Soil
4.5-6.0 FT Weathered Sandstone
6.0-6.5 FT Dakota Sandstone
-
0-0.5 FT Residual Soil
0.5-6.0 FT Weathered Sandstone
6.0-6.5 FT Dakota Sandstone
Rev
N32W
Fwd
S32E
TP12-16 N37.52329 W109.50913 Fwd
S40E 5B
Fwd
N30W
SL-12-17-01R N37.52280 W109.50872 5B
TP12-18 5BN37.52223 W109.50835 --
--
SL-12-16-01F N37.52330 W109.50919 5B
Rev
S32E
Fwd
N32W
SL-12-17-01F N37.52330 W109.50919 5B
5BSL-12-16-01R N37.52380 W109.50957
TABLE E-2
SEISMIC VELOCITY AND RIPPABILITY CORRELATION
Energy Fuels, White Mesa Mill
Blanding, Utah
Excavatability assessment based on correlations between seismic wave velocities and rippability of various 
materials using a Single Shank No. 9 ripper on a D9N dozer (Caterpillar, 2006)

Appendix E-2
Trench Logs

Appendix E-3
Geotechnical Laboratory Data

APPENDIX F
Chemical Resistance Charts

GSEworld.com
TECHNICAL NOTE
Medium Concentration
Resistance at:
Medium Concentration
Resistance at:
20° C(68° F)60° C(140° F)20° C(68° F)60° C(140° F)
A
Acetic acid 100% S L
Acetic acid 10% S SAcetic acid anhydride 100% S L
Acetone 100% L L
Adipic acid sat. sol. S S
Allyl alcohol 96% S S
Aluminum chloride sat. sol. S SAluminum fluoride sat. sol. S S
Aluminum sulfate sat. sol. S S
Alum sol. S S
Ammonia, aqueous dil. sol. S S
Ammonia, gaseous dry 100% S SAmmonia, liquid 100% S S
Ammonium chloride sat. sol. S S
Ammonium fluoride sol. S S
Ammonium nitratesat. sol. S S
Ammonium sulfate sat. sol. S SAmmonium sulfide sol. S S
Amyl acetate 100% S L
Amyl alcohol 100% S L
B
Barium carbonate sat. sol. S SBarium chloride sat. sol. S S
Barium hydroxide sat. sol. S S
Barium sulfate sat. sol. S S
Barium sulfide sol. S S
Benzaldehyde 100% S LBenzene — L L
Benzoic acid sat. sol. S S
Beer — S S
Borax (sodium tetraborate) sat. sol. S S
Boric acid sat. sol. S SBromine, gaseous dry 100% U U
Bromine, liquid 100% U U
Butane, gaseous 100% S S
1-Butanol 100% S S
Butyric acid 100% S LC
Calcium carbonate sat. sol. S S
Calcium chlorate sat. sol. S S
Calcium chloride sat. sol. S S
Calcium nitrate sat. sol. S SCalcium sulfate sat. sol. S S
Calcium sulfide dil. sol. L L
Carbon dioxide, gaseous dry 100% S S
Carbon disulfide 100% L U
Carbon monoxide 100% S SChloracetic acid sol. S S
Carbon tetrachloride 100% L U
Chlorine, aqueous solution sat. sol. L U
Chlorine, gaseous dry 100% L U
Chloroform 100% U U
Chromic acid 20% S L
Chromic acid 50% S L
Citric acid sat. sol. S S
Copper chloride sat. sol. S S
Copper nitrate sat. sol. S S
Copper sulfate sat. sol. S SCresylic acid sat. sol. L —
Cyclohexanol 100% S S
Cyclohexanone 100% S L
D
Decahydronaphthalene 100% S LDextrine sol. S S
Diethyl ether 100% L —
Dioctylphthalate 100% S L
Dioxane 100% S S
EEthanediol 100% S S
Ethanol 40% S L
Ethyl acetate 100% S U
Ethylene trichloride 100% U U
F Ferric chloride sat. sol. S S
Ferric nitrate sol. S S
Ferric sulfate sat. sol. S S
Ferrous chloride sat. sol. S S
Ferrous sulfate sat. sol. S SFluorine, gaseous 100% U U
Fluorosilicic acid 40% S S
Formaldehyde 40% S S
Formic acid 50% S S
Formic acid 98-100% S SFurfuryl alcohol 100% S L
G
Gasoline — S L
Glacial acetic acid 96% S L
Glucose sat. sol. S SGlycerine 100% S S
Glycol sol S S
H
Heptane 100% S U
Hydrobromic acid 50% S SHydrobromic acid 100% S S
Hydrochloric acid 10% S S
Hydrochloric acid 35% S S
Hydrocyanic acid 10% S S
Hydrofluoric acid 4% S SHydrofluoric acid 60% S L
Hydrogen 100% S S
Hydrogen peroxide 30% S L
Hydrogen peroxide 90% S U
Hydrogen sulfide, gaseous 100% S SLactic acid 100% S S
Lead acetate sat. sol. S —
Magnesium carbonate sat. sol. S S
Magnesium chloride sat. sol. S S
Magnesium hydroxide sat. sol. S SMagnesium nitrate sat. sol. S S
Maleic acid sat. sol. S S
Mercuric chloride sat. sol. S S
Mercuric cyanide sat. sol. S S
Mercuric nitrate sol. S S
Chemical Resistance Chart
GSE is the world’s leading supplier of high quality, polyethylene geomembranes and
geonets. GSE polyethylene geomembranes and geonets are resistant to a great number
and combinations of chemicals. Note that the effect of chemicals on any material is
influenced by a number of variable factors such as temperature, concentration, exposed
area and duration. Many tests have been performed that use geomembranes and geonets
and certain specific chemical mixtures. Naturally, however, every mixture of chemicals
cannot be tested for, and various criteria may be used to judge performance. Reported
performance ratings may not apply to all applications of a given material in the same
chemical. Therefore, these ratings are offered as a guide only.
2 Chemical Resistance Chart
Notes:
(S) Satisfactory: Liner material is resistant to the given reagent at the given concentration and temperature. No mechanical or chemical
degradation is observed.
(L) Limited Application Possible: Liner material may reflect some attack. Factors such as concentration, pressure and temperature directly affect
liner performance against the given media. Application, however, is possible under less severe conditions, e.g. lower concentration, secondary
containment, additional liner protections, etc.
(U) Unsatisfactory: Liner material is not resistant to the given reagent at the given concentration and temperature. Mechanical and/or chemical
degradation is observed.
(–) Not tested
sat. sol. = Saturated aqueous solution, prepared at 20°C (68°F)
sol. = aqueous solution with concentration above 10% but below saturation level
dil. sol. = diluted aqueous solution with concentration below 10%
cust. conc. = customary service concentration
Medium Concentration
Resistance at:
Medium Concentration
Resistance at:
20° C(68° F)60° C(140° F)20° C(68° F)60° C(140° F)
Mercury 100% S SMethanol 100% S S
Methylene chloride 100% L —
Milk — S S
Molasses — S S
NNickel chloride sat. sol. S S
Nickel nitrate sat. sol. S S
Nickel sulfate sat. sol. S S
Nicotinic acid dil. sol. S —
Nitric acid 25% S SNitric acid 50% S U
Nitric acid 75% U U
Nitric acid 100% U U
O
Oils and Grease — S LOleic acid 100% S L
Orthophosphoric acid 50% S S
Orthophosphoric acid 95% S L
Oxalic acid sat. sol. S S
Oxygen 100% S LOzone 100% L U
P
Petroleum (kerosene) — S L
Phenol sol S S
Phosphorus trichloride 100% S LPhotographic developer cust. conc. S S
Picric acid sat. sol. S —
Potassium bicarbonate sat. sol. S S
Potassium bisulfide sol. S S
Potassium bromate sat. sol. S SPotassium bromide sat. sol. S S
Potassium carbonate sat. sol. S S
Potassium chlorate sat. sol. S S
Potassium chloride sat. sol. S S
Potassium chromate sat. sol. S SPotassium cyanide sol. S S
Potassium dichromate sat. sol. S S
Potassium ferricyanide sat. sol. S S
Potassium ferrocyanide sat. sol. S S
Potassium fluorid sat. sol. S SPotassium hydroxide 10% S S
Potassium hydroxide sol. S S
Potassium hypochlorite sol. S L
Potassium nitrate sat. sol. S S
Potassium orthophosphate sat. sol. S SPotassium perchlorate sat. sol. S S
Potassium permanganate 20% S S
Potassium persulfate sat. sol. S S
Potassium sulfate sat. sol. S S
Potassium sulfite sol. S SPropionic acid 50% S S
Propionic acid 100% S L
Pyridine 100% S L
Q
Quinol (Hydroquinone) sat. sol. S SS
Salicylic acid sat. sol. S S
Silver acetate sat. sol. S SSilver cyanide sat. sol. S S
Silver nitrate sat. sol. S S
Sodium benzoate sat. sol. S S
Sodium bicarbonate sat. sol. S S
Sodium biphosphate sat. sol. S SSodium bisulfite sol. S S
Sodium bromide sat. sol. S S
Sodium carbonate sat. sol. S S
Sodium chlorate sat. sol. S S
Sodium chloride sat. sol. S SSodium cyanide sat. sol. S S
Sodium ferricyanide sat. sol. S S
Sodium ferrocyanide sat. sol. S S
Sodium fluoride sat. sol. S S
Sodium hydroxide 40% S SSodium hydroxide sat. sol. S S
Sodium hypochlorite 15% active chlorine S S
Sodium nitrate sat. sol. S S
Sodium nitrite sat. sol. S S
Sodium orthophosphate sat. sol. S SSodium sulfate sat. sol. S S
Sodium sulfide sat. sol. S S
Sulfur dioxide, dry 100% S S
Sulfur trioxide 100% U U
Sulfuric acid 10% S SSulfuric acid 50% S S
Sulfuric acid 98% S U
Sulfuric acid fuming U U
Sulfurous acid 30% S S
TTannic acid sol. S S
Tartaric acid sol. S S
Thionyl chloride 100% L U
Toluene 100% L U
Triethylamine sol. S LU
Urea sol. S S
Urine — S S
W
Water — S SWine vinegar — S S
Wines and liquors — S S
X
Xylenes 100% L U
YYeast sol. S S
Z
Zinc chloride sat. sol. S S
Zinc (II) chloride sat. sol. S S
Zinc (IV) chloride sat. sol. S SZinc oxide sat. sol. S S
Zinc sulfate sat. sol. S S
Specific immersion testing should be undertaken to ascertain the
suitability of chemicals not listed above with reference to special requirements.
This Information is provided for reference purposes only and is not intended as a warranty or guarantee. GSE assumes no liability in connection with the use of this Information.
Specifications subject to change without notice. GSE and other trademarks in this document are registered trademarks of GSE Environmental, LLC in the United States and certain foreign
countries 05MAR2015.
GSE is a leading manufacturer and marketer of geosynthetic lining products and services. We’ve
built a reputation of reliability through our dedication to providing consistency of product, price
and protection to our global customers.
Our commitment to innovation, our focus on quality and our industry expertise allow
us the flexibility to collaborate with our clients to develop a custom, purpose-fit solution.
For more information on this product and others, please visit us at
GSEworld.com, call 800.435.2008 or contact your local sales office.
North America 800.435.2008 | Europe & Africa 49.40.767420 | Asia Pacific 66.2.937.0091 | South America 56.2.595.4200 | Middle East 20.23828.8888
GSE is a leading manufacturer and marketer of geosynthetic lining products and services. We’ve
built a reputation of reliability through our dedication to providing consistency of product, price
and protection to our global customers.
Our commitment to innovation, our focus on quality and our industry expertise allow
us the flexibility to collaborate with our clients to develop a custom, purpose-fit solution.
For more information on this product and others, please visit us at
GSEworld.com, call 800.435.2008 or contact your local sales office.
North America 800.435.2008 | Europe & Africa 49.40.767420 | Asia Pacific 66.2.937.0091 | South America 56.2.595.4200 | Middle East 20.23828.8888
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
A G R U
Kunststofftechnik GmbH
A-4540 Bad Hall Austria
Ing.-Pesendorfer-Str. 31
Tel.: ++43 7258 790-0
Fax: ++43 7258 3863
Firmenbuchnummer: 171838 d
Firmenbuchgericht: LG Steyr
Page 1 of 4
CHEMICAL RESISTANCE LIST
GENERAL INFORMATION
Concerning the expected lifetime the data in the chemical resistance table are referring to the
information on the expected lifetime (depending on the temperature) specified in the standards
DIN8074, DIN8075, DIN8077, DIN8078, ISO10931 and the standard DVS2205. For chemical
media having an influence (swelling, stress cracking, oxidizing) on the material the expected
lifetime can only be reached in case that the correct chemical resistance factors are used for the
dimensioning of the components. Concerning special materials (PPs, PPs-el, HDPE-el; PE100 RC)
and sealing materials the chemical resistance has to be checked by contacting the technical
department of AGRU Kunststofftechnik (Email:[e-mail]).
All data in the media list are based on generally available information, experience and information
of the raw material suppliers, the data are therefore just indicative for the chemical resistance of
AGRU’s thermoplastic materials.
Products produced by AGRU Kunststofftechnik GmbH have not been tested on the resistance
against the media, described in the chemical resistance list, so the information in the chemical
resistance list is based on analog circuits.
A legal guarantee of certain properties, nor the suitability for the individual case cannot be derived
from this chemical resistance list due to the possible influence of many factors that may affect
processing and the application and do not relieve users from their responsibility of carrying out
their own tests and experiments.
For chemical inquiries we kindly ask to send the following questionnaire with all information to
[e-mail] respectively to [e-mail].
For return shipments of products, which have been in contact with chemical media, it is kindly
requested to fill out the following blank.
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
A G R U
Kunststofftechnik GmbH
A-4540 Bad Hall Austria
Ing.-Pesendorfer-Str. 31
Tel.: ++43 7258 790-0
Fax: ++43 7258 3863
Firmenbuchnummer: 171838 d
Firmenbuchgericht: LG Steyr
Page 2 of 4
CLASSIFICATION
+: Chemically resistant
-:Not resistant
+/-(q): Swelling effect (diffusion and permeation): a chemical reduction factor of 1.1-1.6 has to be
considered for the dimensioning of the components (according to the standards DVS, DIBt
and based on statements / recommendations of the raw material suppliers)
+/-(s): Stress cracking property: a chemical reduction factor of 1.1-2.0 has to be considered for the
dimensioning of the components (according to the standards DVS, DIBt and based on
statements / recommendations of the raw material suppliers)
+/-(o): Oxidizing influence: a chemical reduction factor of 1.1-2.0 has to be considered for the
dimensioning of the components (according to the standards DVS, DIBt and based on
statements / recommendations of the raw material suppliers)
CONCENTRATION
TR: Technically pure
GL: Saturated solution
H:Commercial composition
S:Suspension
VL: Diluted solution
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
A G R U
Kunststofftechnik GmbH
A-4540 Bad Hall Austria
Ing.-Pesendorfer-Str. 31
Tel.: ++43 7258 790-0
Fax: ++43 7258 3863
Firmenbuchnummer: 171838 d
Firmenbuchgericht: LG Steyr
Page 3 of 4
CHEMISCHE BESTÄNDIGKEITSLISTE
GENERELL INFORMATION
Bezüglich der zu erwartenden Lebensdauer beziehen sich die Aussagen in der chemischen
Beständigkeitsliste auf die Lebensdauerangaben in Abhängigkeit von der Temperatur, festgelegt
in den Normen DIN8074, DIN8075, DIN8077, DIN8078 und ISO10931 sowie der DVS Richtlinie
2205. Bei Medien, die einen chemischen Einfluss (quellend, spannungsrissauslösend, oxidierend)
auf die Werkstoffe haben, kann die zu erwartende Lebensdauer nur dann erreicht werden, wenn
die entsprechenden chemischen Abminderungsfaktoren für die Bauteildimensionierung korrekt
berücksichtigt werden. Für Sonderwerkstoffe (PPs, PPs-el, PEHD-el, PE100 RC) und
Dichtungswerkstoffe ist die chemische Beständigkeit mit der Anwendungstechnik der Firma AGRU
Kunststofftechnik (Email: [e-mail]) abzuklären.
Alle Angaben in der Medienliste beruhen auf allgemein erhältlichen Informationen, Erfahrungen
und Informationen der Rohstofflieferanten und sind somit Richtwerte zur Einschätzung der
chemischen Beständigkeit.
Produkte von AGRU Kunststofftechnik GmbH wurden nicht auf Beständigkeit gegen diese Medien
geprüft; es handelt sich daher um Analogschlüsse.
Eine rechtliche verbindliche Zusicherung bestimmter Eigenschaften oder die Eignung im Einzelfall
kann aufgrund der Fülle möglicher Einflüsse bei der Verarbeitung und Anwendung nicht abgeleitet
werden und befreien den Anwender nicht von eigenen Prüfungen und Versuchen.
Für chemische Anfragen bitten wir, das nachstehende Formular auszufüllen und an [e-mail]
[e-mail] zu senden.
Für Rücksendungen von Produkten, die mit chemischen Medien in Berührung waren, wird
gebeten, folgendes Formular auszufüllen.
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
A G R U
Kunststofftechnik GmbH
A-4540 Bad Hall Austria
Ing.-Pesendorfer-Str. 31
Tel.: ++43 7258 790-0
Fax: ++43 7258 3863
Firmenbuchnummer: 171838 d
Firmenbuchgericht: LG Steyr
Page 4 of 4
KLASSIFIZIERUNG
+:Chemisch beständig
-:Nicht beständig
+/-(q): Bedingt beständig - Quellende Wirkung (Diffusion und Permeation): ist bei der
Bauteildimensionierung mit chemischen Abminderungsfaktoren von 1,1-1,6 zu
berücksichtigen (gemäß den DVS, DIBt Richtlinien und basierend auf Stellungnahmen /
Empfehlungen der Rohstofflieferanten)
+/-(s): Bedingt beständig - Spannungsrissauslösende Wirkung: ist bei der Bauteildimensionierung
mit chemischen Abminderungsfaktoren von 1,1-2,0 zu berücksichtigen (gemäß den DVS,
DIBt Richtlinien und basierend auf Stellungnahmen / Empfehlungen der
Rohstofflieferanten)
+/-(o): Bedingt beständig - Oxidierende Wirkung: ist bei der Bauteildimensionierung mit
chemischen Abminderungsfaktoren von 1,1-2,0 zu berücksichtigen (gemäß den DVS, DIBt
Richtlinien und basierend auf Stellungnahmen / Empfehlungen der Rohstofflieferanten)
KONZENTRATION
TR: Technisch rein
GL: Gesättigte Lösung
H:Handelsübliche Zusammensetzung
S:Suspension
VL: Verdünnte Lösung
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
3-Aminopropyltriethoxysilan 3-Aminopropyltriethoxysilan C9H23NO3Si TR 20 ++++
40 +/-(o) +/-(o)++
60 +/-(o) +/-(o)++
80 ---+/-(q)
100 ----
120 ----
Acetaldehyde Acetaldehyd CH3CHO 40%20 +++/-(q)+
40 +/-(q) +/-(q)-+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Acetaldehyde Acetaldehyd CH3CHO TR 20 ++++
40 +++/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+
100 ---+/-(q)
120 ----
Acetaldehyde + Acetic acid Acetaldehyd + Essigsäure CH3CHO + CH3COOH all 20 ++++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+
100 ---+/-(q)
120 ----
Acetamide Acetamid CO3CONH2 TR 20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Acetanilide Acetanilid C6H5NHCOCH3 TR 20 ++++
40 +++/-(q)+
60 +++/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ---+/-(q)
Acetate (Ester of acetic acid)Essigsäureester CH3COOC2H5, -OC4H9, …TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Acetic acid Essigsäure CH3COOH TR 20 ++++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 ---+
100 ----
120 ----
Acetic acid Essigsäure CH3COOH 96%20 ++++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 ---+
100 ----
120 ----
Acetic acid Essigsäure CH3COOH 80%20 ++++
40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Acetic acid Essigsäure CH3COOH 60%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Page 1 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Acetic acid Essigsäure CH3COOH 50%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Acetic acid Essigsäure CH3COOH 10%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Acetic anhydride Essigsäureanhydrid (CH3CO)2O TR 20 ++++
(Acetanhydrid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Acetone Aceton CH3COCH3 ≤ 1%20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Acetone Aceton CH3COCH3 TR 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)--
100 ----
120 ----
Acetonitrile Essigsäurenitril CH3CN TR 20 ++++
(Acetonnitril)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Acetophenone Acetophenon C6H5COCH3 TR 20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q)-
120 ----
Acetyl acetone Acetylaceton CH3COCH2COCH3 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)--
100 ----
120 ----
Acetyl bromide Acetylbromid CH3COBr TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Acetyl chloride Acetylchlorid CH3COCl TR 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Acetylene Acetylen CHCH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Page 2 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Acrylate Acrylsäureester CH2=CHCOOR 60%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Acrylic acid Acrylsäure CH2=CHCOOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Acrylic acid butyl ester Acrylsäurebutylester CH2CHCOOC4H9 TR 20 ++++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ----
120 ----
Acrylonitrile Acrylnitril CH2=CHCN TR 20 ++++
40 +++/-(s)+
60 +/-(q) +/-(q) +/-(s)+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Adipic acid Adipinsäure HOOC(CH2)4COOH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Adipic acid dinonester Adipinsäuredinonester (CH2)4(COOC9H17)2 TR 20 ++++
40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Adipic acid dioctyl ester Adipinsäuredioctylester (CH2)4(COOC8H15)2 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Air Luft N2, O2…TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Alanindiacetic acid Alanindiessigsäure 40%20 ++++
+ Trisodium salt + Trinatriumsalz 40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Alcalic clay Alkalische Tonerde Al2O3 x Na2O H 20 ++-+
40 ++-+
60 ++/-(s)-+
80 -+/-(s)-+
100 ---+
120 ---+
Alcoholic spirits Spirituosen 20 +/-(q)+++
(Gin, Whiskey, etc.)ca. 40% Ethylalkohol 40 +/-(q) +/-(q)++
approx. 40% ethyl alcohol 60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Page 3 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Aliphatic hydrocarbons Aliphatische Kohlenwasserstoffe CnH2n 100-200ppm 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Alkylarylpolyglycolether Alkylarylpolyglycolether TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Allyl acetate Essigsaureallylester CH3COOCH2CHCH2 TR 20 ++++
(Allylacetat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Allyl alcohol Allylalkohol CH2=CHCH2OH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)-
120 ----
Allyl chloride Allylchlorid CH2CHCH2Cl TR 20 +/-(s)+/-(s)++
(3-Chloropropene)(3-Chlorpropen)40 --++
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Aluminium acetate Aluminiumacetat Al(CH3COO)2OH all 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Aluminium ammonium sulfate Aluminiumammoniumsulfat AlNH4(SO4)2 x 12H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -++/-(q)+
100 --+/-(q)+
120 ---+
Aluminium chlorate Aluminiumchlorat Al(ClO3)3 ≤ GL 20 ++++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Aluminium chloride Aluminiumchlorid AlCl3 10%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium chloride Aluminiumchlorid AlCl3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium chloride sulfate Aluminiumchloridsulfat AlClSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 4 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Aluminium fluoride Aluminiumfluorid AlF3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium hexafluorosilicate Aluminiumhexafluorsilicat Al2(SiF6)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium hydroxide Aluminiumhydroxid Al(OH)3 ≤ GL 20 ++-+
40 ++-+
60 ++/-(s)-+
80 -+/-(s)-+
100 ---+
120 ---+
Aluminium iron(II) sulfate Aluminiumeisen(II)sulfat Al2Fe(SO4)4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium metaphosphate Aluminiummetaphosphat Al(PO3)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium nitrate Aluminiumnitrat Al(NO3)3 x 9H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium oxide Aluminiumoxid Al2O3 ≤ GL 20 ++-+
(Korund)40 ++-+
60 -+/-(o)-+
80 ---+
100 ---+
120 ----
Aluminium oxychloride Aluminiumoxychlorid AlOCl ≤ GL 20 +/-(o) +/-(o)++
40 --++
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Aluminium polyhydroxychloro-Aluminiumpolyhydroxychlorsulfat ≤ GL 20 ++++
sulfate 40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+
120 ----
Aluminium potassium sulfate Aluminiumkaliumsulfat Al2(SO4)3 x K2SO4 x 24H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Aluminium sulfate Aluminiumsulfat Al2(SO4)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 5 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Amino acids Aminosäuren RCHNH2COOH TR 20 ++++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+
100 ----
120 ----
Aminobenzoic acid Aminobenzoesäure NH2C6H4COOH 10%20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Aminoethoxyethanol Aminoethoxyethanol C4H11NO2 TR 20 ++++
40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 ---+/-(q)
100 ----
120 ----
Aminonaphthalinsulfonic acid Aminonaphthalinsulfonsäure C10H6NH2SO3H TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+
120 ----
Aminotrimethylenphosphoric Aminotrimethylenphosphorsäure TR 20 ++++
acid 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Ammoniac Ammoniak NH3 TR 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Ammonium acetate Ammoniumacetat CH3COONH4 ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Ammonium aluminium sulfate Ammoniumaluminiumsulfat NH4Al(SO4)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium bromide Ammoniumbromid NH4Br ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium carbonate Ammoniumcarbonat (NH4)2CO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium chloride Ammoniumchlorid NH4Cl ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 6 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ammonium citrate Ammoniumcitrat (NH4)2C6H6O7 VL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Ammonium dichromate Ammoniumdichromat (NH4)2Cr2O7 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o) +/-(o)
100 --+/-(o) +/-(o)
120 ----
Ammonium dihydrogen-Ammoniumdihydrogenphosphat NH4H2PO4 all 20 ++++
phosphate 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium fluoride Ammoniumfluorid NH4F ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium fluoroborate Ammoniumfluorborat NH4BF4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium formiate Ammoniumformiat NH4COOH ≤ GL 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Ammonium hexafluorosilicate Ammoniumhexafluorsilicat (NH4)2SiF6 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium hydrogenfluoride Ammoniumhydrogenfluorid NH4HF2 50%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium hydrogensulfide Ammoniumhydrogensulfid NH4HS 50%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium hydrogensulfite Ammoniumhydrogensulfit NH4HSO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium hydrogenphosphate Ammoniumhydrogenphosphat (NH4)2HPO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 7 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ammonium hydroxide Ammoniumhydroxid NH4OH ≤ GL 20 ++-+
(Salmiakgeist)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Ammonium hydroxide Ammoniumhydroxid NH4OH 30%20 ++-+
(Salmiakgeist)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Ammonium iron(II) sulfate Ammoniumeisen(II)sulfat (NH4)2Fe(SO4)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium metaphosphate Ammoniummetaphosphat NH4PO3 50%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium molybdate Ammoniummolybdat NH4MoO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium nitrate Ammoniumnitrat NH4NO3 10%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium nitrate Ammoniumnitrat NH4NO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium orthophosphate Ammoniumorthophosphat (NH4)PO4 x 3H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium oxalate Ammoniumoxalat (NH4OOC)2 ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Ammonium persulfate Ammoniumperoxodisulfat (NH4)2S2O8 ≤ GL 20 ++++
40 ++++
60 +/-(o) +/-(o)++
80 -+/-(o)++
100 --+-
120 ----
Ammonium phosphate Ammoniumphosphat (NH4)3PO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 8 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ammonium sulfamate Ammoniumsulfamat NH4OSO2NH2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium sulfate Ammoniumsulfat (NH4)2SO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium sulfide Ammoniumsulfid (NH4)2S ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium sulfite Ammoniumsulfit (NH4)2SO3 x H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium tetrafluoroborate Ammoniumtetrafluorborat NH4BF4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ammonium thiocyanate Ammoniumthiocyanat NH4SCN ≤ GL 20 ++++
40 ++++
60 ++/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Ammonium tungstate Ammoniumwolframat (NH4)2WO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Amyl acetate Amylacetat CH3(CH2)4OOCCH3 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ----
120 ----
Amyl alcohol Amylalkohol CH3(CH2)4OH TR 20 ++++
(1-Pentanol)(1-Pentanol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Amyl chloride Pentylchlorid C5H11Cl TR 20 --++
(1-Chlorpentan)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Amyl sec. alcohol Amylsekundäralkohol CH3(CH2)2CHOHCH3 TR 20 ++++
(2-Pentanol)(2-Pentanol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Page 9 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Aniline Anilin C6H5NH2 TR 20 +++/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Aniline hydrochloride Anilinchlorhydrat C6H5NH3Cl TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Anisole Anisol C6H5OCH3 TR 20 +/-(s)+/-(s)++
(Methoxybenzol,40 +/-(s)+/-(s)+/-(s)+
Methylphenylether)60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Anthrachinone-2-sulfonic acid Anthrachinon-2-Sulfonsäure C6H4(CO)2C6H3SO3H 2%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 ----
120 ----
Anthraquinone Anthrachinon C6H4(CO)2C6H4 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 ---+/-(q)
100 ---+/-(q)
120 ----
Antiformin Antiformin NaOCl x NaOH x Na2CO3 2%20 ---+
40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Antifreeze agent Frostschutzmittel H 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Antimon oxychloride Antimonoxychlorid SbOCl ≤ GL 20 +/-(o) +/-(o)++
40 --++
60 --+/-(o) +/-(o)
80 ---+/-(o)
100 ----
120 ----
Antimony pentachloride Antimonpentachlorid SbCl5 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Antimony trichloride Antimontrichlorid SbCl3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Antimony trifluoride Antimontrifluorid SbF3 20%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 10 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Apple acid Apfelsäure C4H6O5 1%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Apple juice Apfelsaft H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Apple wine Apfelwein H 20 ++++
40 ++++
60 ++++
80 -+++
100 --+/-(q)+
120 ---+
Aqua regia Königswasser HNO3 + HCl ≤ GL 20 --++
(75% hydrochloric acid (75% Salzsäure 40 --++
25% nitric acid)25% Salpetersäure)60 ----
80 ----
100 ----
120 ----
Arsenic acid Arsensäure H3AsO4 80%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Arsenic pentoxide Arsenpentoxid As2O5 TR 20 ++++
40 ++++
60 ++++
80 -+/-(s)++
100 --++
120 ---+
Arsine Arsin AsH3 TR 20 ++++
(Arsenwasserstoff)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Ascorbic acid Ascorbinsäure C6H8O6 TR 20 ++++
(Vitamin C)(Vitamin C)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Asphalt Asphalt H 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
2-Butanone 2-Butanon CH3COC2H5 TR 20 ++++
(Methyl ethyl ketone, MEK)(Methylethylketon, MEK)TR 40 +/-(q)++/-(q)+
TR 60 +/-(q) +/-(q)-+
TR 80 ---+/-(q)
TR 100 ----
TR 120 ----
2-Butenal 2-Butenal CH3CH=CHCHO TR 20 ++++
(Crotonic aldehyde)(Crotonaldehyde)TR 40 +/-(q)+++
TR 60 +/-(q) +/-(q)++
TR 80 -+/-(q)++
TR 100 --+/-(q)+
TR 120 ----
Page 11 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
2-Butoxyethanol 2-Butoxyethanol C6H14O2 5%20 ++++
5%40 +/-(q)+++
5%60 +/-(q) +/-(q)++
5%80 -+/-(q)++
5%100 --+/-(q)+
5%120 ----
Barium carbonate Bariumcarbonat BaCO3 S 20 ++++
S 40 ++++
S 60 ++++
S 80 -+++
S 100 --++
S 120 ---+
Barium chloride Bariumchlorid BaCl2 ≤ GL 20 ++++
≤ GL 40 ++++
≤ GL 60 ++++
≤ GL 80 -+++
≤ GL 100 --++
≤ GL 120 ---+
Barium cyanide Bariumcyanid Ba(CN)2 ≤ GL 20 ++++
≤ GL 40 ++++
≤ GL 60 ++++
≤ GL 80 -+++
≤ GL 100 --++
≤ GL 120 ---+
Barium hydroxide Bariumhydroxid Ba(OH)2 ≤ GL 20 ++-+
≤ GL 40 ++-+
≤ GL 60 ++-+
≤ GL 80 -+-+
≤ GL 100 ---+
≤ GL 120 ---+
Barium nitrate Bariumnitrat Ba(NO3)2 ≤ GL 20 ++++
≤ GL 40 ++++
≤ GL 60 ++++
≤ GL 80 -+++
≤ GL 100 --++
≤ GL 120 ---+
Barium salts Bariumsalze ≤ GL 20 ++++
(nitrate, sulfate,(Nitrate, Sulfate,≤ GL 40 ++++
chloride, phosphate)Chloride, Phosphate)≤ GL 60 ++++
≤ GL 80 -+++
≤ GL 100 --++
≤ GL 120 ---+
Barium sulfate Bariumsulfat BaSO4 S 20 ++++
(Schwerspat)S 40 ++++
S 60 ++++
S 80 -+++
S 100 --++
S 120 ---+
Barium sulfide Bariumsulfid BaS S 20 ++++
S 40 ++++
S 60 ++++
S 80 -+++
S 100 --++
S 120 ---+
Beef tallow emulsion,Rindertalg-Emulsion,H 20 +/-(q) +/-(q)++
sulphonated sulfoniert H 40 +/-(q) +/-(q)++
H 60 +/-(q) +/-(q)++
H 80 --+/-(q)+
H 100 ---+/-(q)
H 120 ----
Beer Bier H 20 ++++
H 40 ++++
H 60 ++++
H 80 -+++
H 100 --++
H 120 ---+
Page 12 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Beeswax Bienenwachs TR 20 ++++
TR 40 ++++
TR 60 +/-(q) +/-(q)++
TR 80 -+/-(q)++
TR 100 --++
TR 120 ---+
Benzal chloride Benzalchlorid C6H5CHCl2 TR 20 +/-(q) +/-(q)++
(Alphadichlorotoluene)TR 40 --++
TR 60 --+/-(q) +/-(q)
TR 80 --+/-(q) +/-(q)
TR 100 ----
TR 120 ----
Benzaldehyde Benzaldehyd C6H5CHO TR 20 ++++
TR 40 ++++
TR 60 +/-(q) +/-(q)++
TR 80 ----
TR 100 ----
TR 120 ----
Benzaldehyde in Isopropanol Benzaldehyd in Isopropanol C7H6O in C3H8O 1%20 ++++
1%40 ++++
1%60 +/-(q) +/-(q)++
1%80 ----
1%100 ----
1%120 ----
Benzamide Benzamid C6H5CONH2 TR 20 ++++
TR 40 +++/-(q)+
TR 60 +/-(q) +/-(q)-+
TR 80 -+/-(q)--
TR 100 ----
TR 120 ----
Benzene Benzen C6H6 TR 20 +/-(q) +/-(q)++
TR 40 --++
TR 60 ---+/-(q)
TR 80 ----
TR 100 ----
TR 120 ----
Benzenesulfonic acid Benzolsulfonsäure C6H5SO3H 30%20 ++++
30%40 +/-(q) +/-(q)++
30%60 +/-(q) +/-(q) +/-(q)+
30%80 --+/-(q) +/-(q)
30%100 ----
30%120 ----
Benzenesulfonic acid Benzolsulfonsäure C6H5SO3H TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Benzenesulfonyl chloride Benzolsulfonylchlorid C6H5SO2Cl 80%20 ++++
(Benzolsulfochlorid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Benzine (Petrol)Benzin C5H12 up to C12H26 H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+
120 ----
Benzine, normal Benzin, normal H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+
120 ----
Page 13 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Benzine, super Benzin, super H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+
120 ----
Benzine, test Benzin, test H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Benzine-Benzol-Mixture Benzin-Benzol-Gemisch all 20 +/-(q) +/-(q)++
40 --++
60 --+/-(q)+
80 ---+
100 ----
120 ----
Benzoic acid Benzoesäure H5C6COOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Benzoic acid, chlorinated Benzoesäure, gechlort H5C6COCl TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Benzophenone Benzophenon C6H5COC6H5 TR 20 +/-(q) +/-(q)++
(Diphenylketon)40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q) +/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Benzoyl chloride Benzoylchlorid C6H5COCl 3%20 ++++
(Benzolsäurechlorid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Benzyl alcohol Benzylalkohol C6H5CH2OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 ---+
100 ---+/-(q)
120 ----
Benzyl amine Benzylamin C6H5CH2NH2 TR 20 +/-(q) +/-(q)++
(alpha-Aminotoluol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 -+/-(q)--
100 ----
120 ----
Benzyl chloride Benzylchlorid C6H5CH2Cl TR 20 +/-(q) +/-(q)++
(Alpha-Chlortoluene)40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Benzyl ether Benzylether C6H5CH2OCH2C6H5 TR 20 +/-(q) +/-(q)++
(Dibenzylether)40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Page 14 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Benzyl ethyl aniline Benzylethylanilin C6H5CH2N(C6H5)(C2H5)TR 20 ++++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)-+/-(q)
100 ----
120 ----
Beryllium sulfate Berylliumsulfat BeSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Betaine Betain (CH3)3NCH2COO TR 20 ++++
(Trimethylammoniaacetat)40 ++++
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Biodiesel Biodiesel H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Bismuth carbonate Wismutcarbonat BiCO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Bismuth pentafluoride Wismutpentafluorid BiF5 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Bismuth salts Wismutsalze ≤ GL 20 ++++
(nitrate, sulfate,(Nitrate, Sulfate,40 ++++
chloride, phosphate)Chloride, Phosphate)60 ++++
80 -+++
100 --++
120 ----
Bitumen Bitumen TR 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --++
100 --+/-(q) +/-(q)
120 ---+/-(q)
Black liquor Schwarzlauge all 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Bone oil Knochenöl H 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+/-(q)
Borax Borax Na2B4O7 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 15 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Boric acid Borsäure H3BO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Boron trifluoride Bortrifluorid BF3 ≤ GL 20 ++++
(Trifluorboran)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Brake fluid Bremsflüssigkeit H 20 ++++
40 ++++
60 ++/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Brandy Branntweine H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Brine alcaline Salzsole alkalisch all 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Bromid acid Bromsäure HBrO3 VL 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 --++
80 --+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Bromine + dibromomethane Brom + Dibrommethan Br2 + CH2Br2 TR 20 --++
40 --++
60 --++
80 --+/-(s)+
100 ----
120 ----
Bromine + phosphite hydrogen Brom + Hydrogenphosphit Br2 + H3PO3 + H3PO4 TR 20 --++
+ phosphate hydrogen + Hydrogenphosphat 40 --++
60 --++
80 --++
100 ----
120 ----
Bromine water Bromwasser Br2 2.8%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 --++
80 --+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Bromine, liquid Brom, flüssig Br2 TR 20 --++
40 --++
60 --++
80 --++
100 ----
120 ----
Bromine, vapours Bromdämpfe Br2 TR 20 --++
40 --++
60 --++
80 --++
100 ----
120 ----
Page 16 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Bromochloromethane Bromchlormethan CH2BrCl TR 20 --++
40 --++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Bromochlorotrifluoroethane Bromchlortrifluorethan CF3CHBrCl TR 20 --++
(Halothan)40 --++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Bromoform Bromform CHBr3 TR 20 +/-(s)+/-(s)++
(Tribrommethan)40 --+/-(s)+
60 --+/-(s)+
80 --+/-(s)+
100 ---+/-(s)
120 ----
Butadiene Butadien H2C=CHCH=CH2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ---+/-(q)
120 ----
Butane Butan C4H10 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Butane, chlorinated Butan, gechlort C4H9Cl TR 20 +/-(s)+/-(s)++
40 --++
60 --++
80 --+/-(s)+
100 --+/-(s)+/-(s)
120 ----
Butanediol Butandiol HOC4H8OH 10%20 ++++
40 ++++
60 ++++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Butanediol Butandiol HOC4H8OH TR 20 ++++
(2,3-Butylenglykol)40 ++++
60 ++/-(q)++
80 -+/-(q)++/-(q)
100 --+/-(q) +/-(q)
120 ----
Butanetriol Butantriol C4H7(OH)3 TR 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Butanol Butanol C3H7CH2OH TR 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Butene Buten CH3CH2CHCH2 TR 20 ++++
(n-Butylen)40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Page 17 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Butenediol Butendiol CH2OHCHCHCH2OH TR 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Butinediol Butindiol CH2OHCCCH2OH TR 20 ++++
(Korantin BH flüssig)40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Butter Butter H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Buttermilk Buttermilch H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Butyl acetate Essigsäurebutylester CH3COOC4H9 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Butyl aldehyde Butylaldehyd CH3CH2CH2CHO TR 20 ++++
(Butanal)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyl benzyl phthalate Butylbenzylphthalat CH3(CH2)3OOCC6H4COO-TR 20 ++++
(Phthalsäurebenzylbutylester)CH2C6H5 40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Butyl bromide Butylbromid C4H9Br TR 20 +/-(q) +/-(q)++
(1-Brombutan)40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Butyl chloride Butylchlorid C4H9Cl TR 20 +/-(q) +/-(q)++
(1-Chlorbutan)40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Butyl cyclohexyl ester Butylcyclohexylester ClCOOC10H19 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyl diglykol Butyldiglykol C8H18O3 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Page 18 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Butyl ether Butylether C4H9OC4H9 TR 20 +/-(s)+/-(s)++
(n-Dibutylether)40 +/-(s)+/-(s)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Butyl glycol Butylglykol HOCH2CH2O(CH2)3CH3 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyl glycolate Butylglykolat HOCH2COO(CH2)3CH3 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyl phenol Butylphenol C10H14O TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyl phenone Butylphenon C6H5CO(CH2)2CH3 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butylcyclohexylchloroformiate Butylcyclohexylchlorformiat ClCOOC6H10C4H9 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butylene, liquid Butylen, flüssig C4H8 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Butyleneglycol Butylenglykol HOCH2CH=CHCH2OH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyric acid Buttersäure CH3CH2CH2COOH TR 20 ++++
(Butansäure)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Butyrolacetone Butyrolaceton OC4H6O TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
1-Chloro-1,2,2-trifluoroethylene Chlortrifluorethylen CClFCF2 TR 20 +/-(o) +/-(o) +/-(o)+
(Trifluorvinylchlorid)40 --+/-(o)+
60 ---+/-(o)
80 ----
100 ----
120 ----
Page 19 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
1-Chloro-2,3-epoxypropane Epichlorhydrin CH2OCHCH2Cl TR 20 +++/-(s)+
40 +++/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 ---+
100 ----
120 ----
1-Cyclohexyl-2-pyrrolidone 1-Cyclohexyl-2-pyrrolidon C10H17NO TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q)-+
80 ---+/-(q)
100 ----
120 ----
2-4-Chloro-2-methylphenoxy-Chlormethylphenoxypropion-ClCH3C6H3OCH(CH2)2-TR 20 +/-(q) +/-(q)++
propionic acid säure (MECOPROP)COOH 40 +/-(q) +/-(q)++
60 --++
80 --++
100 ----
120 ----
2-Chloro-1-bromoethane Chlorbrommethan BrCH2CH2Cl TR 20 +/-(q) +/-(q)++
(1-Brom-2-Chlormethan)40 --++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
2-Chlorobenzoyl chloride Chlorbenzoylchlorid ClC6H4COCl TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
2-Chloromethyltriethylammonium 2-Chlormethyltriethylammonium-TR 20 +/-(q) +/-(q) +/-(q)+
chloride chlorid 40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
2-Chlorophenol Chlorphenol ClC6H4OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
3-Chloro-2-hydroxypropyl-3-Chlor-2-hydroxypropyl-TR 20 +/-(q) +/-(q) +/-(q)+
ammonium chloride ammoniumchlorid 40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
4-Chloro-2-methylphenoxyacetic Chlormethylphenoxyessigsäure ClCH3C6H3OCH2CH2-TR 20 +/-(q) +/-(q)++
acid (MCPA)COOH 40 +/-(q) +/-(q)++
60 --++
80 --++
100 ----
120 ----
4-Chloro-2-nitrophenol Chlornitrophenol ClC6H3NO2OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
4-Chlorotoluene Chlortoluol ClC6H4CH3 TR 20 +/-(o) +/-(o) +/-(o)+
(4-Chlor-1-methylbenzol,40 --+/-(o)+
4-Chlortoluol)60 ---+/-(o)
80 ----
100 ----
120 ----
Page 20 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Cadmium chloride Cadmiumchlorid CdCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Cadmium cyanide Cadmiumcyanid Cd(CN)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Cadmium sulfate Cadmiumsulfat CdSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium acetate Calciumacetat Ca(CH3COO)2 ≤ GL 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Calcium bromide Calciumbromid CaBr2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium carbide Calciumcarbid CaC2 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium carbonate Calciumcarbonat CaCO3 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium chlorate Calciumchlorat Ca(ClO3)2 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 --+/-(o) +/-(o)
120 ----
Calcium chloride Calciumchlorid CaCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium fluoride Calciumfluorid CaF2 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium hydrogencarbonate Calciumhydrogencarbonat Ca(HCO3)2 ≤ GL 20 ++++
(Calciumbicarbonat)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 21 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Calcium hydrogensulfide Calciumhydrogensulfid Ca(HS)2 ≤ GL 20 ++++
(Calciumbisulfid)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium hydrogensulfite Calciumhydrogensulfit Ca(HSO3)2 ≤ GL 20 ++++
(Calciumbisulfit)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Calcium hydroxide Calciumhydroxid Ca(OH)2 S 20 ++-+
(gelöschter Kalk, Kalkhydrat)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Calcium hypochlorite Calciumhypochlorit Ca(OCI)2 ≤ GL 20 ---+
(chloride of lime)(Chlorkalk)40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Calcium lactate Calciumlactat Ca(C3H5O3)2 ≤ GL 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Calcium nitrate Calciumnitrat Ca(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Calcium oxide Calciumoxid CaO S 20 ++-+
40 ++-+
60 +/-(o) +/-(o)-+
80 -+/-(o)-+
100 ---+
120 ---+
Calcium phosphate Calciumphosphat Ca3(PO4)2 S 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Calcium sulfate Calciumsulfat CaSO4 S 20 ++++
(Gips)40 ++++
60 ++++
80 --++
100 --++
120 ---+
Calcium sulfide Calciumsulfid CaS S 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Calcium sulfide Calciumsulfid CaS VL 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Page 22 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Calcium sulfite Calciumsulfit CaSO3 S 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Camphor Campher C10H16O TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Camphor oil Campheröl H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Cane sugar Rohrzucker C12H22O H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Caprylic acid Caprylsäure CH3(CH2)6COOH TR 20 ++++
(Octansäure)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Carbazole Carbazol C6H4NHC6H4 TR 20 ++++
(Dibenzopyrrol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Carbon dioxide, anhydrous Kohlendioxid, trocken CO2 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Carbon dioxide, gaseous Kohlendioxid, gasförmig CO2 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Carbon dioxide, moist Kohlendioxid, feucht CO2 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Carbon disulfide, gaseous Schwefelkohlenstoff, gasförmig CS2 TR 20 --++
40 --++
60 --++
80 ---+
100 ----
120 ----
Carbon disulfide, liquid Schwefelkohlenstoff, flüssig CS2 TR 20 --++
40 --++
60 --++
80 ---+
100 ----
120 ----
Page 23 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Carbon monoxide Kohlenmonoxid CO TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Carbon tetrachloride Kohlenstofftetrachlorid CCl4 TR 20 --++
40 --++
60 ----
80 ----
100 ----
120 ----
Carbonic acid Kohlensäure H2CO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Carbonileum Carbonileum H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Carbontetrabromide Tetrabromkohlenstoff CBr4 TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Carbontetrachloride Tetrachlorkohlenstoff CCl4 TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Carbontetrachloride Tetrachlorkohlenstoff CCl4 5%20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Carbontetrafluoride Tetrafluorkohlenstoff CF4 TR 20 --++
(Tetrafluoromethan)40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Carbonyl sulfide Carbonylsulfid O=C=S TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Casein Casein TR 20 ++++
(Calciumcaseinat)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Castor oil Rizinusöl TR 20 ++++
(Kastoröl)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Page 24 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Cedar oil Zedernöl H 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --++
120 ----
Cellosolve acetate Cellosolvacetat CH3COOCH2CH2OC2H5 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Cetyl alkohol Cetylalkohol C16H33OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 --+/-(q) +/-(q)
100 --+/-(q)-
120 ----
Chinin hydrochloride Chininhydrochlorid C20H24O2N2 x HCl TR 20 ++++
(Chininchlorhydrat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Chinin monosulfate Chininmonosulfat C20H24O2N2 x H2SO4 TR 20 +/-(q) +/-(q)++
(Schwefelsäurechininester)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Chloral Chloral CCl3CHO TR 20 +++/-(q)+
(Trichloroaldeyhde)(Trichloroaldeyhd)40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Chloral hydrate Chloralhydrat CCl3CH(OH)2 TR 20 ++/-(o) +/-(o)+
(2,2,2 Trichlor-1,1-ethandiol)40 +/-(o)--+
60 ---+/-(o)
80 ---+/-(o)
100 ----
120 ----
Chloramine Chloramin RNHCl, RNCl2 1%20 +++/-(q)+
(Aktivin)40 +/-(q) +/-(q)-+
60 ---+
80 ---+/-(q)
100 ----
120 ----
Chloric acid Chlorsäure HClO3 1%20 +/-(o) +/-(o) +/-(o)+
40 --+/-(o)+
60 --+/-(o) +/-(o)
80 ----
100 ----
120 ----
Chloric acid Chlorsäure HClO3 10%20 +/-(o) +/-(o) +/-(o)+
40 --+/-(o)+
60 --+/-(o) +/-(o)
80 ----
100 ----
120 ----
Chloric acid Chlorsäure HClO3 20%20 +/-(o) +/-(o) +/-(o)+
40 --+/-(o)+
60 --+/-(o) +/-(o)
80 ----
100 ----
120 ----
Page 25 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Chloric acid Chlorsäure HClO3 38%20 +/-(o) +/-(o) +/-(o)+
40 --+/-(o)+
60 --+/-(o) +/-(o)
80 ----
100 ----
120 ----
Chlorid salt Chloridsalze TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Chlorinated lime Chlorkalk CaCl(OCl) + Ca(OH)2 ≤ GL 20 ---+
(Blechkalk, + CaCl2 40 ---+
Calciumchloridhypochlorit)60 ---+
80 ---+
100 ---+
120 ---+
Chlorine dioxide, aqueous Chlordioxid, wässrige Lösung ClO2 0.2%20 --+/-(o)+
solution 40 ---+
60 ---+
80 ---+
100 ----
120 ----
Chlorine dioxide, aqueous Chlordioxid, wässrige Lösung ClO2 1%20 --+/-(o)+
solution 40 ---+
60 ---+
80 ---+
100 ----
120 ----
Chlorine dioxide, gaseous Chlordioxid, gasförmig ClO2 60%20 --+/-(o)+
40 ---+
60 ---+
80 ---+
100 ----
120 ----
Chlorine water Chlorwasser Cl2 + HCl + HOCl ≤ GL 20 --++
40 --++
60 --+/-(o)+
80 ---+
100 ----
120 ----
Chlorine, anhydrous Chlor, trocken CI2 TR 20 --++
40 --++
60 --++
80 --++
100 --++
120 ----
Chlorine, atomic, chlorine radical, Chlor, atomar, Chlorradikal,Cl▪all 20 ----
gaseous, moist gasförmig, feucht 40 ----
60 ----
80 ----
100 ----
120 ----
Chlorine, gaseous, anhydrous Chlor, gasförmig, trocken CI2 10%20 --++
40 --++
60 --++
80 --++
100 ----
120 ----
Chlorine, gaseous, moist Chlor, gasförmig, feucht CI2 0.5%20 +/-(o) +/-(o)++
40 --++
60 ---+
80 ---+
100 ---+
120 ----
Page 26 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Chlorine, gaseous, moist Chlor, gasförmig, feucht CI2 0.8%20 +/-(o) +/-(o)++
40 --++
60 ---+
80 ---+
100 ---+
120 ----
Chlorine, gaseous, moist Chlor, gasförmig, feucht CI2 1%20 --++
40 --++
60 ---+
80 ---+
100 ---+
120 ----
Chlorine, gaseous, moist Chlor, gasförmig, feucht CI2 5%20 --++
40 --++
60 ---+
80 ---+
100 ---+
120 ----
Chloroacetyl chloride Chloracetylchlorid C2H2Cl2O TR 20 +/-(o) +/-(o) +/-(o)+
(Chloressigsäurechlorid,40 --+/-(o) +/-(o)
Monochloracetylchlorid)60 ---+/-(o)
80 ----
100 ----
120 ----
Chloroacetyl chloride Chloressigsäurechlorid ClCH2COCl 98%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Chlorobenzene Chlorbenzen C6H5Cl TR 20 +/-(q) +/-(q)++
(Phenylchlorid)40 --++
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Chlorobenzenosulfon acid Chlorbenzensulfonsäure ClC6H4SO3H 80%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Chlorobutane Chlorbutan C4H9Cl TR 20 +/-(q) +/-(q)++
40 --++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Chlorocresoles Chlorkresole CH3C6H3ClOH TR 20 --++
(Chlorhydroxytoluole,40 --+/-(q)+
Chlormethylphenole)60 ---+/-(q)
80 ----
100 ----
120 ----
Chlorodifluoromethane Chlordifluormethan ClCHF2 TR 20 +/-(q) +/-(q)++
(Freon 22)40 --++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Chlorodimethyl ether Chlormethylmethylether ClCH2OCH3 TR 20 +/-(q) +/-(q) +/-(q)+
(Chlordimethylether)40 ---+
60 ---+
80 ---+/-(q)
100 ---+/-(q)
120 ----
Page 27 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Chloroethanol Chlorethanol ClCH2CH2OH TR 20 +/-(o) +/-(o)++
(Ethylenchlorhydrin)40 --++
60 --+/-(o) +/-(o)
80 ---+/-(o)
100 ----
120 ----
Chloroethyl acetate Essigsäurechlorethylester CH3COOCH2CH2Cl TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Chloroform Chlorform CHCl3 TR 20 +/-(o) +/-(o)++
(Trichlormethan)40 --++
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Chloroformic acid ethyl ester Ameisensäureethylester,ClCOOC2H5 TR 20 +/-(q) +/-(q)++
chloriert 40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Chloroformic acid methyl ester Ameisensäuremethylester,HCOOCH3 TR 20 +/-(q) +/-(q)++
chloriert 40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Chlorohexanol Chlorhexanol HO(CH2)6Cl TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Chloromethyl acetate Essigsäurechlormethylester CH3COOCH2Cl TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Chloromethyloximether Chlormethyloximether TR 20 +/-(q) +/-(q) +/-(q)+
40 ---+
60 ---+
80 ---+
100 ---+/-(q)
120 ----
Chloronaphthalene Chlornaphtalin C6H4C4H3Cl TR 20 +/-(q) +/-(q)++
(Naphthylchlorid)40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Chloropicric Chlorpikrin Cl3CNO2 TR 20 +/-(o) +/-(o)++
(Nitrochlorform,40 --++
Trichlornitromethan)60 --+/-(o)+
80 --+/-(o) +/-(o)
100 ----
120 ----
Chloropropyltriethoxysilan Chlorpropyltriethoxysilan C3H7ClSi(OC2H5)3 TR 20 +/-(o) +/-(o)++
40 --++
60 --+/-(o)+
80 --+/-(o) +/-(o)
100 ----
120 ----
Page 28 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Chlorosulfonic acid Chlorsulfonsäure ClSO2OH TR 20 +/-(o) +/-(o) +/-(o)+
(Chlorschwefelsäure)40 --+/-(o)+
60 ---+/-(o)
80 ----
100 ----
120 ----
Chlorotoluensulfonic acid Chlortoluolsulfonsäure ClC6H3CH3SO3H TR 20 +/-(o) +/-(o) +/-(o)+
40 --+/-(o)+
60 ---+/-(o)
80 ----
100 ----
120 ----
Chlorotrifluoromethane Chlortrifluormethan CClF3 TR 20 +/-(o) +/-(o) +/-(o)+
40 --+/-(o)+
60 ---+/-(o)
80 ----
100 ----
120 ----
Chloroxylene Chlorxylole CH3C6H3CH3Cl TR 20 --++
40 --++
60 --+/-(o)+
80 ---+
100 ----
120 ----
Choline Cholinchlorid C5H14ClNO 75%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Chrome alum Chromalaun KCr(SO4)2 x 12H2O ≤ GL 20 ++++
(Chromium(III) potassium (Chromkaliumsulfat)40 +/-(o) +/-(o)++
sulfate)60 --++
80 --+/-(o) +/-(o)
100 ----
120 ----
Chromesalts (2- and 3-valent)Chromsalze (2- und 3-wertig)Cr2+, Cr3+VL 20 ++++
40 ++++
60 ++++
80 +++
100 --++
120 ---+
Chromic acid Chromsäure H2CrO4 50%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Chromic acid Chromsäure H2CrO4 40%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Chromic acid Chromsäure H2CrO4 30%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Chromic acid Chromsäure H2CrO4 20%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Page 29 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Chromic acid Chromsäure H2CrO4 10%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Chromic acid Chromsäure H2CrO4 1%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Chromium(II) chloride Chromchlorid (II)CrCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Chromium(III) chloride Chromchlorid (III)CrCl3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Chromium(III) nitrate Chrom(III)nitrat Cr(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Chromium(III) sulfate Chrom(III)sulfat Cr2(SO4)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Chromosulfuric acid Chromschwefelsäure CrO3+H2SO4 + H2O ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ----
120 ----
Cider Obstwein H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Cinnamon oil Zimtöl H 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --++
120 ----
Citric acid Citronensäure C3H4OH(COOH)3 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Citric acid Citronensäure C3H4OH(COOH)3 < 10%20 ++++
(2-Hydroxy-1,2,3-propancarbon-40 ++++
säure)60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Page 30 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Citrus oil Zitrusöl H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Clove oil Nelkenöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Coal gas, benzene free Leuchtgas, benzolfrei TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Cobalt(II) chloride Cobalt(II)chlorid CoCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Cocofat acid diethanolamide Kokosfettsäurediethanolamid 49%20 ++++
40 ++/-(q) +/-(q)+
60 +/-(q)--+
80 ---+/-(q)
100 ----
120 ----
Coconut fat alcohol Kokosfettalkohol TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Coconut oil Kokosnussöl H 20 ++++
40 ++/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 ---+/-(q)
120 ----
Cod liver oil Lebertran H 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Coffee-extracts Kaffee-Extrakt H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Coke gas (61% hydrogen,Kokereigas (61% Wasserstoff,H2 + CH4 + CO + N2 TR 20 +/-(q) +/-(q)++
26% methane,26% Methan,40 +/-(q) +/-(q)++
4% carbon monoxide,4% Kohlenstoffmonoxid,60 --++
nitrogen 8%)8% Stickstoff)80 --++
100 --+/-(q) +/-(q)
120 ---+/-(q)
Cola concentrates Cola-Konzentrate H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 31 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Compressed air, containing oil Pressluft, ölhaltig H 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Cooking oil Speiseöl H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Cooking salt Kochsalz H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper carbonate Kupfercarbonat CuCO3 x Cu(OH)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper salts Kupfersalze ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper tetrafluoroborate Kupfertetrafluorborat Cu(BF4)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(I) chloride Kupfer(I)chlorid CuCl ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(I) cyanide Kupfer(I)cyanid CuCN ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(II) chloride Kupfer(II)chlorid CuCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(II) chloride Kupfer(II)chlorid CuCl2 all 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(II) cyanide Kupfer(II)cyanid Cu(CN)2 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 32 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Copper(II) fluoride Kupfer(II)fluorid CuF2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(II) nitrate Kupfer(II)nitrat Cu(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Copper(II) sulfate Kupfer(II)sulfat CuSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Corn oil Maiskeimöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Cotton seed oil Baumwollsamenöl H 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Cresol Kresole HOC6H4CH3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 ---+/-(q)
100 ----
120 ----
Cresol carbonic acid Kresolcarbonsäure HOCH3C6H3COOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 ---+/-(q)
100 ----
120 ----
Cresolsulfonic acid Kresolsulfonsäure HOCH3C6H3SO3H TR 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+
60 -+/-(s)+/-(s)+
80 --+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ----
Cresolsulfonic acid Kresolsulfonsäure HOCH3C6H3SO3H 80%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+
60 -+/-(s)+/-(s)+
80 --+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ----
Cresolsulfonic acid Kresolsulfonsäure HOCH3C6H3SO3H 50%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+
60 -+/-(s)+/-(s)+
80 --+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ----
Crotonic acid Crotonsäure CH3CHCHCOOH VL 20 +/-(q) +/-(q) +/-(q)+
(2-Butensäure)40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ---+/-(q)
100 ----
120 ----
Page 33 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Crotonic aldehyde Crotonaldehyd C4H6O TR 20 +/-(q) +/-(q) +/-(q)+
(2-Butenal)40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ---+/-(q)
100 ----
120 ----
Cumol Cumol C6H5CH(CH3)2 TR 20 +/-(q) +/-(q) +/-(q)+
(2-Phenylpropan,40 +/-(q) +/-(q) +/-(q)+
Isopropylbenzol)60 ---+
80 ---+/-(q)
100 ----
120 ----
Cyanamide Cyanamid H2NCN TR 20 ++/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ---+
100 ----
120 ----
Cyanide-sulfuric chloride-salts Zyanid-Schwefelchlorid-Salze TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+
120 ----
Cyclohexane Cyclohexan C6H12 TR 20 +/-(q) +/-(q)++
(Hexahydrobenzol)40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ----
120 ----
Cyclohexanol Cyclohexanol C6H12O TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++/-(q)
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Cyclohexanone Cyclohexanon C6H10O TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q)-+/-(q)
80 ---+/-(q)
100 ----
120 ----
Cyclohexene Cyclohexen C6H10 TR 20 +/-(q) +/-(q)++
(Tetrahydrobenzol)40 --++
60 --+/-(q)+
80 ---+
100 ---+
120 ----
Cyclohexyl acetate Essigsäurecyclohexylester CH3COOC6H11 TR 20 ++++
(Cyclohexylacetat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Cyclohexylamine Cyclohexylamin C6H11NH2 TR 20 +/-(q) +/-(q) +/-(q)+
(Aminocyclohexan)40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q)-+
80 ---+/-(q)
100 ----
120 ----
Cyclopentane Cyclopentan C5H10 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q)-+
80 ---+/-(q)
100 ----
120 ----
Page 34 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
1,1-Dichloro-1-fluoroethane 1,1-Dichlor-1-fluorethan FCl2CCH3 TR 20 +/-(s)+/-(s)+/-(s)+
(Freon 141b)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
1,1-Dichloro-1-fluoromethane 1,1-Dichlor-1-fluormethan CCl2F2 TR 20 +/-(s)+/-(s)+/-(s)+
(Freon 12)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
1,1-Difluoro-1-chloroethane 1,1-Difluor-1-chlorethan F2ClCCH3 TR 20 +/-(s)+/-(s)+/-(s)+
(Freon 142b)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
1,1-Difluoroethane 1,1-Difluorethan F2CHCH3 TR 20 +/-(s)+/-(s)+/-(s)+
(Freon 152a)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
1,2-Diaminoethane 1,2-Diaminethan NH2CH2CH2NH2 TR 20 +++/-(q)+
40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)--
100 ----
120 ----
1,2-Dibromobenzene Dibrombenzen C6H4Br2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++/-(s)
80 --+-
100 --+/-(s)-
120 ----
1,2-Dibromoethane Dibromethan BrCH2CH2Br TR 20 +/-(q) +/-(q)++
(Ethylenbromid)40 --++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ---
3,4-Dichlorotoluene Dichlortoluol CH3C6H3Cl2 TR 20 +++/-(s)+
(1-Methyl-3,4-dichlortoluol)40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Decan Dekan C10H22 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Dekahydronaphtalene Decalin C10H18 TR 20 +/-(q) +/-(q)++
(Perhydronaphthalin)40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Diacetone alcohol Diacetonalkohol (CH3)2C(OH)CH2COCH3 TR 20 +/-(q) +/-(q) +/-(q)+
(4-Hydroxy-4-Methyl-2-Pentanon,40 +/-(q) +/-(q) +/-(q)+
Diaceton)60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Page 35 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
DIALA oil DIALA öl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Dibutyl sebazate Sebazinsäuredibutylester H9C4OCO(CH2)8COO-TR 20 +/-(q) +/-(q) +/-(q)+
(Dibutylsebazat)C4H9 40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ---+/-(q)
120 ----
Dibutylglykolphtalate Dibutylglykolphtalat TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Dibutylphthalate Dibutylphthalat (C4H9)2(COO)2C6H4 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Dibutylsebacate Dibutylsebazat C8H16(COOC4H9)2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Dibutylthiourea Dibutylthioharnstoff H9C4NHSCNHC4H9 TR 20 ++++
40 +++/-(q)+
60 +++/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ---+
Dibutyltinmercaptide Dibutylzinnmercaptid (C4H9)2SSn TR 20 ++++
(Dibutylmercaptostaanan)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Dichloroacetic acid Dichloressigsäure Cl2CHCOOH TR 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Dichloroacetic acid methyl ester Dichloressigsäuremthylester Cl2CHCOOCH3 TR 20 +++/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 ---+/-(s)
80 ----
100 ----
120 ----
Dichlorobenzene Dichlorbenzen C6H4Cl2 TR 20 --++
40 --++
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Dichlorodimethylsilane Dichlordimethylsilan (CH3)2SiCl2 TR 20 --++
40 --++
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Page 36 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Dichlorodiphenyldichloroethane Dichlordiphenyldichlorethan ClC6H4CH(CHCl2)C6H4-TR 20 --++
(DDD)Cl 40 --++
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Dichlorodiphenyltrichloroethane Dichlordiphenyltrichlorethan ClC6H4CH(CCl3)C6H4Cl TR 20 --++
(DDT)40 --++
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Dichloroethane Dichlorethan C2H4Cl2 35%20 +++/-(s)+
(Ethylendichlorid)40 +/-(s)+/-(s)+/-(s)+
60 ---+/-(s)
80 ----
100 ----
120 ----
Dichloroethylene Dichlorethylen ClCHCHCl TR 20 --++
(1,1 Dichlorethylen,40 --++
1,2 Dichlorethylen)60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Dichlorofluoromethane Dichlorfluormethan CHCl2F TR 20 +++/-(s)+
(Freon 21)40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Dichlorohydrin Dichlorhydrin C3H6Cl2O 5%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Dichloroisopropylether Dichlorisopropylether C5H10ClOC5H10Cl TR 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Dichloromethane Dichlormethan CH2Cl2 TR 20 +/-(s)+/-(s)+/-(s)+
(methylene chloride)(Methylenchlorid)40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Dichloropropane Dichlorpropan ClCH2CHClCH3 TR 20 +/-(s)+/-(s)+/-(s)+
(1,2-Dichlorpropan,40 +/-(s)+/-(s)+/-(s)+
Propylendichlorid)60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Dichloropropanol Dichlorpropanol C3H6Cl2O TR 20 +/-(q) +/-(q)++
(1,3 Dichlor-2-propanol)40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Dichloropropene (1,3)Dichlorpropen (1,3)ClCH2CHCHCl TR 20 +++/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Page 37 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Dichlorotetrafluoroethan Dichlortetrafluorethan CClF2CClF2 TR 20 +++/-(s)+
(Cyrofluoran)40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Dicyclohexylcarbodiimid Dicyclohexylcarbodiimid C13N2H22 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 ---+
100 ----
120 ----
Diesel oil Dieselkraftstoff H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --++
100 --++
120 ---+
Diethanolamine Diethanolamin (HOCH2CH2)2NH TR 20 +++/-(q)+
40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)--
100 ----
120 ----
Diethyl carbonate Diethylcarbonat C5H10O3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Diethyl ether Diethylether CH3CH2OCH2CH3 TR 20 +/-(q) +/-(q)++
40 -+++
60 -++/-(q)+
80 -++/-(q)+
100 ---+
120 ---+
Diethyl ketone Diethylketon C2H5COC2H5 TR 20 ++++
(3-Pentanon)40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 ----
100 ----
120 ----
Diethyl-2,2'-hydroxyamine Diethyl-2,2'-hydroxyamin (HOCH2CH2)2NH TR 20 +++/-(q)+
40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)--
100 ----
120 ----
Diethylamine Diethylamin (H5C2)2NH TR 20 +++/-(q)+
40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)--
100 ----
120 ----
Diethylaminoethyl chloride Diethylaminethylchlorid (C2H5)2NCH2CH2Cl TR 20 ++++
(Chlorethyldiethylamin)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Diethylenediamine Diethylendiamin (CH2CH2NH)2 50%20 +++/-(q)+
(Piperazine)(Hexahydropyrazin, Piperazin)40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)-+/-(q)
80 -+/-(q)--
100 ----
120 ----
Page 38 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Diethyleneglykol Diethylenglykol C4H10O3 5%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Diethylenetriamine Diethylentriamin NH2C2H4NHC2H4NH2 TR 20 ++/-(q)++
(2,2 Iminodiethylamin)40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ---+/-(q)
100 ----
120 ----
Diethylentriaminopentaacetic Diethylentriaminpentässigsäure (HOOH2C)N((CH)2N-TR 20 ++++
acid (DTPA)(COOH)2)2 40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ---+
Diethylmalonate Malonsäurediethylester H2C(COOC2H5)2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Diglycolic acid Diglykolsäure (COOH)2(CH2)2O TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Diglycolic acid Diglykolsäure (COOH)2(CH2)2O 30%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Dihexyl ether Dihexylether H13C6OC6H13 TR 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 ---+/-(q)
100 ----
120 ----
Dihydroxydimethylsilane Dihydroxydimethylsilan (CH3)2Si(OH)2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 ---+
100 ---+
120 ---+
Diisoamyl ether Diisoamylether H11C5OC5H11 TR 20 +/-(s)+/-(s)++
(Diisopentylether)40 +/-(s)+/-(s)++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Diisobuten Diisobuten (CH3)3CCH2(CH3)CCH2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+
120 ----
Diisobutyl ketone Diisobytylketon ((CH3)2CHCH2)2CO TR 20 +/-(q) +/-(q) +/-(q)+
(2,6-Dimethyl-4-heptanone-40 +/-(q) +/-(q) +/-(q)+
Isovalerone)60 ---+
80 ---+/-(q)
100 ----
120 ----
Page 39 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Diisocyanate Diisocyanate TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Diisopropyl ether Diisopropylether (CH3)2CHOCH(CH3)2 TR 20 ++/-(s)++
40 +/-(s)+/-(s)++
60 --++
80 --+/-(s)+/-(s)
100 ----
120 ----
Diisopropyl ketone A Diisopropylketon A (CH3)2CHCOCH(CH3)2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 ---+/-(q)
80 ----
100 ----
120 ----
Dimethoxyethane Dimethoxyethan C4H10O2 TR 20 ++++
40 ++++
60 +/-(o) +/-(o) +/-(o)+
80 --+/-(o)+
100 ---+
120 ---+
Dimethyl ether Dimethylether C2H6O 5%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 --+/-(s)+
80 ----
100 ----
120 ----
Dimethyl sulfate Dimethylsulfat (CH3)2SO4 TR 20 ++++
(Schwefelsäuredimethylester)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Dimethyl sulfoxide Dimethylsulfoxide (CH3)2SO TR 20 ++++
40 ++++
60 +/-(o) +/-(o) +/-(o)+
80 --+/-(o)+
100 ---+
120 ----
Dimethylacetamide Dimethylacetamid CH3CON(CH3)2 TR 20 +++/-(s)+
(N,N-Dimethylacetamid, DMAc)40 ++-+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Dimethylamine Dimethylamin (CH3)2NH TR 20 +++/-(s)+
40 ++-+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Dimethylaniline Dimethylanilin C6H5N(CH3)2 TR 20 +++/-(s)+
40 ++-+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Dimethyldichlorosilane Dimethyldichlorsilizium (CH3)2SiCl2 TR 20 +/-(s)+/-(s)++
40 --++
60 --++
80 --+/-(s)+
100 ---+/-(s)
120 ----
Page 40 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Dimethyldodecylamine Dimethyldodecylamin (CH3)2NC12H23 TR 20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+
100 ---+/-(q)
120 ----
Dimethylen chloride Dimethylenchlorid 5%20 ++++
40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 ---+
120 ----
Dimethyleneglykol Dimethylenglykol 5%20 ++++
40 ++/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+/-(q)
100 ----
120 ----
Dimethylformamide Dimethylformamid C3H7NO TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q)-+
60 +/-(q) +/-(q)-+/-(q)
80 ---+/-(q)
100 ----
120 ----
Dimethylheptanol Dimethylheptanol CH3CH(CH3)(CH2)3CH-TR 20 ++/-(q)++
(CH3)CHOH 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Dimethylhexadien Dimethylhexadien CH2C(CH3)CH2CH2C-TR 20 ++/-(q)++
(CH3)CH2 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Dimethylhydrazine Dimethylhydrazin NN2N(CH3)2 TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Dimethylphtalate Dimethylphtalat C6H4(COOH3)2 TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Dimethylpolysiloxan Dimethylpolysiloxan HO((CH3)2SiO)nH H 20 ++/-(q)++
(Polymer FD 80)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Dimethylpropionyl chloride Dimethylpropionylchlorid (CH3)3CCOCl TR 20 ++/-(q)++
(Pivaloylchlorid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Di-n-amyl ester Di-n-amylether H11C5OC5H11 TR 20 +/-(s)+/-(s)++
(Pentylether)40 +/-(s)+/-(s)++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Page 41 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Dioctylphthalate Dioctylphthalat COOC8H17 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ---+
Dioxane Dioxan O(C2H4)2O TR 20 ++++
40 +/-(o) +/-(o)++
60 -++/-(o) +/-(o)
80 ----
100 ----
120 ----
Diphenyl ether Diphenylether C6H5OC6H5 TR 20 ++++
40 +/-(q)++/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ----
120 ----
Diphenylamine Diphenylamin C6H5NHC6H5 TR 20 ++++
40 +/-(q)+-+
60 +/-(q) +/-(q)-+
80 ---+
100 ----
120 ----
Diphenylethylene Diphenylethylen C6H5CHCHC6H5 6%20 +/-(q) +/-(q)++
(Stilben)40 +/-(q) +/-(q)++
60 --++
80 --++
100 --+/-(q)+
120 ----
Diphenylglykolic acid Diphenylglykolsäure (C6H5)2C(OH)COOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Diphenyloxide Diphenyloxid C6H5OC6H5 TR 20 ++++
(Diphenylether, Phenylether)40 +/-(o) +/-(o)++
60 --++
80 --++
100 ----
120 ----
Diphosphoric acid Diphosphorsäure H4P2O7 15%20 ++++
40 ++++
60 ++/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Dipotassium hydrogen-Dikaliumhydrogenphosphat K2HPO4 all 20 ++++
phosphate 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Disodium phosphate Dinatriumphosphat Na2HPO4 x 2H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Disodium tetraborate Dinatriumtetraborat Na2BO7 x 10H2O VL 20 ++++
(Borax)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 42 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Disulfuric acid Dischwefelsäure H2S2O7 ≤ GL 20 ++++
40 ++++
60 ++/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Divinylbenzene Divinylbenzen CH2CHC6H4CHCH2 TR 20 +/-(s)+/-(s)++
40 --++
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Dodecanoic acid chloride Dodecansäurechlorid C11H23COCl TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Dodecylbenzensulfonic acid Dodecylbenzensulfonsäure C12H25C6H4SO3H TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Dodecylbenzensulfonic acid Dodecylbenzensulfonsäure C12H25C6H4SO3H 60%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
2,3-Epoxypropyltrimethyl-2,3-Epoxypropyltrimethyl-C6H14ClNO TR 20 ++++
ammonium chloride ammoniumchlorid 40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
2-Ethylhexanolyl chloride 2-Ethylhexanolylchlorid TR 20 ++++
40 ++/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Elektrolyte bath Elektrolytbad H2SO4 + CH3C6H3(OH)-all 20 ++++
(Sulfuric acid +(Schwefelsäure (SO3H)40 ++++
Cresol sulfone acid) + Kresolsulfonsäure)60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+
120 ---+/-(q)
Ethan, gaseous Ethan, gasförmig CH3CH3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ----
Ethanethiol Ethanthiol (Ethylmercaptan)C2H5SH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Ethanol Ethanol C2H5OH + H2O TR 20 +/-(q) +/-(q)++
40 -+/-(q)++
60 --++
80 --++
100 ---+
120 ----
Page 43 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ethanol Ethanol C2H5OH + H2O 96%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Ethanol Ethanol C2H5OH + H2O 50%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Ethanol Ethanol C2H5OH + H2O 10%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ---+
120 ----
Ethanol / acetic acid Ethanol / Essigsäure TR 20 +/-(q) +/-(q)++
(fermentation mixture)(Gärungsgemisch)40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 ----
120 ----
Ethanolamine Ethanolamin H2NC2H4OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q) +/-(q)
60 ---+/-(q)
80 ---+/-(q)
100 ----
120 ----
Ethen Ethen CH2CH2 TR 20 +/-(q) +/-(q)++
(Ethylen)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Ethyl acetate Ethylacetat CH3COOCH2CH3 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q)-+/-(q)
80 ---+/-(q)
100 ----
120 ----
Ethyl acrylate Acrylsäureethylester CH2=CHCCOCH2CH3 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 --+/-(q)-
100 ----
120 ----
Ethyl alcohol, denatured Ethylalkohol, vergällt C2H5OH + 2% C6H5CH3 96%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 ---+
100 ---+/-(q)
120 ----
Ethyl benzoate Benzoesäureethylester C6H5COOC2H5 TR 20 +/-(q) +/-(q)++
(Ethylbenzoat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+/-(q)
100 ----
120 ----
Ethyl bromide Ethylbromid CH3CH2Br TR 20 +/-(s)+/-(s)++
(Bromethan)40 --++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Page 44 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ethyl butyrate Buttersäureethylester CH3CH2CH2COOC2H5 TR 20 ++++
(Ethylbutyrat)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Ethyl chloride Ethylchlorid CH3CH2Cl TR 20 --++
40 --++
60 --++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Ethylacetoacetate Acetessigester CH3COCHCOOC2H5 TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Ethylbenzene Ethylbenzen C6H5C2H5 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 ---+/-(q)
100 ----
120 ----
Ethylchloroformiate Chlorameisensäureethylester ClCOOC2H5 TR 20 ++++
40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Ethylcyanoacetate Cyanessigsäureethylester CH2CNCOOC2H5 TR 20 +/-(q) +/-(q)++
(Ethylcyanoacetat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Ethylenbenzene Ethylenbenzen C8H10 TR 20 +/-(q) +/-(q)++
(Phenylethan)40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Ethylenbutyrate Ethylenbutyrat C6H12O2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Ethylene chloride Ethylenchlorid ClCH2CH2Cl TR 20 --+/-(s)+
(1,2-Dichloroethane)(1,2-Dichlorethan)40 --+/-(s)+
60 ---+
80 ---+
100 ---+
120 ---+
Ethylenediamine Ethylendiamin H2NCH2CH2NH2 TR 20 +++/-(s)+
(1,2-Diaminoethan,40 ++-+
1,2-Ethandiamin)60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ----
120 ---+
Ethylenediaminetetraacetic acid Ethylendiamintetraessigsäure C2H4N2(CH2COOH)4 TR 20 +++/-(s)+
(EDTA)40 +++/-(s)+
60 +/-(q) +/-(q) +/-(s)+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Page 45 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ethyleneglykol Ethylenglykol (CH2OH)2 TR 20 ++++
(1,2-Ethandiol, Glykol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Ethyleneglykoldiethylether Ethylenglykoldiethylether CH3CH2OCH2CH2O-TR 20 ++++
(Diethylglykolether)CH2CH3 40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Ethyleneglykolmonomethylether Ethylenglykolmonomethylether CH3OCH2CH2OH TR 20 ++++
(2-Methoxyethanol, Methylglykol)40 ++/-(s)++
60 +/-(s)+/-(s)++
80 --+/-(s)+
100 ----
120 ----
Ethyleneoxide Ethylenoxid CH2CH2O TR 20 -+/-(o)++
40 --++
60 --++
80 --+/-(o)+
100 ----
120 ---+
Ethylether Ethylether H5C2OC2H5 TR 20 +/-(o) +/-(o)++
(Diethylether)40 +/-(o) +/-(o)++
60 --++
80 ----
100 ----
120 ----
Ethylformalat Ethylformalat C3H6O2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+
120 ----
Ethylhexanol Ethylhexanol (C4H9)(C2H5)CHCH2OH TR 20 ++++
(Isooctanol)40 ++/-(q)++
60 +/-(q) +/-(q)++
80 +/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Ethylpropionate Ethylpropionat C2H5CHOOC2H5 TR 20 ++++
40 ++/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Fatty acid amides Fettsäurenamide RCONH2 TR 20 ++++
40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 ---+
100 ---+
120 ---+
Fatty acids Fettsäuren TR 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ---+
Fatty alcohol alkoxylate Fettalkoholalkoxylat 20%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 ----
120 ----
Page 46 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Fatty alcohol ethoxylate Fettalkoholethoxylat R(OC2H4)nOH TR 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+
120 ----
Fatty alcohol ethylether sulfate Fettalkoholethersulfat R(OC2H4)nSO3Na TR 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Fatty alcohol sulphonate Fettalkoholsulfonate TR 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --++
100 --+/-(q)+
120 ----
Fatty alcohols Fettalkohole C8 up to C18 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+
120 ----
Fenarimol Fenarimol C17H12Cl2N2O 12%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 ----
120 ----
Fermentation mash Gärungsmaische C2H5OH + CH3COOH all 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q) +/-(q)
120 ----
Fertilizer salts Düngesalze H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Fire extinguishing form Feuerlöschschaum H 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Fish oil, sulfited Fischöl, sulfitiert H 20 ++++
(Licrol 3235)(Licrol 3235)40 ++/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Fluoboric acid Fluorborsäure HBF4 ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Fluorine, liquid Fluor, flüssig F2 ≤ GL 20 ---+/-(s)
40 ----
60 ----
80 ----
100 ----
120 ----
Page 47 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Fluorine, gaseous Fluor, gasförmig F2 TR 20 ---+/-(s)
40 ----
60 ----
80 ----
100 ----
120 ----
Fluoroboric acid Borfluorwasserstoffsäure HBF4 50%20 ++++
(Tetrafluorborsäure)40 ++++
60 +/-(s)+/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Fluorosilic acid Fluorsiliziumsäure H2SiF6 50%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Fluorosulfuric acid Fluorschwefelsäure HSO3F ≤ GL 20 ++++
(Fluorosulfonsäure)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Fluorotrichloromethane Fluortrichlormethan CCl3F TR 20 +/-(s)+/-(s)++
(Trichlorfluormethan, Frigen 11)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Fluosilicic acid Kieselfluorwasserstoffsäure H2SiF6 50%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ---+/-(s)
Fluosilicic acid Kieselfluorwasserstoffsäure H2SiF6 32%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ---+/-(s)
Fluosilicic acid Kieselfluorwasserstoffsäure H2SiF6 10%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ---+/-(s)
Formaldehyde Formaldehyd CH2O 40%20 +/-(q) +/-(q) +/-(q)+
(Formalin)40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 ---+/-(q)
100 ----
120 ----
Formaldehyde Formaldehyd CH2O 10%20 +/-(q) +/-(q) +/-(q)+
(Formalin)40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 ---+/-(q)
100 ----
120 ----
Formamide Formamid CH3NO TR 20 +/-(s)+/-(s)+/-(q)+
(Ameisensäureamid)40 +/-(s)+/-(s)+/-(q)+
60 +/-(s)+/-(s)+/-(q)+
80 -+/-(s)--
100 ----
120 ----
Page 48 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Formic acid Ameisensäure HCOOH < 60%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Formic acid Ameisensäure HCOOH < 85%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Formic acid Ameisensäure HCOOH TR 20 +/-(q) +/-(q)++
40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Formic acid ethyl ester Ameisensäureethylester HCOOC2H5 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Formic acid methyl ester Ameisensäuremethylester HCOOCH3 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Fructose Fructose C6H12O6 all 20 ++++
(Fruchtzucker)40 ++++
60 ++++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Fruit juices Fruchtsäfte H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Fruit juices, unfermented Obstsäfte H 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Fruit pulp Obstpulp H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Fuel Kraftstoffe H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ---+/-(q)
Fuel oil Heizöl H 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --++
100 --+/-(q)+
120 ---+
Page 49 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Fumaric acid Fumarsäure C2H2(COOH)2 TR 20 ++++
(1,4 Butendisäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Furan Furan C4H4O TR 20 --+/-(o)+
40 ---+
60 ---+/-(o)
80 ----
100 ----
120 ----
Furfural Furfural OCH=CHCH=CCHO TR 20 --+/-(o)+
(Furfuran)40 ---+
60 ---+/-(o)
80 ----
100 ----
120 ----
Furfurylalcohol Furfurylalkohol OH3C4CH2OH TR 20 ++++
(2-Furanylmethanol)40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 ---+/-(q)
100 ----
120 ----
Gallic acid Gallussäure C6H2(OH)3COOH TR 20 ++++
(3,4,5-Trihydroxybenzolsäure)40 ++++
60 +/-(q) +/-(q)++/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q)-
120 ----
Gallium chloride Galliumchlorid GaCl3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Gelatine Gelatine all 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Gipssupsension Gipssupsension S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Gluconic acid Gluconsäure C6H12O7 TR 20 ++++
(D-Gluconsäure)40 ++++
60 ++++
80 -+/-(q)++
100 --+/-(q)+
120 ---+/-(q)
Glucose Dextrose C6H12O6 TR 20 ++++
(D-Glucose)40 ++++
60 ++++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Glucose Dextrose C6H12O6 20%20 ++++
(D-Glucose)40 ++++
60 ++++
80 -+++
100 --+/-(q)+
120 ---+
Page 50 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Glucose Glucose O(CHOH)4CHCH2OH all 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Glue Leim H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Glutamic acid Glutaminsäure HOOCCH2CH2CH(NH2)-TR 20 ++++
COOH 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Glutaraldeyde Glutaraldeyd C5H8O2 50%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 ---+
100 ---+
120 ----
Glutaric acid Glutarsäure HOOC(CH2)3COOH TR 20 ++++
(Pentandisäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Glycerine Glycerin C3H5(OH)3 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Glycerinechlorohydrine Glycerinchlorhydrin CH2ClCHOHCH2OH TR 20 ++++
(3-Chlor-1,2-Propandiol)40 ++/-(q)++
60 --++/-(q)
80 ---+/-(q)
100 ----
120 ----
Glycerinemonolaurate Glycerinmonolaurat CH3(CH2)10COOC3H5-H 20 ++++
(Monolaurinsäureglycerinester)(OH)2 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Glycerinetriacetate Glycerintriacetat H 20 ++++
(Triessigsäureglycerinester)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Glycerintriacetate Triacetin (CH3COO)3C3H5 TR 20 ++++
(Glycerintriacetat)40 +/-(q)+++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Glycerol Glycerol (HOCH2)2CHOH VL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Page 51 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Glycerol Glycerol (HOCH2)2CHOH 10%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ----
Glycocol Glykokol NH2CH2COOH 10%20 ++++
(glycin)(Glycin)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Glycolic acid Glykolsäure HOCH2COOH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Glycolic acid Glykolsäure HOCH2COOH 70%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Glycolic acid Glykolsäure HOCH2COOH 37%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Glycolic acid Glykolsäure HOCH2COOH 30%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --++
100 ---+/-(q)
120 ----
Glyoxylic acid Glyoxylsäure OHCCOOH TR 20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+/-(q)
120 ----
Glyoxylic acid Glyoxylsäure OHCCOOH 10%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Guanidinehydrochloride Guanidinhydrochlorid CH5N3 x HCl all 20 ++++
(Guanidiumchlorid)40 ++++
60 +/-(q) +/-(q)++
80 --++
100 ---+/-(q)
120 ----
2-Hydroxyethyl hydrazine 2-Hydroxyethylhydrazin C2H8N2O TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Hard coal tar oil Steinkohlenteeröl TR 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Page 52 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Heptane Heptan (n-Heptan)C7H16 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Heptanol Heptanol ((CH3)2CHCH2)2CHOH TR 20 +/-(q) +/-(q)++
(2,6-Dimethyl-4-heptanol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Heptanone Heptanon ((CH3)2CHCH2)2CO TR 20 +/-(q) +/-(q)++
(2,6-Dimethyl-4-heptanone)(Isovalerone)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Hexachlorobutadiene Hexachlorbuta-1,3-dien C4Cl6 TR 20 +/-(q) +/-(q)++
(Perchlorbutadien)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Hexachlorocyclohexane Hexachlorcyclohexan C6H6Cl6 TR 20 +/-(q) +/-(q)++
(Lindan, Gammahexan)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Hexachloroethane Hexachlorethan CCl3CCl3 TR 20 +/-(s)+/-(s)++
(Perchlorethan)40 +/-(s)+/-(s)++
60 --+/-(q)+
80 --+/-(q)+
100 ---+/-(q)
120 ----
Hexadiene Hexadien CH2C(CH3)CH2CH2C-TR 20 +/-(q) +/-(q)++
(2,5-Dimethyl-1,5-hexadiene)(CH3)CH2 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Hexafluoroethane Hexafluorethan C2F6 TR 20 +/-(s)+/-(s)++
40 --+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ----
120 ----
Hexafluorosilicic acid Hexafluorkieselsäure H2SiF6 < 50%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+/-(s)
120 ---+/-(s)
Hexamethyldisilazane Hexamethyldisilazane (CH3)3SiNHSi(CH3)3 TR 20 ++++
(HMDS)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Hexamethylenediamine Hexamethylendiamin C6H16N2 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ----
100 ----
120 ----
Page 53 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Hexamethylenetetramine Hexamethylentetramin (NCH2)3N(CH2)3 TR 20 ++++
(Urotropin)40 +++/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)--
100 ----
120 ----
Hexamethylphosphamide Hexamethylphosphamid ((CH3)2N)3PO TR 20 ++++
(HMPT)40 +++/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Hexamethylphosphotriamide Hexamethylphosphotriamide ((CH3)2N)3PO TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ----
100 ----
120 ----
Hexane, liquid Hexan, flüssig C6H14 TR 20 ++++
(n-Hexan)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Hexanetriole Hexantriol C6H11(OH)3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Hexanol Hexanol CH3(CH2)4CH2OH TR 20 ++++
(Hexylalkohol)40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Hexanon Hexanon CH3CO(CH2)3CH3 TR 20 +/-(q) +/-(q) +/-(s)+
(Methylbutylketon)40 +/-(q) +/-(q) +/-(s)+
60 +/-(q) +/-(q)-+
80 ---+/-(q)
100 ----
120 ----
Hexene Hexen C6H12 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Honey Honig H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Hydrazine Hydrazin N2H4 10%20 +++/-(s)+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ----
Hydrazine Hydrazin N2H4 15%20 +++/-(s)+
40 +++/-(s)+
60 ++-+
80 -+-+
100 ---+
120 ----
Page 54 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Hydrazine Hydrazin N2H4 40%20 +++/-(s)+
40 +++/-(s)+
60 ++-+
80 -+-+
100 ---+
120 ----
Hydrazine Hydrazin N2H4 70%20 +++/-(s)+
40 +++/-(s)+
60 ++-+
80 -+-+
100 ---+
120 ----
Hydrazine Hydrazin N2H4 TR 20 +++/-(s)+
40 +++/-(s)+
60 ++-+
80 -+-+
100 ---+
120 ----
Hydrazine hydrate Hydrazinhydrat N2H4 x H2O < 24%20 +++/-(s)+
40 +++/-(s)+
60 ++-+
80 -+-+
100 ---+
120 ----
Hydrazine hydrochloride Hydrazinhydrochlorid NH3NH3Cl2 ≤ GL 20 ++++
(Hydraziniumdihydrochlorid)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Hydrobromic acid Bromwasserstoffsäure HBr 66%20 +/-(s)+/-(s)++
(Hydrogen bromide)40 +/-(s)+/-(s)++
60 --++
80 --+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Hydrochinone Hydrochinon HOC6H4OH TR 20 ++++
(1,4-Dihydroxybenzol)40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Hydrochloric acid Salzsäure HCl 39%20 --+/-(s)+
40 --+/-(s)+
60 --+/-(s)+
80 --+/-(s)+
100 ----
120 ----
Hydrochloric acid Salzsäure HCl 36%20 +/-(s)-++
40 +/-(s)-++
60 +/-(s)-++
80 --++
100 --++
120 ---+
Hydrochloric acid Salzsäure HCl 30%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Hydrochloric acid Salzsäure HCl 20%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Page 55 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Hydrochloric acid Salzsäure HCl 10%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Hydrochloric acid Salzsäure HCl 5%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Hydrocyanic acid Cyanwasserstoffsäure HCN all 20 ++++
(Blausäure)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Hydrocyanic acid, gaseous Cyanwasserstoffsäure,HCN TR 20 ++++
gasförmig 40 ++++
(Blausäure)60 ++++
80 -+++
100 --++
120 ---+
Hydrofluoric acid Flusssäure HF TR 20 --+/-(q)+
(Fluorwasserstoffsäure)40 ---+
60 ---+
80 ---+/-(q)
100 ---+/-(q)
120 ---+/-(q)
Hydrofluoric acid Flusssäure HF 85%20 +/-(q) +/-(q)++
(Fluorwasserstoffsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Hydrofluoric acid Flusssäure HF 70%20 +/-(q) +/-(q)++
(Fluorwasserstoffsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Hydrofluoric acid Flusssäure HF 50%20 +/-(q) +/-(q)++
(Fluorwasserstoffsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Hydrofluoric acid Flusssäure HF ≤ 40%20 +/-(q) +/-(q)++
(Fluorwasserstoffsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(s)+/-(q)
100 --+/-(s)+/-(q)
120 ---+/-(q)
Hydrofluoric acid Flusssäure HF 10%20 +/-(q) +/-(q)++
(Fluorwasserstoffsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Hydrogen Wasserstoff H2 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 56 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Hydrogen chloride, gaseous Chlorwasserstoff, gasförmig HCl TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Hydrogen peroxide Wasserstoffperoxid H2O2 10%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 ---+
80 ---+
100 ---+/-(q)
120 ----
Hydrogen peroxide Wasserstoffperoxid H2O2 30%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 ---+
80 ---+
100 ---+/-(q)
120 ----
Hydrogen peroxide Wasserstoffperoxid H2O2 50%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 ---+
80 ---+
100 ---+/-(q)
120 ----
Hydrogen peroxide Wasserstoffperoxid H2O2 70%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 ---+
80 ---+
100 ---+/-(q)
120 ----
Hydrogen peroxide Wasserstoffperoxid H2O2 90%20 ---+
40 ---+
60 ---+
80 ---+
100 ---+/-(q)
120 ----
Hydrogen sulfide Schwefelwasserstoff H2S TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Hydrogen sulfide Schwefelwasserstoff H2S VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Hydroiodic acid Iodwasserstoffsäure HI ≤ GL 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ---+/-(s)
Hydroiodic acid Iodwasserstoffsäure HI 57%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ---+/-(s)
Hydroxyacetic acid Hydroxyessigsäure HOCCOOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Page 57 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Hydroxyethylethylene diamin Hydroxyethylethylendiamin-H 20 +/-(q) +/-(q)++
triacetatacid triessigsäure, z.B. Trilon D 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Hydroxylamine sulfate Hydroxylaminsulfat (H2NOH)2H2SO4 all 20 ++++
40 +++/-(q)+
60 +++/-(q)+
80 -+/-(q)-+
100 ---+/-(q)
120 ----
Hydroxylamine sulfate Hydroxylammoniumsulfat (H2NOH)2H2SO4 < 12%20 ++++
40 +++/-(q)+
60 +++/-(q)+
80 -+/-(q)-+
100 ---+/-(q)
120 ----
Hypochlorous acid Hypochlorige Säure HOCl 33%20 --++
(Unterchlorige Säure)40 --+/-(o)+
60 --+/-(o)+
80 ---+
100 ---+/-(o)
120 ---+/-(o)
Ink Tinte H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Iodine Iod I2 TR 20 --++
40 --++
60 --++
80 --+/-(o)+
100 ---+
120 ----
Iodine solution Jodtinktur I2 in C2H6O 6.5%20 --++
(Iodine in ethanol)(Iod in Ethanol)40 --++
60 --++
80 ---+
100 ---+
120 ----
Iodine, anhydrous, gaseous Iod, trocken, gasförmig I2 all 20 --++
40 --++
60 --++
80 --+/-(o)+
100 ---+
120 ----
Iodoform Iodoform CHI3 TR 20 --++
(Triiodmethan)40 --++
60 --+/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Iprodione Iprodion C13H13Cl2N3O3 13 mg/l 20 ++++
(Glycophen, Promodion)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Iron salts Eisensalze all 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 58 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Iron(II) chloride Eisen(II)chlorid FeCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(II) nitrate Eisen(II)nitrat Fe(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(II) sulfate Eisen(II)sulfat FeSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(II) sulfide Eisen(II)sulfid FeS S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(III) aluminium chloride Eisen(III)-Aluminiumchlorid-H 20 ++++
mixture mischung (Flockungsmittel)40 ++++
wie z.B. Südflock K2 60 ++++
80 -+++
100 --++
120 ---+
Iron(III) chloride Eisen(III)chlorid FeCl3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(III) chloride sulfate Eisen(III)chloridsulfat FeClSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(III) hydroxide Eisen(III)hydroxid (CH3)2CHCH2CHOHCH3 TR 20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Iron(III) nitrate Eisen(III)nitrat Fe(NO3)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Iron(III) sulfate Eisen(III)sulfat Fe2(SO4)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Isobutan Isobutan C4H10 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Page 59 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Isobutylamine Isobutylamin CH3CH(CH3)CH2NH2 TR 20 ++++
(1-Amino-2-methylpropan)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Isononanic acid chloride Isononansäurechlorid C9H17ClO TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Isooctane Isooctan C8H18 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Isopentanol Isopentanol (CH3)2CHCH2CH2OH TR 20 ++++
(Isoamylalkohol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Isophorone Isophoron C9H14O TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Isopropanol Isopropanol (CH3)2CHOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Isopropyl acetate Essigsäureisopropylester CH3COOCH(CH3)2 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Isopropyl ether Isopropylether C6H14O TR 20 +/-(o) +/-(o)++
40 --++
60 --+/-(o)+
80 ---+
100 ----
120 ----
Isopropylamine Isopropylamin C3H9N TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+
100 ----
120 ----
Isothiazolone Isothiazolone TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Isovalerone Isovaleron ((CH3)2CHCH2)2CO TR 20 +/-(q) +/-(q)++
(2,6-Dimethyl-4-heptanone)(Diisobutylketone)40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Page 60 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Jet petrol Kerosin H 20 +/-(q) +/-(q)++
(Flugzeugkraftstoff)40 +/-(q) +/-(q)++
60 --++
80 --++
100 --+/-(q)+
120 ----
Lactic acid Milchsäure CH3CHOHCOOH TR 20 +/-(q) +/-(q)++
(2-Hydroxypropanoic acid)(2-Hydroxypropansäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 --+/-(q)+
120 ----
Lactic acid Milchsäure CH3CHOHCOOH 90%20 +/-(q) +/-(q)++
(2-Hydroxypropanoic acid)(2-Hydroxypropansäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Lactic acid Milchsäure CH3CHOHCOOH 75%20 +/-(q) +/-(q)++
(2-Hydroxypropanoic acid)(2-Hydroxypropansäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Lactic acid Milchsäure CH3CHOHCOOH 50%20 +/-(q) +/-(q)++
(2-Hydroxypropanoic acid)(2-Hydroxypropansäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 --+/-(q)+
120 ----
Lactic acid Milchsäure CH3CHOHCOOH 10%20 +/-(q) +/-(q)++
(2-Hydroxypropanoic acid)(2-Hydroxypropansäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Lactose Lactose C12H22O11 TR 20 ++++
(Milchzucker)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Lanoline Lanolin H 20 ++++
(Wollfett, Wollwachs)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 ---+
120 ----
Lauric acid Laurinsäure C12H24O2 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Lauric acid chloride Laurylsäurechlorid CH3(CH2)10COCl TR 20 ++++
(Lauroylchlorid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Lauryl alcohol Laurylalkohol C12H25OH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Page 61 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Lauryl chloride Laurylchlorid C11H23COCl TR 20 ++++
(Dodecylchlorid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Lauryl mercaptane Laurylmercaptan C12H25SH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Lauryl sulfate Laurylsulfat (C12H25O)2SO2 TR 20 ++++
(Schwefelsäurediarylester)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Laurylmercaptan Dodecanethiol C12H25SH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Lead acetate Bleiactetat Pb(CH3COO)2 ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Lead chloride Bleichlorid PbCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Lead nitrate Bleinitrat Pb(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Lead sulfate Bleisulfat PbSO4 S 20 ++++
(Bleivitriol)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Lead tetrafluoroborate Bleitetrafluorborat Pb(BF4)2 < 50%20 ++++
(Bleifluorborat)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Light oil Leichtöl H 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Linoleic acid Linolsäure C17H31COOH TR 20 ++++
(Octadecadiensäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Page 62 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Linseed oil Leinöl H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Liqueurs Liköre H 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Liquid fertiliser Flüssigdünger H 20 ++++
40 ++++
60 ++++
80 -+-+
100 ---+
120 ----
Liquid manure Jauche TR 20 ++++
40 ++++
60 ++++
80 -+++
100 ---+
120 ---+
Lithium bromide Lithiumbromid LiBr ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Lithium chloride Lithiumchlorid LiCl 40%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Lithium chromate Lithiumchromat LiCr ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --+/-(o)+
80 --+/-(o) +/-(o)
100 ---+/-(o)
120 ----
Lithium hydroxide Lithiumhydroxid LiOH ≤ GL 20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Lithium sulfate Lithiumsulfat Li2SO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Lubricating oils Schmieröle H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
1-Methyl-2-pyrrolidone 1-Methyl-2-pyrrolidon C5H9NO TR 20 +/-(q) +/-(q) +/-(q)+
40 ---+/-(q)
60 ---+/-(q)
80 ----
100 ----
120 ----
Page 63 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
2-Mercaptobenzothiazole 2-Mercaptobenzothiazol C7H5NS2 TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
2-Mercaptoethanol Mercaptoethanol HSCH2CH2OH TR 20 ++++
(Thioglykol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
2-Methylbutane 2-Methylbutan C5H12 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ---+
120 ---+
Machine oil Maschinenöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Magnesium carbonate Magnesiumcarbonat MgCO3 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium chloride Magnesiumchlorid MgCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium chloride hexahydrate Magnesiumchloridhexahydrat MgCl2 x 6H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium citrate Magnesiumcitrat C3H4OHCOOH(COO)2Mg ≤ GL 20 ++++
x 5H2O 40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --++
120 ---+
Magnesium hydrogen carbonate Magnesiumhydrogencarbonat Mg(HCO3)2 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium hydroxide Magnesiumhydroxid Mg(OH)2 ≤ GL 20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Magnesium hydroxide carbonate Magnesiumhydroxidcarbonat MgCO3 x Mg(OH)2 x H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 64 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Magnesium nitrate Magnesiumnitrat Mg(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium nitrate Magnesiumnitrat Mg(NO3)2 VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium salts Magnesiumsalze ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Magnesium sulfate Magnesiumsulfat MgSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Maleic acid Maleinsäure (CHCOO)2 TR 20 +/-(q) +/-(q)++
(cis-butenedioic acid)(cis-Butendisäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Maleic anhydride Maleinsäureanhydrid C2H2(CO)2O TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Malonic acid Malonsäure HOOCCH2COOH TR 20 +/-(q) +/-(q)++
(Propandisäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Manganese sulfate Mangansulfat MnSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Marmalade Marmelade H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mayonnaise Mayonnaise H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Menthol Menthol (CH3)2CHC6H3CH3OH TR 20 ++++
(3-p-Methanol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Page 65 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Mercury salts Quecksilbersalze ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mercury(I) nitrate Quecksilber(I)nitrat HgNO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mercury(II) chloride Quecksilber(II)chlorid HgCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mercury(II) cyanide Quecksilber(II)cyanid Hg(CN)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mercury(II) nitrate Quecksilber(II)nitrat Hg(NO3)2 S 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mercury(II) sulfate Quecksilber(II)sulfat HgSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mercury, liquid Quecksilber, flüssig Hg 20 ----
40 ----
60 ----
80 ----
100 ----
120 ----
Mesitylen Mesitylen TR 20 ++++
(Trimethylbenzol)(Trimethylbenzol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Metal pickle Metallbeize VL 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)++
80 -+/-(s)++
100 --+/-(s)+
120 ---+
Metal soap Metallseife 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Methacrylic acid Methacrylsäure C4H6O2 TR 20 ++++
(2-Methylpropensäure,40 ++++
Isobutensäure)60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Page 66 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Methane Methan CH4 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methanesulfonic acid Methansulfonsäure CH3SO3H TR 20 +/-(q) +/-(q)++
(Methylschwefelsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ---+
Methanesulfonic acid Methansulfonsäure CH3SO3H 50%20 +/-(q) +/-(q)++
(Methylschwefelsäure)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methanesulfonyl chloride Methansulfonylchlorid CH3SO2Cl TR 20 +/-(s)+/-(s)-+
(Mesylchlorid)40 ---+
60 ---+/-(s)
80 ----
100 ----
120 ----
Methanol Methanol CH3OH TR 20 +++/-(q)+
(Methylalkohol)40 +/-(q) +/-(q)-+
60 +/-(q) +/-(q)-+
80 ---+/-(q)
100 ----
120 ----
Methanol Methanol CH3OH 50%20 +++/-(q)+
(Methylalkohol)40 +/-(q)+-+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Methanol Methanol CH3OH 20%20 ++++
(Methylalkohol)40 +/-(q)+-+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ----
120 ----
Methanthiol Methanthiol CH4S 5%20 +/-(q) +/-(q)++
(Methylmercaptan,40 +/-(q) +/-(q)++
Methylsulfhydrat)60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Methoxybutanol Methoxybutanol CH3CH(OCH3)(CH2CH2-TR 20 +/-(q) +/-(q)++
OH)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methoxybutyl acetate Essigsäuremethoxybutylester CH3COOCH2CH2CH-TR 20 ++++
(Butoxyl)(OCH3)(CH3)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Methoxyethyloleate Ölsäuremethoxyethylester TR 20 +/-(s)+/-(s)++
(Methoxyethyloleat)40 +/-(s)+/-(s)++
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ----
Page 67 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Methoxypropanol Methoxypropanol CH3CH(OCH3)(CH2OH)TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methoxypropylamine Methoxypropylamin CH3O(CH2)3NH2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methyl acetate Methylacetat CH3COOCH3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methyl acrylate Acrylsäuremethylester CH2CHCOOCH3 TR 20 ++++
40 +/-(q) +/-(q)++
60 -+/-(q) +/-(q)+
80 --+/-(q)+
100 ---+/-(q)
120 ----
Methyl acrylate Methylacrylat CH2=CHCOOCH3 TR 20 +/-(q) +/-(q)++
(Propenoic acid methyl ester)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Methyl amine Methylamin CH3NH2 TR 20 +/-(q) +/-(q)-+
(Aminethan)40 +/-(q) +/-(q)-+
60 ---+
80 ----
100 ----
120 ----
Methyl amine Methylamin CH3NH2 32%20 +/-(q) +/-(q)-+
(Aminethan)40 +/-(q) +/-(q)-+
60 ---+
80 ----
100 ----
120 ----
Methyl benzoate Benzoesäuremethylester C6H5COOC2H3 TR 20 +/-(q) +/-(q)++
(Methylbenzoat)40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Methyl bromide Methylbromid CH3Br TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ---+
120 ---+
Methyl butyrate Methylbutyrat CH3CH2CH2COOCH3 TR 20 +/-(q) +/-(q)++
(Buttersäuremethylester,40 +/-(q) +/-(q)++
Methylbutanoat)60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ---+
120 ---+
Methyl chloride Methylchlorid CH3Cl TR 20 --++
40 --+/-(s)+/-(s)
60 ---+/-(s)
80 ----
100 ----
120 ----
Page 68 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Methyl ethyl ether Methylethylether H3COC2H5 TR 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Methyl ethyl ketone Methylethylketon CH3COC2H5 TR 20 +/-(q)+-+
40 +/-(q)+-+
60 -+/-(q)-+/-(q)
80 -+/-(q)-+/-(q)
100 ----
120 ----
Methyl formiate Methylformiat C2H4O2 TR 20 +/-(q) +/-(q) +/-(q)+
(Ameisensäuremethylester,40 +/-(q) +/-(q) +/-(q)+
Methansäuremethylester,60 ---+/-(q)
Methylmethanat)80 ----
100 ----
120 ----
Methyl isobutyl ketone Methylisobutylketon CH3COCH2CH(CH3)2 TR 20 +/-(q) +/-(q) +/-(q)+
(4-Methyl-2-pentanon)40 +/-(q) +/-(q) +/-(q) +/-(q)
60 ---+/-(q)
80 ----
100 ----
120 ----
Methyl isobutyl ketone Methylisobutylketon CH3COCH2CH(CH3)2 1%20 +/-(q) +/-(q) +/-(q)+
(4-Methyl-2-pentanon)40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Methyl sulfate Methylsulfat CH3OSO3H TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q) +/-(q)
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Methyl sulfate Methylsulfat CH3OSO3H 50%20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q) +/-(q)
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Methyl tert-butyl ether Methyl-tertiär-butylether C5H12O TR 20 +/-(s)+/-(s)+/-(s)+/-(s)
40 --+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Methylchloroformiate Chlorameisensäuremethylester ClCOOCH3 TR 20 ++++
40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Methylchlorophenoxyacetic acid Methylchlorphenoxyessigsäure Cl(CH3)C6H3OCH2COOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Methylchlorophenoxypropanoic Methylchlorphenoxypropionsäure Cl(CH3)C6H3OCH(CH3)-TR 20 +/-(q) +/-(q)++
acid COOH 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ---+
120 ---+
Page 69 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Methylcyclohexane Methylcyclohexan H3CC6H11 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ---+/-(q)
120 ----
Methylene bromide Dibrommethan CH2Br2 TR 20 +/-(q) +/-(q)++
(Methylenbromid)40 --++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Methylene chloride Methylenchlorid CH2Cl2 TR 20 --+/-(s)+/-(s)
(Dichlormethan)40 --+/-(s)+/-(s)
60 ---+/-(s)
80 ----
100 ----
120 ----
Methyleneiodide Diiodmethan CH2I2 TR 20 +/-(q) +/-(q)++
(Methylenjodid)40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Methylmethacryalate Methylmethacryalat CH2=C(CH3)COOCH3 50%20 +/-(q) +/-(q) +/-(q)+
(2-Methylpropenoic acid methyl 40 +/-(q) +/-(q) +/-(q)+
ester)60 ---+/-(q)
80 ----
100 ----
120 ----
Methylmethacrylate Methacrylsäuremethylester CH2C(CH3)(COOCH3)TR 20 ++++
(MMA)40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Methylpropionate Methylpropionat CH3CH2COOH3 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Methylstyrol Methylstyrol CH3C6H4CHCH2 TR 20 +/-(q) +/-(q) +/-(q)+
(4-Vinyltoluol)40 ---+/-(q)
60 ---+/-(q)
80 ----
100 ----
120 ----
Methyltrichlorosilan Methyltrichlorsilan CH3SiCl3 TR 20 +/-(s)+/-(s)+/-(s)+/-(s)
40 --+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Milk Milch H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Mineral oil, no aromatic Mineralöl, aromatenfrei CH3CHOHCOOH H 20 ++++
40 +/-(q) +/-(q)++
60 --++
80 --++
100 --++/-(q)
120 ---+/-(q)
Page 70 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Mineral water Mineralwasser 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Molasses Melasse H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Molasses flavor Melassewürze H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Monobromicacetic acid Monobromessigsäure C2H3BrCO2 80%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Monochloroacetic acid Chloressigsäure (MONO)ClCH2COOH 50%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Monochloroacetic acid Chloressigsäure (MONO)ClCH2COOH 85%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Monochloroacetic acid Chloressigsäure (MONO)ClCH2COOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Monochloroacetic acid ethyl ester Monochloressigsäureethylester ClCH2COOC2H5 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q) +/-(q)
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Monochloroacetic acid methyl Monochloressigsäuremethyl-ClCH2COOCH3 TR 20 +/-(q) +/-(q)++
ester ester 40 +/-(q) +/-(q) +/-(q) +/-(q)
60 --+/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Monoethanolamine Monoethanolamin C2H7NO 30%20 +/-(q) +/-(q) +/-(q)+
(2-Aminoethanol, Ethanolamin,40 +/-(q) +/-(q)-+
Aminoethylalkohol)60 -+/-(q)-+
80 ---+
100 ----
120 ----
Mononitrochlorobenzene Mononitrochlorbenzol TR 20 --+/-(s)+
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Page 71 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Monophosphane Monophosphan PH3 TR 20 +/-(q) +/-(q)++
(Phosphan,40 +/-(q) +/-(q)++
Phosphorwasserstoff)60 --++
80 --+/-(q)+
100 ----
120 ----
Monophosphane Monophosphan PH3 4%20 +/-(q) +/-(q)++
(Phosphan,40 +/-(q) +/-(q)++
Phosphorwasserstoff)60 --++
80 --+/-(q)+
100 ----
120 ----
Monopropylene glykol Monopropylenglykol C3H8O2 6%20 +/-(q) +/-(q)++
(1,2-Propandiol,40 +/-(q) +/-(q)++
Propylenglykol)60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Morpholine Morpholin HNCH2CH2OCH2CH2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Motor oil Motorenöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --++
100 --+/-(q) +/-(q)
120 ---+/-(q)
Mustard Senf H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Nail polish remover Nagellackentferner H 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q)-+
60 ---+
80 ---+/-(q)
100 ----
120 ----
Naphtha Naphta H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Naphthalene Naphthalin C10H8 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ----
Naphthalenesulfonic acid Naphtalinsulfonsäure C10H7SO3H TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Naphtylbenzothiazylolethene Naphtylbenzothiazylolethen TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ----
Page 72 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Natrium aluminium sulfate Natriumaluminiumsulfat NaAl(SO4)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Natural gas, gaseous Erdgas, gasförmig TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Natural gas, liquid Erdgas, flüssig ≤ GL 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
n-Butylmercaptan Butylmercaptan C4H9SH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
n-Heptan n-Heptan (C7H16)n TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
n-Hexan n-Hexan (C6H14)n TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
NDM NDM H 20 +/-(q) +/-(q)++
(n-Dodecylmercaptan)(n-Dodecylmercaptan)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+
100 ---+
120 ----
Nickel acetate Nickelacetat Ni(CH3COO)2 ≤ GL 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Nickel nitrate Nickelnitrat Ni(NO3)2 ≤ GL 20 ++++
(Nickeldinitrat)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Nickel salts Nickelsalze ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Nickel sulfamate Nickelsulfamat 55%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Page 73 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Nickel sulfate Nickelsulfat NiSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Nickel(II) chloride Nickel(II)chlorid NiCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Nicotine Nikotin C5H4NC4H7NCH3 VL 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Nicotinic acid Nicotinsäure (NC5H4)COOH VL 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ----
120 ----
Nitric acid Salpetersäure HNO3 98%20 ---+/-(q)
40 ----
60 ----
80 ----
100 ----
120 ----
Nitric acid Salpetersäure HNO3 90%20 ---+/-(q)
40 ----
60 ----
80 ----
100 ----
120 ----
Nitric acid Salpetersäure HNO3 65%20 --+/-(o)+
40 --+/-(o)+
60 --+/-(o)+
80 ---+
100 ----
120 ----
Nitric acid Salpetersäure HNO3 53%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 ---+
100 ----
120 ----
Nitric acid Salpetersäure HNO3 40%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Nitric acid Salpetersäure HNO3 30%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Nitric acid Salpetersäure HNO3 20%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Page 74 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Nitric acid Salpetersäure HNO3 10%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Nitric acid Salpetersäure HNO3 6.3%20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Nitric acid glycerinester Salpetersäureglycerinester TR 20 --+/-(o)+
(Nitroglycerin)40 --+/-(o)+
60 --+/-(o)+
80 --+/-(o) +/-(o)
100 ----
120 ----
Nitric oxide Stickoxide TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Nitrilotriacetatacid Nitrilotriessigsäure N(CH2COOH)3 H 20 +/-(q) +/-(q) +/-(q)+
(Trilon AS)40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Nitrobenzene Nitrobenzen C6H5NO2 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 ---+
100 ----
120 ----
Nitrobenzoic acid Nitrobenzoesäure C6H4NO2COOH TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Nitrocellulose Nitrocellulose TR 20 ++++
(Cellulosenitrat)40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Nitroethane Nitroethan CH3CH2NO2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Nitrogen Stickstoff N2 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Nitrogen fluoride Stickstofffluorid NF3 TR 20 ++++
(Trifluoramin)40 ++++
60 +++/-(q)+
80 -+-+
100 ---+
120 ----
Page 75 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Nitroglykol Nitroglykol O2NOCH2CH2ONO2 VL 20 +/-(q) +/-(q) +/-(q)+
(Ethylenglykoldinitrat)40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 --+/-(q) +/-(q)
100 ----
120 ----
Nitromethane Nitromethan CH3NO2 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Nitropropane Nitropropan CH3CH2CH2NO2 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Nitrotoluene (o-,m-,p-)Nitrotoluole (o-,m-,p-)C7H7NO2 TR 20 +/-(q) +/-(q)++
40 --++
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Nitrous acid Salpetrige Säure HNO2 VL 20 +/-(o) +/-(o) +/-(o)+
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o)+
80 --+/-(o)+
100 ----
120 ----
Nitrous gases Nitrose Gase NOx VL 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Nonylalcohol Nonylalkohol CH3(CH2)7CH2OH TR 20 +/-(q) +/-(q)++
(1-Nonanol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --++
100 ----
120 ----
Nonylphenylpolyglykolether Nonylphenylpolyglykolether C9H19C6H4(OC2H4)nOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --++
100 ----
120 ----
Nonylphenylpolyglykolether Nonylphenylpolyglykolether C9H19C6H4(OC2H4)nOH 20%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Nonylphenylpolyglykolether Nonylphenylpolyglykolether C9H19C6H4(OC2H4)nOH 5%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Nonylphenylpolyglykolether Nonylphenylpolyglykolether C9H19C6H4(OC2H4)nOH 2%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Page 76 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Nut oil Nussöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
oCresol oCresol C6H4CH3OH TR 20 +/-(s)+/-(s)+/-(s)+
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Octane Octan CH3(CH2)6CH3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Octanol Octanol (Octylalkohol)C8H17OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Octene Octen CH3(CH2)4CHCHCH3 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Octylcresol Octylcresol CH3(CH2)7C6H3OHCH3 TR 20 +/-(s)+/-(s)+/-(s)+
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Oils (animal)Öle, tierische H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Oils (etherel)Öle, etherische H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Oleic acid Ölsäure C17H33COOH TR 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Oleum Oleum H2SO4 + SO3 20 ---+
(sulfuric acid (Schwefelsäure 40 ----
+ sulfur trioxide 10%) + Schwefeltrioxid 10%)60 ----
80 ----
100 ----
120 ----
Oleum Oleum H2SO4 + SO3 20 ---+
(sulfuric acid (Schwefelsäure 40 ----
+ sulfur trioxide 30%) + Schwefeltrioxid 30%)60 ----
80 ----
100 ----
120 ----
Page 77 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Oleum vapours Oleumdämpfe traces 20 ---+
40 ----
60 ----
80 ----
100 ----
120 ----
Olive oil Olivenöl H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++/-(q)
100 ---+/-(q)
120 ----
Optical brightener Optische Aufheller H 20 ++++
40 ++++
60 -+++
80 --++/-(q)
100 ---+/-(q)
120 ----
Orange peel oil Apfelsinenschalenöl H 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Oxalic acid Oxalsäure HOOCCOOH TR 20 +/-(q)+++
40 +/-(q)+++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Oxalic acid Oxalsäure HOOCCOOH VL 20 +/-(q)+++
40 +/-(q)+++
60 +/-(q)+++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Oxalic acid Oxalsäure HOOCCOOH 50%20 +/-(q)+++
40 +/-(q)+++
60 +/-(q)+++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Oxygen Sauerstoff O2 all 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --++
100 --++
120 ---+
Ozone Ozon O3 ≤ GL 20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, aqueous Ozon, wässrig O3 1 ppm 20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, aqueous Ozon, wässrig O3 2.5 ppm 20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Page 78 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Ozone, aqueous Ozon, wässrig O3 30 ppm 20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, aqueous Ozon, wässrig O3 100 ppm 20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, aqueous Ozon, wässrig O3 700 ppm 20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, gaseous Ozon, gasförmig O3 0.5 ppm 20 +/-(s)+/-(s)+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, gaseous Ozon, gasförmig O3 0.15%20 +/-(s)+/-(s)+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, gaseous Ozon, gasförmig O3 1%20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, gaseous Ozon, gasförmig O3 up to 2%20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Ozone, gaseous Ozon, gasförmig O3 6%20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ----
100 ----
120 ----
Palm oil, palm nut oil Palmöl, Palmkernöl H 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Palmitic acid Palmitinsäure C15H31COOH TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
p-Aminoazobenzene Aminoazobenzen NH2C6H4NNC6H5 TR 20 ++++
40 +/-(q) +/-(q)++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Page 79 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Paraffin emulsion Paraffinemulsion TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Paraffin oil Paraffinöl TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Paraffine Paraffine TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Paraldehyde Paraldehyd (OCHCH3)3 TR 20 ++++
(Paracetylaldehyd)40 ++/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Patassium aluminium fluoride Kaliumaluminiumfluorid KAlF4 50%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
p-dibromobenzene p-dibrombenzen C6H4Br2 TR 20 --++
40 --++
60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Peanut butter Erdnussbutter H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Peanut oil Erdnussöl H 20 ++++
40 ++++
60 ++/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Pectin Pektin TR 20 ++++
(Polygalactaronsäuremethylerster)40 ++/-(q)++
60 ++/-(q)++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Pentachlorofluoroethane,Pentachlorfluorethan, wässrig CCl3CCl2F 12%20 --+/-(s)+
aqueous 40 --+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Pentan, liquid Pentan (n-Pentan, Amylhydrid),C5H12 TR 20 +/-(q) +/-(q)++
flüssig 40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++/-(q)
100 --+/-(q) +/-(q)
120 ----
Page 80 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Pentanol Pentanol C5H11OH TR 20 +/-(q) +/-(q)++
(Amylalkohol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++/-(q)
100 --+/-(q) +/-(q)
120 ----
Pentyl laurate Laurylsäureamylester CH3(CH2)10COOC5H11 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q) +/-(q)
120 ----
Peppermint oil Pfefferminzöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Peracetic acid Peroxyessigsäure C2H4O3 40%20 +/-(q) +/-(q) +/-(q)+
(Ethanperoxysäure,40 +/-(q) +/-(q) +/-(q)+
Peressigsäure)60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Peracetic acid Peroxyessigsäure C2H4O3 15%20 +/-(q) +/-(q) +/-(q)+
(Ethanperoxysäure,40 +/-(q) +/-(q) +/-(q)+
Peressigsäure)60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Peracetic acid Peroxyessigsäure C2H4O3 1%20 +/-(q) +/-(q) +/-(q)+
(Ethanperoxysäure,40 +/-(q) +/-(q) +/-(q)+
Peressigsäure)60 --+/-(q) +/-(q)
80 ---+/-(q)
100 ----
120 ----
Perchloric acid Perchlorsäure HClO4 70%20 --++
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Perchloric acid Perchlorsäure HClO4 50%20 --++
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Perchloric acid Perchlorsäure HClO4 20%20 --++
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Perchloric acid Perchlorsäure HClO4 10%20 --++
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Perchloroethylene Perchlorethylen Cl2C=CCl2 TR 20 --++
(Tetrachlorethylen)40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Page 81 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Petrol of airplane Flugzeugbenzin H 20 +/-(q) +/-(q)++
40 --++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Petroleum Erdöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Petroleum Petroleum TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Petroleumether Petrolether C5H12 or C6H14 TR 20 +/-(s)+/-(s)++
40 --+/-(s)+
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Phenol Phenol C6H5OH ≤ 5%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Phenol Phenol C6H5OH ≤ 10%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Phenol Phenol C6H5OH ≤ 90%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Phenol Phenol C6H5OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Phenol resin Phenolharz-Formmassen H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Phenolsulfon acid Phenolsulfonsäure C6H6O4S ≤ 2%20 +/-(q) +/-(q)++
(Paraphenolsulfonsäure,40 +/-(q) +/-(q)++
p-Phenolsulfonsäure)60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Phenolsulfon acid Phenolsulfonsäure C6H6O4S 65%20 +/-(q) +/-(q)++
(Paraphenolsulfonsäure,40 +/-(q) +/-(q)++
p-Phenolsulfonsäure)60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Page 82 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Phenolsulfon acid Phenolsulfonsäure C6H6O4S 70%20 +/-(q) +/-(q)++
(Paraphenolsulfonsäure,40 +/-(q) +/-(q)++
p-Phenolsulfonsäure)60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Phenyl bromide Phenylbromid C6H5Br TR 20 --+/-(s)+
(Brombenzol)40 --+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Phenyl hydrazine Phenylhydrazin C6H5NHNH2 TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q)-+
60 +/-(q) +/-(q)-+
80 ---+/-(q)
100 ----
120 ----
Phenylhydrazine hydrochloride Phenylhydrazinchlorhydrat C6H5NHNH3Cl TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Phenylphenol Phenylphenol C6H5C6H4OH TR 20 +/-(q) +/-(q)++
(2-Hydroxybiphenyl)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Phenylsulfone Phenylsulfon TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Phosgene, gaseous Phosgen, gasförmig COCl2 TR 20 --+/-(o)+
40 --+/-(o) +/-(o)
60 --+/-(o) +/-(o)
80 ----
100 ----
120 ----
Phosgene, liquid Phosgen, flüssig COCl2 TR 20 --+/-(o)+
40 --+/-(o) +/-(o)
60 --+/-(o) +/-(o)
80 ----
100 ----
120 ----
Phosphane, gaseous Phosphorwasserstoff, gasförmig PH3 TR 20 ++++
(Phosphan)40 ++++
60 ++++
80 --++
100 --++
120 ----
Phosphoric acid Phosphorsäure H3PO4 30%20 ++++
40 ++++
60 ++/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Phosphoric acid Phosphorsäure H3PO4 50%20 ++++
40 ++++
60 ++/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Page 83 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Phosphoric acid Phosphorsäure H3PO4 85%20 ++++
40 ++++
60 ++/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Phosphoric acid Phosphorsäure H3PO4 95%20 ++++
40 ++++
60 ++/-(s)++
80 -+/-(s)++
100 --++
120 ---+
Phosphoric acid Phosphorsäure H3PO4 98%20 --++
40 --++
60 --++
80 ---+
100 ----
120 ----
Phosphoric acid diethyl ester Phosphorsäurediethylester 40%20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q) +/-(q)
120 ----
Phosphoric acid tri-2-chloroethyl Phosphorsäuretri-2-chlorethyl-(Cl3CCH2O)3PO TR 20 ++++
ester erster 40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Phosphoric acid tri-2-kresyl ester Phosphorsäuretri-2-kresylester OP(OC6H4CH3)3 TR 20 ++++
40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Phosphoric acid tributyl ester Phosphorsäuretributylester (C4H9)3PO4 TR 20 ++++
(Tributylphosphat)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q) +/-(q)
120 ----
Phosphoric acid triethyl ester Phosphorsäuretriethylester (C2H5O)3PO TR 20 ++++
(Triethylphosphat)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q) +/-(q)
120 ----
Phosphoric acid trioctyl ester Phosphorsäuretrioctylester (C8H14)3PO4 TR 20 ++++
(Trioctylphosphat)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q) +/-(q)
120 ----
Phosphorus Phosphor (P4)n TR 20 ----
40 ----
60 ----
80 ----
100 ----
120 ----
Phosphorus chloride Phosphortrichlorid PCl3 TR 20 ++/-(o) +/-(o)+
40 +/-(o)-+/-(o)+
60 ---+/-(o)
80 ----
100 ----
120 ----
Page 84 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Phosphorus oxychloride Phosphoroxychlorid POCl3 TR 20 +/-(o) +/-(o) +/-(o) +/-(o)
40 ---+/-(o)
60 ----
80 ----
100 ----
120 ----
Phosphorus pentachloride Phosphorpentachlorid PCl5 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Phosphorus pentoxide Phosphorpentoxyd P2O5 TR 20 ++++
40 ++++
60 ++/-(s)++
80 -+/-(s)++
100 --++
120 ----
Phtalic acid butyl benzyl ester Phthalsäurebutylbenzylester TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid Phthalsäure HOOCC6H4COOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Phthalic acid diamyl ester Phthalsäurediamylester H11C5COOC6H4COOC5H11 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid dibutyl ester Phthalsäuredibutylester C16H22O4 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid diethyl ester Phthalsäurediethylester H17C8COOC6H4COOC8H17 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid dihexyl ester Phthalsäuredihexylester H13C6COOC6H4COOC6H13 TR 20 +/-(q) +/-(q)++
(Dihexylphtalat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid diisooctyl ester Phthalsäurediisooctylester H17C8COOC6H4COOC8H17 TR 20 +/-(q) +/-(q)++
(Diisooctylphtalat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid dimethyl ester Phthalsäuredimethylester C6H4(COOCH3)2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Page 85 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Phthalic acid dinonyl ester Phthalsäuredinonylester H19C9COOC6H4COOC9H19 TR 20 +/-(q) +/-(q)++
(Dinonylphtalat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic acid dioctyl ester Phthalsäuredioctylester C24H38O4 TR 20 +/-(q) +/-(q)++
(DOP)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Phthalic anhydride Phthalsäureanhydrid C6H4(CO)2O TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 ----
120 ----
Picric acid Pikrinsäure C6H2(OH)(NO2)3 1%20 +/-(q) +/-(q)++
(2,4,6-Trinitrophenol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Picric acid Pikrinsäure C6H2(OH)(NO2)3 50%20 +/-(q) +/-(q)++
(2,4,6-Trinitrophenol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Picric acid Pikrinsäure C6H2(OH)(NO2)3 TR 20 +/-(q) +/-(q)++
(2,4,6-Trinitrophenol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Pine needle oil Fichtennadelöl H 20 ++++
40 ++/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Pine oil Kiefernadelöl H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 --+/-(q) +/-(q)
120 ---+/-(q)
Piperazine Piperazine NHCH2CH2NHCH2CH2 50%20 +/-(q) +/-(q)++
(Diethylendiamin)40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q)-+
80 ----
100 ----
120 ----
Pivalic acid chloride Pivalinsäurechlorid H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ----
120 ----
Polyacryl amide Polyacrylamid H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Page 86 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Polyacryl chloride Polyacrylchlorid (C3H5ClO)n H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Polyaluminium chloride Polyaluminiumchlorid Aln(OH)mCl3n-m 40%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Polyester resin Polyesterharz H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Polyglykol Polyglykol H 20 +/-(q) +/-(q)++
(Polyethylenglykol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Polyole Polyole H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ----
120 ----
Polyvinyl acetate, solid Polyvinylacetat, fest H(CH2CHOOCCH3)nH H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ----
120 ----
Polyvinyl alcohol, solid Polyvinylalkohol, fest H(CH2CHO)nH H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ----
120 ----
Potassium Kalium K 20 ----
40 ----
60 ----
80 ----
100 ----
120 ----
Potassium acetate Kaliumacetat CH3COOK ≤ GL 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Potassium aluminium sulfate Kalium-Aluminiumsulfat Al2(SO4)3 x K2SO4x 24H2O ≤ GL 20 ++++
(alum)(Alaun)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium aluminium sulfate Kalium-Aluminiumsulfat Al2(SO4)3 x K2SO4x 24H2O VL 20 ++++
(alum)(Alaun)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 87 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Potassium bichromate Kaliumbichromat K2Cr2O7 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium borate Kaliumborat K3BO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium bromate Kaliumbromat KBrO3 ≤ GL 20 ++++
40 +/-(o) +/-(o)++
60 +/-(o) +/-(o)++
80 -+/-(o)++
100 --++
120 ---+
Potassium bromate Kaliumbromat KBrO3 10%20 ++++
40 +/-(o) +/-(o)++
60 +/-(o) +/-(o)++
80 -+/-(o)++
100 --++
120 ---+
Potassium bromide Kaliumbromid KBr ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium bromide Kaliumbromid KBr VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium carbonate Kaliumcarbonat K2CO3 50%40 ++++
60 ++++
80 -+++
100 --++
120 ---+
20 ++++
Potassium carbonate Kaliumcarbonat K2CO3 ≤ GL 20 ++++
(Potash)(Pottasche)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium carbonate Kaliumcarbonat K2CO3 30%20 ++++
(Potash)(Pottasche)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium chlorate Kaliumchlorat KClO3 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 -+++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium chlorate Kaliumchlorat KClO3 VL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 -+++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Page 88 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Potassium chloride Kaliumchlorid KCl ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium chloride Kaliumchlorid KCl VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium chlorite Kaliumchlorit KClO2 5%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium chlorite Kaliumchlorit KClO2 50%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium chromate Kaliumchromat K2CrO4 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium cyanide Kaliumcyanid KCN ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium dichromate Kaliumdichromat K2Cr2O7 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium dichromate Kaliumdichromat K2Cr2O7 VL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 -+++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium ferricyanide Ferricyankalium K3[Fe(CN)6]VL 20 ++++
(Kaliumhexacyaonaferrat)40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Potassium ferrocyanide Kaliumeisencyanid K4[Fe(CN)6] x 3H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium ferrocyanide (II)Kaliumhexacyanoferrat(II)K4[Fe(CN)6]≤ GL 20 ++++
(gelbes Blutlaugensalz)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 89 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Potassium ferrocyanide (III)Kaliumhexacyanoferrat(III)K3[Fe(CN)6]≤ GL 20 ++++
(rotes Blutlaugensalz)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium fluoride Kaliumfluorid KF ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium formate Kaliumformiat KCOOH 55%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Potassium hydrogen carbonate Kaliumhydrogencarbonat KHCO3 ≤ GL 20 ++++
(Kaliumbicarbonat)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium hydrogen phosphate Kaliumdihydrogenphosphat KH2PO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium hydrogen sulfate Kaliumhydrogensulfat KHSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium hydrogen sulfite Kaliumhydrogensulfit KHSO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium hydroxide Kalilauge KOH 50%20 ++-+
(Kaliumhydroxid)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Potassium hydroxide Kalilauge KOH 30%20 ++-+
(Kaliumhydroxid)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Potassium hydroxide Kalilauge KOH 5%20 ++-+
(Kaliumhydroxid)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Potassium hydroxide Kalilauge KOH 4%20 ++-+
(Kaliumhydroxid)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Page 90 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Potassium hydroxide Kalilauge KOH 2%20 ++-+
(Kaliumhydroxid)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Potassium hydroxide Kalilauge KOH <1%20 ++-+
(Kaliumhydroxid)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Potassium hypochlorite Kaliumhypochlorit KClO ≤ GL 20 ---+
40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Potassium hypochlorite Kaliumhypochlorit KClO VL 20 ---+
40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Potassium iodate Kaliumiodat KIO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium iodate Kaliumiodat KIO3 VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium iodide Kaliumiodid KI ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium Iodine Iod-Iodkalium KI + I2 < 3%20 ++++
(Lugol's-solution)(Lugols-Lösung)40 ++++
60 +++/-(q)+
80 -+/-(s)+/-(q)+
100 --+/-(q)+
120 ----
Potassium metaborate Kaliummetaborat KBO2 1%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium nitrate Kaliumnitrat KNO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium nitrite Kaliumnitrit KNO2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 91 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Potassium perborate Kaliumperborat K2B2O6 x H2O ≤ GL 20 ++++
(Kaliumperoxoborat)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium perchlorate Kaliumperchlorat KClO4 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium permanganate Kaliumpermanganat KMnO4 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium permanganate Kaliumpermanganat KMnO4 6%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium permanganate Kaliumpermanganat KMnO4 10%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium permanganate Kaliumpermanganat KMnO4 18%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium permanganate Kaliumpermanganat KMnO4 20%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium permanganate Kaliumpermanganat KMnO4 50%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --++
80 --+/-(o)+
100 ---+/-(o)
120 ----
Potassium persulfate Kaliumpersulfat K2S2O8 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium phosphate Kaliumphosphat K3PO4 VL 20 ++++
(Trikaliumphosphat)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium sulfate Kaliumsulfat K2SO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 92 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Potassium sulfite Kaliumsulfit K2SO3 x H2O ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Potassium tatrate Kaliumtartrat K2(CHOHCOO)2 x 2H2O ≤ GL 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+/-(q)
Potassium tetracyanocuprate Kaliumtetracyanocuprat K3[Cu(CN)4]≤ GL 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+/-(q)
Potassium tripolyphosphate Kaliumtripolyphosphat K5P3O10 50%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Propane, gaseous Propan, gasförmig C3H8 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --++
100 --+/-(q)+
120 ----
Propane, liquid Propan, flüssig C3H8 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Propanol Propanol C3H7OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Propargyl alcohol Propargylalkohol CH=CCH2OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Propargyl alcohol Propargylalkohol CH=CCH2OH 7%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Propionic acid Propionsäure CH3CH2COOH 50%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Propionic acid Propionsäure CH3CH2COOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Page 93 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Propionic acid ethyl ester Propionsäureethylester CH3CH2COOC2H5 TR 20 +/-(q) +/-(q)++
(Ethylpropionat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Propionic acid methyl ester Propionsäuremethylester CH3CH2COOCH3 TR 20 +/-(q) +/-(q)++
(Methylpropionat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Propyl acetate Essigsäurepropylester CH3COOCH2CH2CH3 TR 20 ++++
(Propylacetat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Propyl chloride Propylchlorid CH3CHClCH3 TR 20 +/-(q) +/-(q)++
(Isopropylchlorid)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Propylamine Propylamin CH3CH2CH2NH2 TR 20 +/-(q) +/-(q)++
(Aminopropan)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q)-+
100 ---+
120 ----
Propylene carbonate Propylencarbonat OCH(CH3)CH2OCO TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Propylene dibromide Dibrompropan CH3CHBrCH2Br TR 20 +/-(q) +/-(q)++
(1,2 Propylendibromid)40 --++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Propylene glycol Propylenglykol HOCH2CH2CH2OH TR 20 +/-(q) +/-(q)++
(1,2-Propandiol)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Propylene oxide Propylenoxyd C3H6O TR 20 +/-(o) +/-(o) +/-(o) +/-(o)
(1,2-Epoxypropan)40 ---+/-(o)
60 ----
80 ----
100 ----
120 ----
Prussic acid Blausäure HCN TR 20 ++++
(Cyanhydroxyde)40 ++++
60 ++++
80 -+++
100 -+++
120 ----
Pseudocumene Pseudocumen C6H3(CH3)3 TR 20 +/-(o) +/-(o) +/-(o) +/-(o)
40 --+/-(o) +/-(o)
60 --+/-(o) +/-(o)
80 ---+/-(o)
100 ----
120 ----
Page 94 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
p-Toluenesulfonic acid p-Toluolsulfonsäure C7H8O3S x H2O TR 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Pyridine Pyridin C5H5N TR 20 ++/-(q)-+/-(q)
40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)--
80 ----
100 ----
120 ----
Pyridine Pyridin C5H5N 5%20 ++/-(q)-+/-(q)
40 +/-(q) +/-(q)-+/-(q)
60 +/-(q) +/-(q)--
80 ----
100 ----
120 ----
Pyrogallol Pyrogallol C6H3(OH)3 < 50%20 +/-(q) +/-(q)++
(1,2,3-Trihydroxybenzen)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 --++/-(q)
120 ----
Quinine Chinin C20H24O2N2 x H2O TR 20 ++++
(6-Methoxycinchonan,40 +/-(q) +/-(q)++
Palmitylalkohol)60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Rapsmethyl ester Rapsmethylester (Biodiesel)TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Raw oil Rohöl H 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Resin dispersion Kunstharzdispersion H 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Resorcin Resorcin C6H6O2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Rubber dispersion Kautschukdispersionen TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Salicylic acid Salicylsäure HOC6H4COOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++/-(q)
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Page 95 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Salicylic acid methyl ester Salicylsäuremethylester HOC6H4COOCH3 TR 20 +/-(q) +/-(q)++
(Methylsalicylat)40 +/-(q) +/-(q)++/-(q)
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Salicylic aldehyde Salicylaldehyd HOCC6H4OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++/-(q)
60 +/-(q) +/-(q) +/-(q) +/-(q)
80 -+/-(q) +/-(q) +/-(q)
100 ----
120 ----
Sea water Meerwasser ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Selenium acid Selensäure H2SeO4 30%20 ++++
40 ++++
60 ++++
80 -+/-(s)++
100 --++
120 ----
Selenium acid Selensäure H2SeO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+/-(s)++
100 --++
120 ----
Silane Silan SinH2n+2 TR 20 +/-(o) +/-(o) +/-(o)+
40 ---+
60 ---+
80 ---+
100 ----
120 ----
Silicic acid Kieselsäure SiO2(H2O)n ≤ GL 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+/-(s)
100 --+/-(s)+/-(s)
120 ---+/-(s)
Silicon oil Siliconöl TR 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Silicon oil Siliconöl VL 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Silicon tetrachloride Siliziumtetrachlorid SiCl4 TR 20 +/-(o) +/-(o) +/-(o)+
40 ---+
60 ---+
80 ---+
100 ----
120 ----
Silver acetate Silberacetat CH3COOAg ≤ GL 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Page 96 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Silver cyanide Silbercyanid AgCN ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Silver nitrate Silbernitrat AgNO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Silver nitrate Silbernitrat AgNO3 8%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Silver salts Silbersalze ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Silver sulfate Silbersulfat AgSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Soap solution Seifenlösung all 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Sodium Natrium Na 20 ----
40 ----
60 ----
80 ----
100 ----
120 ----
Sodium acetate Natriumacetat CH3COONa ≤ GL 20 ++++
40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q) +/-(q)
100 ---+/-(q)
120 ----
Sodium benzoate Natriumbenzoat C6H5COONa ≤ GL 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Sodium bicarbonate Natriumbicarbonat NaHCO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium bisulfate Natriumbisulfat NaHSO4 10%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 97 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sodium bisulfite Natriumbisulfit NaHSO3 all 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium borate Natriumborat Na3BO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium bromate Natriumbromat NaBrO3 ≤ GL 20 ++++
40 ++++
60 +/-(o) +/-(o)++
80 --+/-(o)+
100 --+/-(o)+
120 ----
Sodium bromide Natriumbromid NaBr ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium carbonate Natriumcarbonat Na2CO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium carbonate Natriumcarbonat Na2CO3 15%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium carbonate Natriumcarbonat Na2CO3 10%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium chlorate Natriumchlorat NaClO3 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Sodium chlorate Natriumchlorat NaClO3 33%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Sodium chloride Natriumchlorid NaCl VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium chlorite Natriumchlorit NaClO2 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Page 98 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sodium chromate Natriumchromat Na2CrO4 VL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Sodium cyanide Natriumcyanid NaCN ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium dichloroisocyanurate Natriumdichlorisocyanurat C3HCl2N3O3Na ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium dichromate Natriumdichromat Na2Cr2O7 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Sodium dihydrogenphosphate Natriumdihydrogenphosphat NaH2PO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium disulfite Natriumdisulfit Na2S2O5 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium dithionite Natriumdithionit Na2S2O4 ≤ GL 20 ++++
(Hydrosulfite)(Hydrosulfite)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium dodecylbenzene-Natriumdodecylbenzolsulfonat H25C12C6H14SO3Na ≤ GL 20 ++++
sulfonate (Lutensit, Phenylsulfonat)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 ----
120 ----
Sodium fluoride Natriumfluorid NaF ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium fluorosilicate Natriumfluorsilikat Na2SiF6 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium hexafluorosilicate Natriumhexafluorsilikat Na2SiF6 3%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 99 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sodium hydrogencarbonate Natriumhydrogencarbonat NaHCO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium hydrogensulfate Natriumhydrogensulfat NaHSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium hydrogensulfide Natriumhydrogensulfid NaHS VL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Sodium hydrogensulfide Natriumhydrogensulfid NaHS 50%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium hydrogensulfide Natriumhydrogensulfid NaHS 20%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium hydrogensulfite Natriumhydrogensulfit NaHSO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium hydroxide Natronlauge NaOH 50%20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Sodium hydroxide Natronlauge NaOH 45%20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Sodium hydroxide Natronlauge NaOH up to 40%20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Sodium hydroxide Natronlauge NaOH 30%20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Sodium hydroxide Natronlauge NaOH up to 10%20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Page 100 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sodium hydroxide Natronlauge NaOH 4%20 ++-+
40 ++-+
60 ++-+
80 -+/-(s)-+
100 ---+
120 ---+
Sodium hypochlorite Natriumhypochlorit NaOCI 20 ---+
(active chlorine 12.5%)(aktives Chlor 12,5%)40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Sodium hypochlorite Natriumhypochlorit NaOCI 20 ---+
(active chlorine 12.5%)(aktives Chlor 12,5%)40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Sodium hypochlorite Natriumhypochlorit NaOCI 20 ---+
(active chlorine 12.5%)(aktives Chlor 12,5%)40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Sodium hypochlorite Natriumhypochlorit NaOCI 20 ---+
(active chlorine 12.5%)(aktives Chlor 12,5%)40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Sodium iodide Natriumiodid NaI ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium lactate Natriumlactat CH3CHOHCOONa ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Sodium nitrate Natriumnitrat NaNO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium nitrite Natriumnitrit NaNO2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium oxalate Natriumoxalat Na2C2O4 ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Sodium palmitic Natriumpalmitat CH3(CH2)14COONa ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Page 101 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sodium perborate Natriumperborat Na2B2O6 x 3H2O ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Sodium perchlorate Natriumperchlorat NaClO4 ≤ GL 20 +/-(o) +/-(o)++
(Irenat)40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 --+/-(o) +/-(o)
100 ----
120 ----
Sodium peroxide Natriumperoxid Na2O2 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 ---+/-(o)
100 ----
120 ----
Sodium peroxide Natriumperoxid Na2O2 10%20 +/-(o) +/-(o)++
40 +/-(o) +/-(o) +/-(o)+
60 --+/-(o) +/-(o)
80 ---+/-(o)
100 ----
120 ----
Sodium persulfate Natriumpersulfat Na2S2O8 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium phosphate Natriumphosphat Na3PO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium silicate Natriumsilikat Na2SiO3 ≤ GL 20 ++++
(Wasserglas)40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium sulfate Natriumsulfat Na2SO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium sulfide Natriumsulfid Na2S ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium sulfide Natriumsulfid Na2S 10%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium sulfide Natriumsulfid Na2S 5%20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 102 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sodium sulfite Natriumsulfit Na2SO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Sodium tartrate Natriumtartrat Na2C4H4O6 x 2H2O ≤ GL 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 +/-(q) +/-(q)+
100 +/-(q)+
120 ----
Sodium tetraborate Natriumtetraborat Na2B4O7 ≤ GL 20 ++++
(Borax)40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Sodium thiocyanate Natriumthiocyanat NaSCN ≤ GL 20 ++++
(Natriumrhodanid)40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Sodium thiosulfate Natriumthiosulfat Na2S2O3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Soja bean oil Sojabohnenöl H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Spindle oil Spindelöl H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Starch glue Stärkekleber H 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Starch solution Stärkelösung H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Starch syrup Stärkesirup H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Stauffer fat Staufferfett H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Page 103 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Stearic acid Stearinsäure C17H35COOH TR 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Stearic acid butyl ester Stearinsäurebutylester C17H35COOC4H9 TR 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Stearoyl chloride Stearoylchlorid (CH3)(CH2)16COCl TR 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Stilbene Stilben C6H5CH=CHC6H5 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Styrene Styren C6H5CH=CH2 TR 20 --++
40 --+/-(q)+
60 --+/-(q)+
80 ----
100 ----
120 ----
Succinic acid Bernsteinsäure COOHCH2CH2COOH all 20 ++++
40 ++++
60 ++++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+
Sugar acid Zuckersäure HOOC(CHOH)4COOH TR 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Sugar beet juice Zuckerrübensaft H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Sugar syrup Zuckersirup H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Sulfamic acid Amidoschwefelsäure NH2SO3H 18%20 ++++
(Amidosulfonsäure)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Sulfamic acid Amidoschwefelsäure NH2SO3H ≤ GL 20 ++++
(Amidosulfonsäure)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Page 104 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sulfaminic acid Sulfaminsäure H3SO3N ≤ GL 20 +/-(s)+/-(s)++
(Amidoschwefelsäure,40 +/-(s)+/-(s)+/-(s)+
Sulfamidsäure)60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 ---+/-(s)
120 ----
Sulfochromic acid Schwefelchromsäure CrO3 + H2SO4 + H2O 40%20 --+/-(s)+/-(s)
40 --+/-(s)+/-(s)
60 --+/-(s)+/-(s)
80 ---+/-(s)
100 ----
120 ----
Sulfoethylmethacryalate Sulfoethylmethacryalat TR 20 +/-(q) +/-(q)++
(SEM)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+/-(q)
120 ----
Sulfonic acid Sulfonsäure R-SO2-OH 60%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ----
120 ----
Sulfonic acid Sulfonsäure R-SO2-OH VL 20 ++++
40 ++/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ----
Sulfur Schwefel S 20 ----
40 ----
60 ----
80 ----
100 ----
120 ----
Sulfur dichloride Schwefelchlorid SCl2 ≤ GL 20 --+/-(q)+
(Schwefeldichlorid)40 ---+
60 ----
80 ----
100 ----
120 ----
Sulfur dioxide, anhydrous Schwefeldioxid, trocken SO2 TR 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Sulfur dioxide, aqueous Schwefeldioxid, feucht SO2 all 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Sulfur dioxide, liquid Schwefeldioxid, flüssig SO2 TR 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Sulfur trioxide Schwefeltrioxid SO3 TR 20 ---+/-(s)
40 ----
60 ----
80 ----
100 ----
120 ----
Page 105 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sulfuric acid Schwefelsäure H2SO4 3%20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 10%20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 40%20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 60%20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 78%20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 85%20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 +/-(s)+/-(s)+/-(s)+
80 -+/-(s)+/-(s)+
100 --+/-(s)+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 90%20 --+/-(s)+
40 --+/-(s)+
60 ---+
80 ---+
100 ---+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 96%20 --+/-(s)+
40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Sulfuric acid Schwefelsäure H2SO4 98%20 ---+
40 ---+
60 ---+
80 ---+
100 ---+
120 ---+
Sulfurous acid Schwefelige Säure H2SO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 --++
100 --++
120 ---+
Sulfuryl chloride Sulfurylchlorid SO2Cl2 ≤ GL 20 --++
40 --++
60 --++
80 --+/-(q)+
100 ----
120 ----
Page 106 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Sulfuryl fluoride Sulfuryldifluorid SO2F2 ≤ GL 20 --++
40 --++
60 --++
80 --+/-(q)+
100 ----
120 ----
Surfactants Netzmittel up to 5%20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(s)+
80 --+/-(s)+/-(q)
100 ---+/-(q)
120 ----
1,1,1,2-Tetrafluoroethane 1,1,1,2-Tetrafluorethan F3CCH2F TR 20 --++
(Freon 134a)40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
1,2,3-Trichloropropane Trichlorpropan CH2ClCHClCH2Cl TR 20 --+/-(q)+
(Trichlorhydrin)40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
1,2,3-Trihydroxybenzene 1,2,3-Trihydroxybenzen C6H3(OH)3 50%20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ----
120 ----
1-Tetradecanamine 1-Tetradecanamin C14H31N TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 -+/-(q) +/-(q)+
80 ---+
100 ----
120 ----
4-Toluene sulfonyl chloride Toluol-4-sulfonylchlorid CH3C6H4SO2Cl TR 20 --++
40 --++
60 --++
80 --+/-(q)+
100 ----
120 ----
4-Toluensulfonic acid Toluolsulfonsäure C7H8O3S 70%20 ++++
40 +/-(q)+++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
4-Toluensulfonic acid Toluolsulfonsäure C7H8O3S 30%20 ++++
40 +/-(q)+++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
4-Toluensulfonic acid Toluolsulfonsäure C7H8O3S TR 20 ++++
40 +/-(q)+++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Tall oil Tallöl H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Page 107 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Tallow Talg 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Talpa oil Talpaöl H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --++
120 ---+
Tannic acid Tanninsäure C76H52O46 TR 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Tanning extracts from plants Gerbextrakte, pflanzliche H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Tar Teer H 20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Tartaric acid Weinsäure (CHOH)2(COOH)2 TR 20 ++++
(2,3-Dihydroxybutanedioc acid)(2,3-Dihydroxybutandisäure)40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --++
120 ----
t-Butanol, 2-Methyl-2-propanol t-Butanol, 2-Methyl-2-propanol (CH3)3COH TR 20 ++++
(tert. Butylalkohol)(tert. Butylalkohol)40 +/-(q)+++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
t-Butylmethether SP UV t-Butylmethether SP UV TR 20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 ----
100 ----
120 ----
Tellus oils Tellusöle H 20 +/-(q)+++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ----
Tenside Tenside H 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 --+/-(q)+
80 ---+
100 ----
120 ----
Tert-butyl alcohol Tert-butylalkohol (CH3)3COH TR 20 ++++
(2-methyl-2-propanol)40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Page 108 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Tert-butylcyclohexyl acetate Essigsäurebutylcyclohexylester CH3COOC6H10C(CH3)3 TR 20 ++++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Tetrabromethane Tetrabromethan Br2CHCHBr2 TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetrachlorodifluoroethane Tetrachlordifluorethan CCl3CClF2 18%20 --++
(Freon R 113)40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetrachloroethane Tetrachlorethan Cl2CHCHCl2 TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetrachlorophenole Tetrachlorphenol C6HCl4OH TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetraethyl lead Bleitetraethyl (CH3CH2)4Pb TR 20 +/-(q) +/-(q)++
(Tetraetylblei)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+
120 ----
Tetrafluoroboric acid Tetrafluorborsäure HBF4 < 50%20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetrahydrofurane Tetrahydrofuran C4H8O TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetrahydronaphthalene Tetrahydronaphthalin C10H12 TR 20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetrahydronaphthalene Tetrahydronaphthalin C10H12 90%20 --++
40 --+/-(s)+
60 --+/-(s)+
80 ---+/-(s)
100 ----
120 ----
Tetramethylammoniumhydroxide Tetramethylammoniumhydroxid C4H13NO 50%20 ++-+
(TMAH)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Page 109 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Tetramethylammoniumhydroxide Tetramethylammoniumhydroxid C4H13NO 28%20 ++-+
(TMAH)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Tetramethylammoniumhydroxide Tetramethylammoniumhydroxid C4H13NO 10%20 ++-+
(TMAH)40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Tetramethylthiourea Tetramethylthioharnstoff (CH3)2NCSN(CH3)2 TR 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Tetramethylurea Tetramethylharnstoff (CH3)2NCON(CH3)2 TR 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ---+
Thioglycolic acid Thioglykolsäure HSCH2COOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Thioglycolic acid Thioglykolsäure HSCH2COOH 80%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Thioglycolic acid Thioglykolsäure HSCH2COOH 40%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q) +/-(q)+
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Thionyl chloride Thionylchlorid SOCl2 TR 20 --+/-(o)+
40 ---+
60 ---+/-(o)
80 ----
100 ----
120 ----
Thiophen Thiophen C4H4S TR 20 --+/-(o)+
40 ---+
60 ---+/-(o)
80 ----
100 ----
120 ----
Thiophosphoric chloride Thiophosphorylchlorid PSCl3 TR 20 --+/-(o)+
40 ---+
60 ---+/-(o)
80 ----
100 ----
120 ----
Thioureadioxide Formamidinsäure TR 20 +/-(q) +/-(q)++
(Thioharnstoffdioxid)40 -+/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Page 110 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Tin(II) chloride Zinnchlorid (II)SnCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Tin(IV) chloride Zinnchlorid (IV)SnCl4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Titanium sulfate Titansulfat Ti2(SO4)3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Titanium tetrachloride Titaniumtetrachlorid TiCl4 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ----
Toloyl bromide Toloylbromid C6H4CH3Br TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Toluendiisocyanate Toluoldiisocyanat C9H6N2O2 TR 20 --++
40 --++
60 --+/-(q) +/-(q)
80 --+/-(q)-
100 ----
120 ----
Toluene Toluol C6H5CH3 TR 20 --++
40 --++
60 --+/-(q) +/-(q)
80 --+/-(q)-
100 ----
120 ----
Tomato juice Tomatensaft H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Transformer oil Transformatorenöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ----
120 ----
Tributhyl amine Tributylamin (CH3)3CNH2 TR 20 ++++
(2-Amino-2-methylpropan)40 +++/-(q)+
60 +/-(q) +/-(q)-+
80 -+/-(q)-+/-(q)
100 ---+/-(q)
120 ----
Tributyl ester Tributylester TR 20 ++++
40 +/-(q)+++
60 -+/-(q) +/-(q)+
80 --+/-(q)+
100 ---+/-(q)
120 ----
Page 111 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Tributyl phosphate Tributylphosphat (C4H9)3PO4 TR 20 ++++
(Phosphorsäuretributylester)40 +/-(q)+++
60 -+/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Trichloroacetalaldehyde Trichloracetalaldehyd CCl3CHO TR 20 ---+
(Chloral)40 ---+
60 ---+/-(q)
80 ----
100 ----
120 ----
Trichloroacetic acid Chloressigsäure (TRI)Cl3CCOOH 10%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Trichloroacetic acid Chloressigsäure (TRI)Cl3CCOOH 50%20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q)+
100 ----
120 ----
Trichloroacetic acid Chloressigsäure (TRI)Cl3CCOOH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --+/-(q)+
80 --+/-(q) +/-(q)
100 ----
120 ----
Trichloroacetyl chloride Trichloressigsäurechlorid CCl3COCl TR 20 +++/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Trichlorobenzene Trichlorbenzol C6H3Cl3 TR 20 --+/-(q)+
40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichlorobutane Trichlorbutan C4H7Cl3 TR 20 --+/-(q)+
40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichloroethane (1,1,1)Trichlorethan (1,1,1)CH3CCl3 TR 20 --+/-(q)+
(Methylchloroform)40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichloroethane (1,1,2)Trichlorethan (1,1,2)CHCl2CHCl2 TR 20 --+/-(q)+
(Methylchloroform)40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichloroethylene Trichlorethylen Cl2C=CHCl TR 20 --+/-(q)+
(Ethylentrichlorid,40 --+/-(q)+
Acetylentrichlorid)60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Page 112 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Trichloroisocyanuric acid Trichlorisocyanursäure C3Cl3N3O3 TR 20 --+/-(q)+
40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichloromethansulfonyl chloride Trichlormethansulfonylchlorid Cl3CSCl2 TR 20 --+/-(q)+
(Perchlormethylmercaptan)40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichlorophenole Trichlorphenol C6H2Cl3OH TR 20 --+/-(q)+
40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Trichlorosilane Trichlorsilan SiHCl3 TR 20 --+/-(q)+
(Siliconchloroform)40 --+/-(q)+
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Tricresyl phosphate Trikresylphosphat (H3CC6H5O)3PO4 TR 20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Triethanolamine Triethanolamin C6H15NO3 5%20 ++-+
40 +/-(q) +/-(q)-+
60 ---+
80 ---+
100 ----
120 ----
Triethanolamine Triethanolamin N(CH2CH2OH)3 TR 20 ++-+
40 +/-(q) +/-(q)-+
60 ---+
80 ---+
100 ----
120 ----
Triethyl amide Triethylamid TR 20 +++/-(q)+
40 +++/-(q)+
60 ---+
80 ----
100 ----
120 ----
Triethyl amine Triethylamin N(CH2CH3)3 TR 20 ++++
40 +++/-(q)+
60 ---+
80 ---+
100 ----
120 ----
Triethylenglykol Triethylenglycol C6H14O4 5%20 ++++
(Triglykol)40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Triethylentetramine Triethylentetramin TR 20 +++/-(q)+
40 ++-+
60 ---+
80 ----
100 ----
120 ----
Page 113 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Trifluoroacetic acid Trifluoressigsäure CF3COOH TR 20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ----
100 ----
120 ----
Trifluoroacetic acid Trifluoressigsäure CF3COOH 80%20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ----
100 ----
120 ----
Trifluoroacetic acid Trifluoressigsäure CF3COOH 50%20 +/-(q) +/-(q) +/-(q)+
40 +/-(q) +/-(q) +/-(q)+
60 ---+
80 ----
100 ----
120 ----
Triiodinemethane in methanol Triiodmethan in Methanol CHI3 50%20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Triisopropanolamine Triisopropanolamin ((CH3)2COH)3N 10%20 ++++
40 ++++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+/-(q)
120 ----
Trimethyl borate Borsäuremethylester B(OCH3)3 TR 20 +/-(q) +/-(q)++
(Trimethoxyboran,40 +/-(q) +/-(q)++
Trimethylborat)60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Trimethyl phosphate Trimethylphosphat (CH3)3PO4 TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Trimethylacetyl chloride Trimethylacetylchlorid (CH3)3CCOCl TR 20 --+/-(q)+
(Pivaloylchlorid)40 --+/-(q)+
60 ---+/-(q)
80 ----
100 ----
120 ----
Trimethylammonium chloride Trimethylammoniumchlorid TR 20 ++++
40 ++++
60 ++++
80 -+/-(q)++
100 --++
120 ---+
Trimethylpropane Trimethylpropan C6H14 TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Trioctyl phosphate Trioctylphosphat (C8H17)3PO4 TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Page 114 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Triphenyl borate Borsäurepenthylester (C5H11O)3B TR 20 +/-(q) +/-(q)++
(Triamylborat, Triphenylborat)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 --+/-(q)+
100 ---+
120 ----
Triphenyl phosphite Triphenylphosphit (C6H5O)3P TR 20 ++/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Trishydroxymethylpropane Trishydroxymethylpropan CH3CH2C(CH2OH)3 10%20 ++/-(q)++
(Trimethylolpropan)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ----
120 ----
Turpentine Terpentin H 20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Turpentine oil Terpentinöl H 20 +/-(s)+/-(s)+/-(s)+
40 +/-(s)+/-(s)+/-(s)+
60 --+/-(s)+/-(s)
80 --+/-(s)+/-(s)
100 ---+/-(s)
120 ----
Two stroke oil Zweitaktöl H 20 ++++
40 ++++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Uranyl nitrate Uranylnitrat UO2(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Urea Harnstoff H2NCONH2 TR 20 ++++
40 ++++
60 ++++
80 -+++
100 --+/-(q)+
120 ---+
Uric acid Harnsäure C5H4O3N4 TR 20 ++++
(2,6,8-Trihydroxypurin)40 ++++
60 ++++
80 -+++
100 --+/-(q)+
120 ---+
Vaseline Vaseline C22H46 / C23H48 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Vaseline oil Vaselineöl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Page 115 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Vegetable oils and fats Öle und Fette, vegetabil H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Vinegar Essig H 20 ++++
(Weinessig)40 +/-(q) +/-(q)++
60 +/-(q) +/-(q) +/-(q)+
80 -+/-(q) +/-(q)+
100 ---+
120 ----
Vinyl acetate Vinylacetat CH2=CHOOCCH3 TR 20 +/-(q) +/-(q)++
(Ethenylester)40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Vinyl chloride Vinylchlorid CH2=CHCl TR 20 --++
40 --+/-(q) +/-(q)
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Vinylidene bromide Ethylendibromid CH2CBr2 TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q)+
100 --+/-(q)+
120 ----
Viscose spinning solution Viscose-Spinnlösung H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Vitamin preparations Vitaminpräparate H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Vitrea oil Vitrea öl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Voluta oil Voluta öl H 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Washing agents, synthetic Waschmittel, synthetische H 20 +/-(s)+/-(s)++
40 +/-(s)+/-(s)++
60 +/-(s)+/-(s)+/-(q)+
80 -+/-(s)-+
100 ----
120 ----
Washing liquids Spülmittel H 20 ++-+
40 ++-+
60 ++-+
80 -+-+
100 ---+
120 ----
Page 116 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Waste gases containing bromine Abgase bromhaltig Br2 all 20 --++
40 --++
60 --++
80 --+/-(q)+
100 --+/-(q) +/-(q)
120 ---+/-(q)
Waste gases containing Abgase kohlenstoffdioxidhaltig CO2 all 20 ++++
carbon dioxide 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Waste gases containing Abgase kohlenstoffmonoxidhaltig CO all 20 ++++
carbon monoxide 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Waste gases containing Abgase cyanurchloridhaltig C3N3Cl3 traces 20 ++++
cyanur chloride 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Waste gases containing Abgase chlorwasserstoffhaltig HCl all 20 ++++
hydrogen chloride 40 ++++
60 ++++
80 -+/-(q)++
100 --+/-(q)+
120 ---+
Waste gases containing Abgase fluorwasserstoffhaltig HF traces 20 ++++
hydrogen fluoride 40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q)++
100 --+/-(q)+
120 ---+/-(q)
Waste gases containing Abgase nitrosehaltig NOx traces 20 ++++
nitrous gases 40 ++++
60 ++++
80 -+-+
100 ---+
120 ----
Waste gases containing Abgase schwefeldioxidhaltig SO2 traces 20 ++++
sulfur dioxide 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Waste gases containing Abgase schwefelsäurehaltig H2SO4 traces 20 ++++
sulfuric acid 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Waste gases containing Abgase schwefeltrioxidhaltig SO3 traces 20 --+/-(s)+
sulfuric trioxide 40 ---+
60 ---+
80 ----
100 ----
120 ----
Waste water, traces of ethanol Abwasser, Spuren von Ethanol traces 20 ++++
+ butanol + Butanol 40 ++++
60 +/-(q) +/-(q)++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ---+/-(q)
Page 117 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Waste water, without organic Abwasser, ohne organische traces 20 ++++
solvent Lösungsmittel 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Water destilled Wasser destilliertes 20 ++++
entionisiertes und vollentsalztes 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Water waste water without Wasser, Abwasser ohne 20 ++++
organic solvent organische Lösungsmittel 40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Water, condensed Wasser, Kondensatwasser 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Wax alcohol Wachsalkohol C31H63OH TR 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 --++
80 --+/-(q) +/-(q)
100 ---+/-(q)
120 ----
Whey Molke H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Wine vinegar Weinessig H 20 ++++
40 ++++
60 ++++
80 -+/-(q) +/-(q)+
100 --+/-(q)+
120 ----
Wines, red and white Weine, rot und weiß H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Wolframhexafluoride Wolframhexafluorid WF6 ≤ GL 20 ++++
(Wolfram(VI)fluorid)40 ++++
60 ++++
80 -+++
100 --++
120 ----
Xylene Xylol C6H4(CH3)2 TR 20 --++
(Dimethylbenzen)40 --++
60 --+/-(q) +/-(q)
80 ----
100 ----
120 ----
Yeast Hefe all 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 118 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Yeast wort Stellhefenwürze H 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc acetate Zinkacetat (CH3COO)2Zn x 2H2O ≤ GL 20 ++++
40 ++++
60 +/-(q)+++
80 -+/-(q)++
100 --++
120 ----
Zinc bromide Zinkbromid ZnBr2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc carbonate Zinkcarbonat ZnCO3 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc chloride Zinkchlorid ZnCl2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc chromate Zinkchromat ZnCrO4 ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --+/-(o)+
80 --+/-(o) +/-(o)
100 ----
120 ----
Zinc cyanide Zinkcyanid Zn(CN)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc nitrate Zinknitrat Zn(NO3)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc oxide Zinkoxid ZnO ≤ GL 20 +/-(o) +/-(o)++
40 +/-(o) +/-(o)++
60 --+/-(o)+
80 --+/-(o) +/-(o)
100 ----
120 ----
Zinc phosphate Zinkphosphat Zn3(PO4)2 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Zinc salts Zinksalze ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 119 of 120
AGRU KUNSTSTOFFTECHNIK GMBH
WORLDWIDE COMPETENCE IN PLASTICS
Medium_EN Medium_DE Chemical formula C [%]T [°C]PE PP PVDF ECTFE
Zinc stearate Zinkstearat Zn(C17H35COO)2 ≤ GL 20 +/-(q) +/-(q)++
40 +/-(q) +/-(q)++
60 +/-(q) +/-(q)++
80 --+/-(q)+
100 ---+/-(q)
120 ----
Zinc sulfate Zinksulfat ZnSO4 ≤ GL 20 ++++
40 ++++
60 ++++
80 -+++
100 --++
120 ---+
Page 120 of 120