DRC-2004-001141 - 0901a06880a3d94c

- Supporting infomation for GW
From:
To:
Date:
Subiect:
Loren:
<HRR91851 @aol.com>
<lmorton@ utah.gov>
Thu, Feb 19, 2004 12:14 PM
Supporting infomation lor GWDP
Attached are several items in response to our meeting of last week.
1) An lntroductory paragraph(s) lrom Dave to be inserted at the beginning of the Statement of Basis.
Dave suggested this be placed as the second section on the first page of the SoB. lt's probably a bit
longer than needed but Dave feels it is important to give the reader a clear understanding of the site and
the history.
2) Coordinates for the Ore Storage Pad and elevations for liner and operating pool on Roberts Pond.
3) Description of the clean out and re-lining of Roberts Pond.
We still own you some additional items and willforward things to you as they become available.
Thanks
Harold R. Roberts
Coordinates of Feedstock Storage Area
East North
NW 2,579,990NE 2,580,925sE 2,580,920sw 2,580,420I 2,580,4102 2,580,085
3 2,580,0854 2,580,285
5 2,579,990
323,600
323,595
322,140
322,140
322,815
323,M0
323,124
323,315
323,415
Mill Area Retention Basin
Top of Liner Elevation
Lowest point on FML
Maximum solution level
(freeboard limit)
Maximum solution level
(operating limit)
5626 msl
5618 msl
5624 msl
5623 msl
I t-oren tlllolon - Mittnrea netention gasin.OoC page t I
Mill Area Retention Basin
In May of 2002, the decision was made to clean out and re-line the Mill area retention
basin, commonly referred to as Roberts Pond. The decision was based on concerns about
the integrity of the Hypalon liner, and concerns that the build up of solids in the pond
from22 years of operation had reduced the usable capacity and freeboard to unacceptable
levels. The initial plan was to clean the solids from the pond and then inspect the liner
and make repairs as necessary. Once cleanout activities began it became obvious that the
Hypalon liner would not be salvageable due to damage from the heavy equipment. At
that time the decision was made to totally clean out the pond, verify the area as
radiologically clean and reline the pond with 60 mil HDPE.
The cleanout activities involved use of a long-boom track hoe and 10-ton haul trucks.
The excavated material was placed on the ore pad because the residual uranium values
were determined to be sufficient to justify processing with the upcoming milling
campaign. Excavation of the pond area continued until all the visible residues and liner
material were removed from the area. The next phase of the cleanup involved the use of
a small "Bobcat" type loader to remove small areas of visible contamination. Materials
were determined to be contaminated by use of a Eberline Model 3 with a 44-9 beta-
gamma detector which also detects surface alpha contamination, an Eberline ESP-1 with
AC3-7 alpha probe, and a Ludlum Model 19 micro R meter. This was the initial
radiological check to determine cleanup of the pond area. The pond area is relatively
small, less than 0.5 acre, so it was easy to physically check the entire pond bottom and
side slope areas. For comparison purposes, background readings were taken in areas
outside of the pond area known to be uncontaminated. After all the contaminated
materials were determined to be removed from the pond area, a 10 foot by 10 foot grid
was established and soil samples were obtained and analyzed for uranium. Because the
solutions historically present in the pond were from process spills and overflows, it was
very unlikely that there would be thorium or radium values in the pond unless they were
accompanied by significantly higher uranium values; therefore uranium was chosen as the
indicator for final clean up of the pond area. After sample results were verified the pond
area was designated as radiologically clean.
In preparation for liner installation, the bottom of the pond was cleaned of all large
oversize rock and was rolled with a smooth drum roller to provide a suitable surface for
the HDPE liner. The pond side slopes were also raked clean to ensure a suitable surface
for the liner. As additional protection for the liner material, geo-textile material salvaged
from the Cell 4,{ tailings pond was installed over the entire pond bottom prior to liner
placement. A single 60 mil HDPE liner, in roll widths of 22.5 feet, was then installed in
the pond. Based on the approved QA/QC plan and the total length of field seam in the
installation, three (3) destructive tests (1 per 500 feet) were conducted on the liner field
seams. The entire length of field seams were also tested by use of air pressure and a
vacuum box where necessary. In addition to the destructive and non-destruction testing
of the seams, all liner panels were visually inspected for signs of damage or stress caused
2
by the installation process, with repairs completed and tested as necessary.
Loren Morton - Suggested in to GWDP 2_19_04.doc
Site Historv
The White Mesa Mill was constructed in 1979-1980 and licensed by the United States
Nuclear Regulatory Commission ("NRC") as a uranium milling facility in May, 1980
under Source Material License SUA - 1358.
Groundwater is located under the site in two zones: the perched groundwater zone; and
the regional aquifer. The perched groundwater zone is located in the Burro Canyon
Formation, approximately 83 to 109 feet below surface in the area of the Mill's tailings
cells. Perched groundwater at the site has a generally low quality due to high total
dissolved solids in the range of 1,200 to 5,000 milligrams per liter, and is used primarily
for stock watering and irrigation in the areas upgradient (north) of the site. The regional
aquifer in the area is found in the Entrada and Navajo Sandstones, which are separated
from the perched aquifer by 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 Mill site.
Under the initial NRC groundwater monitoring program for the site, up to 20 chemical
and radiological constituents in up to 13 wells were monitored from 1979 to 1997. After
a review of over 14 years of quarterly data, NRC authorized the Mill to switch to Point of
Compliance ("POC") monitoring in 1997, which the Mill currently performs. Under the
Mill's POC monitoring program, the number of monitoring wells was reduced to six
monitoring wells, each of which is completed in the perched groundwater zone of the
Burro Canyon formation. These wells were considered by the Mill and NRC to be the
closest of the existing monitoring wells to the point of compliance, being the
downgradient edge of the Mill's tailings cells. In addition, the number of chemical and
radiological parameters was reduced to four: chloride, nickel, potassium and uranium,
which were considered by the Mill and NRC to be the most dependable indicators of
water quality and potential cell failure.
The Mill and NRC determined that the spatial variability of the ground water quality
precludes the definition of background ground water quality over the large areal extent of
the Mill site. Because of this variable groundwater chemistry, comparison of individual
well groundwater chemistries to a single background groundwater well was determined
not to be an appropriate method of monitoring potential disposal cell leakage or
groundwater impacts.
As a result, the POC program for the Mill involves determination of background
concentrations and comparisons to the background concentration on a well by well basis,
or intra-well approach, for each of the four parameters in each of the six POC monitoring
wells using a statistical methodology endorsed by EPA and approved by NRC.
Since 1979, the Mill has never received a violation under its NRC groundwater
monitoring program.
Loren Morton -paragraph to GWDP 2_19_04.doc
In 1999, the Mill and the Executive Secretary commenced an annual split sampling
program at the site, which was performed independently of NRC's groundwater
monitoring program. Under the split sampling program, all historic wells at the site are
sampled for a comprehensive suite of chemical and radiological constituents. These
wells include NRC's POC wells, but also other wells that have been installed on site over
the years and are no longer included in NRC's POC monitoring program.
During the split sampling event in May, 1999, an unusually high level of chloroform was
discovered in one monitoring well. This well, MW4, monitors the water in the perched
zone, and is located cross-gradient from the Mill's tailings impoundments on the eastern
portion of the Mill site. This monitoring well is not one of the NRC's POC monitoring
wells, so this chloroform contamination was not picked up under the Mill's NRC
groundwater monitoring program.
On August 23, 1999, while acknowledging that this contamination does not threaten
groundwater resources in the regional aquifer, because the aquifer is separated from the
perched zone by some 1,000 feet of low-permeability rocks, the State of Utah issued a
Corrective Action Order requiring IUC to investigate the source and extent of chloroform
contamination and, if necessary, to develop a corrective action plan to address the
chloroform contamination. IUC is currently performing investigations and taking actions
in accordance with the Corrective Action Order.
To date, under the Corrective Action Order, IUC has installed 20 temporary monitoring
wells in the perched groundwater zone at the site in the area that has been impacted by the
chloroform contamination. This ,area'is in the eastern portion of the site and is cross-
gradient or upgradient from the Mill's tailings cells. Low concentrations of other volatile
and semi-volatile organic compounds have also been detected in some of these
chloroform investigation wells. Investigations by independent experts retained by IUC
and characterization sampling from these temporary monitoring wells appear to indicate
that the source of this contamination is not from Mill operations or from the Mill's
tailings cells, but rather from a temporary laboratory facility that was located at the Mill
site prior to construction and operation of the Mill, and that disposed of laboratory
wastes, including chloroform and other volatile organic and semi-volatile organic
compounds into an inspected and approved disposal leach field, and/or from septic tank
drainfields that serviced both laboratory operations and sanitary sewage prior to
construction of the Mill's tailings cells. Further investigations are ongoing, and the
Executive Secretary is evaluating the data and analysis provided by IUC to verify the
results and conclusions of IUC's investigations to date and to consider all other potential
sources of this contamination on the site. ln addition, interim measures have been
instituted by IUC in order to contain the contamination and to pump contaminated
groundwater into the Mill's tailings cells. A final corrective action plan, if necessary, has
not yet been developed.
Upon the State of Utah becoming an Agreement State for uranium mills, which is
expected to occur in the second quarter of 2004, the State of Utah will assume NRC's
to GWDP 19_04.doc
primary regulatory responsibility over the Mill, including the responsibility over the
Mill's groundwater monitoring program. The Mill's NRC-issued Source Materials
License will be replaced by a State of Utah Radioactive Materials License; all of the
NRC's groundwater monitoring requirements in the Mill's existing Source Materials
License will be replaced by the provisions of the Utah Water Quality Act, Utah Rule
R317-6 and this Groundwater Quality Discharge Permit.
In order to comply with the Utah Water Quality Act and Utah Rule R317-6, the Executive
Secretary has determined that a number of changes and enhancements to the Mill's
existing groundwater monitoring program will be required, including expanding the
number of monitoring wells under the program, and by increasing the number of
groundwater monitoring parameters. Other enhancements include the addition of various
Discharge Minimization Technologies (DMTs), improved cell design for new tailings
cells and a review of the existing Mill Reclamation Plan to ensure that it satisfies the
requirements of the Utah Water Quality Act. In addition, as part of this permit, IUC is
required to submit a Background Water Quality Report to enable the Executive Secretary
to verify IUC's and NRC's determinations of natural background concentrations for the
various monitoring parameters and to verify IUC and NRC's findings to date that Mill
operations have not impacted groundwater.
t
HUNTSMAN
Governor
JON M.
GARY HERBERT
Lieutenant Governor
, JR.
State of Utah
Department of
Environmental Quality
Dianne R. Nielson, Ph.D.
Executive Director
DTVISION OFRADI-ATION
CONTROL
Dane L. Finerfrock
Director
/(Wc
,-0n t Y
i{,r!)''i,'"''
November 13,2006
Harold R. Robens
International Uranium (USA) Corporation
Independen ce Plaza, Suite 950
1050 Seventeenth Street
Denver, CO 80265
Subject: March 8, 2005 Ground Water Discharge Permit; June 10, 2005 International Uranium
(USA) Corporation letter transmittin g an As-Built Report: Mill Area Retention Basin
("Roberts Pond") White Mesa Mill, Closeout Letter
Dear Mr. Roberts:
On June 13,2005 the Division of Radiation Control received a copy of the subject report. The
report was submitted to fulfill the report requirements of Section LH.l8 of the subject Ground
Water Discharge Permit. We have reviewed the report, and have the following conclusions:
l. The report states that the final cleanup efforts on residual radioactive subgrade materials in
the pond, after removal of the original polymer liner, were continued, until the subgrade
garnma readings were less than 100 microR./hour. This addresses the Ground Water
Discharge Permit Part I.H.l8.a requirement.
2. Drawings and specifications for the project are included in the report, also various
certification documents. These documents regard the construction work, subgrade
preparation and installation approval from the vendor, Colorado Lining International, and
IUC. These documents were issued in 2002. This addresses the Ground Water Discharge
Permit Pan I.H.l8.b requirement.
3. In regard to the possible revision of the Reclamation Plan requirements for the pond, as
provided in Part I.H.l8 of the permit, the DRC will defer on this determination until after
our review of the upcoming IUC license renewal application (due by March 1,2007).
168 North 1950 West. PO Box 144850. Salt lake City, UT 841 14-4850. phone [phone]. fax [phone]
T.D.D. (801 ) 5364414. www.deq.utah.gov -a
Harold R. Roberts
Page2
Please be advised that any future construction or maintenance activities on the Roberts Pond will
need to comply with the Ground Water Quality Protection Rules (UAC R317-6-6.1), and the Best
Available Technology requirements of the Ground Water Discharge Permit (Section I.D.4).
This letter closes out the submittal requirements in the Ground Water Discharge Permit, Section
I.H.18 regarding the Roberts Pond As-Built Report. If you have any questions or comments on
the above, please contact David Rupp at [phone].
Sincerely,
DF/DAR:dr
F:\druppVad\IUC\As-Buils\Robers Pond
File: IUC G.W. File l4l: Roberts Pond As-Built
Dane Finerfroc
INrBnNlrrr*orO
UneNruH,r (use)
ConponATroN
Independence Plaza, Suite 950 . 1050 Seventeenth Street o Denver, CO 80265 . 303 628 7798 (main) o 303 389 4125 (fax)
June 10, 2005
VIA OVERNIGHT DELIYERY
Mr. Dane L. Finerfrock
Executive Secretary
Utah Radiation Control Board
Department of Environmental Quality
168 North 1950 West
PO Box 144850
Salt Lake city, Utah 84114-4850
.li,l'i
Re: Ground Water Discharge Permit No. UGW370004, White Mesa Mill
Dear Mr. Finerfrock:
Pursuant to Section 1.H.18 of Ground Water Discharge Permit No. UGW310004,
attached is the Roberts Pond As-Built Report. This report documents the contaminate
removal activities as well as the specifics of installation of the new liner in the pond.
If you have any questions on the attached Report, please feel free to contact me.
Very truly yours,
/Harold R. Roberts
Vice President - Corporate Development
Ron F. Hochstein, IUSA
David C. Frydenlund, IUSA; w/o enclosure
T. Kenneth Miyoshi, IUSA
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cc:
As-Built Report
Mitl Area Retention Basin
("Roberts Pond")
White Mesa Mitl
International Uranium (USA) Corporation
Independence Plaza
Suite 950
1050 Seventeenth Street
Denver, Colorado 80265
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As-Built Report
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Mill Area Retention Basin
("Roberts Pond")
White Mesa Mitl
International Uranium (USA) Corporation
Independence Plaza
Suite 950
1050 Seventeenth Street
Denver, Colorado 80265
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Mill Area Retention Basin
("Roberts Pond")
As-Built Report
Basis of Need and Ploject Description
In May of 2002, the decision was made to clean out and re-line the White Mesa Mill
("Mill") area retention basin, commonly referred to as Roberts Pond ("Pond"). The
decision was based on concerns about the integrity of the existing Hypalon liner, and
concerns that the build r-rp of solids in the Pond from 22 years of operation had reduced
the usable capacity and fieeboard to unacceptable levels. The Pond had been installed
and lined during the original Mill construction. The intended use of the Pond was as an
emergency catchment basis to retain process solution or solids that may be
unintentionally released from the Mill during normal operations. The initial plan was to
clean the solids from the pond and then inspect the liner and make repairs as necessary.
Once cleanout activities began it became obvious that the Hypalon liner would not be
salvageable due to damage from the heavy equipment, and there were also concerns that
previous damage to the Hypalon liner had allowed contamination to spread to the sub
surface soils. The decision was ultimately made to totally clean out the pond, verifu the
area as radiologically clean and re-line the pond with 60 mil High Density Polyethylene
("HDPE").
Cleanup Activities and Radiological Verification
The cleanout activities involved use of a long-boom track hoe and 10-ton haul trucks.
The excavated material was transported to the ore pad because the residual uranium
values were determined to be sufficient to justify processing with the upcoming milling
campaign. Exc?vation of the pond area continued gnlil all the visible residues and |iB6p,
glglenrLreerLrem-qu9d-,fr_ag-the- ar's-4.- A series of photographs, No. 1 through 8, in
Appendix A show various phases of the cleanout activities.
The next phase of the cleanup involved the use of a small "Bobcat" type loader to remove
small areas of visible contamination while using radiological instruments to monitor the
residual levels of contamination. Areas were determined to be contaminated by use of a
Eberline Model 3 r,vith a 44-9 beta-gamma detector which also detects surface alpha
contamination, an Eberline ESP-1 with AC3-7 alpha probe, and a Ludlum Model 19
micro R meter. This was the initial radiological check to determine the success of the
initial cleanup of the Pond area. The surface gamma readings over the pond area after
initial cleanout and liner removal are shown in Appendix B. The Pond area is relatively
small, less than 0.5 acre, so it was easy to physically check the entire Pond bottom and
side slope areas. For comparison purposes, background readings were taken in locations
outside of the Pond area known to be uncontaminated. Photographs No. 9 through 16 in
Appendix A illustrate the final phases of Pond cleanout and radiological measurement.
Page 1
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Remediation and cleanout efforts continued until all areas within the Pond were less than
100 microR per hour, ol essentially background.
After all the contaminated materials were determined to be removed from the Pond area,
a 10 foot by 10 foot grid was established and soil samples were obtained and analyzed for
uranium. Because the solutions historically present in the pond were from process spills
and overflows, it was very unlikely that there would be thorium or radium values in the
pond unless they were accompanied by significantly higher uranium values; therefore
uranium was chosen as the indicator for final clean up of the pond area. After sample
results were verified the pond area was designated as radiologically clean. The Pond is
within the current area covered by the Mill decommissioning plan. As such, the area will
be included in the cleanup activities for final Mill decommission and will be subject to
the radiological clear-rup criteria in effect at that time.
Synthetic Liner Installation
The synthetic liner material specifications, installation procedures and quality
assurance/quality control plan is detailed in the "Plans and Specifications for Re-
Construction of the Mill Area Catchment Basin, May 2002". A copy of this document is
included as Appendix C to this report.
In preparation for liner installation, the bottom of the pond was cleaned of all large
oversize rock and was rolled with a smooth drum roller to provide a suitable surface for
the HDPE liner. The pond side slopes were also raked clean to ensure a suitable surface
for the liner. Photographs No. 17 through 24 rn Appendix A show typical surface
preparation activities. As additional protection for the liner material, geo-textile material
was installed over the entire pond bottom prior to liner placement. A series of
photographs, No. 25 through 30 in Appendix A show various phases of the installation
and cleaning of the geo-textile material.
A single 60-mil HDPE liner, in roll widths of 22.5 feet, was installed in the pond.
Quality Certificates for all the HDPE material supplies to the project are attached as
Appendix D. Installation procedures followed the "Quality Assurance Manual for
Installation of Flexible Membrane Lining Systems" (QA/QC Plan") that is attached as
Appendix E to this report. Based on the approved QA/QC plan, and the total length of
field seam in the installation, three (3) destructive tests (1 per 500 feet) were conducted
on the liner field seams. In addition, the entire lengths of all field seams were also tested
by use of air pressure and a vacuum box where necessary. Procedures for destructive and
non-destructive testing are detailed in the QA/QC Plan. In addition to the destructive and
non-destruction testing of the seams, all liner panels were visually inspected for signs of
damage or stress caused by the installation process, with repairs completed and tested as
necessary. Repairs were tested by use of a vacuum box. Photographs No. 31 through 52
show various liner installation activities as well as the destructive and non-destructive
testing of the liner seams. Once the liner installation was complete approximately one
foot of fresh water was placed in the pond to stabilize and secure the liner.
Page2
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Appendix F, "Installation Reports", provides the following documentation on the
installation procedures and quality control testing:
o inspection of the sub-grade prior to liner installationo material inventory log. daily destructive tests on startup seams. liner panel placement log
. results of air testing of all seams. results of all destructive tests on liner seams. final installation approval
o material and workmanship warranties
Appendix G, "Liner Installation Drawing" shows the location of each numbered liner
panel and each numbered seam for cross reference against the quality control test results.
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List of Appendices
Appendix A Construction Photographs
Appendix B Surface Gamma Readings
Appendix C Plans and Specifications
Appendix D Quality Certificates for Liner Material
Appendix E Quality Assurance Manual for Installation of
Flexible Membrane Lining Systems
Appendix F Installation Reports
Appendix G Liner Installation Drawing
Appendix A
Construction Photographs
Photo 1 - Initial Cleanout of Roberts Pond
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Figure 2 - Initial Cleanout of Roberts Pond
Figure 3 --Roberts Pond Cleanout in Final Stages
Roberts Pond Cleanout in Final Stages
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Figure 5 --Roberts Pond Final Cleanout Before Verilication
Figure 6 -
--1.
--!Roberts Pond Final Cleanout Before Verification
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Figure 7 -- Roberts Poncl Final Cleitnout Before Verification
Figure 8 - Itoberts Poncl Final Cleanout Before Verification
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Figure 9 -- Roberts Pond Final Radiological Verification
Figure l0 - Roberts Pond Final Radiological Verification
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Photo I I - Roberts Pond Final Radiological Verification
Figure l2 - Roberts Pond Final Radiological Verification
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Figune 14 - Roberts Pond Final Radiologieal Venification and
Surfaee Freparation
<i
(rb - Roberts Pond Final Radiological Verification
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Roberts Pond Final Radiological Verification
Figure l6 - Roberts Pond Final Radiological Verification
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Figure l8 - Final Contouring and Bottom Preparation
Figure 17 - Final Contouring and Bottom Preparation
Figure 19 - Early Stage of Bottom Preparation
Figure 20 - Boffom Leveling and Surface Preparation
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Figure 21 -- Bottom Leveling and Surface Preparation
Figure 22 - Smooth Drum Roller, Bottom Preparation
-.'\
Figure 23 --Smooth Drum Roller, Bottom Preparation
and Anchor Trench
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Figure 24 - Smooth Drum Roller, Bottom Preparation
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Figure 25 -- Inspection and Cleanup of Geo-textile Surface
Figure 26 - Inspection and Cleanup of Geo-textile Surface
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- Inspection and Cleanup of Geo-textile Surface
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Figure 28 - Inspection and Cleanup of Geo-textile Surface
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Figure 29 - Completed Geo-textile Surface
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Figure 30 - Beginning of HDPE Liner Installation
;:.IYi4)':; :; : *i
Figure 31 -- Beginning of HDPE Liner Installation
Figure 32 - Beginning of HDPE Liner Installation
Figure 33 -- Typical Hot \Medge Seaming Operation
Figure 34 - Typical IIot Wedge Seaming Operation
Figure 35 -- Typical Liner Installation
Figure 36 - Typical Liner Installation
Figure 37 - Completion of Hot Wedge Weld
Figure 38 - Side Slope Seaming Operation
\
Figure 39 -- Installation of Last Portions of Liner Material
Figure 40 - Liner Panel Installation, Note Panel Number
-- Destructive Seam Test, Location DT-l
Figure 42 - Destructive Seam Test, Location DT-z
Figure 43
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-- Destructive Seam Test, Location DT-3
Figure 44 - Repair of Destructive Test Location
Figure 45 - Typical Air Channel Testing
Figure 46 - Typical Vacuum Box Testing
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Figure 47 - Typical Vacuum Box Testing
Figure 48 - Backfill and Compaction of Anchor Trench
Figure 49 - Destructive Testing of Liner Seam
Figure 50 - Completed Liner lnstallation
Figure 51 -- Completed Liner Installation
Figure 52 - Addition of Water for Stabilization of Liner
Appendix B
Surface Gamma Readings
(after1l{rier removal)
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Appendix C
Plans and Specifications
PLANS AND SPECIFICATIONS
FOR
RE-CONSTRUCTION
OF THE
MILL AREA CATCHMENT POND
WHITE MESA URANIUM MILL
BLANDING, UTAH
International Uranium (USA) Comoration
Denver, Coloradb
May 2002
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1.0
Table of Contents
INTENT OF SPECIFICATIONS
1.1 Definitions
ENVIRONMTAL QUALITY PROTECTION
2.L General2.2 Existing Facilities2.3 Water2.4 Air
SME PREPARATION
3.1 General3.2 Excavation
3.2.1 General
GEOTEXTILE
4.1 General4.2 Performance4.3 Materials4.4 Installation
Mill Area Catchment Pond - Plans and Specifications
Revision 1.0
Pase No.
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3
International Uranium (USA) Corporation
White Mesa Uranium Mill
Blanding, Utah
2
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2
2.0
3.0
4.0 aJ
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5.0
Mill Area Catchment Pond - Plans and Specifications
Revision 1.0
Table of Conterts (cont'd)
Pase No.
4
5.1
5.2
5.3
5.4
5.5
SYNTHETIC LINER
General
Performance Requirements
Service Conditions
Design Criteria
Materials
5.5.1 HDPE Liner
Items of Work Performed by Vendor
Items of Work Preformed by Owner
Quality Control
5.8.1 Field Seams
5.8.1.1 Destructive Tests
5.8.1.2 Nondestructive Tests5.8.1.3 Repairs
Quality Control Reports
5.9.1 Material
5.9.2 Field Installation Reports
5.9.3 As-Built Drawing
5.9.4 Warranty
5.9.5 Acceptance
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International Uranium (USA) Corporation
White Mesa Uranium Mill
Blanding, Utah
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5.6
5.7
5.8 9
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5.9
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I Mill Area catchment Pond - Plans and rt:Jfiffii:;
I 1.0 INTENT OF SPECIFICATIONS, AND DEFINITATIONS
The Specifications presented in this document cover the re-construction of the Mill Area
t Catchment Pond ("MACP"), including the embankments and synthetic liner, White Mesar Uranium Mill, Blanding, Utah.
I 1.1 DefinitionsI
1.1.1 Owner - Owner as used in this document is:
International Uranium (USA) Corporation
Independence Plaza
Suite 950
1050 Seventeenth Street
Denver, Colorado 80265
Phone [phone]Fax [phone]
I 1.1.2 Engineer - Designated representative of the Owner responsible for all aspects of
I the construction activities.
r 1.1.3 Quality ControVQuality Assurance Officer - Designated representative of the
I anagement and implementation of the
Quality Control/Quality Assurance Program.
I tr 4 **-";#ll?*xil',::ffli:?,T::H:*:lproviding services or goods
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International Uranium (USA) Corporation
White Mesa Uranium Mill
Blanding, Utah
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Mill Area Catchment Pond
PROTECTION
- Plans and Specifications
Revision 1.0
2.0
2.1
ENVIRONMENTAL QUALITY
General
The Work shall be carried out in compliance with
regulations, licenses, and permits.
2.2 Existine Facilities
During construction, care shall be exercised to
prevent any unnecessary destruction, scarring or
constructed facilities in the vicinity of the Work,
all applicable statutes, rules and
preserve the existing facilities and
defacing of the natural surroundings
to
or
2.4
2.3 Water
Construction activities shall be performed by methods that will prevent entrance or
accidental spillage of pollutants into nearby gullies, washes and underground water
sources.
Air
Reasonable and practical efforts shall be made to operate construction equipment to
minimize emissions of air contaminants.
Fugitive dust from unpaved haul roads and other areas of heavy vehicle use shall be
controlled by sprinkling, dust suppression agents, or by vehicle speed limits. If due to
unusual circumstances, sprinkling and/or dust suppression agents are not fully effective in
controlling excessive fugitive dust emission, vehicle speeds on unpaved haul roads shall
be limited to 10 mph.
Storage and handling of flammable and combustible liquids and provisions for fire
prevention shall be in accordance with local and State regulations.
International Uranium (USA) Corporation
White Mesa Uranium Mill
Blanding, Utah
Page 2
3.0
3.1
3.2
Mill Area Catchment Pond - Plans and Specifications
Revision 1.0
SITE PREPARATION
General
The required earthwork for re-construction of the MACP consists of removal of existing
mill solution and sediment, and preparation of the MACP bottom and side slopes for
synthetic liner installation. The earthwork shall conform to the lines and grade shown on
Drawing No. WMM-02-l0l and in accordance with the Specifications.
4.0
Excavation
3.2.1 General
Excavation and reconstruction of the MACP shall be made to the lines, grade and
dimensions shown on Drawing No. WMM-02-101. The alignments and
excavation lines on the drawing are subject to change as may be found necessary
to adapt to the existing conditions present on the Mill site and as approved by the
Engineer. The excavation shall conform as closely as practical to the established
lines and grades. The finished contours cleaned of all loose, soft and
disintegrated materials including removal of all such materials from pockets, and
depressions in the MACP.
All necessary precautions shall be taken to preserve the material below and
beyond the lines of all excavations in the soundest possible condition. Where
required to complete the Work, all excess excavation and over excavation shall be
refilled with suitable materials acceptable to the Engineer.
The excavated surface in areas to be covered by a synthetic lining shall be free
from all loose earth and rock fragments over 0.5 inches in size, roots, vegetation,
or other foreign material. The excavated surface shall also be free from sharp
breaks in slope and shall be fairly smooth with no pieces or fragments protruding
more than 4 inches from the general plane of excavation,
GEOTEXTILE
General
This specification covers the supply and installation of the Geotextile protective sheet for
the MACP as shown on Drawing Nos. WMM-02-101.
International Uranium (USA) Corporation
White Mesa Uranium Mill
Blanding, Utah
4.1
4.2 Performance
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4.3
Mill Area Catchment Pond - Plans and Specifications
Revision 1.0
The geotextile material is to be installed over the entire bottom and side slope area of the
MACP. The material is intended for the purpose of providing a smooth, cushioned
surface for protection of the synthetic liner material
Materials
The geotextile shall be a non-woven polypropylene material with a minimum weight of 4
ounces per square yard.
Installation
The geotextile material is to be installed over the prepared sub-base of the MACP
and anchored in place by temporary means, approved by the Engineer, prior to
installation of the synthetic liner. The surface of the bottom and side slopes of the
MACP to be covered by the geotextile and synthetic lining shall be free from
loose earth, ruts, sharp breaks in slope, roots, vegetation or other foreign material,
and all cobbles or rock fragments protruding from the final smooth surface.
Care shall be taken to ensure that the installed geotextile contains no wrinkles or
folds, which could potentially hide materials unsuitable for liner installation.
Multiple layers of geotextile may be installed to aid in installation and reduce
field fitting of odd sized sheets. Sheets shall be heat seamed with a minimum of 6
inches of overlap.
SYNTHETIC LINER
General
This specification covers the design, supply, fabrication and installation of the synthetic
Liner for the MACP as shown on Drawing Nos. WMM-02-101. The Liner is to be
delivered and installed in the MACP.
1.
Performance Requirements
The Liner shall resist both the chemical action of the liquids and the physical
action of solutions or solids from the milling process as well as the effects of the
environment, including but not limited to, extreme temperatures, ultraviolet
radiation and variable wind conditions.
The sources of constituents in the liquids are from the processing of uranium ore.
The composition of the aqueous liquids, which could be stored in the MACP, are
expected to have the typical concentrations given in Table 5.2-1.
The MACP shall perform at any degree of fullness from near empty to 100
percent full.
International Uranium (USA) Corporation
White Mesa Uranium Mill
Blanding, Utah
4.4
1.
5.0
5.1
5.2
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5.
5.4
l.
2.
J.
Mill Area Catchment Pond - Plans and Specifications
Revision 1.0
Liner materials shall be suitable for a design ambient temperature range of minus
30 degrees F to plus 110 degrees F. Liner materials shall with stand the higher
liner temperatures resulting from exposure to sunlight.
The service life of the Liner shall be at least 25 years.
5.3 Service Conditions
The Liner shall be suitable for installation in an unprotected outdoor location.
The Liner will be in service 24 hours per day, 365 days per year. The only time the
MACP will be completely empty will be immediately after installation of the Liner.
Desisn Criteria
The Liner shall be installed in the MACP for which the subgrade has been
prepared in accordance with Vendor and Owner Specifications. The dimensions
of the MACP are given on Drawing No. WMM-02-101.
Solutions may be introduced into the MACP by pumping and by gravity flow
through HDPE piping laid over the adjacent ground and upon the interior pond
slopes. Solution may also be introduced to the MACP from surface water runoff
and from unexpected releases for the Mill process. The Liner shall be reinforced
at inlet points to prevent wear, puncture, and/or other damage.
Removal of liquids from the MACP will occur by pumping. Liquids may be
recycled to the Mill or discharged to the Tailings Management System.
4. The methods and standards of joining and sealing the Liner sections to form a
watertight Liner shall be specified by the Vendor in the response to Owners
request for quotation.
lnternational Uranium (USA) Corporation
White Mesa Uranium Mill
Blanding, Utah
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TABLE 5.2-1
Mill Area Catchment Pond - Plans and Specifications
Revision 1.0
TYPICAL LIQUIDS COMPOSMION
Grams/Liter
0.27
0.105
9.7
7.8
8.0
190.0
0.74
0.63
0.79
2.30
0.t4
r.20
0.70
0.70
0.44
N.D
lnternational Uranium (USA) Corporation
White Mesa Uranium Mill
Blanding, Utah
Ion
V
U
Na
NH3
CI
s04
Cu
Ca
Mg
AI
Mn
Zn
Mo
pH
As
Se
Page 6
2.
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4.
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8.
9.
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5.5 Materials
Vendor shall warrant the
physical properties meets
Mill Area Catchment Pond - Plans and Specifications
Revision 1.0
synthetic Liner material supplied, and that the thickness and
the requirements of the Specifications as listed in Table 5.5-1.
5.5.1 HDPE Liner
The Liner shall be of high density polyethylene (HDPE) with a minimum
thickness of 60 mils, installed over the entire surface area of the MACP, including
the bottom and side slopes. Liner thicknesses in the Specifications are nominal
thickness. Actual thickness shall be within the manufacturer's tolerances. The
Liner shall be placed on the prepared subgrade after acceptance by Vendor of the
suitability of the surface preparation. The Liner shall meet the Performance
Requirements, Service Conditions and Design Criteria in accordance with these
Specifications.
5.6 Items of Work Performed by Vendor
Work by Vendor shall include but not be limited to the following:
1. Fabrication and installation of an HDPE Liner system for the MACP, including
all hardware and accessories for reinforcing of the liner for inlet and discharge of
solutions.
Delivery of the Liner material to the Owner's Plant Site near Blanding, Utah.
Review and acceptance of Owner's earthwork and Liner installation drawings.
Inspection and acceptance of Owner's earthwork prior to Liner installation.
Furnishing of equipment, materials, supervision and labor for the Liner uncrating,
handling and installation, including joining of the Liner material to form a
continuous Liner covering the sides and bottoms of the MACP.
Repair of any holes or blemishes detected in the liner before acceptance by
Owner.
All required Quality Control per Section 5.8 of these Specifications.
The Liner installer shall provide Owner with layout drawings of the proposed
Liner placement pattern and seams prior to project commencement. The drawings
shall indicate the panel configuration and locations of seams.
The Liner installer shall provide data on installation details for compensating for
expansion and contraction due to temperature fluctuations (minus 30o F to plus
1000 F).
International Uranium (USA) Corporation
White Mesa Uranium Mill
Page| Blanding' Utah
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TABLE 5.5.1
Property
Gauge (Nominal )
Thickness, Mils (Minimum)
Specific Gravity (Minimum)
Minimum Tensile Properties
(Each Direction)
t.
4.
5.
2.
-r.
Mill Area Catchment Pond - Plans and Specifications
Revision 1.0
Material Properties for HDPE Liners
Test Method
ASTM D1593.99
ASTM D792-98
ASTM D638-99
Puncture Resistance, (lb.)
Tear Resistance
(Pounds Minimum)
Stress Crack Resistance (hrs)
Low Temperature, F
Dimensional Stability
(Each Direction, Percent Change Maximum)
Resistance to Soil Burial
(Percent Change Maximum in
Relation to Original Value)
Tensile Strength at Break
(Pounds/Inch Width)
Tensile Strength at Yield
(Pounds/Inch Width)
Elongation at Break (Percent)
Elongation at Yield (Percent)
Modulus of Elasticity (Pounds/Square Inch)
Tensile Strength at Break and Yield
Elongation at Break and Yield
Modulus of Elasticity
ASTM D882-OO
ASTM D4833-OO
ASTM D1004-94a
ASTM D5397-99
ASTM D746-98
ASTM DI2O4-94
Ql2Fo 15 Minutes)
ASTM D3038-93 (1999)
ASTM Dr693-00
International Uranium (USA) Corporation
White Mesa Uranium Mill
Blanding, Utah
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Environmental Stress Crack (Minimum, Hours)
Page 8
I Mill Area Catchment Pond - Plans and Specifications
Revision 1.0
5.7 Items of Work Preformed by Owner
Owner shall perform the following:
Earthwork including excavation.
Construction and repair of embankments as necessary.
Placement of the prepared sub-grade
Excavation of liner anchoring trenches.
Supply and installation of geotextile material.
Supply and installation of solution inlet structures and discharge pumps and
piping.
Ouality Control
The Vendor shall provide the Quality Control/Quality Assurance functions for
installation of the Liner.
5.8.1 Field Seams
5.8.1.1 Destructive Tests
Field Fabricated Startup Seam - Vendor shall provide a representative seam
fabricated from the same sheet material and using the same seaming methods as
those recommended by the synthetic Liner manufacturer. The startup seam shall
be no less than 10 feet (3 m) in length and shall be provided at the start of each
day's or shift's seaming. Random samples for shear and peel testing shall be cut
from the startup seam. The startup seam shall be allowed to cure or age properly
before testing in accordance with manufacturer's directions.
Field Cut Out - A minimum of one 3-foot (1.0 m) long section of the fabricated
seam per 500 feet of seam shall be cut from the installed Liner. The cutout
section shall be wide enough to accommodate peel and shear testing. Random
specimens for peel and shear testing shall be cut from the sample. The resulting
hole shall be patched with an oval-shaped piece of sheet material and shall be
seamed in accordance with the manufacturer's instructions. The cutout seam shall
be allowed to cure or age properly before testing in accordance with the
manufacture's recommendations.
The integrity of the field seams shall be determined in accordance with applicable
methods in ASTM D4437-84 Standards.
lnternational Uranium (USA) Corporation
White Mesa Uranium Mill
Blanding, Utah
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The location of the
any problems shall
5.8.r.2
5.8.1.3
A Quality Control Technician employed by Vendor shall make a visual inspection
of all field seams. In addition, the following test methods shall be employed by
the Vendor.
Air Pressure Testing - Air Pressure Testing shall be performed in accordance
with ASTM D5820-95, Standard Practice for Pressurized Air Channel Evaluation
of Dual Seamed Geomembranes.
Vacuum Box Testing - All field seams shall be inspected for un-bonded areas by
applying a vacuum to a soaped section of seam. This nondestructive test shall be
performed in accordance with the method given in ASTM D 4437-84 Standards.
Mill Area Catchment Pond - Plans and Specifications
Revision 1.0
seams, the machine used, the operator, weather conditions and
be logged on a shift basis.
Nondestructive Tests
Repairs
5.9
All defective field seams as detected by
shall be marked and repaired
recommendations.
Quality Control Reports
5.9.1 Material
both destructive and nondestructive tests
in accordance with manufacturer's
Quality Control certificates
the Vendor and reviewed by
The test reports, material properties sheets and
required in Section 1.6 shall be supplied to Owner by
Owner prior to corrmencement of Liner installation.
5.9.2 Field Installation Reports
The Vendor shall provide Owner with
a) Changes in layout drawings
b) Results of test seams.
c ) Welding data.
d) Nondestructive tests results.
e) Destructive tests results.
f ) Repair data.
reports of the following:
International Uranium (USA) Corporation
White Mesa Uranium Mill
Blanding, Utah
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As-Built Drawinss
Upon completion of the project, the Vendor shall provide Owner with a
reproducible original of the drawings showing the panel location number and
seam location number, patches and destructive test samples.
5.9.4 Warranty
The Liner Vendor shall guarantee the Liner to be free of defects for a period of 10
years after installation. These warranties shall be provided to Owner upon
completion of the project.
5.9.5 Acceptance
The installed Liner shall be accepted by Owner when:
5.9.3
a)
b)
c)
d)
The Liner installation is complete.
All Quality Control documentation is submitted
As-built drawings are received.
Warranty documentation is received.
Mill Area Catchment Pond - Plans and Specifications
Revision 1.0
International Uranium (USA) Coqporation
White Mesa Uranium Mill
Blanding, Utah
Page I I
Appendix D
Quality Certificates for Liner Material
ffi ffiGilcilltrGJwffi =z6h€acarGs$s.-qucr ll rrlig eenTh {fracriie
ROLL #
Measurement
ASTM D-75't/5199
(Modified)
227_555_p_0_Lot #K011070 Liner Type:SMOOTH HDPE
Thickness 1.Smm 60mil
Length 128 m 4ZO feerWidth 6.86 m Z2.S feet
A/A'S DATA TEST
MIN:
MAX:
AVE:
METRIC
1.557 mm
1.643 mm
1.597 mm
ENGLISH
61 mil
65 mil
63 mil
Specific Gravity
ASTM D-792 Density g/cc
*S.Ij*EEL..__._._....._.-....**BES_U-_L-T'S..***.._...
.940min .942
MFIASTM D.1238
COND. EGRADE: chevron 9638 Melt Flow lndex 190oC 1216A g g /10 min .20-.30 .30
Carbon Black Content
ASTM D-1603t4218 Range t-5o/o 2.65
Carbon Black Dispersion
ASTM D-5596 Category 1,2
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Tensile Strength
ASTM D-638 (Modified)
( 2 inches / minute )
Elongation
ASTMD-638(Modified)
( 2 inches / minute )
Lo = 1.3" Yield
Lo = 2.0" Break
Average Strength @ Yield psi 2200
4000
2,731
4,561nv9-raOe.sf19n-gth @ Brgak psi
Average Elongation @ Yietd
Average Elongation @ Break
13 15.52
807.3o/o 700
Dimensional Stability
ASTM D-1204 (Modified)Average Dimensional Change o/o rl -0.20
Average Tear Resistance
Tear Resistance
ASTM D-1004 (Modified)
Puncture Resistance
ASTM D-4833 (Modified)
Puncture Resistance
FTMS 101 Method 2065 (Modifi"d) Lo'O
45lbs 54.111
lbs 100.312
141.280
ESCR
AS-TM D:.16e3
Notched Constant Tensile Load
ASTM D -5397
Minimum Hrs w/ o Failures
passifat@35Yo
hrs
hrs
1500 ONGOING
ONGOING
CUSTOMER: Colorado Lining
P.O.#: 2000216
ffi. ffiGilcilFluWffi =zomerca qlu,cr ll lriigl eenifn ifireeriie
185_42:2 01 Lot #K081314 Liner Type:SMOOTH HDPE
Measurement
ASTM D-751/5199
(Modified)
METRIC
MIN: 1.48 mm
MAX: {.679 mm
AVE: 1.562 mm
ENGLISH
58 mil
66 mil
6l mil
Thickness 1.Smm 60mil
Length 128.00Width 6.86
m 420 feet
m 22.5 feet
fuA'S DATA TEST
'_*'SHEEI'*****_*_***_RES_U-LT-S.*.. .-... .
Specific Gravity
ASTM D-792 Density g/cc .940min
MFIASTM D-1238
COND. E .28Melt Flow lndex 190oC 12160 9 - g /10 min .20-.30chevron 9638
Carbon Black Contenl
ASTM D-1603/4218 Range 2-3 2.01
Carbon Black Dispersion
ASTM D-5596
Category 1,2
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Tensile Strength
ASTM D638 (Modified)
( 2 inches / minute )
Average Strength @ Yield
Average Strength @ Break
pst
psi
2200
4000
2,639
4,778
Elongation
ASTMD-638(Modified)
( 2 inches / minute )
Lo = 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @ Break
13o/o
o/o 700
17.71
820.7
Dimensional Stability
ASTM O-12A4 (Modified)Average Dimensional Change o/o {t.89r1
Tear Resistance
ASTM D-1004 (Modified)Average Tear Resistance 45lbs 50.209
Puncture Resistance
FTMS 101 Method 2065 (Modified)Load lbs
Puncture Resistance
ASTM D-4833 (Modified)Load 140.100
ESCR
ASTM D - 1693
Minimum Hrs w / o Failures hrs 1 500 ONGOING
Notched Constant Tensile Load
ASTM D -5397
200pass/farl@35o/o
Quality Control
ONGOING
02-05-01
CUSTOMER:
P.O.#:
Colorado Lining
20014
Date:.......................Y
signature..,*#*
o5/07/02 13:02 FAX AGRII-AUERICA*rQC +++ COLOMDO LINING
Thickneee 1.5mm 60mil
Length 128 m
Wldth 6.86 m
@or
420 leet
22.5 feet
TEST
-BE$ULTS --.951
Gllu,cr llrrlig c@F'iirr {fteqriiei+fl c{$RY*
tr*teeco?ncl&Pt'
243228 01 Lot #K081368 Liner Type:SMOOTH HDPE
Measurement
ASTM D.751/51eS
(Modified)
METRIC1.5 mm
1.621 mm
1.555 mm
ENGLISH
50 mll
64 mil
61 mil
MIN:
MAX:
AVE:
Specific Gravlty
ASTM D.792 Density glcc
MFIASTM D-1238
COND. E
GRADE:
Mell Flow lndex 190oC 12160 g - g/10 mln .19
Carbon Black Content
ASTM D-1803/421E
Range
Carbon Black Dispersion
ASTM D-5596 Category
1s6ilo Strength
ASTM D€38 (Modified)
( 2 inches / mlnute )
Average Strengh @ Yeld
l
Averags Strongth @ Break
psi 3,4G1
psi
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Elongation
ASTMD-638(Modified)
( 2 inches / minute )
Lo = 1.3'Yield
Lo - 2-o" Break
Average Elongatlon @ Veltl
Average Elongatlon @ Break Yo
15,20
817.3
Dimensional Stability
ASTM D-12U (Modified)Average Dimensional Change %-0.09
Tear Resisliance
ASTM D-l004 (Modified)Average Tear Resistance
Puncture Resistance
FTMS 101 Method 2065 (Mottified)Load 115.860
Puncture Reslslance
ASTM D.4833 (Modlfled)Load rss.960
ESCR
ASTM D. 1893 Minimum Hrs w / o Failuret 1500 hrs ONGOING
Notched Constant Tensile Load
ASTM D -5397
pass /fall@ 30%200 hrs PASS
CUSTOMER: ColoradoLlnlng
P.O.#: 2OOO244.?
05/07/o2 L8:oZ FAX AGRII-AUERICA{'QC +++ COLORADO LINING
Thicknees 1.5mm 60mil
@oz
-rrfr' CilCtrilr{.I
f;"-"'F;+xa'
Measurement
ASTM D-751/5199
(Modified)
qlu,er ll rriFg c@ F'ihr {fi eqriie
Specific Gravity
ASTM D-792
RoLL # 220160 01 , Lot # .. Mo31oG L_ Llner Tvpe:SMooTH HDPE
METRIC ENGLISH
MIN: 1.527 mm 60 mil
MAX: 1.641 mm G5 mil
AVE: 1,591 mm Gl mil
Length 128width 6.86
m 420 bei
m 22.5 feet
TEST
-, RESULT-Q-
.948Densityg/cc
MFIASTM D.1238
COND. E
GRADE:
Melt Flow lndex 190oC l21aO g - g /10 mln .25
9638
Carbon Black Content
ASTM D-l603/421E
Range
Carbon Black DlsPersion
ASTM D-5596
Category
Teneile Strength
ASTM D-638 (Modified)
( 2 inches / minule )
Average Strength @ Yield
Average Strength @ Break
psl
pst
2,649
4,t19
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Elongation
ASTMD-638(Modified)
( 2 inchee / minute )
Lo = 1-3'Yeld
Lo = 2.0" Break
Average ElongaUon @ Veld
Average Elongatlon @ Break %
1G.OE
8G2.3
Dimenslonal Stability
ASTM D-'1204 (Modifled)i.:
Average Dimenelonal Change %-{,.16
Tear Resistance
ASTM D-l004 (Modified)Average Tear Reslstrance
Punclure Resistance
FTMS 101 Method 2065 (Modified)98.656
Puncturs Resistance
ASTM D-4833 (Mott'tfied)Load ,117.040
ESCR
ASTM D.1693 Minimum Hrs w / o Failures 1Sfi) hrs PASS
Notchad Constant Tensila Load
ASTM D.5397
pass/fail@30%200 hrs
Colorado Llnlng CompanY
Quality gon
CUSTOMER:
P.O.#:
J.r,, va t'/u Aql\Li_ru&t\lwa{rqv 1-1 vvuvluu
{# etgnll* qluerllliig
Ar"-n?Ycon?ro'&P-'
R.LL# 24g226 "01 1,,#- [0,313ffi
qlu6r ll liig c@niln {fiieeriie
Llner Typa:SMOOTH HDPE
Thicknese 1.5mm €Omll
Length 128 m 120 ieel
width 6.36 I 22.5 feet
TEST
Measurement
ASTM D-751/5199
(Moctified)
METRIC
MIN: t.49tl mm
MA)(: 1.605 mm
AVE: l.stll mm
ENGLISH
50 mil
63 mil
61 mil
glcc
RESULTS
.951Speclflc GravitY
ASTM D-7S2
Denslty
MFIASTM D-1238
Mell Flonr lndex 190oC /2160 g - g /10 mln .19COND. E
GRADE:9839
Carbon Black Content
ASTM D-1603/4218
Vo 2.09Range
Carbon Black DisPerslon
ASTM D.5596
Category
Tensile Slrength
ASTM D638 (Modified)
( 2 inches / minule )
Average Stength @ Yield psi 3'4ts
1,320Average Strength @ Break psi
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Elongation
ASTMD-638(Modified)
( 2 inches / minute )
Lo = 1,3" Yeld
Lo = 2,0'Break
Average Elongation @ Yield
Average Elongation @ Break
o
o/o
15.20
817.3
Dimensional Stability
ASrM D-12M (Modlfled)Average Dimensional Change o/o {r.0E
Tear Reslstance
ASTM D-1004 (Modified)Tear Resistanoe 60.03s
Puncture Resistance
FTMS 10'! Method 2065 (Motlified)Loao 115.660
Puncture Resistance
ASTM D4833 (Modified)Load lbs 155.960
ESCR
ASTM D - 1693
Minimum Hrs w / o Failures I 500 hrs OHGOING
Notched Constant Tensile Load
ASTM D -5397
pass/fail@30%PASS200 hrs
CUSTOMER:
P.o.#:
Golorado Lining
2000244-2
Date:.......,.....,.. 19*1f. :!
?mnr*,
LO t va aru.rl, .!l&l\r varrqv
J04{357 Liner Type:EMOOTH HDPE
Thickness 1.5mm 60mil
Length 12S rn 120 reot
Width G.86 m 22.5 feet
TEST
.f,il CilCiltrLI
il*'iix;:"i'
Measurement
ASTM D-751/519S
(Modified)
Elu,er lhiig €@'r"iFrr {fi eeriie
RoLL#._ _22933919_.
Specific GravitY
ASTM D.792
Lot#
METRIC
MIN: 1.605 mm
MAX: '1.678 mm
AVE: 1,03 mm
ENGLISH
03 mil
66 mll
64 mll
glcc
,. ..-.RESULTS- .
.945Density
MFIASTM D.1238
COND. E Melt Flow lndex 190oC 12160 g ' g /10 min .27
chevron 9638
Carbon Black Content
ASTM D-1603/4218
Range oh 2.62
Carbon Black DisPersion category
ASTM D.5596
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Tensile Strength
ASTM D-838 (Modified)
( 2 lnches / minute )
Elongation
ASTMD-638(Mottified)
( 2 inches / minute )
Lo = 1,3" Yield
Lo = 2-0" Break
Average Strength @ Yeld
Average Elongatlon @ Yield
t:
Average Elongation @ Break
ii psi 2.416
4,603
17.T8
s22.0
Dimensionsl $tabiltty
ASTM D-1 ?:{} { (Modified)Average Dimensional Change o/o
,:l
.0.20
Tear Resistattce
A$TM D-1{)l}4 (Modlfied)Average Tear Resistance lbs 17.784
Puncture [iealelSnce
FTMS 101 lvtetltod 2065 (Modffied)lbsLoad 83.770
Punoture fiesistance
ASTI/ 1r. 4oJJ (Modlfled)Load lbs 127.920
Minimum Hrs w / o Failures 1500 hrs ONGOlNG
ASI I,.Lt ir l!"t9,,1
NOt'-i ierl t-.otr stant TenSile LOad
Aslr,/fl n'{fr:i pass/fail@30%200 hrs ongolng
ClrIl i {ri!,lr1:l Colorado Lining trkr . SMGoAA.FRMpannlenl nrvor
Appendix E
Quality Assurance Manual for Installation of Flexible
Membrane Lining Systems
QUALITY ASSURANCE MANUAL
FOR THE INSTALLATION OF
FLEXIBLE MEMBRANE LINING SYSTEMS
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ffiffi€
6(ffi,m7
1062 Singing Hills Road
Parker, Colorado 80138
[phone]
[phone]
[phone] FAX
Colorado Lining International
.Ii,*i,NP'
G/orail /rh'
,i rrrilrrr roT
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TABLE OF CONTENTS
INTRODUCTION .....................1
1.1 Terms of Reference ............... ........................1
1.1.1 Purpose............. ..........1
1.1.2 Quality Assurance and Quality Control ...............1- 1.1.3 Lining Materials .............1
1.1.4 Scope of Quality Assurance and Quality Control ....................1
1.1.5 Units ..........2
1.1.6 References .......... .,.......2
GEOMEMBMNE MANUFACTURING AND DELIVERY.......... ........2
2.1 Manufacturing ..........2
2.1.1 Geomembrane Raw Material ................ ....,........2
2.1.2 Geomembrane Manufacturing .............. .............3
2.1.3 Rolls ..........3
2.2 Delivery ......................3
2.2.1 Transpoftation and Handling .............. ................3
2.2.2 Storage ............... .........4
INSTALLATTON ........... ............4
3.1 Anchor Trench Systems ...............4
. 3.2 Geosynthetic Placement ...............4
3.2.1 Field Panelldentification ..................5
3.2.2 Field Panel Placement............ .........5
3.2.2.L Location ........53.2.2.2lnstallation ......................5
3.2.2.3 Weather Conditions ...........5
3.2.2.4 Method of Placement ............... ..........5
3.2.2.5 Damage .........6
3.3 Field Seaming ...........6
3.3.1 Seam Layout ,...............6
3.3.1.1 Field Joints .......................63.3.1.2PipePenetrations. ..................6
3.3.2 Seaming Equipment and Products ......................7
3.3.3 Seam Preparation ..,,..,..1
3.3.4 Weather Conditions for Seaming .............. ..........7
Cold Weather Seaming of Polyethylene Liners ...............8
3.3.5 Trial Seams ...................9
Failed Test Seams ....................9
3.3.6 General Seaming Procedure .............9
3.3.7 Non{estructive Seam Continuity Testing ............9
3.3.7.t Concept ..........9
3.3.7.2 Vacuum Testing ...............10
3.3.7.3 Pressure Test Specifications for Dual Hot Wedge Welds ..........11
3.3.7.4 Air Pressure Testing (for Double Fusion Seam only) .,...,.........11
3.3.8 Destructive Testing ......11
3.3.8.1 Concept ........11
3.3.8.2 Location and Frequency ............. ......12
3.3.8.3 Sampling Procedure .......12
3.3.8.4 Size of Samples ...............12
3.3.8.5 Field Testing ...................13
Destructive Testing of Seams ........13
3.3.8.6 Procedures for Destructive Test Failure ...............14
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3.4 Defects and Repairs ....................14
3.4.1 Identification ...............14
3.4.2 Evaluation ........... ........15
3.4.3 Repair Procedures ........15
3.4.3.1 Geomembrane Repair Procedures .......................15
3.4.3.2 Geomembrane Verification of Repairs ..................16
3.5 Backfilling of AnchorTrench ........16
3.7 Soils in Contact with the Geomembrane ............. .............16
SoiUEarth Cover on Top of Geomembrane ............. ................16
Typical Resin Properties............ ..............t7
DETAILS OF HOT WEDGE SYSTEM .......,.,......I7
SEAM TESTING PROCEDURE ....................i...... ................21
EIELD SEAM FAI1URE............. .....22
PEEL TEST FOR HOT WEDGE SEAM WELD .....22
DETAILS OF EXTRUSION WELDING SYSTEM ....................23
DEFECT (LEAK) TESTTNG OF SYNTHETTC UNERS .............24
A LEAK DETECEON SYSTEM USING SPARK TESTABLE GEOMEMBMNE ..................................25
CoNDUCTIVEUNER TYPICAL QUESTIONS .......................26
SPARKTESTING CONDUCIVE UNER ..............28
GEOSYNTHETIC TERMINOLOGY ........ .............30
HDPE REFERENCE UST.. ..................33
DIAGRAMS
ANCHOR TRENCH DETAILS .........D1
MULTIPLE I.AYERED ANCHOR TRENCH .........D2
WEDGE WELD ..........D3
EXTRUSION WELD ......................D4
GAS VENT ................D5
HDPE PrPE BOOT ......D6
PIPE PENETRATION WITH COL|-AR ..............D7PIPEPENETMTIONDOUBLELAYERSYSTEMWITHCOLI.AR.............. ................D8
BATTEN ATTACHMENT. SINGLE LAYER ........D9
BATTEN ATTACHMENT. DOUBLE UNER ......D10
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1.1
Introduction
Terms Of Reference
1.1.1 Purpose
This manual addresses the quality assurance and quality control of the installation of
flexible membrane liners used by Colorado Lining International (CU) in hazardous waste
disposal landfills, surface impoundments or other installations as specified by the owner
and/or engineer. This manual therefore delineates the quality procedures and standards
for production and installation.
This material reflects the requirements of the Hazardous and Solid Waste Amendments
of 1984 to the Resource conseruation and Recovery Act (RcM), and 'construction
Quality Assurance for Hazardous Waste Land Disposal Facilities, Public Comment Draft",
Document EPA/530-SW-85-031, July, 1986.
1.L,2 Quality Assurance and Quality Control
In the next context of this manual, quality assurance and quality control are defined as
follows:
Ouality Assurance - A planned and systematic pattern of all means and actions designed
to provide adequate confidence that items or seryices meet contractual and regulatory
requirements.
Ouality Control - Those actions which provide a means to measure and regulate the
characteristics of an item or service to contractual and regulatory requirements.
In the context of liner production and installation.
In the context of liner production and installation:
Quality Assurance refers to means and actions employed by CU to assure conformity of
the lining system production and installation with the Quality Assurance Plan and
Specifications.
Quality control refers to those actions taken by the Manufacturer, Fabricator and Installer
to ensure that the materials and the workmanship meet the requirements of the plans
and specifications.
1.1.3 Lining Materials
For purposes of this document the term "geomembrane" is applied to flexible membrane
liners. More specifically "geomembrane" refers to polyethylene geomembranes, with
either smooth surface or textured surface for increased friction. These geomembranes
include high density polyethylene (HDPE) membranes which are made from resins with a
specific aravity greater than 0.935.
The quality assurance of a geosynthetic liner system is addressed herein in its entirety,
including all stages from manufacture to installation.
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1.1.4 Scope of Quality Assurance and Quality Control
The scope of this manual includes the quality assurance applicable to manufacturing,
shipment, handling, and installation of all geosynthetics. In particular, full-time quality
assurance of the installation of geomembranes is essential.
This manual does not address design guidelines, installation specifications, or selection of
geomembranes.
This manual does not address the quality assurance of soils, except in cases where soil
placement may have an influence on the geomembrane.
1.1.5 Units
In this manual, all properties and dimensions are expressed in U.S. units, with
"equivalent" SI units in parentheses. It should be noted that the conversion is typically
only accurate within ten percent. In cases of conflict or clarifications, the U.S. units shall
be deemed to govern.
1.1.6 References
The manual includes references to test procedures of the American Society for Testing
and Materials (ASTM), the Federal Test Method Standards (F[MS) and the "standards for
Flexible Membrane Liners" of the National Sanitation Foundation (NSF). Recognizing the
changing nature of the above standards and the geosynthetic industry are large, this
manual is subject to periodic revision.
Geomembrane Manufacturing and Delivery
2.L Manufacturino
2.1.L Geomembrane Raw Material
The raw material shall be first quality polyethylene resin containing no more than 2olo
clean recycled polymer by weight, and meeting the following specifications for HDPE:
Specific Gravity (ASTM D792 Method A or ASTM D1505):?. 935 prior to the addition of
carbon black. Melt Index (ASTM D1238 Condition 190/2.76):0.05 - 0.3 g/10 min.
Quality control testing shall be carried out to demonstrate that the product meets this
specification.
Prior to project completion, CLI shall provide the Project Manager with the following
information:
The origin (resin supplier's name, resin production plant), identification (brand
name and number) and production date of the resin;
A copy of the quality control certificates issued by the resin supplier noting
results of density and melt index;
Reports on the tests conducted by the Manufacturer to verify the quality of the
resin used to manufacture the geomembrane rolls assigned to the considered
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facility. These tests should include specific gravity (ASII\4 D792 Method A or
ASTM D1505) and melt index (ASTM D1Z3B Condition L90|Z.L6); and
Reports on the tests conducted by the Manufacturer to veriff the quality of the
sheet.2.1.2 Geomembrane Manufacturing
cLI shatl provide the Project Manager/owner with a propefi sheet including, at a
minimum, all specified propefties, measured using test methods indicated in the
specifications, or equivalent.
The owner or Owner's Representative shall verify that:
The propefi values ceftified by the Manufacturer meet all of the specifications;
and
The measurements of all properties by the Manufacturer are properly
documented, and that the test methods used are acceptable.
2.1.3 Rolls
After receipt of material, CLI shall provide the Project Manager with one quality control
ceftificate for every two rolls of geomembrane provided. A responsible party shall sign
the quality control certificate. The quality control certificate shall include:
Roll numbers and identification; and
Results of quality control tests. As a minimum, geomembrane results shall be
given for thickness, tensile strength, and tear resistance, evaluated in
accordance with ASTM test methods approved by the Designer.
Deliverv
2.2.L Transpoftation and Handling
cLI through and independent trucking firm or other pafi as agreed upon by the owner
will peform transportation of the geomembrane. If the geomembrane arrives on site
prior to CLI project personnel, the customer is responsible for off-loading rolls.
Geomembrane, when off-loaded, should be placed on a smooth, welldrained surface,
free of rocks or any other protrusions which may damage the material. No special
covering is necessary for geomembrane.
The following should be verified prior to off-loading geomembrane:
Handling equipment used on the site is adequate and does not pose any risk or
damage to the geomembrane; and personnel will handle the geomembrane with
care.
Any welding rod delivered to the site prior to CLI arrival should be kept covered and dry,
or placed in a storage facility.
Upon arrival at the site, cu shall conduct a sufface obseruation of all rolls for
defects and for damage. This inspection shall be conducted without unrolling rolls unless
defects or damages are found or suspected. ctl shall indicate any damage to the
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Project Manager.
2.2.2 Storage
The Project Manager shall provide storage in location (or several locations) such that on-
site transportation and handling are minimized. Storage space should be protected form
theft, vandalism, passage of vehicles, and be adjacent to the area to be lined.
Installation
Anchor Trench Svstems
All Anchor Trench systems shall be excavated bythe Earthwork contractor
(unless otherwise specified) to the lines and widths shown on the design
drawings, prior to geomembrane placement.
If the anchor trench is excavated in clay susceptible to desiccation, no more than
the amount of trench required for the geomembrane to be anchored in one day
shall be excavated (unless otherwise specified) to minimize desiccation potential
of the anchor trench clay soils.
Slightly rounded corners shall be provided in the trench where the geomembrane
adjoins the trench so as to avoid sharp bends in the geomembrane. No large
rocks or clay lumps shall be allowed to underlie the geomembrane in the anchor
trench.
Backfilling of the anchor trench shall be conducted in accordance with Section
3.5.
See Diagrams D-I and D-2 for a detaild dnwing of anchor systems.
For attaching liners to structures, see Diagrams D-8 & D-10.
Geosvnthetic Placement
Immediately prior to installation of the designed geomembrane liner, cu and the
owner or the owne/s representative shall observe the surface. The decision to
repair cracks, if any, should be made only by the Project Manager. CLI and the
Project Manager for joint approval shall walk the subgrade. CLI will sign
acceptance of the surface condition of the subgrade. The integrity of the
underlying soil is the responsible of the owner/earthwork contractor.
Subgrade Preparation Recommendations:
No liner shall be placed on sufaces not previously found acceptable by the cu
supervisor or his agent.
No sharp stones or other hard objects that could penetrate the liner shall be
present in the top 1 inch of the surface to be covered.
surfaces to be lined shall be smooth and free of al rocks, sharp stones, stick,
roots, sharp objects, or debris of any kind. The surface should provide a firm;
unyielding foundation for the geosynthetic with no sudden, sharp or abrupt
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changes or breaks in grade.
3.2.1 Field Panel Identification
A field panel is the unit 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.
-Althe time of installation, the CLI Field Supervisor shall give each field panel an
"identification code" (Number or letter-number). The project Manager shall
agree upon this identification code. This field panel identification code shall be
as simple and logicalas possible.
3.2.2 Field Panel Placement
3.2.2.L Location
Field Panels are located by the CLI Field Supervisor in a manner consistent with
the Specification and best suited to existing site conditions.
3.2.2.2 Installation Schedule
Field Panels are placed one at a time, and each field panel is seamed
immediately after its placement (in order to minimize the number of unseamed
field panels); and
CLI shall record the identification code, location, and date of installation of each
geomembrane field panel. Daily progress Report to be submitted to project
Manager for forwarding to Engineer (Owner), also on a daily basis.
3.2.2.3 Weather Conditions
welding placement shall not take place during any precipitation, in the presence
of excessive moisture, blowing dust, or in the presence of excessive winds
(unless wind barriers are provided). In addition, welding shall not take place in
an area of ponded water.
3.2.2,4 Method of Placement
CLI shall verify the following:
Any equipment used does not damage the geomembrane by handling,
trafficking, excessive heat, leakage of hydrocarbons, or other means;
The prepared surface underlying the geomembrane has not deteriorated since
previous acceptance and is still acceptable immediately prior to geosynthetic
placement;
Any geosynthetic elements immediately underlying the geomembrane are clean
and free of debris;
All personnel working on the geomembrane do not smoke, wear damaging
shoes, or engage in other activities which could damage the geomembrane;
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3.3
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;
Adequate temporary loading and/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, or soil is
recommended along edges of panels to minimize risk of wind flow under the
panels);
Direct contact with the geomembrane is minimized; i.e., geotextiles, extra
geomembrane, or other suitable materials in areas where excessive traffic may
be expected protect the geosynthetic(s).
CLI shall inform the Project Manager if the preceding conditions are not fulfilled.
3.2.2.5 Damage
CLI shall inspect the geomembrane after placement and prior to seaming for
damage. cLI shall advise the Project Manager if any of the geomembrane
should be repaired or accepted. Damaged geosynthetic or poftions of damaged
geosynthetics, which have been rejected, shall be marked and their removal
from the work area recorded by CLI. Repairs to geomembrane shall be made
according to procedures described in section 3.4.
Field Seamino
3.3.1 Seam layout
In general, seams should be oriented parallel to the line of maximum slope; i.e., oriented
along, not across, the slope. In corners and odd-shaped geometric locations, the
number of seams should be minimized. No horizontal seam should be less than 5 feet
(1.5 m) from the toe of the slope or areas of potential stress concentrations unless
otherwise authorized. When full roll lengths do not extend past the toe of the slope,
panel ends may be seamed provided the panel end is cut at and angle greater than45'to minimize seam stress.
A seam numbering system compatible with a panel numbering system shall be agreed
upon at the Pre-Constructing Meeting.
3.3.1.1 Field Joints
Overlapping adjacent sheets shall make Field joints, approximately 3
inches for extrusion welding and 4 inches for hot wedge welding.
3.3.1.2 Pipe Penetrations
Polyethylene pipe penetrations shall be used for pipes penetrating
through the lined area. When pipe composition is polyethylene, the
fittings should be extrusion welded directly to the pipe if space permits.
For dissimilar materials, the fittings should be fastened by mechanical
means and sealant applied between the pipe and fittings.
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3.3.2
See details for pipe penetrations in Diagrams D-6, D-7 & D-8.
Seaming Equipment and Products
The approved processes for field seaming are extrusion welding and fusion (hot wedge)
welding. Proposed alternate processes shall be documented and submitted to the Owner
or their representative for their approval.
The extrusion welding apparatus shall be equipped with gauges giving the temperature
of the apparatus at the nozzle and extruder barrel.
The fusion welding apparatus shall be equipped with gauges giving the.applicable
temperatures.
CLI shall verify that:
Equipment used for seaming is not likely to damage geomembrane;
The extrusion welder is purged prior to beginning a seam until all heatdegraded
extrudate has been removed from the barrel;
The electric generator is placed on a smooth base such that no damage occurs to the
geomembrane;
Buffing shall be completed no more than one (1) hour prior to extrusion welding (buffing
is not necessary for hot wedge welding);
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.
3.3.3 Seam Preparation
CLI shall verify that:
Prior to seaming, the seam area is clean and free of moisture, dust, dirt, debris of any
kind, and foreign material, and
Seams are aligned with the fewest possible number of wrinkles and "fishmouths".
3.3.4 Weather Conditions for Seaming
The normally required weather conditions for seaming are as follows:
The high temperature limit for welding is the temperature at which the well being of the
crew becomes unceftain.
Unless authorized in writing by the Project Manager, no seaming shall be attempted at
ambient temperatures below 5 Fahrenheit.
The colder the weather, the slower the welding speeds possible for effective welding.
Further detail for cold weather welding follows in this section.
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In all cases, the geomembrane shall be dry and protected from the wind.
CLI shall veriff that these weather conditions are fulfilled and will advise the Project
Manager if they are not. The Project Manager shall then decide if the installation shall be
stopped or postponed.
Cold Weather Seamino of Polyethylene Liners
Cold weather welding restrictions exist because problems associated with hot air seaming
techniques have been mistakenly applied to extrusion welds. The CLI extrusion weld,
however, has been successfully employed in cold weather on severaljob sites. With the
assistance of preheating the sheet the CU weld had been applied as low as -5?F. Both
the CLI extrusion weld and hot wedge weld are able to overcome cold weather welding
restrictions because of their unique designs.
cLI's extrusion weld is not solely temperature dependent. It combines pressure,
extrudate, and mixing action in addition to temperature, to bond the liner together. The
mixing action means that convective heat transfer takes place in addition to conductive
heat transfer. Overall heat transfer is thus improved, and sensitivity to ambient
temperature is dramatically reduced.
The CLI extrusion welder is capable of continuously monitoring and controlling the
temperatures of the extrudate and the zone of contact for independence of
environmental conditions. To control the molten bead temperature accurately and
to ensure no fluctuation out of the predetermined range the machine has:
a. An over capacity heater band on the extruder.
b. An extra over capacity heater band on the nozzle.
c. A separate proportional temperature controller for each heater band.
d. The nozzle thermocouple positioned approximately 1/8 inch from the end of
the nozzle which rides on the sheet.
The CLI hot wedge welder lifts the sheet slightly to minimize the effects of subcooling
from a frozen sub-base. Temperature controls can be adjusted to guarantee fully
integrated welding as demonstrated by peeltesting.
To guarantee quality welding in cold weather, the following procedures are
recommended for CU welds:
The sheet should be preheated before welding any time ice crystals are present in the
weld path.
When strong winds are present, a shield of some sort should be set in place to prevent
large convection heat losses from the welding gun during seaming.
Test welds should always be prepared and tested before seaming in order to gauge
appropriate welding conditions. (Example: Welding machine temperatures should be
set higher and welding rates slowed down.)
3.3.5 Trial Seams
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Trial seams shall be made on fragment pieces of geomembrane liner to veriff that
seaming conditions are adequate. Such trial seams shall be made at the beginning of
each seaming period (staft of day, midday, and anytime equipment is turned off and
allowed to cool down) for each seaming apparatus used. Trial seams shatl be made
under the same conditions as actual seams.
The trial seam sample shall be approximately 3 feet (1.0 m) long by 1 foot (0.3 m) wide
(after seaming) with the seam centered lengthwise. Seam overlap shall be nominally
4 inches; 3 inches minimum.
Two adjoining specimens each 1 inch (25 mm) wide, shall be cut from the trial seam
sample by the installer. The specimens shall be tested respectively in shear and peel
using a field tensionmeter, and they should not fail in the seam. If the additional
specimen fails, the entire operation shall be repeatedi If the additional specimen fails,
the seaming apparatus and searner shall not be accepted and shall not be used for
seaming until the deficiencies are corrected and two consecutive successful fulltrial
welds are achieved.
3.3.6 GeneralSeamingProcedure
Unless otherwise specified, the general seaming procedure used by CLI shall be as
follows:
The rolls of geomembrane shall be overlapped by approximately four inches (100 mm)
for fusion welding and three inches for extrusion welding.
"Fishmouths" or wrinkles at the seam overlaps shall be cut along the ridge of the wrinkle
in order to achieve a flat overlap. The cut "fishmouths" or wrinkles shall be seamed and
any portion where the overlap is inadequate shall then be patched with an oval or round
patch of the same geomembrane extending a minimum of 5 inches beyond the cut in all
directions.
Seaming shall extend up the panels and well into the anchor trench.
All cross seams are to be extrusion welded where they intersect. The top flap of
membrane is removed in the area to be extrusion welded and the weld area is ground
parallel to the seam prior to welding.
For fusion welding on wet or muddy subgrade, a movable protective layer of plastic may
be required to be placed directly below the overlapped membranes being seamed. This
is to prevent any moisture buildup between the sheets to be welded and/or to provide
consistent rate of speed for the wedge welding device.
3.3.7 Nondestructive Seam Continuity Testing
3.3.7.L Concept
CLI shall nondestructively test all field seams over their full length using a
vacuum test unit, air pressure testing, or other approved method. The purpose
of nondestructive tests is to check the continuity of seams. It does not provide
information on seam strength. Continuity testing shall be carried out as the
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seaming work progresses, not at the completion of all field seaming.
3.3.7.2 Vacuum Testing
The equipment shall be comprised of the following:
A vacuum box assembly consisting of a rigid housing , a transparent viewing
window, a soft neoprene gasket attached to the bottom, porthole or valve
assembly, and a gauge to indicate chamber vacuum;
A steelvacuum tank and pump assembly equipped with a pressure controller
and pipe connections;
A rubber pressure/vacuum hose with fittings and connections;
A bucket and wide brush, mop or spray assembly;
A soapy solution.
The following procedures shall be followed:
Energize the vacuum pump and reduce the tank pressure to approximately 5 psi
(10 inches of Hg.);
Wet a strip of geomembrane approximately 12 inches by 48 inches (0.3 m by
1.2 m) with the soapy solution;
Place the box over the wetted area;
Close the bleed valve and open the vacuum valve;
Ensure that a leak tight seal is created;
For a period of approximately 5 to 10 seconds, examine the geomembrane
through the viewing window for the presence of soap bubbles;
If no bubble appears after 10 to 15 seconds, close the vacuum valve and open
the bleed valve, move the box over the next adjoining area with a minimum
3 inches (75 mm) overlap, and repeat the process;
All areas where soap bubbles appear shall be marked and repaired in accordance
with Section 3.4;
Vacuum tested seams are recorded on Daily Progress Reports.
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3.3.7.3 Pressure Test Specifications for Dual Track Hot Wedge
Welds:
Test Pressure (after 5 min) PSI Maximum Pressure
Sheet Thickness
30 mil
40 mil
60 mil
B0 mil
100 mil & thicker
Max. Droo Allowed
3 PSI
3 PSI
3 PSI
3 PSI
3 PSI
3.3.7.4 Air Pressure Testing (for Double Fusion Seam only)
The equipment shall be comprised of the following:
An air pump (manual or motor driven) equipped with pressure gauge capable of
generating and sustaining a pressure between 25 and 30 psi (160 and 200 kPa);
A rubber hose with fittings and connections; and
A sharp hollow needle, or other approved pressure feed device.
The following procedures shall be followed:
Seal both ends of the seam to be tested;
Insert needle or other approved pressure feed device into the tunnel created by
the fusion weld;
Energize the air pump to a pressure between 25 and 30 psi (160 and 200 kpa),
close valve, and sustain pressure for approximately five (5) minutes;
If loss of pressure exceeds above listed valves, or does not stabilize, locate
faulty area and repair in accordance with Section 3.4;
Remove needle or other approved pressure feed device and seal; and
Pressure tested seams are recorded on Daily progress Reports.
3.3.8 Destructive Testing
3.3.8.1 Concept
Destructive seam tests shall be performed at random selected locations. The
purpose of these tests is to check that welds are fully integrated with each other
and to evaluate seam strength. Seam strength testing shall be done as the
seaming work progresses, not at the completion of all field seaming.
Min.
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30
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30
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3.3.8.2 Location and Frequency
The owner andlor owner's representative shall select locations where seam
samples will be cut. These locations shall be established as follows:
A frequency shall be agreed upon by CLI and the Project Manager at the
Resolution andl or Pre-Construction Meeting. Unless otherwise specifi ed,
destructive samples should be pulled at intervals of 1 sample for gvffi500 linear
feet of weld.
The seaming technician shall not be informed in advance of the locations where
the seam samples will be taken.
3.3.8.3 Sampling Procedure
Samples shall be cut by CLI as the seaming progresses in order to have test
results before the geomembrane is covered by another material. Cll shall:
Cut samples;
Assign a number to each sample, which is to be based upon seam and sample
number and mark it accordingly;
Record sample location on daily report; and
All holes in the geomembrane resulting from destructive seam sampling shall be
immediately repaired in accordance with repair procedures described in Section
3.4 The continuity of the new seams in the repaired area shall be tested
according to Section 3.3.7.
3.3.8.4 Size of Samples
At a given sampling location, two types of samples shall be taken by the
Installer.
First, two sample coupons for field testing should be taken. Each of these
sample coupons shall be 1 inch (0.25 mm) wide by 12 inches (0.3 m) long with
the seam centered perpendicular to the length. The distance between these
two samples shall be 42 inches.
If both sample coupons pass the field test described in Section 3.3.8.5, a sample
shall be cut between the two coupons. This sample shall be cut into three parts
and distributed as follows:
One poftion for the Installer (CU) for testing, 18 inches X 12 inches;
one portion for Geosynthetic Quality Assurance Laboratory testing if applicable,
12 inches X 12 inches(O.3 m X 0.3 m); and
One portion to the Owner for archive storage, 12 inches X 12 inches (0.3 m X
0.3 m).
Final determination of the sample sizes shall be made at the Pre-construction
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Meeting.
3.3.8.5 Field Testing
The two 1 inches (25 mm) wide strips, mentioned in Section 3.3.8.4, shall be
tested in the field for peel and shear and shall not fail in the seam. If any field
test sample fails to pass, then the procedures ouUined in 3.3.8.7 shall be
followed.
Electric or hand tensiometer testing in the field is to be carried out. The
following procedure is followed: If the initial sample coupon test passes a film
tearing bond, the sample qualifies for further testing to'obtain quantitive results.
If it fails, the seam should be repaired in accordance with Section 3.4.
Destructive Testino of Seams:
Destructive testing of seams is very important because it provides the only direct
evaluation of seam strength and bonding efficiency which indicates seam
durability.
Destructive testing involves two techniques: 1) shear testing, and 2) peel
testing. Shear testing applies a tensile stress from the top sheet through the
weld and into the bottom sheet. Peel testing, on the other hand, peels the top
sheet back against the overlapped edge of the bottom sheet in order to observe
how separation ccurs. The peel test indicates whether or not the sheets are
continuously and homogeneously connected through the seam.
Soecification for Seam Strenoth
(Based on NSF 54 Standards)
Type of Material No. of Couoons Minimum Values Required
(Pounds per inch of Width)
Peel Shear
Standard testing procedure is as follows:
If there is a failure in either peel or shear, then five totiil coupons are tested. If
more than one coupon fails, then the sample fails. This is a modified ASTM
rl
30 mil HDPE 2 7 35 49 63 53
40 mil HDPE 2 t 48 67 85 86
60 mil HDPE 7 1 70 98 126 126
B0 mil HDPE 2 t 92 115 156 166
100 mil HDPE 2 L 115 L43 207 2O7
30 mil HDT 2 t 31 44 56 56
40 mil HDT 2 7 42 60 76 76
60 mil HDT 2 t 63 88 113 113
80 mil HDT 2 7 84 115 151 151
100 mil HDT 2 t 105 143 189 189
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method. The ASTM methods that are used are D4437, D413 and D63B which
allcan apply.
Reason for pass/fail criteria:
The FTB requirement is very important. With a fully integrated, continuous
connection through the seam, no weld bead/sheet or sheet/sheet interface
exists. Such an inteface might be separated by absor,bed chemicals, causing
failure of the seam.
In addition to the FTB criterion, a minimum stress level is specified. This is
important in order to protect against legitimate tearing of a thin portion of
polymer in the weld (as might occur if the weld is off center).
The minimum stress levels are necessarily lower than tensile yield strengths of
the parent sheet because of the different configuration of the test specimens
during destructive testing. Bending moments come into play along with straight
tensile stresses, especially as the sheets are bent back in peel. These bending
moments depend on the shape of the welds, which vary even within the same
welding technique. The minimum stress values are based on the average
performance values of passed weld specimens tested in the laboratory.
3.3.8.6 Procedures for Destructive Test Failure
The following procedures shall apply whenever a sample fails a destructive test.
CLI has two options:1) Reconstruct the seam between any two passed test locations; orZ) Trace the welding path to an intermediate location (10 feet maximum
from the point 9f the failed test in each direction) and take a small
sample coupon for an additional field test at each location. If these
additional samples pass the field test, then full samples are taken. If
these 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.
All acceptable seams must be bounded by two locations from which
samples passing destructive tests have been taken.
CLI shall document all actions taken in conjunction with destructive
test failuresi e.9., capping of failed seam area.
Defects and Reoairs
3.4.1 Identification
All seams and non-seam areas of the geomembrane shall be examined by CU for
identification of defects, holes, blisters, undispersed raw materials and any sign of
contamination by foreign matter.
3.4.1.1 Defective/damaged materials shall be identified via a
deficiency repoft, either separately or on the Daity Report. Actions
taken to resolve or correct the problem will also be recorded on the
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similar form.
3.4.1.2 Defects, holes, blisters, undispersed raw materials, signs
of contamination by foreign matter, unacceptable welds in
geomembranes and other unsatisfactory conditions will be identified
on the Daily Report form. The repair/corrective action to ofix" the
problem will also be recorded on a similar form.
3,4.2 Evaluation
Each suspect location, both in seam and non-seam areas, shall be non-destructively
tested using the methods described in Section 3.3.7 as appropriate. Each location which
fails the nondestructive testing.shall be marked by CLI and repaired. Work shall not
proceed with any materials which will cover locations which have been repaired until
laboratory test results with passing values are available.
3.4.3 RepairProcedures
3.4.3.1 Geomembrane Repair Procedures
Any portion of the geomembrane failing a destructive or nondestructive test
shall be repaired. Several procedures exist for the repair of these areas. The
final decision as to the appropriate repair procedure shall be agreed upon
between the Project Manager and CLI. The procedures available include:
Patching - used to repair large holes, tears, and contamination by foreign matter;
Buffing and re-welding - used to repair small sections of extruded seams;
Spot welding or seaming - used to repair pinholes or other minor localized flaws;
Capping - used to repair large lengths of failed seams;
Topping - used to repair areas of inadequate seams which have an exposed
edge;
In addition, the following provisions shall be satisfied:
Sufaces of the geomembrane which are to be repaired shall be abraded no
more than one hour prior to the repair;
All sudaces must be clean and dry at the time of repair;
All seaming equipment used in repairing procedures must be approved;
The repair procedures, materials, and techniques shall be approved in advance
of the specific repair by the Project Manager and CLI.
Patches or caps shall extend at least 6 inches beyond the edge of the defect, and
all corners of patches shall be rounded with a radius of at least 3 inches.
3.4.3.2 Geomembrane Verification of Repairs
Each repair shall be non-destructively tested using the methods described in
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3.6
Section 3.3.7 as appropriate. Repairs which pass the non-destructive test shall
be taken as an indication of an adequate repair. Failed tests indicate that the
repair shall be redone and retested until a passing test result is obtained.
Backfillino of Anchor Trench
The anchor trench, if any, shall be adequately drained by Owner/Earthwork Contractor.
to prevent ponding orotherwise softening the adjacent soils while the trench is open.
The anchor trench shall be backfilled by the Earthwork Contractor or as outlined in the
specifications and bid documents.
Since backfilling the anchor trench can affect material bridging at toe of slope,
consideration should be given to backfill the liner at its most contracted state; preferably
during the cool of the morning or extended period of overcast skies. Care shall be taken
when backfilling the trenches to prevent any damage to the geosynthetics.
Linino Svstem Acceotance
The geosynthetic lining system shall be accepted when:
The installation of all materials are deployed and welded;
Verification of the adequacy of all seams and repairs including associated testing is
complete.
Soils in Contact with the Geomembrane
Important points for quality assurance of soils in contact with the geomembranes
include:
A geotextile or other cushion approved by the designer may be installed between angular
aggregate and the geomembrane.
Equipment used for placing soil shall not be driven directly on the geomembrane.
A minimum thickness of 1 foot (0.3 m) of soil is recommended between a light dozer
(such as a cAT D-3 or wide track caterpillar D-6 or lighter) and the geomembrane.
In heavily trafficked areas such as access ramps, soil thickness should be at least
2 to 3 feet (0.5 - 0.9 m).
Soil/Earth Cover on Too of Geomembrane:
Placement of soils, sand or other types of earth cover on top of the liner shall not
be performed until all destructive and non-destructive testing has been performed
and accepted.
Placement should be performed to minimize wrinkles. Equipment operators should
be briefed on method of placement and affects to thermal expansion and contraction
of the liner.
Material placed on top of the liner should be back-dumped on liner and, in order to
avoid the formation of wrinkles, efforts should be made to load the soil so that it
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| :ffif1ir;rJ:',,"i#:,1[iJ#:i::'J::.','#,'.fl::r;",iil,::,,ffi:ffi::,H':r:
| 3)ilffi:'.*";";gixl'ils"iffi11*l'H,x$g,soir, then pushins soir up and
If a wrinkle forms, every effort should be made to walk the wrinkle out.
I Minor folding over of wrinkles is acceptable providing an even transition occurs at
| ff#l:illirT:'Il: "il:ir;il;;["fi,?ff;':.creared
at the tair of the wr:inkre, the
I property
wPIcAL *=::;::r'ERrrEs oF vrncrt
:::J:,"
I Density ASTM D150 5 glcc 0.935-0.941I Condition A
I Mert Index l'T#t?ll'T*' s/10 min' o',s - o'30
I wprcAl REsrN pRopERTrEs oF coMpouNDED REsrN
I
Prooertv Test Method UNIT HDpE Value
r Density ASTM D1505 g/cc 0.940 min.
Condition A
I Melt Index ASTM D1238 g/10 min. o.0s - 0.30
(190oC/2.16 kg)
I Carbon Black Content ASTM D160 3 o/o 2.0 - 3.0
t
Environmental Stress Crack ASTM D1693 Hrs. 1500
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DETATLS OF HOr WEDGE WELDTNG SYSTEM
I. FML Preparation
I A l:iiHr.'lf,fltrJ[:]';:::ffiiff:*i,J:ffir*'hu' been broushtto its
I B. il:ff.[[t;J:l?:;:11#:" be properry positioned such that approximatery
I c il,ffi,il"JJT"IJH:i'J:$,Jl:Jfflhll,f"#x"ftffi?ilil,.:flf",':,xll
rough soil subgrades since scratches in the material can create various stress
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F.
G.
points of different depths and orientations.
There can be no excessive undulations (waves) along the seams during the
seaming operation due to problems in slack adjustment. when this occurs, with
the upper sheet having more slack than the lower one, it often leads to the
undesirable formation of "fishmouths" which must be trimmed, laid flat, and
reseamed via a patch.
Tl'rcre generally will be excessive slack in the FMLs depending on the ambient
temperature, length of time the FML will be exposed, etc.
The sheets which are overlapped for seaming must be clean.
The sheets which are overlapped for seaming must be completely free of
moisture in the area of the seam. Air blowers are usually preferred over rags
because sufficient dry rags are usually not available to keep the FML dry enough
to be suitable for seaming.
No seaming is allowed during rain or snow, unless the seam is covered with an
enclosure.
The soil surface beneath the FMLs cannot be saturated because the heat of
seaming will draw the water into the region to be joined. ponded water on the
soil's surface beneath the FML is never allowed.
The soil beneath the FMLs cannot be frozen, for the heat of seaming will thaw
the frost allowing water to be drawn into the region to be joined. The seaming,
however, can be accomplished with rub sheets of FML directly under seam
edges.
Ambient temperatures for seaming should be above freezing (i.e., thirty-two
degrees' Fahrenheit). However, seam welding temperatures below thifi-two
degrees Fahrenheit can be accomplished as stated in item L.
For cold weather seaming, it may be advisable to preheat the sheets with a hot
air blower, to use a shield of some sort to prevent heat losses during seaming,
and to make numerous test welds in order to determine appropriate seaming
conditions (e.9., equipment temperatures should be set higher and seaming
rates slowed down during cold weather seaming).
Eouioment Preoaration
A working and properly functioning small electric generator must be available
within close proximity of the seaming region and with adequate extension cords
to complete the entire seam. The generator must be rubber tired, or placed on
a smooth plate such that it is completely stable so that no damage can occur to
the FML. Fuel (gasoline or diesel) for the generator must be stored off the FML.
A hot wedge seaming device is a completely self-contained system known as a
"hot shoe".
As the hot wedge method is one of melting the opposing surfaces of the two
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FMLs to be joined, no grinding of sheets is necessary or allowed.
D. Tacking of the FML sheets as done in extrudate fillet seaming is not needed.
E. The hot wedge itself, or "anvil', should be inspected to see that it is uniform and
reasonably tapered. Various types are currently available. Some are smooth' sufaced while others have patterned ridges in the direction of the seam. The
taper dimensions vary according to different types of machines. The major point
for inspection is that no sharp edges should exist where FML sheet suffaces must
pass.
F. Knurled rollers for applying pressure on the sheets and driving the device follow
the wedge. They should be inspected for sharp suffaces.
G. If a dual, or split, hot wedge seam is being made, the recessed space for the air
track should be examined.
H. As the FML sheet materials pass through the machine, they must come in
contact with the wedge in order to heat the material properly. Hot wedge
welding machines are equipped with pressure shoes which assure contact
between the FML sheet and the wedge as the material passes through the
machine. Once the welding machine has been set up for a particutar FML
thickness, fufther field adjustments are not required. The wedge has an
adjustment that is actually a stopping device to keep the "hot shoe", or anvil
from being pulled into the nip/drive rollers, especially when material is not going
through the machine. The drive, or wedge units, must be disengaged before the
material runs completely out of the machine. Serious damage will occur to the
FML sheets if the wedge gets pulled through the nip/drive rollers.
I. The front part of the seaming device should be inspected for sharp corners and
irregular details which may damage the FMLs.
J. Temperature controllers on the wedge device should be checked periodically.
III. ActualSeaminoProcess
A. The hot wedge system is properly positioned for the making of a dual (split
seam).
B. The principle of the hot wedge is that both surfaces to be fused come into
intimate contact with the hot wedge, or anvil. The wedge lifu up both layers
of FML off the subgrade and fusion is brought about by compressing the two
melted sufaces together, causing an intermingling of the polymers at a pressure
of approximately one hundred pounds per square inch. The hot anvil itself
reduces the surface tension of the viscous polymer sheets and acts as a
scraper/mixer, followed closely by the nip roller which squeezes the two FMLs
together.
C. Temperature setting will very according to the FML thickness being installed. In
general, the sheet suface temperature as it passes through the nip/drive rollers
is about thifi degrees Fahrenheit (fifteen degrees Celsius) lower than the wedge
itself.
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IV.
D. Ambient factors such as clouds, moisture, and hot sun will require the
temperature setting of the wedge to vary. A test strip of at least five feet in
length should be run before welding begins, which willenable the operator to
find the proper settings for the particular conditions that day. See Article 3.3.5.
Depending upon the records to be kept, one might record a number of different
temperatures; for example, the temperature of the hot anvil, the temperature of
the sheet after seaming, the temperature of the sheet away from the seaming
area and the ambient temperature
E. Power for the drive motor should be off when positioning the machine to make aseam. Manually place the machine into the overlapped sheet of material. The
sheets should be guided between the idlers and the wedge; and into the
drive/nip rollers. This procedure is only'possible when starting with two new
sheets. When starting a weld in the middle of two sheets, the material must be
loaded from the sides. The machine is to be picked up a few inches, loading the
bottom sheet first and then the top sheet. As soon as the nip rollers are
engaged and the wedge is in position, the power to the drive motor should be
turned on. Once the sheets are between the nip rollers, they shall be engaged
immediately; otherwise, a melt-through will occur within a few seconds. The hot
wedge should be moved into position and locked.
F. It is necessary that the operator keep constant visual contact with the
temperature controls, as well as the completed seam coming out of the machine.
Occasional adjustments of temper:ature will be necessary to maintain.a
consistent weld. Visual inspection and constant hand testing by the peel method
or another method as cited in Article 3.3.8.2 are also recommended.
G. On some soils, the wedge tends to "bulldoze" into the ground as it travels. This
causes soil to enter the weld making the seam weak and unacceptable. To
overcome this, it is recommended that the operator take some of the weight off
the front of the machine by lifting it slightly. Alternatively, some type of base for
the machine to travel on could be provided. strips of geotextite or
geomembrane have proven effective to prevent this bulldozing effect.
After Seamino
A. A smooth insulating plate or heat insulating fabric is to be placed beneath the
hot welding apparatus after usage.
B. A slight amount of "squeeze-out" or'lflashing" is a good indicator that the proper
temperatures were achieved. It signifies a proper seam in that some of the
melted polymer was laterally extruded out of the seam zone. The pressure
should be decreased untilonly a minimal amount of hot melt is squeezing out.
c. For FMLs of 40 mil thickness and less, a long, low wave-length pattern in one
direction of the seam on its top surface is indicative of a proper weld. If the
wave peaks become too close together, the machine speed should be increased
until a satisfactory pattern is present. The absence of this wavelength pattern
indicates that the rnachine speed should be decreased. FMLs of 40 mil in
thickness and less require considerable visual inspection. There will be no wavy
pattern for FMLs greater than 40 mil in thickness due to the inherent stiffness of
the thicker material.
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Nip/drive roller marks will always show on the surface. Their depth, however,
should be visually observable, but just barely evident to the touch.
The hot wedge device has only a few adjustments that can be made, but it isvery important that they be checked daily. cleaning of machine should be doneat least daily.
CLI's unique automatic seaming machine creates two distinct seams. These two seams are
separated by a void or air space. This seam design is intentional for two primary reasons. First,it allows a very positive test for leak integrity, and second, the double weld seam offers both aprimary and a secondary seal for the seam.
Test Procedure:
D.
E.
1.Seal one end of the seam by applying heat to the end of the seam, via hand leister, until"flow temperature" is achieved. At all times before heat sealing the end of the seam, theoperator should insure that the void or air channel is free of obstruction. This obtainedby allowing air pressure to travel freely to the opposite end of the pressure gauge/needle
assembly.
Clamp off end using hand vise gripper.
A pressure gauge/needle assembly is inserted into void or air chamber.
4. Air pressure is then applied into the air chamber with the use of an air pump per thefollowing schedule:
Material
30 mil
40 mll
60 mil
B0 mil
100 mil
Initial Pressure Schedule
Field Testing
Minimum PSI Maximum pSI
Above 100 mil - Colorado Lining supplies a thicker mil HDPE membrane on special order.
seaming and field testing procedures are available upon request by the clieni.
After initial start of air pressure, the air should be allowed to reach ambient linertemperature.
Pressure test FML seam according to the initial pressure test schedule. Hold test for fiveminutes. If no pressure drop is greater than the maximum allowable pressure drop, the
seam is judged leak free.
2.
3.
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30
30
30
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Material
30 mil
40 mil
60 mil
80 mil
100 mil
Maximum Allowable Pressure Drop
Field Test (after five minutes)
3 PSI
3 PSI
3 PSI
3 PSI
3 PSI
FIELD SEAM FAILURE
Should failure occur through excessive leak down over the scheduled time period, check both
ends of seam to insure proper seal and retest. Should failure reoccur, check the top fusion seam
by applying a constant flow of air pressure to void or air channel. Mix a strong solution of liquid
detergent and water and apply an ample amount to the top fusion weld. Any failure or leak will
be indicated by continuous bubbles appearing.
If no failure appears in the top fusion seam area, check systematically by isolating random
sections of the seam. This should be accomplished in one hundred and fifty linear foot sections
of seam. Then retest each section by pressure testing until the leak is located. Repair failed
seam area by extrusion welding the outside edge of the top fusion weld between areas of failure.
Then vacuum test repair seam area. All repairs in accordance with Quality Assurance/Quality
Control Manual.
PEEL TEST FOR HOT WEDGE SEAM WEID
This test is the most severe test that a seam can be subjected to. The peel test is the greatest
proof that a seam will have the strength to last the life of the flexible membrane liner (FML). The
mechanical procedures of the peel test are as follows:
Seam sample cut approximately one inch wide by approximately six inches long.
Only the inner weld track is peeled apart in this destructive test. The outer track
(directly at sheet edge) is for the purpose of air pressure testing capabilities.
Clamp bottom tabs into the testing machine (Field Tensiometer or Lab Instron), turn on
machine and pull the seam.
All testing of destructive samples of fusion seam will be in accordance with ASTM D413
and ASTM D638.
1.
2.
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DETAILS OF EXTRUSION WELDING SYSTEM
Introduction
The Hot Wedge Welding System is the primary seaming system for FML installation, and
the Extrusion Welding System is utilized for repairs and detailwork. The Extrusion
Welding System produces a seam quality equal to the hot wedge weld and has the
advantage that all welds are applied on top of the FML which allows its use at Y"
intersections and in irregular seam areas such as pipe boots.
FML Preoaration
FML preparation is the same as described for the hot wedge weld.
Eouipment Preoaration
A working and properly functioning small electric generator must be avaihble
within close proximity of the seaming region and with adequate extension cords
to complete the entire seam. The generator must be rubber tired, or placed on
a smooth plate such that it is completely stable so that no damage can occur to
the FML. Fuel (gasoline or diesel) for the generator must be stored off the FML.
The extrusion welder is a completely self-contained system which requires no
adjustments after it has been initially set up for a particular FML thickness.
An initial inspection of the extrusion welder should be made before the first heat
up to confirm that the electrical cords, insulation and covers are in good
condition and that the welding nozzle is correct for the FML to be seamed.
The welding machine should be connected to a proper power supply and heated
to the correct welding temperature for the FML to be seamed.
After the unit has reached correct operating temperature, clean, dry welding rod
should be inserted and the unit operated for several minutes to confirm that
temperature controllers are operating properly and that the welding rod feed
system and rotating tips are operating properly.
The flow of extrudate from the test run will force the rotating tips to the
outermost position and these can now be checked for proper setting with depth
calipers.
The teflon shoes should be checked for excessive wear and replaced if
necessary. The teflon shoes must be trimmed for proper control of the weld
bead configuration.
Actual Seaminq Process
A. FML material to be extrusion welded must have suface oxidation removed by
lightly grinding the weld suface with a 60 or B0 girt disc. The grinding is
pefformed parallel to the seam and controlled such that grinding marks do not
extend more than 0.25 inches outside the area of the weld bead. Grinding
should precede the actual welding as closely as possible but in no case should
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grinding precede welding by more than one hour. Sixty mil or thicker liners
should have the edge of the top sheet beveled by grinding to approximately
a 45.?angle.
B. The FML to be extrusion welded must be temporarily bonded to hold the material
in place until the extrusion weld bead cools and attains full strength. This is
normally accomplished by performing an automatic or hand hot air tack weld.
C. The extrusion welder should be purged of all degraded plastics prior to the start
of seaming.
D. The welding operation should be observed to assure that the weld bead is
centered over the edge of the top FML sheet and that weld bead appearance is
smooth and uniform.
E. All extrusion welds should be non-destructively tested by vacuum testing as
described in the QC Manual. Areas which cannot be non-destructively tested
should be visually inspected.
F. Destructive tests can be conducted when seam lengths are adequate.
DEFECT (rEAK) TESTING OF SYNTHETIC LTNERS
Forward:
Environmentalists and activists have long used the phrase'ALL LINERS LEAK" as their batUe cry
and until now, the claim had some validity. The most carefully manufactured synthetic tiners can
be accidentally damaged. Desiccation, consolidation, and chemicalattack witl increase the
permeability of clay or soil liners. Available insitu defect or leak testing systems are costly and
have limitations. A brief overview of the various systems availabte and their limitations follows:
Smoke & Detectable Gas
Smoke and detectable gas systems are similar in that a specific area is isolated by sandbagging
or weighting the perimeter and the detection media (smoke or gas) is injected under the tiner at
a slight positive pressure. The area is then surueyed, either visually or with instrumentation, to
find defects where the media is venting through the liner. These systems are costly, time
consuming, and heavily dependent on the skill and diligence of the suruey personnel. The
minimum hole size the detection media will pass through and whether the detection media has
been able to reach the entire undersurface of the liner, particularly when the liner is in intimate
contact with a subgrade such as compacted clay, are criticalfor a quality inspection.
Electric Leak Survev
Electric leak surveys have been the standard leak detection tool for some time. This test requires
an electrically conductive layer below and above the liner. The lower conductive layer is typically
the soil and the upper conductive layer is water. A cathode ground is established and an anode
is placed in the water. As the water leaks through a defect, a current is established. A hand-
held probe is then traversed through the water and the current traced to the defect.
The typical procedure is to flood the test area to a depth of approximately 6", probe, then locate
and mark the defects, drain the area and perform repairs.
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Depending on bottom configuration, water depth can be substantial in some areas requiring a
search by boat rather than wading. The fill and drain process is both time consuming and
expensive, pafticularly if adequate water supplies are not available in the construction area. The
survey itself is expensive and relative slow and requires skilled operators to find the smaller
defects.
Although the system can theoretically detect holes as small as 0.25 mm, the practical limit seems
to be about 1-mm or larger. Small holes in the same vicinity as large holes can be masked by
the larger hole. A second survey is often conducted to insure that all defects have been located
and repaired.
Should a wrinkle lift the liner off the subgrade, the electrical contact can be lost unless large
quantitiesoffluidleakinandre-establishthecircuit. Also,duetothelowvoltage(12to110
volts), fluid must penetrate the defect and establish electrical conductivity between the upper
and lower conductive mediums.
Leak detection systems in use today have been quite useful. However, the cost and time
required to conduct the tests have limited their use to a few of the most critical liner projects.
The CLI system, which is described below, overcomes these disadvantages and adds additional
features which are simply not practical with existing systems.
A LEAK DETECTION SYSTEM USING SPARK TESTABLE GEOMEMBRANE
"Holiday" or "spark" testers were originally developed to detect defects on "Holidays" in pipe
coatings. For a number of years, they have been used to detect pinholes in extrusion weld beads
on liner seams. The procedure is simply a matter of imbedding a thin copper wire in an extrusion
weld and applying a high potential (12,000 to 20,000 volts) between the wire and a brass brush.
As the brush is passed over the weld, any pinholes cause a spark which can be seen visually, and
an alarm is sounded.
CLI now makes it possible to use this simple technology to test every square inch of an installed
liner in a dry state. The co-extrusion technology which made possible textured liner and multi-
colored layered liner is used to add a thin (approximately 5 mil) electrically conductive layer to
the standard liners, using electrically conductive carbon black. The liner is installed with the
electrically conductive layer on the bottom and standard non-conductive layerc on the top. The
spark test equipment may be connected directly to the conductive layer by the use of clamps or
may reach the conductive layer through an earth ground. A wide (2-6') brass brush is passed
over the liner surface and, as in a seam test, any pinhole will cause a spark which triggers an
alarm. The test equipment includes a marking system to define the edge of each pass of the
brush so that each pass of the brush should overlap the previous pass. The equipment provides
output signals for an audible alarm. This signal is used to mark the location of the defect for
repair, and provide a strip chart record of the test.
The system is simple, yet it provides a multitude of advantages.
1. Current flow is minuscule; therefore, the system is safe for personnel and no heat is
generated when a spark occurs.
2. The extremely high voltage eliminates the need for a conductive fluid to penetrate the
defect and provide a current path. Even the most minute defects can be located.
3. Most welds are automatically spark tested when the liner is tested. (This comes as a
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5.
6.
7.
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9.
10.
bonus to the normal non-destructive and destructive weld testing.
Since the conductive layer is an integral part of the liner, there are no areas where the
electrical potential does not exist.
Primary liners can be tested as easily as secondary or ground contact liners.
Complex configurations such as pipe boots can be completely tested.
Water puddles or dirt on the liner do not affect the test. In the case of a water puddle,
the entire puddle will become charged and will spark. To locate the leak the water is
removed and the area re-tested.
No water pumping is required.
Repairs can be re-tested quickly and easily.
The test is fast. One walking operator can best t/2 acre per hour and for large areas, a
vehicular mounted test device could easily cover L-tlzto 2 acres per hour,
Operator skill requirements are minimal.
Chemical resistance is completely retained as are all other properties. In the case of
exposed liners in ponds and similar applications, the linei can be re-tested at any time in
the future.
One common cause of defects in double lined systems is damage to the secondary liner
caused when destructive samples are cut from the primary liner. Now this area can be
tested to assure that no inadvertent cuts have been made in the secondary liner, and theprimary liner patch can be tested as well.
11.
12.
13.
The CLI system provides a fast, cost effective method of 100o/o inspection for synthetic liners,
especially when combined with a co-extruded, white upper layer for improved visual inspection
and reflection of radiant heat. A new state-of-the-art plateau has been reached in syntheticliners. Since the co-extruded layers do not affect basic sheet properties and provide enhanced
value, re-permitting or variances are unlikely to be required for previously permitted projects.
1.
CONDUCTIVE LINER
TYPICAL QUESTTONS
Is the system safe?
Yes. Although the test voltage is very high (12,000 to 35,000 volts), virtually no
current (amps) is involved. This is similar to spark plugs on an automobile, and
while one can receive an uncomfortable shock, there is no physical danger.
Shock can be eliminated by the use of rubber boots and gloves.
Does the spark damage the liner?
No. Since virtually no current flows, no heat is generated.
Does the conductive coating change sheet properties or weld strengths?
2.
3.
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4.
No. Lab testing shows no change in liner properties or weld strengths.
Does dirt or water on the liner invalidate the test?
No. However, if a hole is located in a water puddle, the entire puddle will
become charged and will spark. It will be necessary to remove the water and
retest to pinpoint the hole.
5. Q: Can the.test be conducted under water or over fill materials such as dirt, sand or
concrete?
No. As explained in (4) above, the entire water body will become charged and
indicate that a hole exists but not locate it. The same may happen with wet fills
of clay or sand. Dry sand or concrete would be untikely to react.
Can an exposed liner such as a pond be retested at future dates?
Yes. When filled, a simple resistance test will indicate a hole, and the pond can
then be drained and retested to locate the hole. The conductive layer is a
permanent part of the liner.
Could existing liners or new liners without the conductive layer be tested?
If a liner without a conductive coating were in intimate contact with a conductive
medium such as the eafth, the test could be used. However, if a defect were
present in a wrinkle or over geonet or any location where intimate contact did
not exist, then no spark would occur and the test would be invalid.
The kev is intimate contact between the liner and the conductive media. If foils
or water films are used as the conductive media, intimate contact could not be
guaranteed, and the test would be invalid.
How can electrical continuity between liner panels be assured?
With the Colorado Lining International system each panel is energized as it is
tested. If necessary, the panels can be connected by welding a "Jumper" of
conductive extrusion weld from panel to panel or by placing a scrap of
conductive liner, with conductive side up, between panels.
How long will it take to conduct this test?
Test rates of 1 acre per hour or more seem reasonable.
Is a high level of operator skill required?
No.
How can one be sure which is the conductive side of remnants and odd pieces?
A simple resistance or continuity test will identify the conductive side.
Will induced ground currents in areas such as large power plants affect the test
as they do with conventional electric leak surveys?
No.
Must defects exceed a minimum size, to be located by the test as is common
with electric leak surveys?
A: No. Common electric leak surveys depend on establishing current flow through a
defect at low voltage. The very high voltages used in this system will penetrate
the smallest defect.
6. Q:
A:
7.
B.
9.
10. Q:
A:
11. Q:
A:
A:
L2.
13.
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14. Q: Is thls system designed to replace normal QC procedures such as non-destructive
and destructive weld testing?
No. This test is designed to serve as an additional procedure to further raise the
confidence level in a liner system.
What other benefits are available with the system?1.) Areas such as pipe boots and complex configurations which are difficult
if not impossible, to test non{estructively, can be tested with this
system.
When destructive samples are taken from a primary liner, it is not
uncommon to find the secondary liner was damaged in the process.
This system permits an immediate retest of the secondary liner.
Patches and repairs can be immediately retested.
The conductive layer can be used for Cathodic Protection under steel
tanks.
3.)
4.)
16. Q: Competitive bidding is required on my project. If defect testing is specified, will
this not eliminate competitive bids?A: No, The well-known electric leak suruey is a valid test procedure and is available
to all bidders as a defect test procedure. CU believes that our system is
superior, but alternate methods are available.
17. Q: Will re-permitting or variances be required to use conductive liner on projects
previously permitted?
A: This will vary with the different permitting agencies and regulatory bodies.
However, since the basic liner properties and specification do not change and the
ability to test for defects prior to use represent enhanced value in the liner, it is
likely that regulators will look favorably on the use of this material,
SPARK TESTING CONDUCTIVE LINER
Spark (or Holiday) testing was originally developed to inspect coatings on steel pipe. In this
application, a high electrical potential (voltage) of negative polarity (ground) is applied to the
metal pipe. A wand or brush of opposite positive polarity is passed over the coating and any
voids in the costing establish electric continuity and allow a spark to pass between the metal pipe
and the wand.
This same simple technology is used to test synthetic liners for defects. Synthetic liners made of
plastic materials such as high density polyethylene are not normally electrically conductive just as
in the coatings on metal pipes. In order to spark test a synthetic liner, an electrically conductive
material must be in intimate contact with the liner.
Intimate contact is critical for a valid test because air is also a good electrical insulator. Tvpicallv.
1,700 to 2,000 volts per millimeter are required to establish an electrical arc. Therefore, to
bridge a 1-inch air gap, a 35,000 to 50,000 volt potential would be required. To bridge a 4-inch
air gap, 140,000 to 200,000 volts would be required, which is clearly not a potential level to be
handled by anyone who is not an electrical expert.
The necessary conductive layer could be the eafth itself; however, wrinkles, bridged areas or any
condition separating the liner and the earth would invalidate the test. Metalfoils could be glued
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to the liner; however, the cost would be prohibitive and fragile fails could easily be damaged
during installation. Any stray ground currents in the soil as is common around high voltage
transmission lines can cause galvanic corrosion in metal foils.
CU has solved this problem by co-extruding a thin layer (approximately 5 mil) of liner material
with a special electrically conductive carbon black on one side of the basic liner. The special
carbon black makes this layer electrically conductive and at the same time retains the corrosion
resistance and other desirable properties of the base liner. Since the conductive layer is co-
extruded, it is an integral paft of the base liner and cannot be torn or damaged such that it fails
to peform its basic duty.
The high voltage potential (15,000 to 35,000 volts) source can be connected to the liner in one of
three ways:
1. Direct connection to the conductive layer;
2. Through an Earth Ground:
If any paft of the conductive layer touches eafth, the entire conductive layer is
energized.
Both methods above require an electrical lead from the power supply to the wand;
therefore, in a large lined area, thousands of liner feet of cable would be required which
would in itself be cumbersome.
Fortunately, it is possible to take advantage of the electrical propefi of capacitance and
eliminate the long electrical lines. A capacitor is an electrical device in which two
electrically conductive materials are separated by a dielectric (or non-conductive)
material.
A capacitor will store an electrical charge in each conductive material when attached to apower source. We can take advantage of the "Capacitance effect" by placing an
electrically conductive rubber pad on top of the liner and inducing a potentiai in the
conductive layer of the liner; and
3.) Through Electrical Capacitance Effect:
The rubber pad can move with the test unit and energizes the conductive layer through
the "Capacitance effect".
Once the conductive liner layer has been energized by one of the methods above, the wand ispassed over the upper surface of the liner. Any defect or pinhole which penetrates the liner tothe conductive layer will allow a spark to pass through the liner to the wand. This spark is clearly
visible and triggers an zudible alarm and can trigger a strip chart for a record of the number ofdefecb located in a test.
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ASTM
Angle of Friction
Bonded Seam Strength
Breaking Strength
Carbon Black
Crystal I ization, Polymer
Density
Dimensional Change
Direct Shear Test
Elongation at Break
Elon-gation, Percent
Elongation at Yield
Environnrental
Stress Crack
Extrusion Welded Seams
GEOSYNTHETICS TERMINOLOGY
American Society for Testing & Materials. (215)299-S4OO
Angle of friction between solid bodies. (Degree) Angle whose tangent is the
ratio between the maximum value of shear stress that resists slippage between
two solid bodies at respect to each other, and the normal stress across the
contact surfaces.
Strength of a seam of liner material measured either in shear or peer modes.
Strength ofthe seam is reported either in absolute units: e.g., pounds per inch of
width; or as a percent of the strength of the sheeting.
Tensile force to break measured in lbs.(Newtons) on a supported/unsupported
membrane.
Additive for elastomeric and plastic sheeting or film for ultraviolet absorption
and pigmentation. Typically l%oto 2Yo of the base product in the case of
thermoplastics and crystalline thermoplastics, and l0o/oto 4svo in the case of
elastomers and thermoplastic elastomers; imparts a black color to the compound
which retards aging by ultraviolet light from the sun and increases the stiftress
of elastomeric compounds
Arrangement of previously disordered polymer segments of repeating patterns
into geometric symmetry.
The mass per unit volume, (Ml-3)?kg/m3[4]
A generic term for changes in length or width of a fabric specimen subjected toa specified condition.
A shear test in which soil or rock under a n applied normal load is stressed to
failure by moving one section of the sample/sample container (shear box)
relative to the other section.
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r.)
2.)
A distribution of finely divided particles in a medium; for example a
coiloidal suspension of a substance.
A qualitative estimation of the separation and uniform distribution of
fibers, typically in a water suspension for wet forming.
The extension of a uniform section of a specimen at rupture expressed as percent
of the original length.
For geosynthetics, the increase in a length ofa specimen expressed as a
percentage ofthe original guage length, i.e., engineering strain.
The extension of a uniform section of specimen at yield expressed as percent of
the oriejnal length.
The developrnent of cracks in a lnaterial that is subjected to stress or strain in the
presence of specific chemicals.
A bond between the two flexible membrane sheets is achieved by heat extruding
the hot parent material between or over the overlap areas (followed by applied
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FTMS
Film Tear Bond (FTB)
pressure if between the sheets.)
Failure of one of the parts of a peel or ply adhesion test specimen by tearing,
instead of separating from the other part of the specimen at the manufactured or
formed interface.
Federal Test Method Standard.Q02)783-3238
High Density Polyethylene(HDPE) A polymer prepared by low-pressure potymerization of ethylene as the principal
monomer.
Melting Point
Modulus of Elasticity
Moisture Content
Nets
NSF
Ozone Resistance
Puncture Resistance
Seam Peel Strength
Seam Shear Strength
The temperature at which the solid and liquid states of a substance are in* ..*equilibrium; generally, the temperature at which a substance changes from a
solid to a liquid.
The ratio of stress to strain for a material under given loading conditions;
numerically equal to the slope ofthe tangent or the secant ofa stress-strain
curve. The use of the term Modulus of Elasticity is recommended for materials
that deform in accordance with Hooke's law; the therm Modulus of Deformation
for materials that deform otherwise.
The percentage by weight of water contained in the pore space of a rock or soil
with respect to the weight of the solid marerial (ISRM).
coarse strand, typically I to 5 mm (3/64 to 3/16 in.) in diameter, obtained by
extrusion, are used to make nets. They consist of two sets of coarse parallel
extruded strands intersecting with a constant angle (generally between 60o to
90').
National Sanitation Foundation Srandard. (3 l3) 769-80 I 0
It is primarily a test for rubber deterioration and is based on a qualit6tive
assessment ofsurface cracking ofthe material after exposure.
Extent to which a material is able to withstand the action of a sharp object
without perforation. Examples of a test of the property are Federal rest Method
Standard No. l0lB, methods 2031 or2065.
A representative specimen is taken across the seam and placed in a tensile
testing machine. For the peel test, one end and the closest end ofthe adjacent
piece are gripped, placing the seamed portion between them to be in a tensile
mode. The resistance to peel is measured.
A representative specimen i taken across the seam and placed in a tensile testing
machine. For the shear test, the two separate pieces of geomembrane are pulled
apart, placing the joined or seamed portion in shear. The resistance to shear is
measured.
The maximum force required to tear a specified specimen. the force acting
substantially parallel to the major axis of the test specimen. Measured in both
initiated an uninitiated models. obtained value is dependent on specimen
geometry, rate of extension, and type of fabric reinforcement. Values are
reported in stress, e.g., pounds, or stress per unit ofthickness, e.g., pounds
per inch.
3I
Tear Strength
ttII
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Tensile Strength
Thermal Stability
Thickness
Transmissivity
Water Absorption
Water Vapor
Transmission
The maximum tensile stress per unit of original cross sectional area applied
during stretching of a specimen to break; units: SI-Mega or kilopascai,
customary: lb. per sq. in.
The ability of fibers and yarns to resist degradation at extreme temperatures.
The normal distance between two suraces of a geosynthetic. Note: Thickness
is usually determined as the distance between an anvil, or base, and a presser
foot used to apply a specified compressive stress.
For a geotextile, the volumetric flow rate per unit thickness under laminar flowconditions, in the in-plane direction of the fabric.
The increase in weight of a test specimen after immersion in water under
specified conditions of time and temperature, expressed as a percentage of itsdry weight.
water vapor flow normal to two parallel surfaces of a material, through a unit
area, under the conditions of a specified test such as ASTM E96.
32
Hffi Corporate Office:
1062 Singing Hills Road
Parker, CO 80138
800-524-8672w,
COLORADO LINING INTERNATIONAL'S
HDPE REFERENCE LIST
ItIItIt
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Action Unino
Houston, TX 29,250 sf
HDPE
210 mil
Aircraft De-fcino Rearcle Stonoe Facilitv HDPE
40 mil27,@0 s:f
AluBqk
Austin, TX 7,3L3 sf
HDPE
.10 mil
Almond Beach Wllaoe Golf Cours
Golf Course Lakes
SL James, Barbados
Adams Walton Associates
87,750 sf
HDPE
zl0 mil
AfterMonofill
Davenport,IA
Foth & Van Dyke
210,000 sf
HDPE
60 mil
Ambrcsia UMTRA
C-analLining
Ambrosia, NM
M.K. furguson,Inc.
155,000 sf
HDPE
z[0 mil
Ambrusia Lakes UMTRA Ptoiat
Ambrosia Lakes, NM
M.K. Ferguson, Inc.
650,000 sf
HDPE
,10 mil
Amar Ptuast
LitUeton, CO
HDPE
30 mil
30 mil
339,523sf
20,700 {
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Amerian fuda Yanke Gulclr
Parachute, CO
Kvaerner
185,488 sf
283,500 sf
283,500 sf
146,650 sf
HDPE
60 mil
50 mil
60 mil
60 mil
Ams Construction fnc.
Aurora, CO
HDPE
60 milHDT
60 milHDS
223,830 sf
25L,731sf
Amoa Casoer Former Refneru Barrier
Casper, WY
ThermoRetec Corporation
17,010 sf
13,500 sf
HDPE
60 mil
Geotextile
Amoa Oil Comoration
Oil Storage Tank Lining Systems
Casper, \ly'Y
Pritchard Corporation
34,860 sf
35,000 sf
HDPE
60 mil
80 milHDPE
Amoo fuuth Evaoontion Ponds
Grainger, \rVY
Amoco Production Company-OK
175,500 sf
HDPE
40 mil
Aoadre Gold Casino
Globe, AZ
HDPE
,10 mil
Geotextile
138,937 sf
9,000 sf
Arc Weldino Sn ''tists;
Steamboat Springs, CO 235,000 sf
HDPE
60 mil
Anowhead Countv Club Golf Cource
GoffGourse lakes
Rapid Cty, SD
Wyss Associates,Inc.
19,800 sf
HDPE
50 mil
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ASI RCC. Tnc
Boulder, CO 18,900 sf
HDPE
60 mil
Asohalt Pauino
Denver, CO 132,975 sf
HDPE
30 mil
Austin Golf Cource
Austin, TX
HDPE
40 milSmooth
40 milTextured
Geotextile
Boz
208,406 sf
10,750 sf
209,475 sf
AWS Remdiation
Denver, CO 27,900 sf
HDPE
30 mil
BEIlandfrll
Commerce City, CO 11,090 sf
HDPE
60 mil
Balo Disoosl Facilitv
Sydney, MT 43,875 sf
HDPE
40 mil
BartcslaleAirFote Ba*
Fire Training Facility
Shreveport, l-A
Dept. ofthe Navy
23,200 sf
HDPE
80 mil
Banett Resources
Evaporation Ponds
Parachute, CO
424,790 sf
330,139 sf
HDPE
40 mil
60 mil
h*line Golf Cource
Inigation Pond
Belleview, FL
Stan Norton Engineering
70,000 sf
HDPE
40 mil
Bel m ont Co nstru cti o n Se ruicest
I
28,350 sf 60 mil
Bio Island Countru Club
Inigation Lakes
Kailua Kona, HI
In-House
965,250 sf
HDPE
u10 mil
Boi* Casde
IntemationalFalls, MN
Bartlett & Associ,ates
345,147 *HDPE
zl0 mil
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Boi* Casade LF Cao
Ray, MN LL0,720 sf
I.IDPET
210 mil
tudle Mill Site
CenhalCity, CO
In-House
30,000 sf
HDPE
60 mil
Boodle Mill Site
Denver, CO
Re-Tec, Inc.
30,000 sf
30,000 sf
30,000 sf
HDPE
40 mil
Geotextile
40 milDouble
BtudAae landfrll
Pueblo, CO 160,650 sf
HDPE
50 mil
Brcderi* Wood Ptoduc8 Supefind Site
Denrer, CO 30,000 sf
HDPE
elO mil
T Bullfroo Unit
tt\&oming
HDPE
40 mil89,233 sfIBurlinoton Nortltem
Fueling Facility
Guemsey, WY
HDR Engineering,Inc.
483,950 sf
HDPE
60 mil
Cacfits Dairu
Ft. Morgan, CO 108,000 sf
HDPE
40 mil
Calamus Fish Hatdrenr
Phase II & III Improvements
Burwell, NE
KCM,Inc.
1,740,000 sf
1,032,000 sf
VLDPE
30 mil
40 miIVLDPE
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Canvon Sorinos Golf Cout*
San Antoniq TX
HDPE
210 mil
60 milHDPE
13,500 sf
151,200 sf
@ oe En virun m enta I Ma na oement
Englewood, CO 20,775 sf
HDPE
40 mil
@millhlt
New Pad Installation
South Lansing, NY
Gaynor & Associates
L23,975 sf
HDPE
80 mil
Centennial Ao Suoolv
Greeley, CO t2,t4t sf
HDPE
80 mil
CET Envircnmen tal *ruices fnc
Englewood, CO
HDPE
20 mil155,385 sfT
I
Ch ia oo Contracto t's Su o o I v
Bellwood,IL t2,552 st
HDPE
.10 mil
Cittrof Famo Landfill
Fargq ND 21,000 sf
HDPE
50 mil
@asbl Fuel *ruies
Roosevelt, UT 7,700 sf
HDPE
30 mil
@neio @nstructorc
Kingsburg, CA 9,450 sf
HDPE
60 mil
Coooerouen EvenbPond
Bisbee, AZ 159,000 sf
HDPE
B0 mil
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Cnia WWTP
Craig, CO
Black & Veakh
64,000 sf
54,000 sf
HDPE
60 mil
80 mil HDPE
Craio WWTP (Phare lfr
Southwest Lagoon
Cmig, CO
Black & Veatch
87,750 st
67,500 sf
HDPE
ztO mil
40 mil HDT
Cnia WWTP (Pha* If. *ction lft
Southeast Lagoon
C.raig, CO
Black & Veatch
117,000 sf
54,000 sf
HDPE
40 mil
40 mil HDT
Crioole Ctek & Wctor Gold Mine
Process Building Lin ing/Seconda ry Contain ment
Victor, CO
Bateman Engineering, Inc.
21,600 sf
51,000 sf
VLDPE
80 mil
B0 milHDPE
Cutwnti National Park
Wastewater lagoon Lining
Gunnison, CO
National Park Service
222,0@ sf
HDPE
zl0 mil
D & D Farms
Lagoon Lining
Holyoke, CO 470,Lt5 sf
HDPE
.10 milt
I
I
DRil. fne
Gillettg \MY
HDPE
40 mil
60 mil HDPE
37,625 sf
18,900 sf
Danw. fnc
Houma, [n
White/Black
29,250 sf
HDPE
.10 mil
T
Delta Correctiona I Facilitv
Delta, CO
Martin & Maftin
55,000 sf
HDPE
zl0 mil
I
I
Den ver fn fu ma tion a I Ai mo rt
Glycol Recycle Facilities/Concou rse B De-icing
Denver, CO
Bums MqDonnel
42,000 sf
HDPE
40 mil
27,000 sf BO mi| HDPE
DenverRadium Pruiect
Diamond Sbr Ranclr
Eagle, CO
UNC Geotech
132,610.5 sf
HDPE
40 mil
Robco Superfund Site
Dinosur National Monument
Quarry Sewage Lagoon Re-Line
Vemal, UT
NaUonal Park Service
50,000 sf
HDPE
40 mil
De Comoound Wash Pond #7
Grand Junction, CO
UNC Geotech
22,000 sf
VLDPE
30 mil
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DowS WWTP
Dows,IA
Wallace, Holland, KasUer & SmiE Co.
110,000 sf
HDPE
60 mil
Duranao UMTRA
Retention Pond/Old Durango Mill Site
Durango, CO
MK Ferguson Company
270,000 sf
HDPE
40 mil
Eaale Mine Remediatrbn Prciqt
Cap Closureflilater Tanks/Sludge Pond/
Temporary Run OfflDrainage Berm/Sludge
GllExpansion
Minturn, CO
Dames & Moore, Inc.
65,000 sf
210,000 sf
75,000 sf
6,500 sf
237,000 *
60 mil
100 mil HDPE
30 mi|VLDPE
40 miIVLDPE
,10 mil HDPE
EIJebeI WWTP
Sewage lagoons
ElJebel, CO
Enartech
110,000 sf
HDPE
40 mil
El Palomar Golf @uts
Golf Course Ponds
Guadalaham, Mexico
In-House
2165,000 sf
HDPE
60 mil
Ellswotdr AirFore Base
East Nike Site - Repair Sewage Lagoon
Rapid City, SD
28d' Civil Engineering Squadron
36,875 sf
HDPE
B0 mil
En uiton mental Unerc, fnc
Cortez, CO 29,250 sf
HDPE
40 mil
Falls Citv UMTM
Falls City, TX
MK Ferguson
680,000 sf
HDPE
40 mil
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Famo Landftll
Landfill Lining
Fargo, ND
City of Fargo Engineering Dept.
280,000 sf
HDPE
60 mil
Fa m s wo rth Co n stru cti o n
Irrigation Ditch Lining
Paonia, CO
HDT
60 milL2,320 sf
FihEstate Golf & Develooment
Golf @urse Lining
Manila, Philippines
HDPE
30 mil
40 mil HDPE
1,738,800 sf
2L9,375 sf
Fish OeekReseruoir
Resenoir Enlargement
Steamboat Springs, CO
Woodward{lyde Consultants
128,565 sf
HDT
80 mil
Flatirun -pntier-Kem oer Joint Venfite
Retention Pond
Fort Lupton, CO
In-House
47,880 sf
HDPE
60 mil
FMC Phosohorus Chemical Fac
Pocatella,ID 5,584 sf
HDPE
50 mil
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Formost Goff fn Ema tio na I
Golf Course Lakes
Manila, Philippines
In-House
921,375 sf
HDPE
.10 mil
Fott@rwnArmvhs
Fort Carrcn, CO
Black & Veatch
19,000 sf
HDPE
,10 mil
Fort @llins-Loveland Airooft
Secondary Containment
Loreland, CO
Isbill Associates, Inc.
8,500 sf
VLDPE
40 mil
Fun Vallev Resft
Southpark, CO
Cap Allen Engineers, Inc.
210,000 sf
HDPE
zl0 mil
Galamb Mobile Homes
Watkins, CO 33,964 st
HDPE
zl0 mil
Gold llill Mill
Gold Hill, CO
McCulley, Frick & Gilman
53,000 sf
53,@0 sf
HDPE
60 mil
GCL Bentofix
Gould Constttction
Glenwood Springs, CO 9,000 sf
HDPE
B0 mil
Elden Goldsmith
Templeton, CA 6,800 sf
HDPE
30 mil
Gould Con*uction
South Canyon Landfill
Glenwood Springs, CO 51,000 sf
HDPE
60 milTextured
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Glacier Construction
Denver, CO 39,645 sf
HDPE
60 mil
Grain Prccessino Coro,
Washington, IN 88,132 sf
HDPE
60 mil
Grand Junction UMTRA Phase f
MillSite
Grand Junction, CO
MK Ferguson, Inc.
150,000 sf
HDPE
40 mil
I
Grand Junction UMTRA Phase If
Cheney Reseruoir Disposal Site/Repository/
Disposal Cell Retention Pond
Grand Junction, CO
MK Ferguson, Inc.
275,000 sf
30,000 sf
.HDPE
.10 mil
30 mi|VLDPE
Grczn RiverUflTRA
Green River, UT
MK Ferguson, Inc.
50,000 sf
HDPE
40 mil
Gunnisn UMTRA
Gunnison, CO
MK furguson,Inc.
190,000 sf
HDPE
40 mil
Hatdaoe Site Remedv Com,
Lindsay, OK
IT Corporation
190,125 sf
HDT
40 mil
Hastinos ' '-qs Countv Landfill
Hastings, NE
Olsson & Associates
245,650 sf
HDPE
60 mil
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HavSorinas UVWTP
Inigation Storage PondMMI C-ells
Hay Springs, NE
Baker & Associates
151,200 sf
HDPE
50 mil
Hiohwav 32 Ash Landftll
Port Washington, \M 133,600 sf
HDPE
zl0 mil
HiIIIo* WWTP
Hillrme, CO
KLH-NUH
410,000 sf
HDPE
210 mil
Hinds Eneruv Facilitv
Jackson, MS 57,060 sf
HDPE
60 mil
Hunt Field Runwav Rehabilibbbn
lander, \MY
Monison Maihrle,Inc.
220,000 sf
Vt"DPE
30 mil
HfS-Geotuns
Westrninster, CO 7,700 sf
HDPE
30 mil
Hvdto-Chem Prcesino
Methanol Processing Plant
Commerce City, CO
In-House
78,000 sf
VLDPE
30 mil
lEe
Holcomb, KS 468,000 sf
468,000 sf
2168,000 sf
226,800 sf
275,000 sf
48,200 sf
HDPE
40 mil
60 milHDPE
Geo-Net
60 mil
40 mil
60 mil
T
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I
fowa Countv Leachate Collection Facilitu
Iowa County, IA
Howard R. Green, Inc.
32,000 sf
HDPE
60 mil
Jeffiev Citv Reclamation Prciect
Mine Site Lagoon/Water Pond
Jeffrey Crty, VVY
Phelps- Dodge Mining
48,800 sf
HDPE
50 mil
Johansen Farms
Underwood, MN .10,480 sf
I.IDPE
ulO mil
John Tetnr Sales Comoanv
DenverrCO 59,920 sf
Wovenfl/Vh
20 mil
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Julsbum WWTP
Julesburg, CO
Meline & Ireland
120,000 sf
HDPE
40 mil
KellvAir Fote Ba*
Fire Training Facility
San Antonio, TX
U.S. Army Corps of Engineers
4,625 *
45,24O sf
50,400 sf
Gundseal
80 mil
PN-3000 Geonet
80 milHDPE
Ku ioer Wa ter Trea tm en t Pla nt
Aurora, CO
Lamelti & tuns. fnc
Fridley, MN
182,500 sf
64,233 sf
HDPE
ztO mil
HDPE
60 mil
Lander Golf & County Club
Expansion
lander, \MY
Wyss Associates
73,125 *
HDPE
40 mil
Le Construction. fnc
Sublette, KS 222,660 sf
HDPE
30 milHDT
L i m on Tri - Sb te Fa ci I itv
Limon, CO
TIC
254,000 sf
HDPE
50 mil
lone Oak Dairu
Plainview, MN
HDPE
zl0 mil
Geotextile
55,985 sf
55,985 sf
Lonos Peak Water District
Run Off Pond
Longmont, CO
Rocky Mountain Consultants
13,500 sf
HDPE
60 mil
t
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Lost Cabin Gas Plant
Water Storage Reseruoir
Lysite, \{Y
United Engineers & Constructors
242,000 st
HDPE
80 mil
LowvLandlill FTPA Waste Pit
Denver, CO
HDPE
zl0 mil
Geotextile
Geo-Net
.10 miILLDPE
2L2,l4O sf
212,t40 st
77,000 sf
Lt4,L07 sf
Lowru Landfill Supartund Site
Aurora, CO
Parsons Engineering Sciences, Inc.
9,000 sf
HDPE
40 mil
LucasAercsoace
Process Building Secondary Containment
Park City, UT
In-House
17,000 sf
HDPE
40 mil
Luke Air Force Base U.S. Army Corps of Engineers HDPE
Crash Fire Rescue Training Facility
Luke AFB, AZ 46,500 sf
24,000 sf
B0 mil
40 mil HDPE
Maoma Coooer fnc
San Manuel Mine Site
San Manuel, AZ
In-House
60,750 sf
HDPE
B0 mil
MallettOil
Secondary Containment
Leadville, CO
In-House
11,985 sf
HDPE
40 mil
HDPE
30 mil1,022,450 sf
Manila tuuthwoods Golf & County Club
Carmona, Cauite, Philippines
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MaralexResoutres
DeBeuque, CO 67,500 sf
HDPE
40 mil
Mardta's Wneuatd Golf Couts
Edgartown, MA
HDPE
10 mil
108
153,900 sf
32,400 sf
M a ft i n M a ri etta Co roo ra tio n
Acid Sump Closure/Fire Protection Facility
IT Corporation
43,500 sfWatefton
MaTbeII UMTRA
netenUon fasi nslWash Water
Maybell, CO
MK Ferguson, Inc.
2L9,375 sf
HDPE
40 mil
HDPE
210 mil
J.A. McCullouoh WTP
5 MG Reservoir/Wash Water Supply/
PRV VaulVPlant Effluent Manhole
USAF Academy, CO
Black & Veatch
70,875 gf
HDPE
40 mil
Mid-Amerta Dairumen, fnc
Wastewater Sta bilization Lagoon
Ravenna, NE
Miller & Associates Consulting Eng.
1.+0,000 sf
HDPE
60 mil
I
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Midwav Landfill
Colorado Springs, CO
Industrial Compliance
6,000 sf
HDPE
60 mil
HDPE
40 mil
Millette Oil
Leadville, CO 11,985 sf
Milliken Sanitation District WWP
Milliken, CO
Donahue & Associates
270,000 sf
270,000 sf
HDPE
40 mil
Geotextile
Molvcom fnc,
Process Water Pond
Louviers, CO
Vail Engineers
130,000 sf
130,000 sf
HDPE
80 mil
60 mil GeoNet
Moncrief Oil
Evaporation Pond
Lysite, WY
In-House
90,000 sf
HDPE
40 milI
t
Monfort Beef Plant
Garden City, KS
HDPE
40 mil
60 mil HDPE
142,000 sf
142,000 sf
Monticello Mill Site (Phase III
Retention Pond/Drainage Canal
Monticello, CO
Rust Geotech
67,275 sf
86,940 sf
HDPE
40 mil
60 mil HDPE
HDPE
30 mil25,365 sf
Mountain Reaion Corooration
Grand Junction, CO
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Municioal Eouioment Comoanv
Ridgeway, IL 152,613 sf
HDPE
60 mil
Naturita UMTRA Mill Site
Drainage Ditches/Retention Pond
Naturita, CO
MK Ferguson, Inc.
87,000 sf
HDPE
40 mil
Nevada Hvdruarbons Proied
Processing Facility
Reno, NV
In-House
60,000 sf
HDPE
B0 mil
Newberrv Farms
Rensselaer, IN 25L,L23 sf
HDPE
60 mil
Nilex Corooration
Englewood, CO 37,800 sf
HDPE
30 mil
Northbank Golf Cource
Golf Course Lakes
San Angelo, TX
In-House
482,625 sf
HDPE
40 mil
Nordtern States Power
Minneapolis, MN
HDPE
40 mitHDT
40 mil HDT
108,240 sf
L47,108 sf
Notwood Raw Water Reservoir
Norwood, CO
Westwater Engineering
505,000 sf
HDPE
40 mil
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OEA UVWTP Facilities fmorovemenB
Aurora, CO
Gmp, Dresser & McKee
408,118 sf
HDPE
40 mil
Old Works Golf Cource
Anaconda, MT
HDPE
50 mil
60 milHDT
220,000 sf
375,000 sf
Ovid WWTP
Sewage Lagoon
Ovid, CO
Meline & Ireland
20,000 sf
HDPE
40 mil
PacifrcJunction
Secondary ContainmenVFertilizer Storage
Pacific Junction, IA
CSM, Inc.
58,750 sf
HDPE
60 mil
Paoillion Creek WWTP
Yard Waste Compost Pad/Detention Basin
Bellevue, NE
City of Omaha, Plant Engineering
27,500 sf
HDPE
40 mil
Park Construction
Minneapolis, MN 34,700 sf
HDT
60 mil
Pawnee PowerStation
Brush, CO
In-House
133,000 sf
HDPE
100 mil
PeakviewAcres
Little Falls, MN L43,700 sf
HDPE
60 mil
Peavlefs Mountain Star Inc
Afton, \UY 29,250 sf
HDPE
40 mil
Perdue Farms
Cromwell, KY 405,720 sf
HDPE
60 mil
Petdue Farms WWTP
Sludge Lagoons
Cromwell, KY
Chas. N. Clark Associates, Ltd.
434,000 sf
HDPE
50 mil
Perrv Creek Flood Protection
Sioux City, IA
U.S. Army Corp.
23,625 sf
HDPE
40 mil
PFFJ Animal Waste Laooon
Wastewater Lagoon
Snowflake, AZ
Surface Contracting C-o.
1,463,616 sf
HDPE
40 mil
PFFJ Exoansion
Snowflake, AZ
Axis Engineering
L,057,45O sf
HDPE
40 mil
HDPE
40 mil321,750 sf
PFFJ, Tnc
Finisher/Nursery
Snowflake, AZ
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PFFJ, TNC
Snowflakg AZ
In-House
1,053,000 sf
HDPE
40 mil
Pooov Ridae Golf Cource
Inigation Pond
Livermore, CA
Greiner Engineering
175,500 sf
HDPE
40 mil
Pueblo Ft'sh Hatcherv
Solar Heating Pond
Pueblo, CO
U.S. Bureau of Reclamation
270,000 sf
HDPE
40 mil
Power Resources
Glenrock, WY 7,540 sf
HDPE
B0 mil
Pvramid Exavation & Construction
Kansas Dept. of Transportation
Louisburg, KS 108,000 sf
HDPE
40 mil
Ouarru Hills Dairu
Toward Rolling Stone, MN 66,L76 sf
HDPE
30 mil
The Raoids
New Castle, CO
C.G. & G. Construction
78,750 sf
HDPE
40 mil
Reconstruction of WW Pond #3
Wastewater Disposa I Pond
Cheyenne, \MY
DM Hopkins & Associates
75,600 sf
66,150 sf
HDPE
60 mil
60 mil HDC
Redstone Develonment
Denver, CO 34,272 sf
HDPE
30 mil
Reno Countv Landfrll
Hutchinson, KS
CDM Engineering
88,000 sf
394,000 sf
HDPE
40 mil
60 mil HDPE
Rio Remediation
Rico, CO 56,700 sF
HDT
60 mil
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Rifle UMTRA
Estes Gulch Disposal Cell
Rifle, CO
MK Engineers, Inc.
55,620 sf
HDPE
60 mil
River Bend Subdivtbion
Glenwood Springs, \rVY 34,750 sf
HDPE
40 mil
River Vallev Ranch Golf Cource
Carbondale, CO 248,600 sf
HDPE
40 mil
Riverton UMTRA Proiect
Rivefton, WY
MK Ferguson, Inc.
150,000 sf
HDPE
40 mil
RM Cat
Colorado Springs, CO 5,850 sf
HDPE
80 mil
Robinson Brick Soil Pond
Decon Pond
Denver, CO
Tuttle Applegate
25,600 sf
HDPE
30 mil
Rockv Flats Weaoons Plant
Secondary Containment Carbon Filter Tank
Arvada, CO
E.G. & G.
8,800 sf
VLDPE
30 mil
Rodw Mountain Arcenal
Pad Installation
Commerce City, CO
U.S. Army Corps of Engineers
14,400 sf
HDPE
60 mil
Roclw Vis,ta Farms LLC
Piez, MN 57,904 st
HDPE
50 mil
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Roe & Sons Golf Cource Construction
Golf Course Lake
Anaconda, MT
In-House
220,000 sf
375,000 sf
HDPE
60 milSmooth
60 milTextured
Roval Westmoreland Golf & Countru Club
Golf Course Lake
St. James, Barbados
In-House
58,500 sf
HDPE
40 mil
Roval Westmoreland Golf (Phase fft
Golf Course Lake
St. James, Barbados
Associated Consulting Engineers
131,625 sf
135,000 sf
HDPE
40 mil
Geotextile
*otic Seruices
Union, MO 29,250 *HDPE
40 mil
*vercnce WWTP
Severence, CO 7,230 st
HDPE
60 mil
S.F. Phosohates
Gypsum Pond/Double Layer Containment
Rock Springs, WY
HDPE
60 mil
Geotextile
27,000 sf
18,000 sf
HDPE
30 mil84,375 sf
Shadduck Chemical
Denver, CO
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Show Me Landfill
Landfill Lining
Warrensburg, MO
Industrial Compliance
62L,L40 sf
HDPE
60 mil
Sinclair Oil Comoration
Sinclair Refinery
Sinclair, \UY
Resource Technologies Group, Inc.
190,000 sf
190,000 sf
190,000 sf
HDPE
40 mil
60 mil HDPE
Geo-Net
Slick Rock UMTRA Proiect
Slick Rock, CO
MK Ferguson, Inc.
219,375 sf
HDPE
40 mil
SLV Earthmoverc
Monte Vista, CO
In-House
74,625 sf
HDPE
40 mil
Snyder Oil
Rifle, CO 95,172 sf
HDPE
40 mil
fulvav Minerals
Rock Springs, W 7,000 sf
HDPE
100 mil
fuuthern Golf & Countru Club
St. Michael, Barbados, W.I.131,625 sf
HDPE
40 mil
fuuthwind Devel, Com. WWTP
Wastewater Lagoons
Garden City, KS
Mid-Kansas Engineering
146,000 sf
HDPE
40 mil
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Stanlev Canvon Proiect
Tank Roof Lining
Colorado Springs, CO
Black & Veatch
35,000 sf
HDPE
40 mil
Star Ranch
Hutto, TX 356,552sf
HDPE
40 mil
Stea m boa t Sori n as A iroort
Containment Liner
Steamboat Springs, CO
Isbell Associates
12,000 sf
HDPE
40 mil
Steamboat Lake State Park Maphis International, Ltd.HDPE
Water & Wastewater Facilities
Steamboat Springs, CO 45,000 sf 60 mil
Sterlino WWTP
Nitrification Basins
Sterling, CO
The Engineering Company
131,625 sf
HDPE
40 mil
Sunset Mefiooolita n Distrid
Ellicott Springs, CO
Scheaffer & Roland, Inc.
85,000 sf
VLDPE
30 mil
Suoenbr Golf Cource Construction fnc.
Las Vegas, NV 98,719 sf
HDPE
40 mil
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Term i n a I Stora a e R eseruo i r
Irigation Canal
Broomfield, CO
Rocky Mounta in Consulting
55,200 sf
HDPE
30 mil
Tern Enaineerino & Construction
Milwaukee, \M 10,260 sf
HDPE
60 mil
Tezak Heavv Eauioment Comoanv
Penrose, CO 18,900 sf
HDPE
30 mil
Tobl Golf Construction
Bahama Reef Golf Course
Freeport, Bahamas 94,500 sf
HDPE
30 mil
Town of FredertckGolf Cource
Golf Course Lakes
Frederick, MD
Town of Frederick
120,000 sf
HDPE
40 mil
Transen ero v Gri ndin o. fn c
Houston, TX 73,t25 sf
HDPE
40 mil
UM ETCO M i n e ra ls Co roo ra tio n
Superfund Cleanup
Uravan, CO
In-House
875,000 sf
875,000 sf
HDPE
40 mil
Geotextile
Union Pacifrc Tie Treatment Plant
Tank Containment
Laramie, WY
cH2M Hill
39,000 sf
HDPE
40 mil
United Airlines Fuel Restoration Prciect
Denver, CO
Swanson Rinl(Facilitech
50,000 sf
HDPE
40 mil
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Univercitv of Nevada
Fire Training Facility
Reno, NV
In-House
31,000 sf
HDPE
60 mil
Uooer Canal Catchment Reoairs
Delta, CO
Bureau of Land Management
12,000 sf
VLDPE
40 mil
Veit & Comoanv fnc.
Rogers, MN
HDPE Textured
40 mil
HDPE Smooth
40 mil
HDPE Textured
60 mil
72,284 sf
L36,t24 sf
72,824 sf
14L,404 sf
HDPE Smooth
60 mil
Velon Filterc
Process Building Secondary Containment
Colorado Springs, CO
Koepf & Lange
15,000 sf
HDPE
60 mil
Veterans Memortal Park
Boulder City, NV 200,000 sf
HDPE
40mil
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Wa ds wo rth G o I f Co n stru cti o n
Hutto, TX
Plainfield, IL
22,500 st
38,607 sf
Woven C.oated PE
12 mil
HDPE
40 mil
Waren AFB Fire Trainina Facilitv
Cheyenne, \MY
USAF,Engineering
44,000 sf
44,000 sf
44,000 sf
DN-3000
Drainage Net
BO mi| HDPE
Geotextile
WBf. fnc
Buffalo, \MY
In-House
12,000 sf
HDPE
50 mil
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WB Pu-, & Surnr,
Ft. Morgan, CO 7,200 sf
HDPE
12 mil
WestElk Mine Facilitv
Summerset, CO
HDPE
50 mil
Geotextile
t3,767 *
13500 sf
The White Grcuo
Cushing, OK 7,700 sf
HDPE
40 mil
Whiteman Air Force Base
Crash Fire Rescue Training Facility
Whiteman AFB, MO
U.S. Army Corps of Engineers
75,600:sf '
HDPE
60 mil
Wildhorce Golf Cource
Carbondale, CO 230,000 sf
HDPE
40 mil
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Wilh'ston Basin Pioeline
Wastewater Pond #1 Rehabilitation
Worland, \{Y
Westem Water Consultants, Inc.
7,200 sf
14,625 sf
HDPE
B0 mil
40 mil
Woodman Hills --tnt Brush Hills
Colorado Springs, CO
Martin & Martin
121,616 sf
HDPE
40 mil
Wvomina Premium Farms
Wheatland, \rVY 190,260 sf
HDPE
60 mil
Wvondotte Golf Club
Golf Course Lakes
Lake Orion, MI
S.A. Golf
L27,575 sf
HDPE
40 mil
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1.5' deep x 1' wide
Trench Backfill
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Fluid Level
V Anchor Trench
2'deep x 4'wide
Trench Bac*iil
I | 3'Min.-l ' Fluid Level
Anchor trench dimensions for a specific project must be determined
by the engineer to suit local soil conditions.
Anchor Trench Details
GbrailA''
mttmlt ro?^?
Diagram D-l
Compacted Subgrade
Wedge Weld with Void
for Air Pressure Testing
W Wedge Weld
6km,m Diagram D.3
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Diagram D€
W
f Diameter
Hole Through
Liner Only
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Sides
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6((K,,ffi Diagram D-7
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Stud Anchor 1/4" Thick x 2" Batten
l/4" Thick x 2" Closed Cell
Nitrile/PVC Sponge with
Adhesive Backing
Para-JT
or Equal
Sealant
\Concrete
Batten Attachment - Singte Layer
Appendix F
Installation Reports
lw
wkm,?r-k
J ,.r, lnside Line 0n Containment
Golorado Lining lnternational
lnstallation Reports
for
lnternational Uranium
at
Blanding, Utah
CORPORATE OFFICE
1062 Singing Hills Rood' Porker, Colqrodo 80138 303-841-2022 8N-524-8672 Fox 303-B4t-5780 www,colorodotining,com
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Your lnside Line On Containment
June 6,2002
Harold Roberts
International Uranium
Independen ce Plaza Suite 95 0
1050 17th Street
Denver, CO 80265
:
Re: Blanding, Utah Project
Dear Harold:
This letter shall serve as certification that the 60 Mil HDPE Colorado Lining lnternational (CLD
provided to International Uranium, meets design specifications for this proj-ct.
In addition, this HDPE was installed and tested in accordance with the provided design
specifications. The installation and quality assurance testing also meets or exceeded documented
industry guidelines and standards.
We are providing you with the associated field documentation to support this certification.
In addition, you are also protected by a fivg-year material warranty and a one-year installation
wa:ranty.
On behalf of our dedicated installation team and management sffi we would like to thank you
for giving us the opportunity to successfirlly complete this project for you.
If you have any further requests, please do not hesitate to contact me.
Vinnie Davis
Project Manager
1062 sinsins Hills Rood Porker, cotorodo 80138 ,rr:u?f!?li" oJ5l%o-*r,
Fox 303-841-5780 www.cotorodolinins.com
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Project:
Owner:
Engineer:
Contractor:
Installation Supervisor:
Material:
Colorado Lining Internationat (CLf) is not responsible for subsurface
conditions, which may affect lining pedormance.
Is surface is acceptable for p of geomembranes?
Subgrade Inspection
Blanding, Utah
International Uranium
International Uranium
60mil HDPE
Accepted By Representative of Owner
(Signahrre)
PrintName/Title
Company
Accepted By Representative of CLI
(Srgnature)
I P.in Name/Title
CoRPoMTE oT.FIcE
8005248672 3035412022 Fax 303 E4l 5780 www.coloradolining.com1062 Singing Hills Road Parkcr, Colorado 80138
ffibrafu ft#{*tn,
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Material Inventorv Log
Page _ of_
Blanding, Utah
International Uranium
International Uranium
Brian Kendall
60mil HDPE
CoRPoMTE oFFIcEParkcr, Colorqdo 80138 800 524 8672 303 B4t 2OZ2 Fax 303 E4l 57E0
Project:
Owner:
Engineer:
Contractor:
Installation Supemisor:
Material:
1062 Singing Hills Road www. coloradolining. com
No.Roll Number width Length Material Condition Returr
(Factory or CLI)I 105422 22.s ?Good (Partial Roll)None
2 227sss 22.s 2 Good (Partial Roll)None
J 22s360 22.5 2 Good (Partial Roll)None
4 229339 22.5 2 Good (Partial Roll)None
5 243226 22.5 ?Good (Partial Roll)None
6 243228 22.5 ,)Good Gartial Roll)None
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Date:
Project:
Owner:
Engineer:
Contractor:
Dailv Installation Report
5-29-02
Blanding, Utah
International Uranium
International Uranium
Installation Supervisor: Brian KendallMaterial: 60mil HDPE
Fusion Weld X ' Extrusion Weld Unit Type & No. H.S#0019
Daily Observations / Notes:Weather Conditions:
Material arrived around noon and we completed the installation portionof the project.
CoRToRATE or.FICE1062 singing Hills Road Parker, colorado 80138 800 524 8672 303 B4t 2ozz Fax [phone] www.coloradolining.com
Date of
Test
Time of
Test
Ambient
Air
Temo.
Unit Temp.Pre-Heat
Temp.
Unit Speed Peel Value
IGid.r'Ouddr
Sheer Value Welding
Teoh.
Pass/Fail
5-29-02 t2.30 80 775 t0 t26/115 140 M.L Pass
t17 /115 143 Pass
t09lr22 Pass
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Date:
Project:
Owner:
Engineer:
Contractor:
Installation Supervisor:
Material:
Daily Installation Report
s-30-02
Blanding, Utah
International Uranium
International Uranium
Brian Kendall
60mil HDPE
Fusion Weld X ' Exhusion Weld X Unit Type & No. H.S#0019. X-2#0104
D
Daily Observations / Notes:Weather Conditions;
Todaywe finished our toe seams, patching, and all the remairing testing.. We had the job
completed around 6:00pm.
CoRPoRAm T,FICE1062SingingHillsRoad Pirker,Colorado 80138 8005248672 303 8412022 Fax [phone] www.coloradolining.com
Date of
Test
Time of
Test
Ambient
Air
Temn.
Unit Temp.Pre-Heat
Temp.
Unit Speed Peel Value
IEidc/O$idc
Sheer Value Welding
Teoh.
Pass/Fail
5-29-02 7:30 70 775 10 t22ll25 155 M.L Pass
t35/124 t42 Pass
1221127 Pass
540-A2 9:45 80 475 47s /92 160 M.L Pass
t89 t45 Pass
/85 Pass
1062 Singing Hills Road parker, Colorado 80138
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Project:
Owner:
Engineer:
Contractor:
Installation Supervisor:
Material:
Panel Placement Log
Page_ of_
Blanding, Utah
International Uranium
fnternational Uranium
Brian Kendall
60mil IIDPE
CoRPoRATE oFFIcE
800 524 86',12 303 84t 2022 Fax [phone] www.coloradolining.com
Panel
No.
Roll-
Number
Date Material Type width Length Seam
No.
I t05429 5-29-02 60mil HDPE 22 129')aa 5-29-02 22 24
3 aa 5-29-02 22 35
4 a(5-29-02 22 s0
5 227555 s-29-02 22 42
6 aa 5-29-02 22 25
7 105422 5-29-02 22
8 227s55 s-29-02 22 92
9 225360 5-29-02 22 52
10 aa 5-29-A2 22 144
11 aa 5-29-02 22 151t22293395-29-02 22 159
t3 aa 5-29-02 22 t7lt4(a 5-29-02 22 69
t5 243226 5-29-02 22 109
16 (a 5-29-02 22 176t7aas-29-02 22 111
18 243228 s-29-02 22 69
19 5-29-02 22 43
20 a(s-29-02 22
21 ta 5-29-02 22 38
22 aa 5-29-02 22 38
z3 aa 5-29-02 22 35
24 (a 5-29-02 22 4t
25 5-29-02 22 32
'6fura# rt?Htun
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Project:
Owner:
Engineer:
Contractor:
Installation Supervisor:
Material:
CoRIoRATE oFFIcE1062SingingHillsRoad Pai{<er,Colorado 80138 8005248672 30384t2022 Fax [phone] www.coloradotining.com
Panel Placement Lo
Page_ of_
Blanding, Utah
International Uranium
International Uranium
Brian Kendall
60mil IIDPE
Panel
No.
Roll
Number
Date Material Type width Length Seam
No.
26 243228 5-29-02 60mil HDPE 22 27
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Date:
Project:
Owner:
Engineer:
Contractor:
Installation Supervisor:
Material:
Geomembrane Installation AdDroval
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Blanding, Utah
International Uranium Corp.
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International Uranium Corp.
60mil IIDPE
The Geomembrane on this project has been installed, inspected and tested in accordance with
Industry Standards and Manufacturer recommendations.
Date
Accepted By
(Signahre)
Print Name/Title
Company
AII warranties to begin on the date of completiou.
Warranties to be issued upon receipt of final payment
CoRpoMTE oFFrcE1062SingingHillsRoad Parker,cororado 80138 800524 9672 303 B4r2022 Fax [phone] www.coloradolining.com
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LIMITED MATEzuAL WARRANTY
CUSTOMERNAME:
PROJECT:
TYPE MATERIAL:
International Uranium
International Uranium - Blanding, Utah
60 milHDPE smooth geomembrane
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The company, referred to herein as AGRU/AMERICA, Inc., warrants that AGRU/AMEzuCA, liners will correspond to the
specifications as indicated in AGRU/AMERICA technical records, catalogs, guidelines and test certificates at the time when
sold.
AGRU AMERICA warrants that the material is faultless and resistant for a period of five (5) years, prorated from the point of
time sold when properly installed, covered and used for: run offpond
AGRU/AMERICA'S liability under this warranty is not applicable when damage is caused by:
Natural phenomena as thunder storms, floods, earthquakes, acts of war or other acts of God
Chemicals which are not suitable for HDPE liners according to chemical resistance guides or from
experience.
Further, AGRU/AMERICA is not liable for damages due to the misapplication, incorrect installation, and damages resulting
from any kind of inadequate handling. In the event that any defects are noticed in the liner, AGRU/AMERICA must be notified
in writing within thirty (30) days.
AGRU/AMERICA shall be given an opportunity to ascertain the cause of damages. AGRU/AMERICA reserves the right to
decide how damages will be settled.
Under no circumstances will AGRU/AMERICA assume liability for consequential damages due to defective liner or incorrect
installation. AGRU/AMERICA will not be responsible for failures arising from incorrect welding of seams in the installation.
Further, AGRU/AMENCA's warranty will be void in tIe event that the buyer performs repairs or makes alterations without the
express approval of AGRU/AMERICA in writing. AGRU/AMERICA's maximum liability under this warranty will not exceed
the purchase price of liner and will only be in force when payment has bben made in full and further claims regardless of the
legal suppositions are not applicable.
This warranty is only valid on condition that the generally approved technical staridards and in particular the guidelines for the
installation of the liner are followed.
For AGRU/AMERICA, Inc.
nfu"0o*[.-, tt.tt.u>Filws..k* Date
500 Ganrison Fload, Georgetown, S.C.29440.843-546-0600.800-SZ1 -1A79. Fax g43-846-0b16
Bockmead,suite150,Kingwood,TX77339 "281-358-4741 ,Boo-373-2478:Fax[phone]' email: salesmkoaDaorr rameninn nnm
PROJECT: lntemational Uranium- Blanding, UT
DATE OF ACCEPTANCE: 5t3OtO2
MATERIAL:60 mil HDPE
Colorado Lining lnternational warrants workmanship performed by Colorado
Lining lnternational to be free of defects for one (1) year(s) from the date of
acceptance.
This limited warranty does not include damages or defects in workmanship
resulting from acts of God, including but not limited to earthquakes, floods, piercing
hail, ice, tornadoes, wind, or force majeure. The term "normal use" as used herein
does not include, among other things, the exposure of seams to harmful chemicals,
abuse of seams by machinery, equipment, or people, excessive pressure from any
source, or strain from any source.
Any claim for any alleged breach of this warranty must be made in writing to the
President of Colorado Lining lnternational, by certified mail, within thirty (30) days after
the alleged defect is first noticed. Should the required notice not be given, the defect
and all warranties shall be deemed to have been waived by the purchaser and
purchaser shall have no right of recovery against Colorado Lining lnternational. ln the
event said repairs are to be effected, said repairs shall not be due until the area subject
to repair is in a clean, dry, unencumbered condition. This includes but is not limited to
the area available for repair to be free from all water, dirt, sludge, residuals and liquids
of any kind.
I hereby state that I have read and understand the above and foregoing Limited
Warranty and agree to such by signing hereunder.
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CONTMCTOR:
PURCHASER/USER:
COLORADO LINING INTERNATIONAL:
Golorado
[phone]
Texas
(888) 5464641
INSTALLATION WARRANTY
Colorado Lining lnternational
url
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California
[phone]
South Dakota
[phone]
Appendix G
Liner Installation Drawing