DRC-2007-001662 - 0901a06880abe188

Denison Mines (USA) Corp.
1050 17th Street, Suite 950
Denver, CO 80265
USA
Tel : [phone]
Fax : [phone]
www.denisonmines.com September 11, 2009

VIA E-MAIL AND OVERNIGHT DELIVERY Mr. Dane L. Finerfrock Executive Secretary Utah Radiation Control Board Department of Environmental Quality 168 North 1950 West P.O Box 144850 Salt Lake City, UT 84114-4850 Re: Cell 4B Lining System Design Report, Response to DRC Request for Additional Information – Round 3 Interrogatory, Cell 4B Design. Dear Mr. Finerfrock: We are responding to your September 4, 2009 letter requesting additional information regarding
the Cell 4B Design Report. For ease of review, the Division of Radiation Control’s (“DRC’s”) questions are summarized below in italics with Denison Mines (USA) Corp.’s (“DMC’s”) responses following each question.

1. Dike Integrity – Please provide a revised Technical Specification including the limits to be
used for Peak Particle Velocity (PPV) during blasting. Please require that PPV limitation
specifications be applied in the Blast Plan that is required under Technical Specification
Section 02200, Articles 1.05B, 3.03B5, and 3.03B6. Please provide a Blast Plan for Utah
Division of Radiation Control (DRC) review. Section 02200 (Earthwork) of the Technical Specifications has been revised to include the Peak
Particle Velocity (PPV) limitation specifications and is provided as Exhibit A. The blast plan prepared by the contractor is provided as Exhibit B.
2. Spillway Capacity Design/Calculations and Surface Water Runoff – Provide an estimation of
the Probable Maximum Precipitation (PMP) event for the site, as well as justification for the
use of the 6 hour PMP duration. Please identify, specifically, the location for compliance
monitoring and all equipment, procedures, and a monitoring frequency to be used to monitor
compliance at Cell 4B.

The Probable Maximum Precipitation (PMP) event for the site was evaluated using “Hydrometeorological Report No. 49: Probable Maximum Precipitation Estimates, Colorado River and Great Basin Drainages” (Hansen, et. al., 1984). The calculation package describing
assumptions and procedures is provided as Exhibit C.
Compliance monitoring and equipment, procedures, and monitoring frequency are not included
as part of the Cell 4B design, as they will be covered by the facility’s BAT Monitoring, Operations and Maintenance Plan. Solution monitoring procedures for Cell 4B will be duplicated from the
Letter to Dane Finerfrock September 11, 2009 Page 2
2
approved Cell 4A BAT Monitoring, Operations and Maintenance Plan. The procedures for the Cell 4A solution monitoring, which will be modified as necessary for Cell 4B, are: Solution Elevation Measurements in Cell 4A are to be taken by survey on a weekly basis as follows: (i) The survey will be performed by the Mill’s Radiation Safety Officer or designee (the “Surveyor”) with the assistance of another Mill worker (the “Assistant”); (ii) The survey will be performed using a survey instrument (the “Survey Instrument”) accurate to 0.01 feet, such as a Sokkai No. B21, or equivalent, together with a survey rod (the “Survey Rod”) having a visible scale in 0.01 foot increments; (iii) The reference Points (the “Reference Points”) for Cells 4A are known points established by Registered Land Surveyor. For Cell 4A, the Reference Point is a piece of metal rebar located on the dike between Cell 3 and Cell 4A. The elevation at the top of this piece of rebar (the Reference Point Elevation for Cell 4A is at 5,607.83 feet above mean sea level (“amsl”); (iv) The Surveyor will set up the Survey Instrument in a location where both the applicable Reference Point and pond surface are visible. For Cell 4A, this is typically on the road between Cell 3 and Cell4A, approximately 100 feet east of the Cell 4A Reference Point; (v) Once in location, the Surveyor will ensure that the Survey Instrument is level by centering the bubble in the level gauge on the Survey Instrument; (vi) The Assistant will place the Survey Rod vertically on the Cell 4A Reference Point. The Assistant will ensure that the Survey Rod is vertical by gently rocking the rod back and forth until the Surveyor has established a level reading; (vii) The Surveyor will focus the cross hairs of the Survey Instrument on the scale on the Survey Rod, and record the number (the “Reference Point Reading”), which represents the number of feet the Survey Instrument is reading above the Reference Point; The Assistant will then move to a designated location where the Survey Rod can be placed on the surface of the main solution pond in Cell 4A. The designated location for Cell 4A is in the northeast corner of the Cell where the side slope allows for safe access to the solution surface. The approximate coordinate locations for the measuring points for Cell 4A is 2,579,360 east, and 320,300 north. These coordinate locations may vary somewhat depending on solution elevations in the Cell. The Assistant will hold the Survey Rod vertically with one end of the Survey Rod just
touching the pond surface. The Assistant will ensure that the Survey Rod is vertical by gently rocking the rod back and forth until the Surveyor has established a level reading; (viii) The Surveyor will focus the cross hairs of the Survey Instrument on the scale on the Survey Rod, and record the number (the “Pond Surface Reading”), which represents the number of feet the Survey Instrument is reading above the pond surface level.
The Surveyor will calculate the elevation of the pond surface in feet amsl by adding the Reference Point Reading for the Cell and subtracting the Pond Surface Reading for the Cell, and will record the number accurate to 0.01 feet.

EXHIBIT A

REVISED SECTION 02200
OF THE TECHNICAL
SPECIFICATIONS

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SECTION 02200 EARTHWORK
PART 1 — GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary to perform all Earthwork. The Work shall be carried out as specified herein and in accordance with the Drawings.
B. The Work shall include, but not be limited to excavating, blasting, ripping, trenching, hauling, placing, moisture conditioning, backfilling, compacting and grading. Earthwork shall conform to the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Construction Manager.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
1.03 REFERENCES
A. Drawings
B. Latest version of American Society for Testing and Materials (ASTM) standards:
ASTM D 422 Standard Method for Particle-Size Analysis of Soils
ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lb-ft/ft3 (2,700 kN-m/m3))
ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil-Aggregate by Nuclear Methods (Shallow Depth)
1.04 QUALIFICATIONS
A. The Contractor’s Site superintendent for the earthworks operations shall have supervised the construction of at least two earthwork construction projects in the last 5 years.
1.05 SUBMITTALS
A. The Contractor shall submit to the Construction Manager a description of equipment and methods proposed for excavation, and fill placement and compaction construction at least 14 days prior to the start of activities covered by this Section.
B. If rock blasting is the chosen rock removal technique, the Contractor shall submit to the Construction Manager a blast plan describing blast methods to remove rock to proposed grade. The blast plan shall include a pre-blast survey, blast schedule, seismic monitoring records, blast design and diagrams, and blast safety. The Contractor shall submit the plan to the Construction Manager at least 21 days prior to blast.
C. If the Work of this Section is interrupted for reasons other than inclement weather, the Contractor shall notify the Construction Manager a minimum of 48 hours prior to the resumption of Work.
D. If foreign borrow materials are proposed to be used for any earthwork material on this project, the Contractor shall provide the Construction Manager information regarding the source of the material. In addition, the Contractor shall provide the Construction Manager an opportunity to obtain samples for conformance testing 14 days prior to delivery of foreign borrow materials to

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the Site. If conformance testing fails to meet these Specifications, the Contractor shall be responsible for reimbursing the Owner for additional conformance testing costs.
E. The Contractor shall submit as-built Record Drawing electronic files and data, to the Construction Manager, within 7 days of project substantial completion, in accordance with this Section.
1.06 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for Earthwork meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Construction Manager will be rejected and shall be repaired, or removed and replaced, by the Contractor at no additional expense to the Owner.
B. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance testing required by the Contract Documents. This monitoring and testing, including random conformance testing of construction materials and completed Work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed Work, the Contractor will be required to repair the deficiency or replace the deficient materials at no additional cost to the Owner.
PART 2 — PRODUCTS
2.01 MATERIAL
A. Fill material shall consist of on-site soil obtained from excavation or owner provided stockpile and shall be free from rock larger than 6 inches, organic or other deleterious material.
B. Rock shall consist of all hard, compacted, or cemented materials that require blasting or the use of ripping and excavating equipment larger than defined for common excavation. The excavation and removal of isolated boulders or rock fragments larger than 1 cubic yard encountered in materials otherwise conforming to the definition of common excavation shall be classified as rock excavation. The presence of isolated boulders or rock fragments larger than 1 cubic yard is not in itself sufficient to cause to change the classification of the surrounding material.
C. Rippable Soil and Rock: Material that can be ripped at more than 250 cubic yards per hour for each Caterpillar D9 dozer (or equivalent) with a single shank ripper attachment.
2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain compaction equipment as is necessary to produce the required in-place soil density and moisture content.
B. The Contractor shall furnish, operate and maintain tank trucks, pressure distributors, or other equipment designed to apply water uniformly and in controlled quantities.
C. The Contractor shall furnish, operate, and maintain miscellaneous equipment such as earth excavating equipment, earth hauling equipment, and other equipment, as necessary for Earthwork construction.
D. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the Contractor, and to the satisfaction of the Construction Manager.

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PART 3 — EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the Work in this Section, the Contractor shall become thoroughly familiar with the Site, the Site conditions, and all portions of the Work falling within this and other related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed Work of all other Sections and verify that all Work is complete to the point where the installation of the Work specified in this Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed Work of other Sections, the Construction Manager shall be notified in writing prior to commencing Work. Failure to notify the Construction Manager, or commencement of the Work of this Section, will be construed as Contractor's acceptance of the related Work of all other Sections.
3.02 SOIL EXCAVATION
A. The Contractor shall excavate materials to the limits and grades shown on the Drawings.
B. The Contractor shall rip, blast, and mechanically remove rock 6-inches below final grades shown on the Drawings.
C. All excavated material not used as fill shall be stockpiled as shown on the Drawings and in accordance with Subpart 3.05 of this Section.
3.03 ROCK EXCAVATION
A. The Contractor shall remove rock by ripping, drilling, or blasting, or as approved by Construction Manager.
B. Requirements for Blasting:
1. The Contractor shall arrange for a pre-blast survey of nearby buildings, berms, or other structures that may potentially be at risk from blasting damage. The survey method used shall be acceptable to the Contractor’s insurance company. The Contractor shall be responsible for any damage resulting from blasting. The preblast survey shall be made available for review three weeks before any blasting begins. Pre-blast surveys shall be completed by a practicing civil engineer registered in the State of Utah, who has experience in rock excavation and geotechnical design.
2. The Contractor shall submit for review the proposed methods and sequence of blasting for rock excavations. The Contractor shall identify the number, depth, and spacing of holes; stemming and number and type of delays; methods of controlling overbreak at excavation limits, procedures for monitoring the shots and recording information for each shot; and other data that may be required to control the blasting.
3. Blasting shall be done in accordance with the federal, state, or local regulatory requirements for explosives and firing of blasts. Such regulations shall not relieve the Contractor of any responsibility for damages caused by them or their employees due to the work of blasting. All blasting work must be performed or supervised by a licensed blaster who shall at all times have a license on their person and shall permit examination thereof by the Engineer or other officials having jurisdiction.

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4. The Contractor shall develop a trial blasting technique that identifies and limits the vibrations and damage at varying distances from each shot. This trial blasting information shall be collected and recorded by beginning the work at points farthest from areas to remain without damage. The Contractor can vary the hole spacing, depths and orientations, explosive types and quantities, blasting sequence, and delay patterns to obtain useful information to safeguard against damage at critical areas.
5. Establish appropriate maximum limit for peak particle velocity for each structure or facility that is adjacent to, or near blast sites. Base maximum limits on expected sensitivity of each structure or facility to blast induced vibrations and federal, state, or local regulatory requirements. In areas of blasting within 100 feet from the top of the existing berms, the blasting peak particle velocities (PPV) shall not exceed 2 inches per second.
6. The Contractor shall discontinue any method of blasting which leads to overshooting or is dangerous to the berms surrounding the existing pond structures.
7. The Contractor shall install a blast warning sign to display warning signals. Sign shall indicate the following:
a. Five (5) minutes before blast: Three (3) long sounds of airhorn or siren
b. Immediately before blast: Three (3) short sounds of airhorn or siren
c. All clear signal after blast: one (1) long sound of airhorn or siren
3.04 FILL
A. Prior to fill placement, areas to receive fill shall be cleared and grubbed.
B. The fill material shall be placed to the lines and grades shown on the Drawings.
C. Soil used for fill shall meet the requirements of Subpart 2.01 of this Section.
D. Soil used for fill shall be placed in a loose lift that results in a compacted lift thickness of no greater 8 inches and compacted to 90% of the maximum density at a moisture content of between -3% and +3% of optimum moisture content, as determined by ASTM D 1557.
E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil compaction requirements.
F. During soil wetting or drying, the material shall be regularly disced or otherwise mixed so that uniform moisture conditions in the appropriate range are obtained.
3.05 STOCKPILING
A. Soil suitable for fill and excavated rock that is required to be stockpiled shall be stockpiled, separately, in areas as shown on the Drawings or as designated by the Construction Manager, and shall be free of incompatible soil, clearing debris, or other objectionable materials.
B. Stockpiles shall be no steeper than 2H:1V (Horizontal:Vertical) or other slope approved by the Design Engineer, graded to drain, sealed by tracking parallel to the slope with a dozer or other means approved by the Construction Manager, and dressed daily during periods when fill is taken from the stockpile. The Contractor shall employ temporary erosion and sediment control measures (i.e. silt fence) as directed by the Construction Manager around stockpile areas.
C. There are no compaction requirements for stockpiled materials.

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3.06 FIELD TESTING
A. The minimum frequency and details of quality control testing for Earthwork are provided below. This testing will be performed by the CQA Engineer. The Contractor shall take this testing frequency into account in planning the construction schedule.
1. The CQA Engineer will perform conformance tests on placed and compacted fill to evaluate compliance with these Specifications. The dry density and moisture content of the soil will be measured in-situ with a nuclear moisture-density gauge in accordance with ASTM D 6938. The frequency of testing will be one test per 500 cubic yards of soil place.
2. A special testing frequency will be used by the CQA Engineer when visual observations of construction performance indicate a potential problem. Additional testing will be considered when:
a. The rollers slip during rolling operation;
b. The lift thickness is greater than specified;
c. The fill is at improper and/or variable moisture content;
d. Fewer than the specified number of roller passes are made;
e. Dirt-clogged rollers are used to compact the material;
f. The rollers do not have optimum ballast; or
g. The degree of compaction is doubtful. 3. During construction, the frequency of testing will be increased by the Construction Manager in the following situations:
a. Adverse weather conditions;
b. Breakdown of equipment;
c. At the start and finish of grading;
d. If the material fails to meet Specifications; or
e. The work area is reduced.
B. Defective Areas:
1. If a defective area is discovered in the Earthwork, the CQA Engineer will evaluate the extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the CQA Engineer will determine the extent of the defective area by additional tests, observations, a review of records, or other means that the Construction Manager deems appropriate. If the defect is related to adverse Site conditions, such as overly wet soils or surface desiccation, the CQA Engineer shall define the limits and nature of the defect.
2. Once the extent and nature of a defect is determined, the Contractor shall correct the deficiency to the satisfaction of the CQA Engineer. The Contractor shall not perform additional Work in the area until the Construction Manager approves the correction of the defect.
3. Additional testing may be performed by the CQA Engineer to verify that the defect has been corrected. This additional testing will be performed before any additional Work is allowed in the area of deficiency. The cost of the additional Work and the testing shall be borne by the Contractor.

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3.07 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout and control.
3.08 CONSTRUCTION TOLERANCE
A. The Contractor shall perform the Earthwork construction to within ±0.1 vertical feet of elevations on the Drawings.
3.09 AS-BUILT SURVEY
A. For purposes of payment on Earthwork quantities, the Contractor shall conduct a comprehensive as-built survey that complies with this Section.
B. The Contractor shall produce complete electronic as-built Record Drawings in conformance with the requirements set forth in this Section. This electronic file shall be provided to the Construction Manager for verification.
C. The Contractor shall produce an electronic boundary file that accurately conforms to the project site boundary depicted on the plans or as modified during construction by approved change order. The electronic file shall be provided to the Construction Manager for verification prior to use in any earthwork computations or map generation.
D. As-built survey data shall be collected throughout the project as indicated in these Specifications. This data shall be submitted in hard-copy and American Standard Code for Information Interchange (ASCII) format. ASCII format shall include: point number, northing and easting, elevations, and descriptions of point. The ASCII format shall be as follows:
1. PPPP,NNNNNN.NNN,EEEEEE.EEE,ELEV.XXX,Description
a. Where:
ƒ P – point number
ƒ N- Northing
ƒ E – Easting
ƒ ELEV.XXX – Elevation
ƒ Description – description of the point
3.10 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect completed Work of this Section.
B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that promotes drainage of surface water away from the area and from finished Work. If threatening weather conditions are forecast, soil surfaces shall be seal-rolled at a minimum to protect finished Work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the satisfaction of the Construction Manager, at the expense of the Contractor.
PART 4 — MEASUREMENT AND PAYMENT
4.01 GENERAL
A. All earthwork quantities shall be independently verified by the Design Engineer prior to approval. The independent verification by the Design Engineer shall utilize the same basic procedures as those used by the Contractor.

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B. Any interim or soon-to-be buried (or otherwise obstructed) earthwork shall be surveyed and quantified as the project progresses to enable timely verification by the Design Engineer.
C. Providing for and complying with the requirements set forth in this Section for Soil Excavation will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based on the unit price provided on the Bid Schedule.
D. Providing for and complying with the requirements set forth in this Section for Rock Excavation will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based on the unit price provided on the Bid Schedule.
E. Providing for and complying with the requirements set forth in this Section for Fill will be measured as compacted and moisture conditioned cubic yards (CY), and payment will be based on the unit price provided on the Bid Schedule.
F. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Material samples, sampling, and testing.
• Excavation.
• Blasting, ripping, and hammering.
• Loading, and hauling.
• Scarification.
• Screening.
• Layout survey.
• Rejected material removal, retesting, handling, and repair.
• Temporary haul roads.
• Erosion control.
• Dust control.
• Spill cleanup.
• Placement, compaction, and moisture conditioning.
• Stockpiling.
• Record survey. [END OF SECTION]

EXHIBIT B

BLAST PLAN, PREPARED
BY KGL ASSOCIATES

1
August 6, 2009
Mr. Mark Kerr KGL and Associates Golden CO.
RE: Blanding, UT. – Evaporation cell construction for Denison Mining. Dear Mark,
Please make reference to our recent meeting at your office and to our many conversations concerning the above mentioned project. The existing situation of the conditions at the site are perfect for a successful drilling and blasting program. The right amount of overburden is on top of the rock to keep the explosive energy within the rock mass. As we have spoke of before, to remove any overburden will severely compromise
the blasting safety and efficiency.

2
The previous sketch shows the proposed evaporation cell and how it has been divided into blasting zones. The boundaries of these said zones were determined by the
total excavation depth. The overburden on top of the rock is to be left in place for the drilling and blasting. Below, please note the excavation data (Averaged) for each of the zones:
SURFACE TO FINAL SURFACE TO TOP/ROCK TOP/ROCK TO FINAL
ZONE 1 CUT – 17’ CUT – 7’ CUT – 10’
ZONE 2 CUT – 19’ CUT – 8’ CUT – 11’
ZONE 3 CUT – 16’ CUT – 8’ CUT – 8’
ZONE 4 CUT – 13’ CUT – 5’ CUT – 8’ ZONE 5 CUT – 25’ CUT – 11’ CUT – 14’

As the above chart indicates, Zone 4 has the lease amount of excavation in terms of depth. This is why this area has been chosen to test for the excavation being performed by conventional equipment. ( ripping)
BLASTING DETAILS

3
Vibration or air overpressure will not be a problem at the existing mill structures that are 3,000 ft away. A seismograph will be placed at the structure closest to the blast
for every blast that is done.
DRILLING AND BLASTING LOGISTICS

The drilling and blasting will commence in the area shown on a previous sketch toward the Northwest portion of the proposed cell. This slot will be blasted from the North excavation limits to the limits on the West side of the cell. After partial excavation of the slot, blasting will proceed in both directions,
perpendicular to the slot. This will provide the relief needed to reduce the ground vibrations at the outer limits of the cell and also direct the shots away from the other existing evaporation cells. The excavation of the shot material from one blast, shall be performed on one side
of the slot, while another blast is being prepared on the opposite side. It might be necessary to establish another area of excavation, so that the drilling and blasting operation can stay well ahead of the excavation crew.
Sincerely,
Rod A. Schuch Buckley Powder Company
1
September 9, 2009
Mr. Mark Kerr KGL and Associates Golden, CO.
RE: Blanding Utah – Evaporation cell construction for Denison Mining. Dear Mark,
Please make reference to our recent conversation. Concerns about the ground response at the existing berms that border this new construction require limitations as follows:
1) 5 inches per second when blasting further than 100 ft. from the berm. 2) 2 inches per second when blasting within 100 ft. of the berm. The seismographs should be place at or near the water line on the pond side of the Berm.

BLASTING PLAN

We will record the seismic data from a signature hole and an acceptable blasting plan for blasting close to the berm areas, will be formulated using this data. We will continue to monitor every blast and chart the seismic information to determine when to change the blasting design.

The blasting details will remain as illustrated for the first blast, as the following calculation confirms that the vibratory response will be within the limitations. This calculation was developed by the USBM to predict blast induced ground vibrations and has proven to have an acceptable level of precision.
2

This shot is located toward the Northwest end of Zone 5 and situated in the middle of the proposed cell. Once a face has been established, the pattern dimensions and
orientation of the boreholes will be changed. (Staggered pattern – 13 x 16’ and larger)

SIGNATURE HOLE

Before or after this initial blast, a single hole will be detonated and the seismic
data recorded and used in a wave form analysis program. This program utilizes super imposed linear positioning of the wave forms to promote the destructive interference of the wave forms generated by blasting. The
software was developed by Randy Wheeler of White Seismology and has proven to be
accurate and precise in calculating the sequential times for the blast that will produce the lowest PPV and the highest frequencies possible in the chosen environment. It is imperative however, that electronic detonators be utilized to duplicate the calculated times exactly.

When blasting nears the berm areas, a decision by Denison must be made in reference to the State imposed vibration restrictions. The following is an illustration of the blast hole design (decked) needed to ensure the compliance to the vibration limits.

3
As I have previously stated, the pattern and explosive loading design will change
as we approach the berm areas and we will monitor each blast to determine and predict
when these changes are needed. The above illustration represents the blast design needed at 100’ from the berm. The ‘in field’ seismic monitoring will determine if this extreme design is needed.
We will take great care in ensuring that the vibration limitations are adhered to.
Sincerely,

Rod A. Schuch Engr. Special Projects

EXHIBIT C

PROBABLE MAXIMUM
PRECIPITATION (PMP)
EVENT CALCULATION
PACKAGE

Page 1 of 5
Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09
Client: DMC Project: White Mesa Mill- Cell 4B Project/ Proposal No.: SC0349 Task No.: 02

PMP Calc 20090910Fcalc.doc
PROBABLE MAXIMUM PRECIPITATION (PMP) EVENT COMPUTATION
WHITE MESA MILL – CELL 4B
BLANDING, UTAH
OBJECTIVE
The purpose of this calculation is to evaluate the local-storm Probable Maximum
Precipitation (PMP) event for the White Mesa Mill Facility site located in Blanding,
Utah. This calculation demonstrates that the probable maximum precipitation (PMP)
event that the site will experience is 10 inches (0.83 ft) in 6 hours.
PMP COMPUTATION PROCEDURE
The Probable Maximum Precipitation (PMP) for the site was evaluated using
“Hydrometeorological Report No. 49: Probable Maximum Precipitation Estimates,
Colorado River and Great Basin Drainages” (Hansen, et. al., 1984). The use of this
method is cited in a hydrology report that was prepared as part of an agreement between
UMETCO and the Nuclear Regulatory Commission (NRC) during the permitting of
Cell 4A (UMETCO, 1990).
PROBABLE MAXIMUM PRECIPITATION EVENT CALCULATIONS
Step 1: Calculate the Average 1-hr 1-mi2 PMP for drainage using Figure 4.5

The average 1-hr 1-mi2 PMP is 8.6-in (Attachment A, 1/7)

Step 2a: Reduce the 1-hr 1-mi2 PMP event for elevation

If the lowest elevation within the drainage is above 5,000 feet (ft) above Mean Seal
Level (MSL), decrease the PMP value from Step 1 by 5% for each 1,000 ft or
proportionate fraction thereof above 5,000 ft to obtain the elevation adjusted drainage
average 1-hr 1-mi2 PMP.

The elevation of Cell 4B is 5,598 ft above MSL, which is conservatively the lowest
elevation for the completed cells 2 through 4B; therefore, it is required to interpolate

Page 2 of 5
Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09
Client: DMC Project: White Mesa Mill- Cell 4B Project/ Proposal No.: SC0349 Task No.: 02

PMP Calc 20090910Fcalc.doc
between 95% and 100% using the following equation:
ft
x
ft 598
%
000,1
%5 =; x = 3% reduction
100 % - 3 % = 97 %

Therefore, reduce the value obtained in Step 1 by 97%.

Step 2b: Multiply the number calculated in Step 1 by the number calculated in Step 2a.

8.6 inches x 0.97 = 8.3 inches

Step 3: Determine the average 6/1-hr ratio for drainage using Figure 4.7

The average 6/1-hr ratio for drainage is approximately 1.2. (Attachment A, 2/7)

Step 4: Calculate the durational variation for 6/1-hr ratio of Step 3 using Table 4.4

The durational value is determined using Table 4.4 is as follows: (Attachment A, 3/7)

Duration (hr)
¼ ½ ¾ 1 2 3 4 5 6
74 89 95 100 110 115 118 119 120 %
Step 5: Multiply step 2b by Step 4 to calculate the 1-mi2 PMP for indicated durations For example, for the ¼ hour duration: 8.3 x 0.74 = 6.1 The following numbers are calculated as follows: Duration (hr) ¼ ½ ¾ 1 2 3 4 5 6 6.1 7.4 7.9 8.3 9.1 9.5 9.8 9.9 10.0 in. Step 6: Determine the areal reduction using Figure 4.9 for the site:

Page 3 of 5
Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09
Client: DMC Project: White Mesa Mill- Cell 4B Project/ Proposal No.: SC0349 Task No.: 02

PMP Calc 20090910Fcalc.doc
First, determine the total watershed contributing to Cell 4B, including Cell 4B. The
watershed areas of the upstream Cells 2, 3, and 4A are 87 acres (ac), 83 ac, and 40 ac,
respectively and the proposed Cell 4B is 42 ac. Areas outside of these cells do not drain
to Cell 4B and are therefore not part of the watershed area.

Total acreage is 87 ac + 83 ac + 42 ac + 42 ac = 254 acres.
Next, convert this number into square miles:

2
2
2 40.0)280,5(
)1(
1
560,43254 2 mift
mixacre
ftxacre =

Using Figure 4.9, the depth ratio of ≤1 mi2 is 100 percent for each of the durations
(Attachment A, 4/7).

Step 7: Multiply the duration values in Step 5 by the areal reduction in Step 6 to
calculate the areal reduced PMP.

This step is neglected because the depth ratio is 100 percent; therefore, the values
obtained in Step 5 are not reduced.

Step 8: Calculate the incremental PMP using successive subtraction of the values in
Step 7 for the hourly durations (1 hr through 6 hr) and 15-minute incremental durations
(1/4 hr through 1 hr).

The incremental PMP is calculated in two separate steps; the incremental PMP is
calculated on the first line for the hourly increments (hours 1 through 6) and then
calculated on the second line for the 15-minute increments during the first hour of the
storm. To determine the incremental PMP, the following formula is used:
ttttotPMPPMPPMP−=++11 , where t = time
In this example, the PMP between the first interval and second interval is determined by
subtracting the PMP for interval 1 from the PMP for the second interval, as calculated
in Step 5. The following equation illustrates the calculation of the incremental PMP
between hours 0 and 1:

Page 4 of 5
Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09
Client: DMC Project: White Mesa Mill- Cell 4B Project/ Proposal No.: SC0349 Task No.: 02

PMP Calc 20090910Fcalc.doc

=−01PMPPMP 8.3 in – 0 in. = 8.3 in.
The next equation illustrates the calculation of the incremental PMP between hours 1
and 2:

=−12PMPPMP 9.1 in – 8.3 in. = 0.8 in.

This calculation is continued until the following table is completed as shown for each
PMP interval.

Duration (hr) ¼ ½ ¾ 1 2 3 4 5 6 8.3 0.8 0.4 0.2 0.1 0.1 in. 6.1 1.2 0.5 0.4 in.
Step 9: Order the incremental PMP in a sequence dictated by hourly and 15-minute
increments using Table 4.7 (Attachment 5/7) and Table 4.8 (Attachment 6/7),
respectively.

The incremental PMP calculated in Step 8 must now be arranged in a specific order to
model the runoff generated by the storm event. This order is dictated by Table 4.7 for
the hourly PMP intervals and Table 4.8 for the 15-minute PMP intervals.

The final arrangement of the numbers determined in Step 8 is as follows:

Hourly increments: 0.1 0.4 8.3 0.8 0.2 0.1 in.
15-minute increments: 6.1 1.2 0.5 0.4 in.

The storm’s 6 hour PMP runoff event is calculated by summing the incremental PMP
for each hour of the storm.
0.1 in. + 0.4 in. + 8.3 in. + 0.8 in. + 0.2 in. + 0.1 in. = 9.9 inches (10 inches).

This step is repeated to calculate the runoff generated during the first hour of the storm.
6.1 in. + 1.3 in. + 0.5 in. + 0.4 in. = 8.3 inches

Page 5 of 5
Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09
Client: DMC Project: White Mesa Mill- Cell 4B Project/ Proposal No.: SC0349 Task No.: 02

PMP Calc 20090910Fcalc.doc

Because 9.9 > 8.3, the runoff generated from the 6 hour storm (9.9 inches) is used.
CONCLUSIONS AND RECOMMENDATIONS
Our calculations are summarized in a worksheet modeled after Table 6.3A in the
Hydrometerological Report No. 49 and is provided as Attachment A, 7/7. Our analysis
determined the Probable Maximum Precipitation (PMP) event generates 10 inches (0.83
ft) over 6 hours.
REFERENCES
UMETCO Minerals Corporation, 1990, “White Mesa Mill Drainage Report for Submittal to NRC.”
Attachment A
Hansen, E. Marshall, Schwartz, Francis K., Riedel, John T., 1984.
“Hydrometeorological Report No. 49: Probable Maximum Precipitation
Estimates, Colorado River and Great Basin Drainages,” Hydrometeorological
Branch Office of Hydrology National Weather Service, U.S. Department of
Commerce, National Oceanic and Atmosphere Administration, U.S. Department
of Army Corps of Engineers, Silver Springs, Md.

Area mi2
Latitude: N 37° 31'Longitude: W 109° 30' Min. Elevation 5598 ft
1 Average 1-hr 1-mi2 (2.6-km2) PMP for
drainage [fig. 4.5]8.6 in.
2a.
Reduction for Elevation. [No adjustment for
elevations up to 5,000 feet: 5% decrease per 1,000 feet above 5,000 feet.0.97 %
b.Multiply step 1 by step 2a.8.3 in.
3.Average 6/1-hr ratio for drainage [fig 4.7]1.2
1/41/23/4123456
4 Durational variation for 6/1-hr ratio of step 3
[table 4.4]74 89 95 100 110 115 118 119 120 %
5 1-mi2 (2.6 km2) PMP for indicated durations
[step 2b x step 4]6.1 7.4 7.9 8.3 9.1 9.5 9.8 9.9 10.0
6 Areal reduction [fig. 4.9]100 100 100 100 100 100 100 100 100 %
7 Areal reduced PMP [steps 5 x 6 ]6.1 7.4 7.9 8.3 9.1 9.5 9.8 9.9 10.0 in.
8 Incremental PMP [successive subtraction in
step 7]8.3 0.8 0.4 0.2 0.1 0.1 in.
6.1 1.2 0.5 0.4 } 15-min. increments
9 Time sequence of incremental PMP to:
Hourly increments [table 4.7]0.1 0.4 8.3 0.8 0.2 0.1 in.
9.9 in.
Four largest 15-min increments [table 4.8]6.1 1.2 0.5 0.4 in
Total depth of 1st hour of storm 8.3 in.
Duration (hr)
Table 6.3A -- Local-storm PMP computation, Colorado River, Great Basin and California drainages. For drainage average depth PMP.
Total depth of 6 hour storm
0.39Drainage: White Mesa Mill Facility, Cells 2 - 4B
PMP Calculation.xlsx Attachment A, 7/7

Prepared for
Denison Mines (USA) Corp.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511

ROUND 1 – INTERROGATORY
RESPONSE FOR THE
CELL 4B DESIGN REPORT
WHITE MESA MILL
BLANDING, UTAH
Prepared by

10875 Rancho Bernardo Rd., Suite 200
San Diego, CA 92127
Project Number SC0349
January 2009

Denison Mines (USA) Corp.
1050 17th Street, Suite 950
Denver, CO 80265
USA
Tel : [phone]
Fax : [phone]
www.denisonmines.com
January 9, 2009
VIA E-MAIL AND OVERNIGHT DELIVERY
Mr.Dane L.Finerfrock
Executive Secretary
Division of Radiation Control
Department of Environmental Quality
168 North 1950 West
P.O Box 144850
Salt Lake City, UT 84114-4850
Re: Cell 4B Lining System Design Report, Response to Division of Radiation Control (“DRC”)
Request for Additional Information –Round 1 Interrogatory, Cell 4B Design.
Dear Mr.Finerfrock:
We are responding to your May 29, 2008 letter, requesting additional information regarding the
Cell 4B Design Report.We have delayed submittal of our comments to the earlier request until
the final approval of Cell 4A was received. The Cell 4B design now incorporates the final
approved changes to the Cell 4A design.
For ease of review, the DRC’s questions are repeated below in italics with Denison Mines (USA)
Corp.’s (“DMC’s”) responses following each question.
1.Dike Integrity –Please provide a revised slope stability evaluation that identifies the critical
Cell 4B slopes. The evaluation needs to consider Cell 4B interior slopes of the joint berms
between Cells 3 and 4B and 4A and 4B, the potential conditions associated with these
berms, and the impacts of Cell 3 and 4A on the berm stability. The parameters and
conditions used in the evaluation need to be identified and their values justified. If they vary
from the previous relevant evaluations (i.e., those provided in support of Cell 4A), the reasons
for the difference need to be presented and justified. The evaluation also needs to address
potential impacts from seismic concerns, ground motions resulting from blasting operations to
remove bedrock, potential operational loading, and other conditions that may impact the
stability of the berms (between Cell 3 and Cell 4B and between Cell 4A and 4B) during the
proposed cut back work to obtain the desired 2H:1V slopes.
Geosyntec performed a geotechnical investigation at the Cell 4B site consisting of advancing
7 solid-stem auger borings and performing laboratory testing on the collected soil samples
from the borings. In addition, Geosyntec reviewed previous geotechnical investigation for the
site performed by others, including a memorandum from MFG, Inc.(MFG)dated 13 June
2006 and a follow-up letter dated 7 July 2006.MFGs follow-up letter described their
geotechnical investigation at the site, which included an exploratory boring through the
existing berm between Cell 4A and 4B and a triaxial compression test on the recovered soil
samples.Based on our geotechnical investigation and our review of the existing data, we
have selected material properties for the fill material in the berm consistent with the
properties used by MFG in their previous slope stability analyses for the embankment
Letter to Dane L. Finerfrock
January 9, 2009
Page 2
2
between Cell 4A and 4B (Unit Weight = 137 pcf, phi = 26, cohesion = 900 psf).As the
embankment fill material will be derived from the on-site soil, similar to the embankment
between Cell 4A and 4B, the same berm material properties were used for the embankment
fills. As the boring performed by MFG through the embankment between Cell 4A and 4B did
not indicate a sand layer beneath the sandy clay layer, one soil type was used for the berm
fill material.
The existing soil to be left in place for the cut slopes has been assumed to be similar to the
eolian/loess materials encountered in the seven geotechnical borings performed as part of
the Geosyntec geotechnical investigation for the project. As such, soil properties based on
laboratory testing were selected for the eolian/loess materials (Unit Weight = 135 pcf, phi =
24, cohesion =1,000 psf).
Material properties selected for the sandstone, the soil tailings, and the geosynthetic liner for
Geosyntec’s previous geotechnical investigation have been used again for our reevaluation
of the slope stability of the embankment slopes.
Slope stability analyses were performed for the critical slopes for each of the four
embankments surrounding Cell 4B. The critical slopes analyzed are indicated on Figure 1 in
Attachment A as Sections A-A’, B-B’. C-C’, and D-D’. In addition, slope stability analyses
were performed on a typical cross section of the interim waste/tailings slopes. Slope stability
analyses were performed for the final earthen berms and the interim waste/tailings slopes
using the computer program SLOPE/W from GEOSLOPE International (Slope/W, 2008).
Analyses were performed for both static and pseudo-static conditions as well as addressing
construction loading.Numerous potential failure surfaces were performed to evaluate
various slip surface geometries and to identify the critical slip surface for each cross section
and condition evaluated.Output files from SLOPE/W for these analyses are provided as
Exhibit A.The results of the slope stability analyses are summarized in Table 1 of the
attached Slope Stability Analysis Calculation Package (Exhibit A).
Construction loading was considered in the slope stability analyses by applying a point load
to the top of the slope. The point load selected corresponds to an AASHTO HS-20 loading.
The point load was applied 2 feet from the top of the slope. Surcharge loading from a soil
stockpile with side slope of 2H:1V was also evaluated for Cross Section C-C’ where the
contractor stockpile has been designated. A stockpile height of 20 feet was assumed based
on the area of the stockpile and the quantity of material to be stockpiled. The stockpile was
kept 20 feet from the top of slope to allow for the haul roads required to access the stockpile
area.
Geosyntec also performed an analysis that evaluated the seismically-induced permanent
deformation of the embankment slopes for Cell 4B. The analysis used the Makdisi and Seed
method to estimate permanent seismic deformations based on yield accelerations
determined from pseudo-static limit equilibrium analyses, design earthquake motions
determined from documented sources, and design charts (Makdisi and Seed, 1978). This
calculation and output files are provided as Exhibit B.Results from the analysis indicated
that the expected seismically-induced permanent deformation is expected to be minimal (less
than 1 centimeter), and significantly less than the design criterion of 6 inches.
Blasting operations on site to facilitate excavation of the sandstone will be performed within
the footprint of Cell 4B.Charges for explosives will be controlled to maintain a peak particle
velocity (PPV) of 5 inches per second (IPS) at the base of the embankment slopes between
the existing cells (Cell 3 and 4A) and Cell 4B.Seismic waves from construction blasting are
typically at a frequency of about 10 to 40 Hertz (Hz) for a PPV of 5 IPS as compared with a
frequency of approximately 0.1 to 2 Hz from earthquake loading. Because of the relatively
high frequency of the seismic waves from construction blasting,the effect of construction
Letter to Dane L. Finerfrock
January 9, 2009
Page 3
3
blasting on the global stability of earthen slopes is not typically analyzed. Limitations on the
blasting with respect to PPV and displacement of the soil or rock are generally considered
sufficient measures to ensure the global stability of earthen slopes.
A double liner system is being installed in Cell 4A and should prevent the build-up of
groundwater in the embankment between Cell 4A and 4B from leakage. However, as
suggested, the condition of the liner system in Cell 3 is unknown. In order to account for
possible leaks or breaches in the liner systems, a piezometric level was assumed in the
embankment berms between Cell 4A and 4B and between Cell 3 and 4B that extends from
the top of the embankment berm on the side of Cell 3 or Cell 4A to the toe of the slope on the
Cell 4B side. This piezometric level is considered conservative because of the limited chance
of complete failure of the liner system, which would be required to produce a piezometric
level of this elevation.Results are presented in the Slope Stability Analysis Calculation
Package (Exhibit A).
Please justify the use of factors of safety equal to 1.5 and 1.3.
Final slope stability and operational conditions were performed to a minimum factor of safety
of 1.5 and 1.3, respectively.Minimum factor of safety values of 1.5 and 1.3 are standard of
practice values and are recommended for slope stability in the Naval Facility Engineering
Command (NAVFAC)Design Manual (DM) 7.1.A copy of the pages (318 and 329)
describing the minimum factors of safety are provided in Exhibit A.
Please provide more detail on the construction drawings and in the design report on the
proposed construction of the access road. This detail should include the layout of the road,
its materials and means of construction, surface water flow, erosion controls and infiltration
controls to preclude adversely impacting the integrity of the Cell 4B liner system and berms.
Additional detail should also demonstrate that the road is adequate to handle the proposed
traffic loading.
The access road proposed around the perimeter of the tailings cells are only intended for light
pickup truck traffic from DMC operations staff and are therefore not designed as main
thoroughfares around the site. As part of the stability analyses,however,Geosyntec
modeled loading conditions caused by a HS-20 truck driving on the access road
approximately two feet from the crest of the berm.The calculation and output files are
provided in Exhibit A.
The access roads are narrow areas on the top of the perimeter dikes and will be impacted
only by direct precipitation (no run on). Therefore, the surface water impact will be minimal
and the small amount of water will sheet flow off of the access road, as has occurred
previously at the site on the existing access roads.
2.Slimes Drain System and Sideslope Risers for Slime Drain Pipe and Leak Detection Pipe
Refer to the Design Report.Please indicate in the Design Report (Section 3.4.1) that the
slimes drain system has been designed to be compliant with the following performance standards
which were also specified in Part 1.D.6 of the Groundwater Discharge Permit) for Cell 4A,which,
at a minimum include:
…”c. Slimes Drain Monthly and Annual Average Recovery Head Criteria –after the
Permittee initiates pumping conditions in the slimes drain layer in Cell 4A, the Permittee will
provide continuous declining fluid heads in the slimes drain layer, in a manner equivalent to
the requirements found in Part I.D.3(b) [of the Groundwater Discharge Permit].”
Letter to Dane L. Finerfrock
January 9, 2009
Page 4
4
Geosyntec has amended Section 3.4.1 of the design report to include this statement.The revised
section of the design report is attached to this letter as Exhibit I.
Please demonstrate that the strength of the specified perforated PVC pipes will be sufficient to
ensure that the pipes will perform satisfactorily given the Cell 4B design.
Geosyntec has revised the pipe strength calculation that considers the 0.25 inch diameter
perforations staggered 12 inches along the length of the PVC pipe. The calculation package is
attached to this letter as Revised Pipe Strength Calculations (Exhibit C).Environmental
Protection Agency (EPA), Manual SW-8, “Lining of Waste Impoundment and Disposal Facilities,”
describes a design method that increases the design’s total vertical stress to account for the
perforations.The calculation demonstrates the effect of perforations is minimal on the pipe
strength and the pipe exceeds design requirements for this project.
Please modify the design of the PVC pipe used in the slimes drain access pipe on the sideslopes
to include measures to protect against damage of the PVC pipe due to prolonged exposure to the
atmosphere, including sunlight (e.g., UV radiation) or, alternatively, provide piping material that is
resistant to damage from such long-term exposure conditions.
PVC pipe is typically used in environmental applications due to its excellent resistance to
aggressive environments.Its resistance to natural ultraviolet (UV) radiation has been
documented by the Uni-Bell, who performed a two year study to determine changes in the pipe’s
mechanical properties after exposing pipe to some of the worst aging conditions found in North
America (Uni-Bell, 1997).One of the results from the study concluded that,
“…any opaque shield, no manner how thin, will effectively prevent UV
degradation. As a result, above-ground pipe systems may be painted, wrapped
or coated to stop UV degradation.”(Uni-Bell, 1997)
Please see Note 4 of Construction Drawing 5 that states, “Exposed PVC pipe shall be painted to
minimize damage due to UV.”
Refer to the Design Report and Design Calculation: Action Leakage Rate. Please provide
additional information to justify the selection of a maximum flow length (longest drainage path) of
730 feet (p. 3 of the calculation and Attachment B to the calculation).
The maximum flow length was selected based on the longest path a drop of water could flow
between a point on the liner and a drain location (simple geometry related to flow paths
perpendicular to topographic contour lines).We have determined that a flow length of 780 feet is
the longest path.A revised copy of this calculation package is provided as Exhibit E.
Refer to Construction Drawing 5, Section D/3.The use of a textured HDPE splash pad needs
to be considered. The textured HDPE provides for a friction surface and traction if there is need
to access this area, it would also provide for a more stable base for the discharge pipe.
Section D/3 is now located on Construction Drawing 6. This detail has been revised to reflect the
use of textured HDPE in the splash pad design.This drawing is provided in Exhibit H.
Letter to Dane L. Finerfrock
January 9, 2009
Page 5
5
Construction Drawing 6, the call out for Section F/6 is shown on Plan Detail 9/3,4 as F/5.
Please correct.Also on this drawing, please correct the depiction of the sand bags shown to be
consistent with those on Construction Drawing 5, provide the detail to scale. In order to ensure
the proper design and constructability of these pipes and sump systems, please provide these
sections and details to scale.
Section F/4,7 (formerly F/6)and Plan Detail 9/3,4 are now located on Construction Drawing 7.
The call outs for Section F/4,7 shown on Plan Detail 9/3,4 have been corrected.The symbol
depicting the sandbags has been changed so that they are consistent throughout the drawing set.
This drawing is provided in Exhibit H.
Refer to Construction Drawing 6, Section I/6 and Drawing 7, Section 11/4. Please provide
revised construction drawings showing how all the components (i.e., GCL, HDPE membranes,
geotextile, geonet, and aggregate) of the slimes drain and leak detection side slope are finished
at the top of the side slope/berm and how do the slimes drain pipe and leak detection pipe
penetrate these components? Additional detail is required in Drawings 6 and 7 to illustrate how
these components are finished at the top of the side slope/berm in relationship with the slimes
drain pipe and leak detection pipe penetrations. Demonstrate that the slimes drain pipe and leak
detection pipe at the top of the side slope/berm will not allow water to seep around the liner
components, including flow around the points where the pipes penetrate the liner components,
such that water does not flow down the side slope into the sump below.
Details 10 and 11 have been added to Construction Drawing 5 to illustrate how the slimes drain
pipe and leak detection pipe penetrate the geosynthetic components of the liner system.
Underneath the pipe, the geosynthetic components of the system terminate in an anchor trench in
the same manner as the geosynthetic termination around the perimeter of the cell preventing
water from migrating into the individual liner components.At the penetration of the header pipes
through the geosynthetic components of the liner, the flexible HDPE geomembrane will be booted
to the pipe approximately one to two feet beyond the edge of the berm crest and secured with a
clamp. The liner at the crest is welded on all sides to the underlying geomembrane to prevent the
migration of liquids into the liner components.
Refer to Construction Drawing 7, Detail 11/4. Please clarify why the cross-section shows the
pipes exiting the ground surface at a slope which varies, given that the inside slope of the berm is
reported to be 2:1? Demonstrate that the tie down straps and anchor bolts provide sufficient
strength to prevent movement of the pipes. Demonstrate that the concrete header/foundation
used to support the pipes provides sufficient strength without the use of rebar, as identified in
Construction Drawing 7. Please provide additional detail how the concrete header/foundation will
be constructed in relationship with the liner components (i.e., GCL, HDPE membranes, geotextile,
geonet, and drainage aggregate) at the top of the side slope/berm.
Details 10 and 11 on Construction Drawing 5 illustrate a 3:1 slope in the corner where the leak
detection system and slimes drain system pipes penetrate the liner.Please refer to details 10
and 11 on Construction Drawing 5 that depict the placement of the concrete header wall in
reference to the liner system.The pipes are supported by a concrete header wall that bears on
the soil above the anchor trench outside the limits of the liner system.Rebar is not necessary in
the design because the concrete header wall has a maximum height of approximately three and a
half feet and the weight of the 18” diameter header pipe is sufficient to keep the pipe in place.
The tie down straps are a design redundancy because the U-shaped groove in the concrete is
sufficient to restrict lateral movement and the weight of the pipe will not allow it to move in the
vertical direction.
Letter to Dane L. Finerfrock
January 9, 2009
Page 6
6
Refer to Construction Drawing 6, Section I/6. It provides details for sand bags and rope with 5’
spacing placed on top of the slimes drain and leak detection system side slope. Is this currently
being used successfully for Cell 4A? If so, demonstrate how the ropes will be secured around the
sand bags such that rope does not become loose from the sand bag; demonstrate how the ropes
are secured at the top of the berm; and demonstrate that the rope and will be resistant to UV
light, weathering, low pH caused by the tailings, and other environmental operating conditions at
Cell 4B.
The woven geotextile on the sideslope under the pipe will be sewn to the underlying cushion
geotextile using a bonded polypropylene thread.Bonded polypropylene thread is typically used in
outdoor and automotive uses and is commonly used to sew automobile trim, carpets, industrial
fabrics, medical, and hygienic products. Bonded polypropylene has a resin coating that makes it
run smoothly through a sewing machine and improves its abrasion resistance. This material is
resistant to strong acids, alkalis, and common solvents.Bonded polypropylene thread is
commercially available from multiple retailers (Cole Parmer, 2008).
For all Construction Drawings ensure that the following key components are identified, and drawn
to scale:
Liner system component layer surface elevations.
Slimes drain piping and sump invert elevations and horizontal coordinates at
terminations, changes in direction or grade, and connection points (at fittings).
Leak Detection System drain piping and sump invert elevations and horizontal
coordinates at terminations, changes in direction or grade, and connection points (at
fittings).
Elevations and horizontal coordinates at all liner system changes in grade such at key
transition locations including but not limited to from the cell bottom to the side slopes and
top of berms and in the sump area.
Surface elevations have been added to Construction Drawing 4, which is provided in Exhibit H.
Please provide additional information/data demonstrating that components of the sideslope
system for the slimes drain system and leak detection system riser pipes (including the tie down
straps for the pipes onto the concrete header, the concrete header, and other components (e.g.,
ropes and sand bags) can operate in the low pH operating conditions and other operating
environmental conditions.
Details 10 and 11 on Construction Drawing 5 shows the concrete headwall and tie down straps
are located outside of the liner system and are not exposed to the low pH environment.
Please provide the justification for not including cleanouts for both the slimes drain and the leak
detection piping (refer to Sheet 4). Include the methods proposed to maintain these pipes so they
function as designed.
The slimes drain and LDS piping can be cleaned from the sump riser piping.Typical clean out
equipment can extend up to 1,000 feet into a pipe.Because solution in the LDS and slimes drain
piping will most likely be low pH with high dissolved solids content,flushing the pipe with fresh
water would most likely neutralize the solution and cause dissolved solids to precipitate out and
plug the piping system.
Letter to Dane L. Finerfrock
January 9, 2009
Page 7
7
3.Spillway Capacity Design/Calculation and Surface Water Runoff
Please include the flows from the mill operation to these calculations and apply the results to
design (as needed).
The Emergency Spillway is designed to pass the flows from the PMP storm event from one Cell
to the next. The Cell must be operated within the approved freeboard limits during normal mill
operations. The freeboard capacity of each of the cells is designed to handle the PMP storm
volumes and the flows from mill operations are not allowed to consume any of the freeboard
volume, therefore the mill flows are not included in the calculation for the PMP flows through the
Emergency Spillway.
The discharge inlet/outlet elevations need to be identified on the Construction Drawings to identify
how the flow occurs serially from Cell 2, 3, 4A, to 4B.
The elevations for the emergency spillway between Cell 4A and 4B are indicated on Construction
Drawing 4, which is provided in Exhibit H.The requested emergency spillway elevations were
provided to the UDEQ in the O&M Plan and the DMT Plan for Cell 4A. These plans were
approved in a letter from the UDEQ to DMC dated 17 September 2008.
Please include a demonstration that if the operational requirements for freeboard in each cell are
maintained (i.e., freeboard elevations maintained) the complete cell system has the capacity to
contain stormwater from the PMP combined with the water and tailings from anticipated mill
processing. The response to this request should include reference to the original determination of
discharge from Cells 1, 2, 3, and 4A. It should also include a demonstration on where the
overflow discharge from Cell 4B would go (if it occurred when all the other cells are full), and how
the overflow water would be handled such that an uncontrolled release of tailings does not occur,
or erosion and failure of the cells berms does not occur?
DMC submitted revised freeboard calculations for Cell 3 and Cell 4A to DRC on December 11,
2008.The freeboard limit for Cell 4A was established at 5593.7 feet above mean sea level
(“fmsl”). This provides for the PMP events from Cell 2, Cell 3 and Cell 4A areas. Once Cell 4B is
operational the freeboard limit will initially be set at 3 feet below the top of liner, which is more
than adequate to handle the 10 inches of precipitation from the PMP event, plus wave runup. At
the point the remaining pool area in Cell 4A is insufficient to handle the PMP runoff from Cell 2,
Cell 3 and Cell 4A, then the freeboard limit in Cell 4B will be revised, with approval from the
Executive Secretary, to store the PMP from Cell 2, Cell 3 and Cell 4A, as well as Cell 4B.The
freeboard calculation is very conservative and Cell 4B is therefore designed as a zero discharge
facility.
As stated above,it is not necessary to include the volumes from mill processing in the freeboard
calculation.
At the point of discharge from Cell 4A into Cell 4B from the emergency spillway, please
demonstrate how the design has incorporated features to prevent damage from occurring to the
liner system and slimes drain piping by debris which may be entrained with the discharge water.
No debris is expected to be entrained within the discharge water and tailings consist of silts,
sands, and clays.Prior to Denison performing a tailings discharge, the cell will be filled with
process solution to a level with a minimum level of 2 feet.Tailings will be deposited in the liquid-
filled cell and the sand, silt, and clay particles that comprise the tailings will gently fall out of
solution in a manner that will not damage the liner system or its underlying components.In
addition, a textured geomembrane splash pad has been added to the liner system below the
splash pad to provide an additional level of protection to the liner system.
Letter to Dane L. Finerfrock
January 9, 2009
Page 8
8
Section 2.5 of the Design Report states that “surface water at the facility is diverted around the
Cells including Cell 4B.” Please provide a drawing(s) that show how surface water runoff is
diverted around Cell 4B, including runoff from adjacent cells which are either closed or in the
process of being closed (i.e., placement of fill material as a cover), such that outside slopes of
Cell 4B do not erode and lead to potential failure. Include the design components which allow the
surface water to divert around Cell 4B. Also show the entire site surface water drainage flows,
and explain how Cell 4B is incorporated into this overall facility drainage. This needs to include
how contact stormwater that is or may be contaminated is discriminated from uncontaminated or
non-contact stormwater. The relocation of the existing access road due to the construction of Cell
4B also needs to be considered.
The attached drawing, “Figure 1,Mill Site Drainage Basins” shows the various drainage basins
for the entire mill site and the diversion structures where needed. The drainage basin boundaries
delineate the topographic high point for each of the basins, or series of basins. Precipitation
falling within the drainage basin boundary is retained within that area, and precipitation falling
outside the boundary is diverted away from the area.Drainage basins “C”, “D” and “E” represent
Cells 2, 3 and 4A, with all of the runoff from those basins contained in Cell 4A, (see response to
Comment 3, above). Drainage basin “F” is the Cell 4B area. The basin boundaries are the Cell 3
dike on the north, the Cell 4A dike on the east,and the Cell 4B dikes on the south and west.
These boundaries represent the topographic high point on all sides of the basin.Precipitation
falling within the drainage basin boundary is retained within that area, and is considered to be
contaminated water, and precipitation falling outside the boundary is diverted away from the area,
and is considered to be uncontaminated water.
Refer to Construction Drawing 7, Section 10/3. Please clarify why there are two Sections labeled
“K/7”?
Section 12/3 (formerly Section 10/3) is located on Construction Drawing 8 and has been revised
to show one of the two Sections as J/8 and the other as Section K/8.This drawing is presented
in Exhibit H.
Please clarify why Construction Drawing 7, Section 10/3 and Section K/7 identify the inside slope
of Cell 4B as 3:1, when other portions of the Design Report states that the inside slope of Cell 4B
is 2:1. Also clarify and justify why the Construction Drawing 7, Section 10/3 and Section K/7
identify the inside slope of Cell 4A as varies.
Section 10/3 (formerly Section 10/3) and K/8 (formerly K/7)are now located on Construction
Drawing 8. This drawing has been revised with the correct slopes and is presented in Exhibit H.
Resolve the conflict between Design Calculations for the Emergency Spillway (spillway width is
100 feet) and Construction Drawing 7, Section J/(width as 94 feet).
Detail J/8 on Construction Drawing 8 has been revised with the dimensions described in the
Design Calculations. This drawing is presented in Exhibit H.
4.Monitoring Well WMMW-16 Please identify the location of WMMW-16 on the Construction
Drawings. Please also provide a well construction diagram for WMMW-16. This diagram
Letter to Dane L. Finerfrock
January 9, 2009
Page 9
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needs to be appended to Specification Section 02070, Well Abandonment), which is currently
missing from that Section.Please also submit a well plugging and abandonment (well
decommissioning) plan for Well WMMW-16.
DMC has surveyed Monitoring Well WMMW-16 and revised Construction Drawing 3 to reflect
its location within the footprint of Cell 4B (Exhibit H). The well construction diagram has also
been appended to Specification Section 02070 and is provided in Exhibit F. Well plugging
and abandonment (well decommissioning) is at the expense and responsibility of the
Contractor to comply with regulatory requirements as outlined in Section 02070, Part 1.04,
Subpart B and Section 02070, Part 3.01, Subpart A.
5.Splash Pads –Please describe what the operational criteria are which will determine the
selection of the splash pads locations, and why would these criteria become apparent during
construction, as opposed to during the design phase?
The locations of the splash pads have been added to Drawing 3 and are presented in Exhibit H.
6.Construction Drawing 5, Section D/3 suggests that a pipe located at the upper portion of the
splash pad will be the mechanism by which tailings will be placed into Cell 4B. Provide an
overview how the tailings will be introduced and fed through the pipe (i.e., operations related
to input of tailings into Cell 4B) such that the liner system is not damaged by
movement/handling of the pipe.
Solution Discharge
Cell 4B will initially be used for storage and evaporation of process solutions from the Mill
operations. These process solutions will be from the uranium/vanadium solvent extraction circuit,
or transferred from Cell 1 evaporation pond or the free water surface from Cell 4A. The solution
will be pumped to Cell 4B through 6 inch or 8 inch diameter HDPE pipelines. The initial solution
discharge will be in the southeast corner of the Cell. The discharge pipe will be routed down the
Splash Pad provided in the corner of the Cell to protect the pipeline running from the solution
reclaim barge. The solution will be discharged in the bottom of the Cell, away from any sand
bags or other installation on the top of the primary geomembrane. Building the solution pool from
the low end of the Cell will allow the solution pool to gradually rise around the slimes drain strips,
eliminating potential damage to the strip drains or the sand bag cover due to solution flowing past
the drainage strips. The solution will eventually be discharged along the dike between Cell 3 and
Cell 4B,utilizing Splash Pads. The subsequent discharge of process solutions will be near the
floor of the pond, through a discharge header designed to discharge through multiple points,
thereby reducing the potential to damage the Splash Pads or the Slimes Drain system. At no
time will the solution be discharged into less than 2 feet of solution. As the cell begin to fill with
solution the discharge point will be pull back up the Splash Pad and allowed to continue
discharging at or near the solution level.
Initial Solids Discharge
Once Cell 4B is needed for storage for tailings solids the slurry discharge from No. 8 CCD
thickener will be pumped to the cell through 6 inch or 8 inch diameter HDPE pipelines. The
pipelines will be routed along the dike between Cell 3 and Cell 4B, with discharge valves and
drop pipes extending down the Splash Pads to the solution level. One or all of the discharge
points can be used depending on operational considerations. Solids will settle into a cone, or
mound, of material under the solution level, with the courser fraction settling out closer to the
discharge point. The valves are 6” or 8” stainless steel knife-gate valves. The initial discharge of
Letter to Dane L. Finerfrock
January 9, 2009
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slurry will be at or near the toe of the Cell slope and then gradually moved up the slope,
continuing to discharge at or near the water surface.Because of the depth of Cell 4B, each of the
discharge points will be utilized for an extended period of time before the cone of material is
above the maximum level of the solution.The discharge location will then be moved further to
the interior of the Cell allowing for additional volume of solids to be placed under the solution
level. The solution level in the Cell will vary depending on the operating schedule of the Mill and
the seasonal evaporation rates. The tailings slurry will not be allowed to discharge directly on to
the Splash Pads, in order to further protect the primary geomembrane. The tailings slurry will
discharge directly in to the solution contained in the Cell, onto an additional protective sheet, or
on to previously deposited tailings sand.
Reclaim Water System
A pump barge and solution recovery system will be installed in the southeast corner of the cell to
pump solution from the cell for water balance purposes or for re-use in the Mill process. The
pump barge will be constructed and maintained to ensure that the primary geomembrane liner is
not damaged during the initial filling of the Cell or subsequent operation and maintenance
activities. The condition of the pump barge and access walkway will be noted during the weekly
Cell inspections.
Demonstrate how the tailings will flow, settle, and enter Cell 4B at critical time periods over the
operational life of Cell 4B and will not damage components (i.e., movement of sandbags,
displacement of gravel and geotextiles) of slimes drain, strip drains, leak detection system, and
liner system present in the bottom of Cell 4B.
See response to Comment 6, above.
Demonstrate that the dimension of the protective HDPE geomembrane (20’ wide and 5’ extension
from the toe of the berm) will resist the influent pressure and scour flow rate of the tailings (in all
directions, width of the side slope and extension from the toe of the berm).
The purpose of the protective HDPE geomembrane is to provide an extra protection layer for the
pipe resting above the underlying geosynthetic components.The pressure used to pump the
tailings into the pond is not large enough to scour or damage the liner.
Update the Project Technical Specifications to include the requirements for the construction of the
protective HDPE geomembrane at splash pad locations and update the Construction Quality
Assurance Plan to include procedures which will be followed to ensure that the protective HDPE
geomembrane at splash pads is properly installed.
The HDPE geomembrane at splash pad locations will be installed in accordance with Technical
Specification Section 02770,Part 3 –Geomembrane Installation.Detail D/3 on Construction
Drawing 6 notes the splash pad will be extrusion welded on 4 sides.
7.Subgrade Preparation and Earthwork –Demonstrate how the construction process for the
earthwork movement of soil between Cell 4B and Cell 3 will not cause cross-contamination of
impacted soil to clean areas. Please note as presented in Interrogatory 09, it must be
demonstrated that the levels of radiation (contamination) in Cell 4B subgrade are acceptable
before a construction permit can be issued and the liner system installed.
Letter to Dane L. Finerfrock
January 9, 2009
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Soil and rock excavated during earthwork for the construction of Cell 4B will be placed onto Cell 3
in a manner that precludes vehicles from operating directly on the existing Cell 3 surface. This
will be accomplished by placing soil material at the edge of Cell 3 and pushing it over the existing
surface of Cell 3. Dozers will be used on top of this material to continually push material out in
front of the dozer, thereby allowing the dozer to always be on top of Cell 4B soil material and not
contact the Cell 3 materials.
See response to Comment 10 for a discussion on contamination levels in the liner sub grade.
Technical Specification Section 02200, Paragraph 3.05 and Construction Drawing No. 2 detail the
requirements for stockpiling excavated soil. No limit is placed on the height of the stockpiled soil
in the Technical Specifications. How does the height (i.e., weight) of the stockpiled soil affect
slope stability of the cut (i.e., West Berm slope)? Demonstrate that soil stockpile slopes will be
stable under foreseeable future conditions. How does stockpiling of soils (loading) just west of the
West Berm and subsequent removal of that soil affect the performance of the West Berm?
The maximum height of the stockpiled soil to be approximately 20 feet.This condition is modeled
in stability analyses for the west slope of the cell, as referenced in the interrogatory response to
Dike Stability.Stability analyses indicate the cut slope through the western perimeter has a factor
of safety that exceeds the minimum required factor of safety equal to 1.5.These analyses are
provided in Exhibit A.Drawings have been updated to include notes related to stockpile
construction maximum height, maximum side slope, and distance from the top of the Cell 4B
slope.
Please provide technical specifications on how each of the cut slope surfaces will be completed
(i.e., compacted,) to ensure strength and stability of the slopes for Cell 4B’s operation.
Cut slope surfaces will be constructed in accordance with Section 02200 (Earthwork)and Section
02220 (Subgrade Preparation)of the Technical Specifications.Slopes will cut from existing
compacted or native materials and will be shaped in accordance with safe slope conditions
determined in the slope stability calculations.
Demonstrate how the outside slope of the south berm of Cell 4B and the upgradient portion of the
west berm of Cell 4B will be completed to prevent excessive erosion and potential slope failure.
There is no outside exposed slope on the west berm of Cell 4B because it is a cut slope below
existing grades.The outside slope of the south berm of Cell 4B will be completed in accordance
with Technical Specifications Section 02200 (Earthwork).The construction of the south berm of
Cell 4A, which has minimal erosion on the outside,was performed using similar methods to those
outlined in Project Documents for Cell 4B.
Provide specifications for drilling and ripping to support any blasting the Contractor might perform.
Demonstrate what level of blasting will be required to remove rock to the grades/elevations for
Cell4B as indicated in the Drawings and how the blasting will affect the stability of the surrounding
berms in place, effect the functionality of the surrounding berms which will be cut to serve as the
side slopes for Cell 4B, and effect any other components of Cell 4B and adjacent Cells.
Demonstrate the effect blasting will have on the effective permeability and speed of water travel
through underlying material. The Design should demonstrate that removal of the rock by blasting
does not compromise the design and functionality of Cell 4B and other Cells. The current design
and Technical Specification Section 02200 places a requirement on the Contractor that blasting
shall not cause damage. Please define “damage” both in terms of nearby dike stability, but also
foundation permeability under Cell 4B.
Letter to Dane L. Finerfrock
January 9, 2009
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Please provide detail what level of blasting is necessary to construct Cell 4B without causing
damage and specific points of compliance the Contractor should be expected to meet such that
damage is not caused.
The effects of blasting are described in the response to the first interrogatory question Dike
Integrity.
Please define “Project Manager” as used in the Technical Specifications. Section 02200 of the
Technical Specifications uses the term “Project Manager”. The role of Project Manager is not
defined in the Technical Specifications.
Technical Specifications have been revised to remove instances of “Project Manager”and
replace these occurrences with the appropriate personnel.A revision of the technical
specification is provided as Exhibit F.
Please revise Subsections 2.01 (A through C) and 3.02 (A through F) of Section 02220
(Subgrade Preparation) and Section 7.3.3 of the Construction Quality Assurance Plan to
incorporate applicable requirements contained in ASTM D 6102-06.
Section 02220 of the Technical Specifications has been revised to include the applicable
requirements contained in ASTM D 6102-06 and is provided as Exhibit F.
The provision in Paragraph 2.01B of the Technical Specification Section 02220 (Subgrade
Preparation)stating that desiccation cracks less than or equal to ¼-inch in width in the subgrade
prior to liner construction are acceptable is not supported and is apparently inconsistent with the
requirements of ASTM D 6102-06.Please demonstrate that desiccation cracks of ¼inch width or
less are acceptable or remove this permissible crack width value from the specifications. The
specifications should detail how any desiccation cracks observed in the subgrade will be
remedied. A requirement that the subgrade surface be checked for cracks and such cracks be
remedied should be included in specifications and/or in the Construction Quality Assurance Plan
as applicable.
The crack width has been removed from Section 02220.The revised Section 02220 is provided
as Exhibit F.
The provision in Technical Specification Section 02220 (Subgrade Preparation) Paragraph 2.01C
stating that subgrade soil shall consist of on-site soils that are free of particles greater than 3
inches in longest dimension is apparently inconsistent with typical GCL and/or FML
manufacturer’s recommendations for subgrade soil used for GCL and FML installation
applications (e.g., see GSE 2008, Section 4.5). Please demonstrate that such a large maximum
particle dimension is acceptable or revise this requirement to be consistent with typical GCL /
FML manufacturer’s recommendations. Please also indicate that such soil shall be well graded
material (to be consistent with additional typical GCL / FML manufacturer’s recommendations for
subgrade soil) or provide justification for not including this requirement in the specifications.
It is stated in Technical Specification Section 2.01 Paragraph A that, “Subgrade surface be free of
protrusions larger than 0.5 inches. Any such observed particles shall be removed prior to
placement of geosynthetics.” The three inch particle refers to soil particles, whereas the 0.5 inch
protrusion height refers to rock protruding more than 0.5 inches through the surface of the
Letter to Dane L. Finerfrock
January 9, 2009
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subgrade. The revised section is consistent with manufacturer’s recommendations for subgrade
soil used for GCL and FML installation applications.
Please define “fill” as used in Subsection 2.01 of the Section 02200 (Earthwork) and “subgrade
soil” as used in Subsection 2.01 (C) of Section 02220 (Subgrade Preparation) of the Technical
Specifications and clearly distinguish between these two types of fill material. Subsection 2.01 of
the Section 02200 (Earthwork) states that fill will consist of material free from rock larger than 6-
inches. Subsection 2.01 (C) of Section 02220 (Subgrade Preparation) states that subgrade soil
shall be free of particles greater than 3-inches in longest dimension. If “fill” is referring to the
material that is suitable for use in constructing the berms, and “subgrade soil” is select fill material
suitable for use in constructing/developing the subgrade surface, then define them as such.
The requirements for the soil used in earthwork components such as berm construction,
subgrade preparation, and anchor trench construction, are specifically described in the Technical
Specifications under each appropriate heading. Material and placement requirements of fill soils
and subgrade soils are described in revised Section 02200 and Section 02220, respectively.
Subsection 3.04 (D) of Section 02200 (Earthwork) of the specifications calls for the fill to be
compacted in lifts no greater than 12-inches, to 90% of maximum density and to +/-4% of
optimum moisture content (per ASTM 1557). Subsections 3.03 (E) and 3.04 (C) of Section 02220
(Subgrade Preparation) call for fill to be compacted in lifts no greater than 8-inches, to 90% of
maximum density and to +/-3% of optimum moisture content (per ASTM 1557). Due the critical
nature of the fill placement for the slopes and the subgrade fill placement for the subgrade, the
DRC judges that all the fill placed needs to be compacted in lifts no greater than 8-inches, to 90%
of maximum density and to +/-3% of optimum moisture content (per ASTM 1557). Please revise
the specifications accordingly.Note that the compaction requirements cited in Section 3.3.4 of
the design report are inconsistent with the Technical Specifications that call for 8-inch lifts and +/-
3% of optimum moisture. Please resolve this contradictory information.
Compaction requirements have been revised to reflect soil should be placed in either a “12-inch
loose lift” or “a loose lift that results in a compacted lift thickness no greater than 8-inches,” with a
relative compaction of 90% and a moisture content +/-3% of optimum moisture content as
determined by ASTM D 1557.
8.Cell 4B Aggregates Backfill and Compatibility of Materials -The Design Report states
that the pH range for the tailings is between 1 and 2. The Design Report also states that the
aggregate backfill materials and sand (in sand bags) shall have a carbonate content loss of no
more than 10 percent by weight based on UDOT standard specifications. Please provide the
basis for determining the requirement of the aggregate and sand. Demonstrate how much the
specified aggregate and sand will deteriorate under a pH of 1 to 2 over the design life of Cell 4B,
including the change in permeability of the aggregate and sand with time and how the change in
permeability will affect the drainage of liquids in the slimes drain (both the header and strip
drains) with time; and how the head on the primary liner and secondary liner is affected over time
due to the change in aggregate and sand permeability.
Aggregate and sand requirements were selected based on their use in Cell 4A for an identical
slimes drain system design.The UDEQ previously approved the use of these materials in the
design approval letter for Cell 4A issued on 25 June 2007.
Letter to Dane L. Finerfrock
January 9, 2009
Page 14
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Carbonate loss from the aggregate material is expected to have negligible effect on the slimes
drain system because the lost carbonate will dissolve into solution instead of clogging pore space
in the aggregate or sand.Even though clogging of the slimes drain aggregate is not anticipated,
the calculation to compute the amount of time needed to drain liquids from Cell 4B after it is filled
with water and tailings (Slimes Drain Calculation)includes multiple built-in safety factors
attributed to chemical clogging, installation defects, and creep.
On Construction Drawing 6, Section I/6, the side slope riser system for liquid removal from slimes
drain and leak detection includes aggregate bedding. Demonstrate how the slope stability (i.e.,
resistance to sliding) of the aggregate is affected by the low pH environment. This is of particular
concern if the risers and bedding are placed on a 2H:1V slope.
Construction Drawings have been revised to reflect the southeast corner of the cell containing the
sideslope riser pipes shall be graded at a 3:1 slope (Exhibit H).In the case that the aggregate
bedding reduces in volume due to carbonate loss, settlement of the pipe within the aggregate
layer would occur very slowly over a long period of time,and will not affect the stability of the side
slope riser system.The weight of the tailings deposited over the pipe will also weight the pipe to
the sideslope, preventing sliding or other movement.
9.GCL,Primary Liner, Secondary Liner, and Leak Detection System
Refer to the Design Report:Please indicate and justify in the Design Report (Section 3.4.3)
that the leak detection system has been designed to be compliant with the following performance
standards (the same as or equivalent to those that were also specified Part I.D.6. of the
Groundwater Discharge Permit) for Cell 4A, which at a minimum, included):
a.“Leak Detection System (LDS) Maximum Allowable Daily Head –the fluid head in
the LDS shall not exceed 1 foot above the lowest point in the lower membrane liner.
b.LDS Maximum Allowable Daily Leak Rate –shall not exceed some specified number
of gallons/day.” [value used here should equal to the maximum flow rate to the Cell
4B sump as determined in the final (approved) Action Leakage Rate calculation for
Cell 4A, e.g.≤24,160 gal/day]
Part a.The Action Leakage Rate (ALR)calculation shows that the maximum head on the
secondary liner does not exceed 0.15 mm, which is much less than the required 12 inch (1 foot)
maximum.This information is already stated in the second paragraph of Section 3.4.3 of the
design report.
Part b.As noted by URS in the interrogatory question, the ALR computed for Cell 4B is different
from the ALR computed for Cell 4A.An identical design approach and safety factors were used
in the calculation for Cell 4A and Cell 4B. However,because the cells have different dimensions,
the ALR is not the same for both cells.
Refer to the Design Calculation: Comparison of Flow through a Compacted Clay Liner
(CCL) and Geosynthetic Clay Liner (GCL).In the definition of input variables for equation (4),
tLCL is 200 mils. Subsequent value for tLCL is corrected to 300 mils, but in actual calculations 200
mils is used. Please clarify what is the correct value for tLCL and how does the head and flow rate
for the GCL change; and how does the change in head and flow rate compare with a compacted
clay liner?
The correct value of the leak detection system (geonet) thickness,tLCL, is 300 mils and the
supporting calculation has been edited to reflect this inconsistency in the analysis. A revised
version of this calculation is provided to UDEQ as the attached Revised Comparison of Flow
Through Compacted Clay Liner and Geosynthetic Clay Liner Calculation Package (Exhibit D).
Letter to Dane L. Finerfrock
January 9, 2009
Page 15
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The increase of geonet thickness from 200 to 300 mil did not change the previously calculated
amount of liquid head on the secondary geomembrane. The revised calculations show that the
amount of flow through the secondary liner system with a CCL is 4.74 times greater than the flow
through the secondary liner system with GCL for a liquid head of 0.20 inches.
Refer to the Design Report, Construction Quality Assurance Plan, and the Design
Calculation: Action Leakage Rate. Please demonstrate that a low factor of safety of 1.1 for
flow in the geonet is acceptable, since long-term degradation of the installed geonet’s flow
capacity (e.g., through gradual partial degradation of the geonet core as a result of long-term
exposure to the acidic solutions contained in the cell) could significantly lower this factor of safety,
thus resulting in a higher head on the secondary liner. Also, the possibility exists that the geonet
might become damaged during/following installation or the installation methods otherwise result a
reduced geonet capacity. Possible means whereby the geonet might become damaged during or
following installation or the installation methods otherwise result a reduced geonet capacity are
described below. Please revise Section 13 (Geonet) of the Construction Quality Assurance
Plan to include measures to minimize/preclude damage to the geonet so as to minimize the
potential for reduced geonet function occurring as a result of geonet and primary liner installation
activities.
The overall factor of safety equal to 1.1 for flow in the geonet is acceptable because it has
multiple built-in factors of safety to the calculation. These safety factors account for the geonet’s
reduced flow capacity due to intrusion, biological clogging, chemical clogging, and creep,
resulting in an overall factor of safety of 3.1. The measures and precautions outlined in Section
13, “Geonet”of the CQA Plan are specified to ensure minimal installation damage and defects.
Furthermore, the geonet is comprised of a high density polyethylene polymer, which is resistant
to acidic environments.
Refer to the Design Report and the Cell 4B Technical Specifications: Please revise the
Design Report and the technical specifications as needed to include a description of the
measures that need to be taken during installation to ensure the GCL is properly hydrated prior to
covering it with geomembrane material.
To evaluate the performance of the GCL,an analysis of the anticipated flow through the GCL with time
will be discussed.The hydraulic conductivity data presented herein was submitted to the UDEQ in a
letter report, dated 31 August 2007,presenting the results of a Geosyntec study of hydrated GCL used
in the Cell 4A liner system. Based on results of the field and laboratory study, the UDEQ approved the
hydration of the GCL to 50% moisture content.
Since the construction and final acceptance of Cell 4A by the UDEQ, Denison has performed additional
GCL hydraulic conductivity testing with a high pH solution.Results from the permeability testing are
presented in Exhibit J.The high pH solution was created in the laboratory, as was done for the testing
performed previously for Cell 4A. The laboratory has used this solution to perform permeability tests on
the GCL at a 17% moisture content.Results from this laboratory study demonstrate GCL with a 17%
moisture content have a lower permeability than GCL samples hydrated to 50%.
A permeant time of travel analysis using the permeability data obtained from laboratory permeability
testing is presented below.
For this analysis, the following equation will be used:
Q = kiA (Equation 1)
Where:
Q = flow through the GCL (cm3/sec)
Letter to Dane L. Finerfrock
January 9, 2009
Page 16
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k = permeability of the GCL, from test data (cm/sec)
i = hydraulic gradient
A = area (cm2), use 1
Based on the Action Leakage Rate calculation package provided in the Cell 4B Design Report,
the quantity of liquids passing through the primary geomembrane into the leak detection system
will result in a very small head (0.17 mm) on the secondary geomembrane. Conservatively
assuming that the secondary geomembrane is non-existent and the liquid cannot drain laterally,
the small head would act to drive the liquid vertically down into the GCL. Therefore, the head on
the GCL will be 0.017 cm.
Given a thickness of the GCL as 0.3 inches, or 0.76 cm, the hydraulic gradient can be estimated
as follows:
i = 0.017 cm / 0.76 cm = 0.022
Placing the hydraulic gradient, area, and the permeability into Equation 1, results in a flow rate.
Permeability of the GCL was measured after permeation of 0.25, 0.50, 0.75, 1, 1.5, and 2.0 pore
volumes of tailings solution.After permeation of 0.25 pore volumes through the GCL at a
moisture content of 17%, the resulting permeability of approximately 1.0 x 10-8 cm/sec can be
inserted into the equation, resulting in the following:
Q = (1.0 x 10-8 cm/sec) x (0.022) x (1 cm2) =2.2 x 10-10 cm3/sec =6.94 x 10-3 cm3/year
Based on a typical GCL thickness of 0.76 cm and a porosity of 0.70,¼pore volume per square
centimeter can be estimated as follows:
Pore volume =0.25 x 0.76 cm x 1 cm2 x 0.70 = 0.13 cm3
The time for ¼of a pore volume of pH 1 liquid to permeate through the GCL hydrated to a
moisture content of 17% can be estimated as follows:
T = Vp / Q
T = 0.13 cm3 / 6.94 x 10-3cm3/year =19 years
This calculation is repeated in incremental steps for the permeation of 0.5, 0.75, 1.0, 1.5, and 2.0
pore volumes and is illustrated in the spreadsheet presented in Exhibit J.The calculation of the
time required to pass fractions of a pore volume is repeated for each increment and the number
of years required for each permeation event are summed.Based on the boundary conditions and
test data presented above, the permeant would require approximately 270 years to permeate 2
pore volumes of pH 1 liquid through the GCL at a moisture content of 17%.
Based on results of the above analysis using a GCL at a 17% moisture content, we have
concluded that the amount of time required for 2 pore volume of liquid to pass through the GCL is
greater than the design life required to meet Best Available Technology (BAT) requirements. The
laboratory test results demonstrated that a GCL with a moisture content of 17% will have a lower
permeability than a GCL with a moisture content of 50%. Therefore, GCL with a moisture content
17%or greater is sufficient for use in this project. Based on Geosyntec’s experience with GCL
material and manufacturer data (CETCO, 2008), the as-received moisture content of a GCL is
typically greater than 17%and will be acceptable for deployment without additional hydration.
Letter to Dane L. Finerfrock
January 9, 2009
Page 18
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Exhibit F –Revised Technical Specifications
Exhibit G –Revised Construction Quality Assurance (CQA) Plan
Exhibit H –Revised Construction Drawings
Exhibit I –Revised Cell 4B Design Report
Exhibit J –GCL Permeability Test Results and Calculations
Figure 1 –Mill Site Drainage Basins
References:
CETCO, 2008. Technical data available from website at www.cetco.com
GeoStudio 2004. SLOPE/W, version 6.22.Computer Modeling Software.
Uni-Bell PVC Pipe Association, (1997), “UNI-TR-5-97 –The Effects of Ultraviolet Aging on PVC
Pipe.”

EXHIBIT A

SLOPE STABILITY
ANALYSIS CALCULATION
PACKAGE

EXHIBIT B

SEISMIC DEFORMATION
ANALYSIS CALCULATION
PACKAGE

EXHIBIT C

REVISED PIPE STRENGTH
ANALYSIS CALCULATION
PACKAGE

EXHIBIT D

REVISED COMPARISON OF
FLOW THROUGH COMPACTED
CLAY LINER AND
GEOSYNTHETIC CLAY LINER
CALCULATION PACKAGE

EXHIBIT E

REVISED ACTION
LEAKAGE RATE
CALCULATION PACKAGE

EXHIBIT F

REVISED TECHNICAL
SPECIFICATIONS

Prepared for
Denison Mines (USA) Corp.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
TECHNICAL SPECIFICATIONS FOR
THE CONSTRUCTION OF CELL 4B
LINING SYSTEM
WHITE MESA MILL
BLANDING, UTAH
Prepared by

10875 Rancho Bernardo Rd., Suite 200
San Diego, CA 92127
Project Number SC0349
December 2007
Revised January 2009

SC0349.TechnicalSpecifications4B.F.20090109.doc iii January 2009
TABLE OF CONTENTS

Section 01010 — Summary of Work
Section 01025 — Measurement & Payment
Section 01300 — Submittals
Section 01400 — Quality Control
Section 01500 — Construction Facilities
Section 01505 — Mobilization / Demobilization
Section 01560 — Temporary Controls
Section 01700 — Contract Closeout
Section 02070 — Well Abandonment
Section 02200 — Earthwork
Section 02220 — Subgrade Preparation
Section 02225 — Drainage Aggregate
Section 02616 — Polyvinyl Chloride (PVC) Pipe
Section 02770 — Geomembrane
Section 02771 — Geotextile
Section 02772 — Geosynthetic Clay Liner
Section 02773 — Geonet
Section 03400 — Cast-In-Place Concrete

Cell 4BLining System Construction Summary of Work
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01010-1 January 2009
SECTION 01010 SUMMARY OF WORK
PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. The Work generally involves the placement and compaction of fill, preparation of subgrade, installation of geosynthetic liner system, and associated piping. B. The Work will generally consist of: 1. Initial topographic survey;
2. Mass excavation and fill placement and compaction;
3. Subgrade preparation;
4. Anchor trench and leak detection system trench excavation;
5. Installation of needle-punched geosynthetic clay liner (GCL) consisting of woven and nonwoven geotextiles;
6. Installation of 60-mil high density polyethylene (HDPE) secondary geomembrane;
7. Installation of leak detection system 4-inch and 18-inch polyvinyl chloride (PVC) pipe and fittings;
8. Installation of aggregate within leak detection system pipe trench and sump;
9. Installation of 300-mil geonet;
10. Installation of 60-mil HDPE primary geomembrane;
11. Installation of 16 oz./SY nonwoven geotextile cushion;
12. Installation of slimes drain 4-inch and 18-inch PVC pipe and fittings;
13. Installation of aggregate around slimes drain and within sump; and
14. Installation of strip composite drainage layer.
1.02 CONTRACTOR’S RESPONSIBILITIES A. Start, layout, construct, and complete the construction of the Cell 4B lining system (the Project) in accordance with the Technical Specifications, CQA Plan, and Drawings (Contract Documents). B. Provide a competent site superintendent, capable of reading and understanding the Construction Documents, who shall receive instructions from the Construction Manager. C. Establish means, techniques, and procedures for constructing and otherwise executing the Work. D. Establish and maintain proper Health and Safety practices for the duration of the Project. E. Except as otherwise specified, furnish the following and pay the cost thereof: 1. Labor, superintendent, and products.
2. Construction supplies, equipment, tools, and machinery.
3. Water, electricity, and other utilities required for construction.
4. Other facilities and services necessary to properly execute and complete the Work.

Cell 4BLining System Construction Summary of Work
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01010-2 January 2009
5. A Registered Land Surveyor, licensed in the State of Utah, to survey and layout the Work, and to certify as-built Record Drawings. F. Pay cost of legally required sales, consumer, and use taxes and governmental fees. G. Perform Work in accordance with codes, ordinances, rules, regulations, orders, and other legal requirements of governmental bodies and public agencies bearing on performance of the Work. H. Forward submittals and communications to the Construction Manager. Where applicable, the Construction Manager will coordinate submittals and communications with the representatives who will give approvals and directions through the Construction Manager. I. Maintain order, safe practices, and proper conduct at all times among Contractor's employees. The Owner, and its authorized representative, may require that disciplinary action be taken against an employee of the Contractor for disorderly, improper, or unsafe conduct. Should an employee of the Contractor be dismissed from his duties for misconduct, incompetence, or unsafe practice, or combination thereof, that employee shall not be rehired for the duration of the Work. J. Coordinate the Work with the utilities, private utilities, and/or other parties performing work on or adjacent to the Site. Eliminate or minimize delays in the Work and conflicts with those utilities or contractors. Coordinate activities with the Construction Manager. Schedule private utility and public utility work relying on survey points, lines, and grades established by the Contractor to occur immediately after those points, lines, and grades have been established. K. Coordinate activities of the several trades, suppliers, and subcontractors, if any, performing the Work. 1.03 NOTIFICATION A. The Contractor shall notify the Construction Manager in writing if he elects to subcontract, sublet, or reassign any portion of the Work. This shall be done at the time the bid is submitted. The written statement shall describe the portion of the Work to be performed by the Subcontractor and shall include an indication, by reference if desired by the Construction Manager, that the Subcontractor is particularly experienced and equipped to perform that portion of the Work. No portion of the Work shall be subcontracted, sublet, or reassigned without written permission of the Construction Manager. Consent to subcontract, sublet, or reassign any portion of the Work by the Construction Manager shall not be considered as a testimony of the Construction Manager as to the qualifications of the Subcontractor and shall not be construed to relieve the Contractor of any responsibilities for completion of the Work. 1.04 CONFORMANCE A. Work shall conform to the Technical Specifications, Construction Quality Assurance (CQA) Plan, and Drawings that form a part of these Contract Documents. B. Omissions from the Technical Specifications, CQA Plan, and Drawings or the misdescription of details of the Work which are necessary to carry out the intent of the Contract Documents, are customarily performed and shall not relieve the Contractor from performing such omitted or misdescribed details of the Work, but they shall be performed as if fully and correctly set forth and described in the Technical Specifications, CQA Plan, and Drawings. 1.05 DEFINITIONS A. OWNER – The term Owner means the Denison Mines (USA) Corp. for whom the Work is to be provided.

Cell 4BLining System Construction Summary of Work
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01010-3 January 2009
B. CONSTRUCTION MANAGER – The term Construction Manager means the firm responsible for project administration and project documentation control. All formal documents will be submitted to the Construction Manager for proper distribution and/or review. During the period of Work the Construction Manager will act as an authorized representative of the Owner. C. DESIGN ENGINEER – The term Design Engineer means the firm responsible for the design and preparation of the Construction Documents. The Engineer is responsible for approving all design changes, modifications, or clarifications encountered during construction. The Design Engineer reports directly to the Owner. D. CQA ENGINEER – The term CQA Engineer refers to the firm responsible for CQA related monitoring and testing activities. The CQA Engineer’s authorized personnel will include CQA Engineer-of-Record and Lead CQA Monitor. The CQA Engineer may also perform construction quality control (CQC) work as appropriate. The CQA Engineer reports directly to the Owner. E. CONTRACTOR – The term Contractor means the firm that is responsible for the Work. The Contractor's responsibilities include the Work of any and all of the subcontractors and suppliers. The Contractor reports directly to the Construction Manager. All subcontractors report directly to the Contractor. F. SURVEYOR – The term Surveyor means the firm that will perform the survey and provide as-built Record Drawings for the Work. The Surveyor shall be a Registered Land Surveyor, licensed to practice in the State of Utah. The Surveyor is employed by and reports directly to the Contractor. G. SITE – The term Site refers to all approved staging areas, and all areas where the Work is to be performed, both public and private owned. H. WORK – The term Work means the entire completed construction, or various separately identifiable parts thereof, required to be furnished under the Contract Documents. Work includes any and all labor, services, materials, equipment, tools, supplies, and facilities required by the Contract Documents and necessary for the completion of the project. Work is the result of performing services, furnishing labor, and furnishing and incorporating materials and equipment into the construction, all as required by the Contract Documents. I. DAY – A calendar day on which weather and other conditions not under the control of the Contractor will permit construction operations to proceed for the major part of the day with the normal working force engaged in performing the controlling item or items of Work which would be in progress at that time. J. CONTRACT DOCUMENTS – Contract Documents consist of the Technical Specifications, CQA Plan, and Drawings. 1.06 CONTRACT TIMES A. The time stated for completion and substantial completion shall be in accordance with the Contract Times specified in the Agreement. Extensions to the Contract Time of performance shall be granted for those days when the Contractor is unable to work due to adverse weather conditions or as a result of abnormal conditions. Extension of time of performance based on adverse weather conditions shall be granted when requested by the Contractor and reviewed in writing by the Construction Manager. All requests for extensions of time by the Contractor based on adverse weather conditions must be submitted in writing to the Construction Manager within five (5) working days of the time in question. No claims for damages shall be made by the Contractor for delays.

Cell 4BLining System Construction Summary of Work
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01010-4 January 2009
B. Contractor shall adhere to the schedule provided in the Contract. Unapproved extensions to the schedule will result in the Contractor paying liquidated damages in the amount of $4,000 per day to cover costs associated with Construction Management and construction oversight. 1.07 CONTRACTOR USE OF WORK SITE A. Confine Site operations to areas permitted by law, ordinances, permits, and the Contract Documents. The Contractor shall ensure that all persons under his control (including Subcontractors and their workers and agents) are kept within the boundaries of the Site and shall be responsible for any acts of trespass or damage to property by persons who are under his control. Consider the safety of the Work, and that of people and property on and adjacent to work Site, when determining amount, location, movement, and use of materials and equipment on work Site. B. The Contractor shall be responsible for protecting private and public property including pavements, drainage culverts, electricity, highway, telephone, and similar property and shall make good of, or pay for, all damage caused thereto. Control of erosion throughout the project is of prime importance and is the responsibility of the Contractor. The Contractor shall provide and maintain all necessary measures to control erosion during progress of the Work to the satisfaction of the Construction Manager and all applicable laws and regulations, and shall remove such measures and collected debris upon completion of the project. All provisions for erosion and sedimentation control apply equally to all areas of the Work. C. The Contractor shall promptly notify the Construction Manager in writing of any subsurface or latent physical conditions at the Site that differ materially from those indicated or referred to in the Contract Documents. Construction Manager will promptly review those conditions and advise Owner in writing if further investigations or tests are necessary. If the Construction Manager finds that the results of such investigations or tests indicate that there are subsurface and latent physical conditions which differ materially from those intended in the Contract Documents, and which could not reasonably have been anticipated by Contractor, a Change Order shall be issued incorporating the necessary revisions. D. At no time shall the Contractor interfere with operations of businesses on or in the vicinity of the Site. Should the Contractor need to work outside the regular working hours, the Contractor is required to submit a written request and obtain approval by the Construction Manager. 1.08 PRESERVATION OF SCIENTIFIC INFORMATION A. Federal and State legislation provides for the protection, preservation, and collection of data having scientific, prehistoric, historical, or archaeological value (including relics and specimens) that might otherwise be lost due to alteration of the terrain as a result of any construction work. If evidence of such information is discovered during the course of the Work, the Contractor shall notify the Construction Manager immediately, giving the location and nature of the findings. Written confirmation shall be forwarded within two (2) working days. B. The Contractor shall exercise care so as not to damage artifacts uncovered during excavation operations, and shall provide such cooperation and assistance as may be necessary to preserve the findings for removal or other disposition by the Construction Manager or Government agency. C. Where appropriate, by reason of a discovery, the Construction Manager may order delays in the time of performance, or changes in the Work, or both. If such delays, or changes, or both, are ordered, the time of performance and contract price shall be adjusted in accordance with the applicable clauses of the Contract.

Cell 4BLining System Construction Summary of Work
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01010-5 January 2009
1.09 MEASUREMENT AND PAYMENT A. Measurement for Work will be according to the work items listed in Section 01025 of these Specifications. 1.10 EXISTING UTILITIES A. The Contractor shall be responsible for locating, uncovering, protecting, flagging, and identifying all existing utilities encountered while performing the Work. The Contractor shall request that Underground Service Alert (USA) locate and identify the existing utilities. The request shall be made 48 hours in advance. B. Costs resulting from damage to utilities shall be borne by the Contractor. Costs of damage shall include repair and compensation for incidental costs resulting from the unscheduled loss of utility service to affected parties. C. The Contractor shall immediately stop work and notify the Construction Manager of all utilities encountered and damaged. The Contractor shall also Survey the exact location of any utilities encountered during construction. 1.11 CONTRACTOR QUALIFICATIONS A. The Contractor, and all subcontractors, shall be licensed at the time of bidding, and throughout the period of the Contract, by the State of Utah to do the type of work required under terms of these Contract Documents. By submitting a bid, the Contractor certifies that he is skilled, competent, and knowledgeable on the nature, extent and inherent conditions of the Work to be performed and has been regularly engaged in the general class and type of work called for in these Contract Documents and meets the qualifications required in these Specifications. B. The Construction Manager shall disqualify a bidder that either cannot provide references, or if the references cannot substantiate the Contractor's qualifications. C. By submission of a bid for this Project, the Contractor acknowledges that he is thoroughly familiar with the Site conditions. 1.12 INTERPRETATION OF TECHNICAL SPECIFICATIONS, CQA PLAN, AND DRAWINGS A. Should it appear that the Work to be done or any matters relative thereto are not sufficiently detailed or explained in the Technical Specifications, CQA Plan, and/or Drawings, the Design Engineer will further explain or clarify, as may be necessary. In the event of any questions arising respecting the true meaning of the Contract Documents, the matter shall be referred to the Design Engineer, whose decision thereon shall be final.

Cell 4BLining System Construction Summary of Work
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01010-6 January 2009
1.13 HEALTH AND SAFETY A. The Contractor shall be responsible for health and safety of its own crew, subcontractors, suppliers, and visitors. The Contractor shall adhere to the Contractor Safety Rules for the Site. 1.14 GENERAL REQUIREMENTS A. SURVEYING – The Surveyor shall be responsible for all surveying required to layout and control the Work. Surveying shall be conducted such that all applicable standards required by the State of California. B. PERMITS – The Contractor shall be required to obtain permits in accordance with construction of the facility. C. SEDIMENTATION, EROSION CONTROL, AND DEWATERING – Contractor shall comply with all laws, ordinances, and permits for controlling erosion, water pollution, and dust emissions resulting from construction activities; the Contractor shall be responsible for any fines imposed due to noncompliance. The Contractor shall perform work in accordance with the Storm Water Pollution Prevention Plan (SWPPP) provided by the Owner. The Contractor shall pump all water generated from dewatering into Cell 3, as directed by the Construction Manager. D. PROTECTION OF EXISTING SERVICES AND WELLS – The Contractor shall exercise care to avoid disturbing or damaging the existing monitor wells, electrical poles and lines, permanent below-ground utilities, permanent drainage structures, and temporary utilities and structures. When the Work requires the Contractor to be near or to cross locations of known utilities, the Contractor shall carefully uncover, support, and protect these utilities and shall not cut, damage, or otherwise disturb them without prior authorization from the Construction Manager. All utilities or wells damaged by the Contractor shall be immediately repaired by the Contractor to the satisfaction of the Construction Manager at no additional cost. E. BURNING – The use of open fires for any reason is prohibited. F. TEMPORARY ROADS – The Contractor shall be responsible for constructing and maintaining all temporary roads and lay down areas that the Contractor may require in the execution of the Work. G. CONSTRUCTION WATER – The Contractor shall obtain water from the Owner for construction and dust control. The Contractor shall not add substances (such as soap) to construction water. H. COOPERATION – The Contractor shall cooperate with all other parties engaged in project-related activities to the greatest extent possible. Disputes or problems should be referred to the Construction Manager for resolution. I. FAMILIARIZATION – The Contractor is responsible for becoming familiar with all aspects of the Work prior to performing the Work. J. SAFEGUARDS – The Contractor shall provide and use all personnel safety equipment, barricades, guardrails, signs, lights, flares, and flagmen as required by Occupational Safety and Health Administration (OSHA), state, or local codes and ordinances. No excavations deeper than 4 feet with side slopes steeper than 2:1 (horizontal:vertical) shall be made without the prior approval of the Design Engineer and the Construction Manager. When shoring is required, the design and inspection of such shoring shall be the Contractor’s responsibility and shall be subject to the review of the Design Engineer and Construction Manager prior to use. No personnel shall work within or next to an excavation requiring shoring until such shoring has been installed, inspected, and approved by an engineer registered in the State of Utah. The Contractor shall be

Cell 4BLining System Construction Summary of Work
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01010-7 January 2009
responsible for any fines imposed due to violation of any laws and regulations relating to the safety of the Contractor’s personnel. K. CLEAN-UP – The Contractor shall be responsible for general housekeeping during construction. Upon completion of the Work, the Contractor shall remove all of his equipment, facilities, construction materials, and trash. All disturbed surface areas shall be re-paved, re-vegetated, or otherwise put into the pre-existing condition before performing the Work, or a condition satisfactory to the Construction Manager. L. SECURITY – The Contractor is responsible for the safety and condition of all of his tools and equipment. M. ACCEPTANCE OF WORK – The Contractor shall retain ownership and responsibility for all Work until accepted by Construction Manager. Construction Manager will accept ownership and responsibility for the Work: (i) when all Work is completed; and (ii) after the Contractor has submitted all required documentation, including manufacturing quality control documentation and manufacturing certifications. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT NOT USED. [END OF SECTION]

Cell 4B Lining System Construction Measurement and Payment
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01025-1 January 2009
SECTION 01025 MEASUREMENT AND PAYMENT PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. This section covers measurement and payment criteria applicable to the Work performed under lump sum and unit price payment methods, and non-payment for rejected work. 1.02 RELATED SECTIONS A. This section relates to all other sections of the contract. 1.03 AUTHORITY A. Measurement methods delineated in the individual specification sections are intended to complement the criteria of this section. In the event of conflict, the requirements of the individual specification section shall govern. B. A surveyor, licensed in the State of Utah, hired by the Contractor will take all measurements and compute quantities accordingly. All measurements, cross-sections, and quantities shall be stamped and certified by the licensed surveyor and submitted to the Construction Manager. The Construction Manager maintains the right to provide additional measurements and calculation of quantities to verify measurements and quantities submitted by the Contractor. 1.04 UNIT QUANTITIES SPECIFIED A. Quantities and measurements indicated in the Bid Schedule are for bidding and contract purposes only. Quantities and measurements supplied or placed in the Work and verified by the Construction Manager shall determine payment. If the actual work requires more or fewer quantities than those quantities indicated, the Contractor shall provide the required quantities at the lump sum and unit prices contracted unless modified elsewhere in these Contract Documents. B. Utah sales tax shall be included in each bid item as appropriate. 1.05 MEASUREMENT OF QUANTITIES A. Measurement by Volume: Measurement shall be by the cubic dimension using mean lengths, widths, and heights or thickness, or by average end area method as measured by the surveyor. All measurement shall be the difference between the original ground surface and the design (“neat-line”) dimensions and grades. B. Measurement by Area: Measurement shall be by the square dimension using mean lengths and widths and/or radius as measured by the surveyor. All measurement shall be the difference between the original ground surface and the design (“neat-line”) dimensions and grades. C. Linear Measurement: Measurement shall be by the linear dimension, at the item centerline or mean chord. All measurement shall be the difference between the original ground surface and the design (“neat-line”) dimensions and grades. D. Stipulated Lump Sum Measurement: Items shall be measured as a percentage by weight, volume, area, or linear means or combination, as appropriate, of a completed item or unit of Work.

Cell 4B Lining System Construction Measurement and Payment
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01025-2 January 2009
1.06 PAYMENT A. Payment includes full compensation for all required labor, products, tools, equipment, transportation, services, and incidentals; erection, application, or installation of an item of the Work; and all overhead and profit. Final payment for Work governed by unit prices will be made on the basis of the actual measurements and quantities accepted by the Construction Manager multiplied by the unit price for Work which is incorporated in or made necessary by the Work. B. A monthly progress payment schedule will be used to compensate the Contractor for the Work. The monthly amount to be paid to the Contractor is calculated as the percent of completed work for each bid item multiplied by the total anticipated work for that bid item minus a 10 percent retainer. C. When the Contractor has completed all Work associated with completion of the project, the remaining 10 percent retainer of the contract amount will be paid to the Contractor after filing the Notice of Completion. 1.07 NON-PAYMENT FOR REJECTED PRODUCTS A. Payment shall not be made for any of the following: 1. Products wasted or disposed of in a manner that is not acceptable.
2. Products determined as unacceptable before or after placement.
3. Products not completely unloaded from the transporting vehicle.
4. Products placed beyond the design lines, dimensions, grades, and levels of the required Work.
5. Products remaining on hand after completion of the Work.
6. Loading, hauling, and disposing of rejected Products.
7. Products rejected because of contamination (i.e. soil residues, fuel spills, solvents, etc.).
1.08 BID ITEMS A. The following bid items shall be used by the Owner and by the Contractor to bid the Work described in these bid documents.
BID
ITEM SECTION DESCRIPTION UNITS
1 01500 Construction Facilities LS
2 01505 Mobilization / Demobilization LS
3 02070 Well Abandonment LF
4 02200 Soil Excavation CY
5 02200 Rock Excavation CY
6 02200 Engineered Fill CY
7 02220 Subgrade Preparation SF
8 02220 Anchor Trench LF

Cell 4B Lining System Construction Measurement and Payment
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01025-3 January 2009
BID
ITEM SECTION DESCRIPTION UNITS
9 02616 4-inch PVC Pipe and Fittings LF
10 02616 18-inch PVC Pipe and Fittings LF
11 02616 Strip Drain Composite LF
12 02770 60-mil Smooth HDPE Geomembrane SF
13 02770 60-mil Textured HDPE Geomembrane SF
14 02772 Geosynthetic Clay Liner SF
15 02773 300-mil Geonet SF
16 03400 Cast-In-Place Concrete LS
17 01505 Performance Bond LS
PART 2 – PRODUCTS NOT USED.
PART 3 – EXECUTION NOT USED.
PART 4 – MEASUREMENT AND PAYMENT NOT USED.

[END OF SECTION]

Cell 4B Lining System Construction Submittals
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01300- 1 January 2009
SECTION 01300 SUBMITTALS
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK A. This section contains requirements for administrative and work-related submittals such as construction progress schedules, Shop Drawings, test results, operation and maintenance data, and other submittals required by Contract Documents. B. Submit required materials to the Construction Manager for proper distribution and review in accordance with requirements of the Contract Documents. 1.02 CONSTRUCTION PROGRESS SCHEDULES A. The Contractor shall prepare and submit two (2) copies of the construction progress Schedule to the Construction Manager for review within five (5) days after the effective date of Contract. B. Schedules shall be prepared in the form of a horizontal bar chart. The schedule shall include the following items. 1. A separate horizontal bar for each operation.
2. A horizontal time scale, which identifies the first workday of each week.
3. A scale with spacing to allow space for notations and future revisions.
4. Listings arranged in order of start for each item of the Work. C. The Construction Progress Schedule for construction of the Work shall include the following items where applicable. 1. Submittals: dates for beginning and completion of each major element of construction and installation dates for major items. Elements shall include, but not be limited to, the following items which are applicable: a. Mobilization schedule
b. Demobilization schedule.
c. Final site clean-up.
d. Show projected percentage of completion for each item as of first day of each week.
e. Show each individual Bid Item. D. Schedule Revisions: 1. Bi-weekly to reflect changes in progress of Work.
2. Indicate progress of each activity at submittal date.
3. Show changes occurring since the previous schedule submittal. Changes shall include the following. a. Major changes in scope.
b. Activities modified since previous submittal.

Cell 4B Lining System Construction Submittals
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01300- 2 January 2009
c. Revised projections of progress and completion.
d. Other identifiable changes.
4. Provide narrative report as needed to define: a. Problem areas, anticipated delays, and impact on schedule.
b. Recommended corrective action and its effect.
1.03 CONSTRUCTION WORK SCHEDULE A. The Contractor shall submit an updated 14-day work schedule at the beginning of each week by Monday morning at 8:00 a.m. The schedule shall address applicable line items from the construction project schedule with a refined level of detail for special activities. 1.04 SHOP DRAWINGS AND SAMPLES A. Shop Drawings, product data, and samples shall be submitted as required in individual Sections of the Specifications. B. The Contractor’s Responsibilities: 1. Review Shop Drawings, product data, and samples prior to submittal.
2. Determine and verify:
a. Field measurements.
b. Field construction criteria.
c. Catalog numbers and similar data.
d. Conformance with Specifications. 3. Coordinate each submittal with requirements of the Work and Contract Documents.
4. Notify the Construction Manager in writing, at the time of the submittal, of deviations from requirements of Contract Documents.
5. Begin no fabrication or Work pertaining to required submittals until return of the submittals with appropriate approval.
6. Designate dates for submittal and receipt of reviewed Shop Drawings and samples in the construction progress schedule. C. Submittals shall contain: 1. Date of submittal and dates of previous submittals.
2. Project title and number.
3. Contract identification.
4. Names of:
a. The Contractor.
b. Supplier.
c. Manufacturer.
5. Summary of items contained in the submittal.

Cell 4B Lining System Construction Submittals
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01300- 3 January 2009
6. Identification of the product with identification numbers and the Drawing and Specification section numbers.
7. Clearly identified field dimensions.
8. Details required on the Drawings and in the Specifications.
9. Manufacturer, model number, dimensions, and clearances, where applicable.
10. Relation to adjacent or critical features of the Work or materials.
11. Applicable standards, such as ASTM or Federal Specification numbers.
12. Identification of deviations from Contract Documents.
13. Identification of revisions on re-submittals.
14. 8-inch by 3-inch blank space for the Contractor’s and proper approval stamp.
15. The Contractor’s stamp, signed, certifying review of the submittal, verification of the products, field measurements, field construction criteria, and coordination of information within the submittal with requirements of Work and Contract Documents. D. Re-submittal Requirements: 1. Re-submittal is required when corrections or changes in submittals are required by the Construction Manager, Design Engineer, or CQA Engineer. Re-submittals are required until all comments by the Construction Manager, Design Engineer, or CQA Engineer is addressed and the submittal is approved.
2. Shop Drawings and Product Data:
a. Revise initial drawings or data and resubmit as specified for initial submittal.
b. Indicate changes made other than those requested by the Construction Manager, Design Engineer, or CQA Engineer. E. Distribute reproductions of Shop Drawings and copies of product data which have been accepted by the Construction Manager to: 1. Job site file.
2. Record documents file. F. Construction Manager’s Duties: 1. Verify that review comments are technically correct and are consistent with technical and contractual requirements of the work.
2. Return submittals to the Contractor for distribution or re-submittal. G. Design Engineer’s Duties: 1. Review submittals promptly for compliance with contract documents and in accordance with the schedule.
2. Affix stamp and signature, and indicate either the requirements for re-submittal or no comments.
3. Return submittals to the Construction Manager.

Cell 4B Lining System Construction Submittals
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01300- 4 January 2009
H. CQA Engineer’s Duties: 1. Review submittals promptly for compliance with contract documents and in accordance with the schedule.
2. Affix stamp and signature, and indicate either the requirements for re-submittal or no comments.
3. Return submittals to the Construction Manager. 1.05 TEST RESULTS AND CERTIFICATION A. Results of tests conducted by the Contractor on materials or products shall be submitted for review. B. Certification of products shall be submitted for review. 1.06 SUBMITTAL REQUIREMENTS A. Provide complete copies of required submittals as follows. 1. Construction Work Schedule: a. Two copies of initial schedule.
b. Two copies of each revision.
2. Construction Progress Schedule: a. Two copies of initial schedule.
b. Two copies of each revision.
3. Shop Drawings: Two copies.
4. Certification Test Results: Two copies.
5. Other Required Submittals: a. Two copies, if required, for review.
b. Two copies, if required, for record.
B. Deliver the required copies of the submittals to the Construction Manager. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT NOT USED. [END OF SECTION]

Cell 4B Lining System Construction Quality Control
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01400-1 January 2009
SECTION 01400 QUALITY CONTROL PART 1 – GENERAL
1.01 DESCRIPTION OF WORK A. Monitor quality control over suppliers, Manufacturers, products, services, Site conditions, and workmanship, to produce Work of specified quality. B. Comply with Manufacturers' instructions, including each step in sequence. C. Should Manufacturers' instructions conflict with Technical Specifications, request clarification from Design Engineer before proceeding. D. Comply with specified standards as minimum quality for the Work except where more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship. E. Perform Work by persons qualified to produce workmanship of specified quality. 1.02 TOLERANCES A. Monitor tolerance control of installed products to produce acceptable Work. Do not permit tolerances to accumulate. B. Comply with Manufacturers' tolerances. Should Manufacturers' tolerances conflict with Technical Specifications, request clarification from Design Engineer before proceeding. C. Adjust products to appropriate dimensions; position before securing products in place. 1.03 REFERENCES A. For products or workmanship specified by association, trade, or other consensus standards, complies with requirements of the standard, except when more rigid requirements are specified or are required by applicable codes. B. Conform to reference standard by date of current issue on date of Notice to Proceed with construction, except where a specific date is established by code. C. Obtain copies of standards where required by product Specification sections. 1.04 INSPECTING AND TESTING SERVICES A. The CQA Engineer will perform construction quality assurance (CQA) inspections, tests, and other services specified in individual Sections of the Specification. B. The Contractor shall cooperate with CQA Engineer; furnish samples of materials, design mix, equipment, tools, storage, safe access, and assistance by incidental labor as requested. C. CQA testing or inspecting does not relieve Contractor, subcontractors, and suppliers from their requirements to perform quality control Work as indicated in the Technical Specifications.

Cell 4B Lining System Construction Quality Control
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01400-2 January 2009
PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT NOT USED.

[END OF SECTION]

Cell 4B Lining System Construction Construction Facilities
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01500-1 January 2009
SECTION 01500 CONSTRUCTION FACILITIES
PART 1 – GENERAL 1.01 SECTION INCLUDES A. Construction facilities include furnishing of all equipment, materials, tools, accessories, incidentals, labor, and performing all work for the installation of equipment and for construction of facilities, including their maintenance, operation, and removal, if required, at the completion of the Work under the Contract. 1.02 DESCRIPTION OF WORK A. Construction facilities include, but are not limited to, the following equipment, materials, facilities, areas, and services: 1. Parking Areas.
2. Temporary Roads.
3. Storage of Materials and Equipment.
4. Construction Equipment.
5. Temporary Sanitary Facilities.
6. Temporary Water.
7. First Aid Facilities.
8. Health and Safety.
9. Security. B. Construct/install, maintain, and operate construction facilities in accordance with the applicable federal, state, and local laws, rules, and regulations, and the Contract Documents. 1.03 GENERAL REQUIREMENTS A. Contractor is responsible for furnishing, installing, constructing, operating, maintaining, removing, and disposing of the construction facilities, as specified in this Section, and as required for the completion of the Work under the Contract. B. Contractor shall maintain construction facilities in a clean, safe, and sanitary condition at all times until completion of the Work. C. Contractor shall minimize land disturbances related to the construction facilities to the greatest extent possible and restore land, to the extent reasonable and practical, to its original contours by grading to provide positive drainage and by seeding the area to match with existing vegetation or as specified elsewhere. 1.04 TEMPORARY ROADS AND PARKING AREAS A. Temporary roads and parking areas are existing roads that are improved or new roads constructed by Contractor for convenience of Contractor in the performance of the Work under the Contract. B. Contractor shall coordinate construction with Construction Manager.

Cell 4B Lining System Construction Construction Facilities
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01500-2 January 2009
C. If applicable, coordinate all road construction activities with local utilities, fire, and police departments. D. Keep erosion to a minimum and maintain suitable grade and radii of curves to facilitate ease of movement of vehicles and equipment. E. Furnish and install longitudinal and cross drainage facilities, including, but not limited to, ditches, structures, pipes and the like. F. Clean equipment so that mud or dirt is not carried onto public roads. Clean up any mud or dirt transported by equipment on paved roads both on-site and off-site. 1.05 STORAGE OF MATERIALS AND EQUIPMENT A. Make arrangements for material and equipment storage areas. Locations and configurations of approved facilities are subject to the acceptance of the Construction Manager. B. Confine all operations, including storage of materials, to approved areas. Store materials in accordance with these Technical Specifications and the Construction Drawings. C. Store construction materials and equipment within boundaries of designated areas. Storage of gasoline or similar fuels must conform to state and local regulations and be limited to the areas approved for this purpose by the Construction Manager. 1.06 CONSTRUCTION EQUIPMENT A. Erect, equip, and maintain all construction equipment in accordance with all applicable statutes, laws, ordinances, rules, and regulations or other authority having jurisdiction. B. Provide and maintain scaffolding, staging, hoists, barricades, and similar equipment required for performance of the Work. Provide hoists or similar equipment with operators and signals, as required. C. Provide, maintain, and remove upon completion of the Work, all temporary rigging, scaffolding, hoisting equipment, debris boxes, barricades around openings and excavations, fences, ladders, and all other temporary work, as required for all Work hereunder. D. Construction equipment and temporary work must conform to all the requirements of state, county, and local authorities, OSHA, and underwriters that pertain to operation, safety, and fire hazard. Furnish and install all items necessary for conformity with such requirements, whether or not called for under separate Sections of these Technical Specifications. 1.07 TEMPORARY SANITARY FACILITIES A. Provide temporary sanitary facilities for use by all employees and persons engaged in the Work, including subcontractors, their employees and authorized visitors, and the Construction Manager. B. Sanitary facilities include enclosed chemical toilets and washing facilities. These facilities must meet the requirements of local public health standards. C. Locate sanitary facilities as approved by Construction Manager, and maintain in a sanitary condition during the entire course of the Work.

Cell 4B Lining System Construction Construction Facilities
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01500-3 January 2009
1.08 TEMPORARY WATER A. Make all arrangements for water needs from the Owner. B. Provide drinking water for all personnel at the site. 1.09 FIRST AID FACILITIES A. Provide first aid equipment and supplies to serve all Contractor personnel at the Site. 1.10 HEALTH AND SAFETY A. Provide necessary monitoring equipment and personal protective equipment in accordance with Contractor prepared Site Health and Safety Plan. 1.11 SECURITY A. Make all necessary provisions and be responsible for the security of the Work and the Site until final inspection and acceptance of the Work, unless otherwise directed by the Construction Manager. 1.12 SHUT-DOWN TIME OF SERVICE A. Do not disconnect or shut down any part of the existing utilities and services, except by express permission of Construction Manager. 1.13 MAINTENANCE A. Maintain all construction facilities, utilities, temporary roads, and the like in good working condition as required by the Construction Manager during the term of the Work. 1.14 STATUS AT COMPLETION A. Upon completion of the Work, or prior thereto, when so required by Construction Manager: 1. Repair damage to roads caused by or resulting from the Contractor's work or operations.
2. Remove and dispose of all construction facilities. Similarly, all areas utilized for temporary facilities shall be returned to near original, natural state, or as otherwise indicated or directed by the Construction Manager. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Construction Facilities as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule.

Cell 4B Lining System Construction Construction Facilities
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01500-4 January 2009
B. The following are considered incidental to the Work: 1. Mobilization.
2. Temporary roadways and parking areas.
3. Temporary sanitary facilities.
4. Decontamination of equipment.
5. Security.
6. Demobilization.

[END OF SECTION]

Cell 4B Lining System Construction Mobilization/Demobilization
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01505-1 January 2009
SECTION 01505 MOBILIZATION / DEMOBILIZATION PART 1 – GENERAL 1.01 DESCRIPTION OF WORK
A. Mobilization consists of preparatory work and operations, including but not limited to those necessary for the movement of personnel and project safety; including: adequate personnel, equipment, supplies, and incidentals to the project Site; establishment of facilities necessary for work on the project; premiums on bond and insurance for the project and for other work and operations the Contractor must perform or costs the Contractor must incur before beginning work on the project, which are not covered in other bid items. B. Demobilization consists of work and operations including, but not limited to, movement of personnel, equipment, supplies, and incidentals off-site. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL A. Providing for and complying with the requirements set forth in this Section as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule. B. The Contract Price for Mobilization/Demobilization shall include the provision for movement of equipment onto the job site; removal of all facilities and equipment at the completion of the project; permits; preparation of a Health and Safety Plan; all necessary safety measures; and all other related mobilization and demobilization costs. Price bid for mobilization shall not exceed 10 percent of the total bid for the Project. Fifty percent of the mobilization bid price, less retention, will be paid on the initial billing provided all equipment and temporary facilities are in place and bond fees paid. The remaining 50 percent of the mobilization bid price will be paid on satisfactory removal of all facilities and equipment on completion of the project. [END OF SECTION]

Cell 4B Lining System Construction Temporary Controls
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01560- 1 January 2009
SECTION 01560 TEMPORARY CONTROLS
PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. Temporary Controls required during the term of the Contract for the protection of the environment and the health and safety of workers and general public. B. Furnishing all equipment, materials, tools, accessories, incidentals, and labor, and performing all work for the installation of equipment and construction of facilities, including their maintenance and operation during the term of the Contract. C. Temporary Controls include: 1. Dust Control.
2. Pollution Control.
3. Traffic and Safety Controls.
D. Perform Work as specified in the Technical Specifications and as required by the Construction Manager. Maintain equipment and accessories in clean, safe, and sanitary condition at all times until completion of the Work. 1.02 DUST CONTROL A. Provide dust control measures in-accordance with the Technical Specifications. Dust control measures must meet requirements of applicable laws, codes, ordinances, and permits. B. Dust control consists of transporting water, furnishing required equipment, testing of equipment, additives, accessories and incidentals, and carrying out proper and efficient measures wherever and as often as necessary to reduce dust nuisance, and to prevent dust originating from construction operations throughout the duration of the Work. 1.03 POLLUTION CONTROL A. Pollution of Waterways: 1. Perform Work using methods that prevent entrance or accidental spillage of solid or liquid matter, contaminants, debris, and other objectionable pollutants and wastes into watercourses, flowing or dry, and underground water sources.
2. Such pollutants and wastes will include, but will not be limited to, refuse, earth and earth products, garbage, cement, concrete, sewage effluent, industrial waste, hazardous chemicals, oil and other petroleum products, aggregate processing tailings, and mineral salts. B. Dispose of pollutants and wastes in accordance with applicable permit provisions or in a manner acceptable to and approved by the Construction Manager.

Cell 4B Lining System Construction Temporary Controls
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01560- 2 January 2009
C. Storage and Disposal of Petroleum Product: 1. Petroleum products covered by this Section include gasoline, diesel fuel, lubricants, and refined and used oil. During project construction, store all petroleum products in such a way as to prevent contamination of all ground and surface waters and in accordance with local, state, and federal regulations.
2. Lubricating oil may be brought into the project area in steel drums or other means, as the Contractor elects. Store used lubricating oil in steel drums, or other approved means, and return them to the supplier for disposal. Do not burn or otherwise dispose of at the Site.
3. Secondary containment shall be provided for products stored on site, in accordance with the Owner provided Storm Water Pollution Prevention Plan.
1.04 TRAFFIC AND SAFETY CONTROLS A. Post construction areas and roads with traffic control signs or devices used for protection of workmen, the public, and equipment. Signs and devices must conform to the American National Standards Institute (ANSI) Manual on Uniform Traffic Control Devices for Streets and Highways. B. Remove signs or traffic control devices after they have finished serving their purpose. It is particularly important to remove any markings on road surfaces that under conditions of poor visibility could cause a driver to turn off the road or into traffic moving in the opposite direction. C. Provide flag persons, properly equipped with International Orange protective clothing and flags, as necessary, to direct or divert pedestrian or vehicular traffic. A full-time flag person shall be required for the duration of importation of fill. D. Barricades for protection of employees must conform to the portions of the ANSI Manual on Uniform Traffic Control Devices for Streets and Highways, relating to barricades. E. Guard and protect all workers, pedestrians, and the public from excavations, construction equipment, all obstructions, and other dangerous items or areas by means of adequate railings, guard rails, temporary walks, barricades, warning signs, sirens, directional signs, overhead protection, planking, decking, danger lights, etc. F. Construct and maintain fences, planking, barricades, lights, shoring, and warning signs as required by local authorities and federal and state safety ordinances, and as required to protect all property from injury or loss and as necessary for the protection of the public, and provide walks around any obstructions made in a public place for carrying out the Work covered in this Contract. Leave all such protection in place and maintained until removal is authorized by the Construction Manager. 1.05 MAINTENANCE A. Maintain all temporary controls in good working conditions during the term of the Contract for the safe and efficient transport of equipment and supplies, and for construction of permanent works. 1.06 STATUS AT COMPLETION A. Upon completion of the Work, or prior thereto as approved by the Construction Manager, remove all temporary controls and restore disturbed areas. PART 2 – PRODUCTS NOT USED.

Cell 4B Lining System Construction Temporary Controls
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01560- 3 January 2009
PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 TEMPORARY CONTROLS A. Temporary Controls: the measurement and payment of temporary controls shall be in accordance with and as a part of Mobilization/Demobilization, as outlined in Section 01505. [END OF SECTION]

Cell 4B Lining System Construction Contract Closeout
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01700-1 January 2009
SECTION 01700 CONTRACT CLOSEOUT
PART 1 – GENERAL 1.01 CLOSEOUT PROCEDURES A. Contractor shall submit written certification that the Technical Specifications, CQA Plan, and Drawings have been reviewed, Work has been inspected, and that Work is complete and in-accordance with the Technical Specifications, CQA Plan, and Drawings and ready for Owner’s inspection. 1.02 FINAL CLEANING A. Contractor shall execute final cleaning prior to final inspection. B. Contractor shall clean equipment and fixtures to a sanitary condition. C. Contractor shall remove waste and surplus materials, rubbish, and construction facilities from the construction Site. 1.03 PROJECT RECORD DOCUMENTS A. Maintain on Site, one set of the following record documents and record actual revisions to the Work. 1. Drawings.
2. Specifications.
3. Addenda.
4. Change Orders and other Modifications to the Contract.
5. Reviewed Shop Drawings, product data, and samples. B. Store Record Documents separate from documents used for construction. C. Record information concurrent with construction progress. D. Specifications: Legibly mark and record at each product Section a description of actual products installed, including the following: 1. Manufacturer's name and product model and number.
2. Product substitutions or alternates utilized.
3. Changes made by Addenda and Modifications. E. Record Documents and Shop Drawings: Legibly mark each item to record actual construction including: 1. Measured horizontal and vertical location of underground utilities and appurtenances referenced to permanent surface features.
2. Measured locations of internal utilities and appurtenances concealed in construction, referenced to visible, accessible, and permanent features of the Work.
3. Field changes of dimension and detail.

Cell 4B Lining System Construction Contract Closeout
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 01700-2 January 2009
4. Details not shown on original Construction Drawings. F. Submit record documents to the Construction Manager. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 CONTRACT CLOSEOUT A. Contract Closeout: the measurement and payment of contract close out shall be in accordance with and as part of Mobilization/Demobilization, as outlined in Section 01505.
[END OF SECTION]

Cell 4B Lining System Construction Well Abandonment
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02070-1 January 2009
SECTION 02070 WELL ABANDONMENT PART 1 — GENERAL 1.01 DESCRIPTION OF WORK A. Supply all equipment, materials, and labor needed to abandon one (1) 4-inch diameter polyvinyl chloride (PVC) casing groundwater monitoring well as specified herein and as indicated on the Drawings. B. Well abandonment shall be accomplished under the direct supervision of a currently licensed water well driller who shall be responsible for verification of the procedures and materials used. 1.02 RELATED SECTIONS Section 01025 – Measurement and Payment
Section 01300 – Submittals
Section 01400 – Quality Control 1.03 REFERENCES
A. Drawings. B. Construction Quality Assurance (CQA) Plan C. Latest version of the American Society for Testing and Materials (ASTM) standards: ASTM C-150 Standard Specification for Portland Cement.
D. Latest version of the American Petroleum Institute (API) standards: API - 13A Specification for Drilling-Fluid Materials
1.04 SUBMITTALS A. The Contractor shall keep detailed drilling logs for all wells abandoned, including drilling procedures, total depth of abandonment, depth to groundwater (if applicable), final depth of boring, and well destruction details, including the depths of placement of all well abandonment materials. The Contractor shall provide a minimum of 7 days advance notice prior to beginning drilling and shall submit a list of the type and quantity of materials used for well abandonment. B. The Contractor shall acquire all necessary permits and prepare and file a well abandonment report as required by the State of Utah, Division of Water Rights. PART 2 — PRODUCTS 2.01 BENTONITE A. Bentonite shall be Volclay (powdered sodium bentonite API-13A) or as otherwise approved by the Engineer.

Cell 4B Lining System Construction Well Abandonment
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02070-2 January 2009
2.02 WATER A. Water used in the grout mixture shall be potable water or disinfected in accordance with R655-4-9.6.5 Utah Administrative Code (UAC). 2.03 CEMENT A. Cement shall be Portland Type I (ASTM C-150). PART 3 — EXECUTION 3.01 GENERAL A. The Contractor is responsible for obtaining all permits for the abandonment of wells and shall be responsible for following all regulatory requirements as outlined in the Administraive Rules for Water Well Drillers R655-4 UAC. B. The Contractor shall be responsible for reviewing the well construction boring log for the groundwater well to be abandoned. The original construction boring logs for the well to be abandoned are attached to the end of this Section, as Exhibit I. 3.02 DRILLING A. The Contractor shall sound and record the total depth of the well casing, depth to groundwater (if encountered), and depth of the over boring. B. Each well shall be over bored to a diameter 3 inches greater than the well casing diameter to a depth of 10 feet below the proposed Cell 4B base elevation. The exact depth of the wells shall be in accordance with the Contract Documents and as determined by the Design Engineer. 3.03 CEMENT-BENTONITE GROUT A. A cement-bentonite grout, shall be mixed for each well. The cement-bentonite grout shall have approximately 2% by weight bentonite (i.e. one 94-lbs sack of cement and two lbs. of bentonite) and be mixed with approximately 6.5 gallons of water. The cement-bentonite grout shall be mixed using a recirculating pump to form a homogeneous mixture free from lumps. B. Immediately after removing all well materials and recording the over bored depth, the slurry shall be pressure grouted into the well borehole to 10 feet below ground surface (bgs). C. The uppermost 10 feet of the abandoned well shall consist of neat cement grout or sand cement grout. D. The Contractor shall monitor the mass, volume, and level of cement-bentonite grout placed in each well borehole. These quantities shall be reported to the Engineer during the abandonment process. E. The cement grout or sand cement grout shall be allowed to settle. Cement grout or sand cement grout shall be added, as necessary, until the elevation of the cured and settled cement grout or sand cement grout conforms to the surface topography at the time of abandonment. PART 4 — MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements for well abandonment set forth in this Section will be measured as each well; and payment will be based on the unit price provided on the Bid Schedule.

Cell 4B Lining System Construction Well Abandonment
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02070-3 January 2009
B. The following are considered incidental to the Work:
1. Submittals.
2. Bentonite.
3. Water.
4. Cement.
5. Well permits.
6. Mobilization.
7. Decontamination of well abandonment equipment.
8. Disposal of decontamination materials.
9. Disposal of drill cuttings.

[END OF SECTION]

Cell 4B Lining System Construction Earthwork
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02200-1 January 2009
SECTION 02200 EARTHWORK
PART 1 — GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary to perform all Earthwork. The Work shall be carried out as specified herein and in accordance with the Drawings.
B. The Work shall include, but not be limited to excavating, blasting, ripping, trenching, hauling, placing, moisture conditioning, backfilling, compacting and grading. Earthwork shall conform to the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Construction Manager.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
1.03 REFERENCES
A. Drawings
B. Latest version of American Society for Testing and Materials (ASTM) standards:
ASTM D 422 Standard Method for Particle-Size Analysis of Soils
ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lb-ft/ft3 (2,700 kN-m/m3))
ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil-Aggregate by Nuclear Methods (Shallow Depth)
1.04 QUALIFICATIONS
A. The Contractor’s Site superintendent for the earthworks operations shall have supervised the construction of at least two earthwork construction projects in the last 5 years.
1.05 SUBMITTALS
A. The Contractor shall submit to the Construction Manager a description of equipment and methods proposed for excavation, and fill placement and compaction construction at least 14 days prior to the start of activities covered by this Section.
B. If rock blasting is the chosen rock removal technique, the Contractor shall submit to the Construction Manager a blast plan describing blast methods to remove rock to proposed grade. The blast plan shall include a pre-blast survey, blast schedule, seismic monitoring records, blast design and diagrams, and blast safety. The Contractor shall submit the plan to the Construction Manager at least 21 days prior to blast.
C. If the Work of this Section is interrupted for reasons other than inclement weather, the Contractor shall notify the Construction Manager a minimum of 48 hours prior to the resumption of Work.
D. If foreign borrow materials are proposed to be used for any earthwork material on this project, the Contractor shall provide the Construction Manager information regarding the source of the material. In addition, the Contractor shall provide the Construction Manager an opportunity to obtain samples for conformance testing 14 days prior to delivery of foreign borrow materials to

Cell 4B Lining System Construction Earthwork
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02200-2 January 2009
the Site. If conformance testing fails to meet these Specifications, the Contractor shall be responsible for reimbursing the Owner for additional conformance testing costs.
E. The Contractor shall submit as-built Record Drawing electronic files and data, to the Construction Manager, within 7 days of project substantial completion, in accordance with this Section.
1.06 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for Earthwork meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Construction Manager will be rejected and shall be repaired, or removed and replaced, by the Contractor at no additional expense to the Owner.
B. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance testing required by the Contract Documents. This monitoring and testing, including random conformance testing of construction materials and completed Work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed Work, the Contractor will be required to repair the deficiency or replace the deficient materials at no additional cost to the Owner.
PART 2 — PRODUCTS
2.01 MATERIAL
A. Fill material shall consist of on-site soil obtained from excavation or owner provided stockpile and shall be free from rock larger than 6 inches, organic or other deleterious material.
B. Rock shall consist of all hard, compacted, or cemented materials that require blasting or the use of ripping and excavating equipment larger than defined for common excavation. The excavation and removal of isolated boulders or rock fragments larger than 1 cubic yard encountered in materials otherwise conforming to the definition of common excavation shall be classified as rock excavation. The presence of isolated boulders or rock fragments larger than 1 cubic yard is not in itself sufficient to cause to change the classification of the surrounding material.
C. Rippable Soil and Rock: Material that can be ripped at more than 250 cubic yards per hour for each Caterpillar D9 dozer (or equivalent) with a single shank ripper attachment.
2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain compaction equipment as is necessary to produce the required in-place soil density and moisture content.
B. The Contractor shall furnish, operate and maintain tank trucks, pressure distributors, or other equipment designed to apply water uniformly and in controlled quantities.
C. The Contractor shall furnish, operate, and maintain miscellaneous equipment such as earth excavating equipment, earth hauling equipment, and other equipment, as necessary for Earthwork construction.
D. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the Contractor, and to the satisfaction of the Construction Manager.

Cell 4B Lining System Construction Earthwork
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02200-3 January 2009
PART 3 — EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the Work in this Section, the Contractor shall become thoroughly familiar with the Site, the Site conditions, and all portions of the Work falling within this and other related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed Work of all other Sections and verify that all Work is complete to the point where the installation of the Work specified in this Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed Work of other Sections, the Construction Manager shall be notified in writing prior to commencing Work. Failure to notify the Construction Manager, or commencement of the Work of this Section, will be construed as Contractor's acceptance of the related Work of all other Sections.
3.02 SOIL EXCAVATION
A. The Contractor shall excavate materials to the limits and grades shown on the Drawings.
B. The Contractor shall rip, blast, and mechanically remove rock 6-inches below final grades shown on the Drawings.
C. All excavated material not used as fill shall be stockpiled as shown on the Drawings and in accordance with Subpart 3.05 of this Section.
3.03 ROCK EXCAVATION
A. The Contractor shall remove rock by ripping, drilling, or blasting, or as approved by Construction Manager.
B. Requirements for Blasting:
1. The Contractor shall arrange for a pre-blast survey of nearby buildings, berms, or other structures that may potentially be at risk from blasting damage. The survey method used shall be acceptable to the Contractor’s insurance company. The Contractor shall be responsible for any damage resulting from blasting. The preblast survey shall be made available for review three weeks before any blasting begins. Pre-blast surveys shall be completed by a practicing civil engineer registered in the State of Utah, who has experience in rock excavation and geotechnical design.
2. The Contractor shall submit for review the proposed methods and sequence of blasting for rock excavations. The Contractor shall identify the number, depth, and spacing of holes; stemming and number and type of delays; methods of controlling overbreak at excavation limits, procedures for monitoring the shots and recording information for each shot; and other data that may be required to control the blasting.
3. Blasting shall be done in accordance with the federal, state, or local regulatory requirements for explosives and firing of blasts. Such regulations shall not relieve the Contractor of any responsibility for damages caused by them or their employees due to the work of blasting. All blasting work must be performed or supervised by a licensed blaster who shall at all times have a license on their person and shall permit examination thereof by the Engineer or other officials having jurisdiction.

Cell 4B Lining System Construction Earthwork
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02200-4 January 2009
4. The Contractor shall develop a trial blasting technique that identifies and limits the vibrations and damage at varying distances from each shot. This trial blasting information shall be collected and recorded by beginning the work at points farthest from areas to remain without damage. The Contractor can vary the hole spacing, depths and orientations, explosive types and quantities, blasting sequence, and delay patterns to obtain useful information to safeguard against damage at critical areas.
5. Establish appropriate maximum limit for peak particle velocity for each structure or facility that is adjacent to, or near blast sites. Base maximum limits on expected sensitivity of each structure or facility to blast induced vibrations and federal, state, or local regulatory requirements.
6. The Contractor shall discontinue any method of blasting which leads to overshooting or is dangerous to the berms surrounding the existing pond structures.
7. The Contractor shall install a blast warning sign to display warning signals. Sign shall indicate the following:
a. Five (5) minutes before blast: Three (3) long sounds of airhorn or siren
b. Immediately before blast: Three (3) short sounds of airhorn or siren
c. All clear signal after blast: one (1) long sound of airhorn or siren
3.04 FILL
A. Prior to fill placement, areas to receive fill shall be cleared and grubbed.
B. The fill material shall be placed to the lines and grades shown on the Drawings.
C. Soil used for fill shall meet the requirements of Subpart 2.01 of this Section.
D. Soil used for fill shall be placed in a loose lift that results in a compacted lift thickness of no greater 8 inches and compacted to 90% of the maximum density at a moisture content of between -3% and +3% of optimum moisture content, as determined by ASTM D 1557.
E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil compaction requirements.
F. During soil wetting or drying, the material shall be regularly disced or otherwise mixed so that uniform moisture conditions in the appropriate range are obtained.
3.05 STOCKPILING
A. Soil suitable for fill and excavated rock that is required to be stockpiled shall be stockpiled, separately, in areas as shown on the Drawings or as designated by the Construction Manager, and shall be free of incompatible soil, clearing debris, or other objectionable materials.
B. Stockpiles shall be no steeper than 2H:1V (Horizontal:Vertical) or other slope approved by the Engineer, graded to drain, sealed by tracking parallel to the slope with a dozer or other means approved by the Construction Manager, and dressed daily during periods when fill is taken from the stockpile. The Contractor shall employ temporary erosion and sediment control measures (i.e. silt fence) as directed by the Construction Manager around stockpile areas.
C. There are no compaction requirements for stockpiled materials.

Cell 4B Lining System Construction Earthwork
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02200-5 January 2009
3.06 FIELD TESTING
A. The minimum frequency and details of quality control testing for Earthwork are provided below. This testing will be performed by the Construction Quality Assurance (CQA) Engineer. The Contractor shall take this testing frequency into account in planning the construction schedule.
1. The CQA Engineer will perform conformance tests on placed and compacted fill to evaluate compliance with these Specifications. The dry density and moisture content of the soil will be measured in-situ with a nuclear moisture-density gauge in accordance with ASTM D 6938. The frequency of testing will be one test per 500 cubic yards of soil place.
2. A special testing frequency will be used by the CQA Engineer when visual observations of construction performance indicate a potential problem. Additional testing will be considered when:
a. The rollers slip during rolling operation;
b. The lift thickness is greater than specified;
c. The fill is at improper and/or variable moisture content;
d. Fewer than the specified number of roller passes are made;
e. Dirt-clogged rollers are used to compact the material;
f. The rollers do not have optimum ballast; or
g. The degree of compaction is doubtful. 3. During construction, the frequency of testing will be increased by the Construction Manager in the following situations:
a. Adverse weather conditions;
b. Breakdown of equipment;
c. At the start and finish of grading;
d. If the material fails to meet Specifications; or
e. The work area is reduced.
B. Defective Areas:
1. If a defective area is discovered in the Earthwork, the CQA Engineer will evaluate the extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the CQA Engineer will determine the extent of the defective area by additional tests, observations, a review of records, or other means that the Construction Manager deems appropriate. If the defect is related to adverse Site conditions, such as overly wet soils or surface desiccation, the CQA Engineer shall define the limits and nature of the defect.
2. Once the extent and nature of a defect is determined, the Contractor shall correct the deficiency to the satisfaction of the CQA Engineer. The Contractor shall not perform additional Work in the area until the Construction Manager approves the correction of the defect.
3. Additional testing may be performed by the CQA Engineer to verify that the defect has been corrected. This additional testing will be performed before any additional Work is allowed in the area of deficiency. The cost of the additional Work and the testing shall be borne by the Contractor.

Cell 4B Lining System Construction Earthwork
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02200-6 January 2009
3.07 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout and control.
3.08 CONSTRUCTION TOLERANCE
A. The Contractor shall perform the Earthwork construction to within ±0.1 vertical feet of elevations on the Drawings.
3.09 AS-BUILT SURVEY
A. For purposes of payment on Earthwork quantities, the Contractor shall conduct a comprehensive as-built survey that complies with this Section.
B. The Contractor shall produce complete electronic as-built Record Drawings in conformance with the requirements set forth in this Section. This electronic file shall be provided to the Construction Manager for verification.
C. The Contractor shall produce an electronic boundary file that accurately conforms to the project site boundary depicted on the plans or as modified during construction by approved change order. The electronic file shall be provided to the Construction Manager for verification prior to use in any earthwork computations or map generation.
D. As-built survey data shall be collected throughout the project as indicated in these Specifications. This data shall be submitted in hard-copy and American Standard Code for Information Interchange (ASCII) format. ASCII format shall include: point number, northing and easting, elevations, and descriptions of point. The ASCII format shall be as follows:
1. PPPP,NNNNNN.NNN,EEEEEE.EEE,ELEV.XXX,Description
a. Where:
ƒ P – point number
ƒ N- Northing
ƒ E – Easting
ƒ ELEV.XXX – Elevation
ƒ Description – description of the point
3.10 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect completed Work of this Section.
B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that promotes drainage of surface water away from the area and from finished Work. If threatening weather conditions are forecast, soil surfaces shall be seal-rolled at a minimum to protect finished Work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the satisfaction of the Construction Manager, at the expense of the Contractor.
PART 4 — MEASUREMENT AND PAYMENT
4.01 GENERAL
A. All earthwork quantities shall be independently verified by the Engineer prior to approval. The independent verification by the Engineer shall utilize the same basic procedures as those used by the Contractor.

Cell 4B Lining System Construction Earthwork
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02200-7 January 2009
B. Any interim or soon-to-be buried (or otherwise obstructed) earthwork shall be surveyed and quantified as the project progresses to enable timely verification by the engineer.
C. Providing for and complying with the requirements set forth in this Section for Soil Excavation will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based on the unit price provided on the Bid Schedule.
D. Providing for and complying with the requirements set forth in this Section for Rock Excavation will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based on the unit price provided on the Bid Schedule.
E. Providing for and complying with the requirements set forth in this Section for Fill will be measured as compacted and moisture conditioned cubic yards (CY), and payment will be based on the unit price provided on the Bid Schedule.
F. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Material samples, sampling, and testing.
• Excavation.
• Blasting, ripping, and hammering.
• Loading, and hauling.
• Scarification.
• Screening.
• Layout survey.
• Rejected material removal, retesting, handling, and repair.
• Temporary haul roads.
• Erosion control.
• Dust control.
• Spill cleanup.
• Placement, compaction, and moisture conditioning.
• Stockpiling.
• Record survey. [END OF SECTION]

Cell 4B Lining System Construction Subgrade Preparation
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02220-1 January 2009

SECTION 02220 SUBGRADE PREPARATION PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary to perform all Subgrade Preparation. The Work shall be carried out as specified herein and in accordance with the Drawings and the Construction Quality Assurance (CQA) Plan.
B. The Work shall include, but not be limited to placement, moisture conditioning, compaction, and grading of subgrade soil and construction of geosynthetics anchor trench. Earthwork shall conform to the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Engineer.
1.02 RELATED SECTIONS
Section 02200 – Earthwork
Section 02772 – Geosynthetic Clay Liner
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of American Society for Testing and Materials (ASTM) standards:
ASTM D 422 Standard Method for Particle-Size Analysis of Soils
ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))
ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
1.04 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for subgrade preparation meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Design Engineer will be rejected and shall be repaired, or removed and replaced, by the Contractor at no additional expense to the Owner.
PART 2 – PRODUCTS
2.01 SUBGRADE SOIL
A. Subgrade surface be free of protrusions larger than 0.5 inches. Any such observed particles shall be removed prior to placement of geosynthetics.
B. Subgrade surface shall be free of large desiccation cracks (ie, larger than ¼ inch) at the time of geosynthetics placement.

Cell 4B Lining System Construction Subgrade Preparation
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02220-2 January 2009

C. Subgrade soil shall consist of on-site soils that are free of particles greater than 3 inches in longest dimension, deleterious, organic, and/or other soil impacts that can damage the overlying liner system.
D. The subgrade surface shall be firm and unyielding, with no abrupt elevation changes, ice, or standing water.
E. The subgrade surface shall be smooth and free of vegetation, sharp-edged rock, stones, sticks, construction debris, and other foreign matter that could contact the GCL.
F. At a minimum, the subgrade surface shall be rolled with a smooth-drum compactor of sufficient weight to remove any excessive wheel ruts greater than 1-inch or other abrupt grade changes.
2.02 ANCHOR TRENCH BACKFILL
A. Anchor trench backfill is the soil material that is placed in the anchor trench, as shown on the Drawings.
B. Where rocks are included in the anchor trench backfill, they shall be mixed with suitable excavated materials to eliminate voids.
C. Material removed during trench excavation may be utilized for anchor trench backfill, provided that all organic material, rubbish, debris, and other objectionable materials are first removed.
2.03 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain grading and compaction equipment as is necessary to produce smooth surfaces for the placement of geosynthetics and acceptable in-place soil density in the anchor trenches.
B. The Contractor shall furnish, operate, and maintain tank trucks, pressure distributors, or other equipment designed to apply water uniformly and in controlled quantities for dust control and for moisture conditioning soils to be placed as trench backfill.
C. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the Contractor, and to the satisfaction of the Engineer.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work in this Section, the Contractor shall become thoroughly familiar with the Site, the Site conditions, and all portions of the work falling within this and other related Sections.
B. The Contractor shall provide for the protection of work installed in accordance with other Sections. In the event of damage to other work, the Contractor shall make repairs and replacements to the satisfaction of the Engineer, at the expense of the Contractor.
3.02 SUBGRADE SOIL
A. The Contractor shall remove vegetation and roots to a minimum depth of 4-inches below ground surface in all areas where geosynthetic materials are to be installed.
B. Contractor shall grade subgrade soil to be uniform in slope, free from ruts, mounds, or depressions.

Cell 4B Lining System Construction Subgrade Preparation
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02220-3 January 2009

C. Prior to GCL installation, the subgrade surface shall be proof-rolled with appropriate compaction equipment to confirm subgrade stability.
D. In the case additional soil is imported on the site for subgrade use, it shall be placed in loose lifts of no more than 12 inches and compacted to 90% of the maximum density at a moisture content of between -3% and +3% of optimum moisture content, as determined by ASTM D 1557.
3.03 TRENCH EXCAVATION
A. The Contractor shall excavate the anchor trench to the limits and grades shown on the Drawings.
B. Excavated anchor trench materials shall be returned as backfill for the anchor trench and compacted.
C. Excavated materials not suitable for anchor trench backfill shall be stockpiled in an area as shown on the Drawings in accordance with Subpart 3.05 of this Section, or as designated by the Owner.
D. Material not suitable for anchor trench backfill shall be relocated as directed by the Owner.
3.04 TRENCH BACKFILL
A. The anchor trench backfill shall be placed to the lines and grades shown on the Drawings.
B. Soil used for anchor trench backfill shall meet the requirements of Subpart 2.02 of this Section.
C. Soil used for anchor trench backfill shall be placed in loose lifts of no more than 12 inches and compacted to 90% of maximum dry density per ASTM D 1557. Backfill shall be within -3% to +3% of optimum moisture content. The maximum permissible pre-compaction soil clod size is 6 inches.
D. The Contractor shall compact each lift of anchor trench backfill to the satisfaction of the CQA Engineer.
E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil compaction requirements.
F. During soil wetting or drying, the material shall be regularly disked or otherwise mixed so that uniform moisture conditions are obtained in the appropriate range.
3.05 STOCKPILING
A. Soil and rock materials suitable for earthworks that are required to be stockpiled shall be stockpiled in areas as shown on the Drawings or as designated by the Engineer, and shall be free of incompatible soil, clearing debris, vegetation, trash, large rocks, or other objectionable materials.
B. Stockpiles shall be no steeper than 2H:1V (Horizontal:Vertical) or other slope approved by the Engineer, graded to drain, sealed by tracking parallel to the direction of the slope with a dozer or other means approved by the Engineer, and dressed daily during periods when fill is taken from the stockpile. The Contractor shall employ temporary erosion and sediment control measures (i.e. silt fence) as directed by the Engineer around all temporary stockpile areas.
C. There are no compaction requirements for stockpiled materials.
3.06 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout and control.

Cell 4B Lining System Construction Subgrade Preparation
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02220-4 January 2009

B. The Contractor shall perform as-built surveys for all completed surfaces for purposes of Record Drawing preparation. At a minimum, survey points shall be obtained at grade breaks, top of slope, toe of slope, and limits of material type.
3.07 PROTECTION OF WORK
A. The Contractor shall protect completed work of this Section.
B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that promotes drainage of surface water away from the area and from finished work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the satisfaction of the CQA Engineer, at the expense of the Contractor.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements for subgrade preparation will be measured on a square foot (SF) basis and payment will be based on the unit price as provided on the Bid Schedule.
B. Providing for and complying with the requirements for anchor trench excavation and backfill shall be measured on a lineal foot (LF) basis and payment will be based on the unit price as provided on the Bid Schedule.
C. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Material samples.
• Screening.
• Excavation, loading, and hauling.
• Temporary haul roads.
• Layout survey.
• Rejected material removal, testing, hauling, and repair.
• Erosion Control
• Dust control.
• Spill Clean-up
• Placement, compaction, and moisture conditioning.
• Stockpiling.
• Record survey. [END OF SECTION]

Cell 4B Lining System Construction Drainage Aggregate
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02225-1 January 2009

SECTION 02225 DRAINAGE AGGREGATE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for the installation of Drainage Aggregate. The work shall be carried out as specified herein and in accordance with the Drawings and the site Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, and placement of Drainage Aggregate (aggregate).
1.02 RELATED SECTIONS
Section 02616 – PVC Pipe
Section 02770 – Geomembrane
Section 02771 – Geotextile
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site Construction Quality Assurance (CQA) Plan
C. Latest Version of American Society for Testing and Materials (ASTM) Standards:
ASTM C 33 Standard Specification for Concrete Aggregates
ASTM C 136 Test Method for Sieve Analysis of Fine and Coarse Aggregates
ASTM D 2434 Test Method for Permeability of Granular Soils (Constant Head)
ASTM D 3042 Standard Test Method for Insoluble Residue in Carbonate Aggregates
1.04 SUBMITTALS
A. The Contractor shall submit to the Engineer for approval, at least 7 days prior to the start of construction, Certificates of Compliance for proposed aggregate materials. Certificates of Compliance shall include, at a minimum, typical gradation, insoluable residue content, representative sample, and source of aggregate materials.
B. The Contractor shall submit to the Engineer a list of equipment and technical information for equipment proposed for use in placing the aggregate material in accordance with this Section.
1.05 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed work, the Contractor will be required to repair the deficiency or replace the deficient materials.

Cell 4B Lining System Construction Drainage Aggregate
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02225-2 January 2009

PART 2 – PRODUCTS
2.01 MATERIALS
A. Aggregate shall meet the requirements specified in ASTM C 33 and shall not contain limestone. Aggregate shall have a minimum permeability of 1×10-1 cm/sec when tested in accordance with ASTM D 2434. The requirements of the Aggregate are presented below:
Maximum Particle Size Percent Finer
¾-inch 100
No. 200 Sieve 0 to 2
B. Carbonate loss shall be no greater than 10 percent by dry weight basis when tested in accordance with ASTM D 3042.
2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain hauling, placing, and grading equipment as necessary for aggregate placement.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work in this Section, the Contractor shall become thoroughly familiar with the site, the site conditions, and all portions of the work falling within this and other related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed work of all other Sections and verify that all work is complete to the point where the installation of the work specified in this Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed work of other Sections, the Engineer shall be notified in writing prior to commencing work. Failure to notify the Engineer or commencement of the work of this Section will be construed as Contractor's acceptance of the related work of all other Sections.
3.02 PLACEMENT
A. Place after underlying geosynthetic installation is complete, including construction quality control (CQC) and CQA work.
B. Place to the lines, grades, and dimensions shown on the Drawings.
C. The subgrade of the aggregate consists of a geotextile overlying a geomembrane. The Contractor shall avoid creating large wrinkles (greater than 6-inches high), tearing, puncturing, folding, or damaging in any way the geosynthetic materials during placement of the aggregate material.
D. Damage to the geosynthetic liner system caused by the Contractor or his representatives shall be repaired by the Geosynthetic Installer, at the expense of the Contractor.
E. No density or moisture requirements are specified for placement of the aggregate material.

Cell 4B Lining System Construction Drainage Aggregate
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02225-3 January 2009

3.03 FIELD TESTING
A. The minimum frequency and details of conformance testing are provided below. This testing will be performed by the CQA Engineer. The Contractor shall take this testing frequency into account in planning the construction schedule.
1. Aggregates conformance testing:
a. particle-size analyses conducted in accordance with ASTM C 136 at a frequency of one test per 5,000 yd3, minimum one per project; and
b. permeability tests conducted in accordance with ASTM D 2434 at a frequency of one test per 10,000 yd3, minimum one per project.
3.04 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout, control, and Record Drawings.
3.05 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect all work of this Section.
B. In the event of damage, the Contractor shall make repairs and replacements to the satisfaction of the Engineer at no additional cost to the Owner.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Drainage Aggregate will be incidental to the PVC pipe, and payment will be based on the unit price for PVC pipe provided on the Bid Schedule.
B. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Material samples, sampling, and testing.
• Excavation, loading, and hauling.
• Placing and grading.
• Layout survey.
• Rejected material.
• Rejected material removal, re-testing, handling, and repair.
• Mobilization. [ END OF SECTION ]

Cell 4B Lining System Construction Polyvinyl Chloride Pipe
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02616-1 January 2009

SECTION 02616 POLYVINYL CHLORIDE (PVC) PIPE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, and equipment necessary to install perforated and solid wall polyvinyl chloride (PVC) Schedule 40 pipe and fittings, as shown on the Drawings and in accordance with the Construction Quality Assurance (CQA) Plan.
1.02 RELATED SECTIONS
Section 02225 – Drainage Aggregate
Section 02270 – Geomembrane
Section 02771 – Geotextile
Section 02772 – Geonet
1.03 REFERENCES
A. Drawings.
B. Site CQA Plan.
C. Latest version of the American Society for Testing and Materials (ASTM) standards:
ASTM D 1784 Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.
ASTM D 1785 Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80 and 120.
ASTM D 2466 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40.
ASTM D 2564 Standard Specification for Solvent Cements for Poly (Vinyl Chloride) (PVC) Plastic Pipe and Fittings.
ASTM D 2774 Practice for Underground Installation of Thermoplastic Pressure Piping.
ASTM D 2855 Standard Practice for Making Solvent-Cemented Joints with Poly (Vinyl Chloride) (PVC) Pipe and Fittings.
ASTM F 656 Standard Specification for Primers for Use in Solvent Cement Joints of Poly (Vinyl Chloride) (PVC) Plastic Pipe and Fittings.

Cell 4B Lining System Construction Polyvinyl Chloride Pipe
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02616-2 January 2009

1.04 SUBMITTALS
A. The Contractor shall submit to the Engineer for approval, at least 7 days prior to installation of this material, Certificates of Compliance for the pipe and fittings to be furnished. Certificates of Compliance shall consist of a properties sheet, including specified properties measured using test methods indicated herein.
B. The Contractor shall submit to the Engineer, Record Drawings of the installed piping at a frequency of not less than once per every 50 feet of installed pipe and strip composite. Record Drawings shall be submitted within 7 days of completion of the record survey.
1.05 CQA MONITORING
A. The Contractor shall ensure that the materials and methods used for PVC pipe and fittings installation meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Engineer, will be rejected and shall be repaired or replaced by the Contractor at no additional cost to the Owner.
PART 2 – MATERIALS
2.01 PVC PIPE & FITTINGS
A. PVC pipe and fittings shall be manufactured from a PVC compound which meets the requirements of Cell Classification 12454 polyvinyl chloride as outlined in ASTM D 1784.
B. PVC pipe shall meet the requirements of ASTM D 1784 and ASTM D 1785 for Schedule 40 PVC pipe.
C. PVC fittings shall meet the requirements of ASTM D 2466.
D. Clean rework or recycle material generated by the Manufacturer's own production may be used so long as the pipe or fittings produced meet all the requirements of this Section.
E. Pipe and fittings shall be homogenous throughout and free of visible cracks, holes, foreign inclusions, or other injurious defects, being uniform in color, capacity, density, and other physical properties.
F. PVC pipe and fitting primer shall meet the requirements of ASTM F 656 and solvent cements shall meet the requirements of ASTM D 2564.
2.02 PVC PERFORATED PIPE
A. Perforated pipe shall meet the requirements listed above for solid wall pipe, unless otherwise approved by the Engineer. PVC pipe perforations shall be as shown on the Drawings.
2.03 STRIP COMPOSITE
A. Strip composite shall be comprised of high density polyethylene core Multi-Flow Drainage Systems 12-inch product, or Engineer approved equal. Consideration for equality will involve chemical resistance, compressive strength, and flow capacity. Strip composite shall be installed as shown on the Drawings.
B. Sand bags used to continuously cover the strip composite shall be comprised of woven geotextile capable of allowing liquids to pass and shall have a minimum length of 18-inches.
C. Sand bags shall contain Utah Department of Transportation (UDOT) concrete sand having a carbonate loss of no greater than 10 percent by dry weight basis when tested in accordance with ASTM D 3042 and meeting the following gradation.

Cell 4B Lining System Construction Polyvinyl Chloride Pipe
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02616-3 January 2009

Sieve Size Percent Passing
3/8 inch 100%
No. 4 95% to 100%
No. 16 45% to 80%
No. 50 10% to 30%
No. 100 2% to 10%

D. Contractor shall monitor that sand bags shall not be overfilled to the extent that the underlying strip composite is visible.
PART 3 – PART 3 EXECUTION
3.01 PVC PIPE HANDLING
A. When shipping, delivering, and installing pipe, fittings, and accessories, do so to ensure a sound, undamaged installation. Provide adequate storage for all materials and equipment delivered to the site. PVC pipe and pipe fittings shall be handled carefully in loading and unloading so as not to damage the pipe, fittings, or underlying materials.
3.02 PVC PIPE INSTALLATION
A. PVC pipe installation shall conform to these Specifications, the Manufacturer’s recommendations, and as outlined in ASTM D 2774.
B. PVC perforated and solid wall pipe shall be installed as shown on the Drawings.
C. PVC pipe shall be inspected for cuts, scratches, or other damages prior to installation. Any pipe showing damage, which in the opinion of the CQA Engineer will affect performance of the pipe, must be removed from the site. Contractor shall replace any material found to be defective at no additional cost to the Owner.
3.03 JOINING OF PVC PIPES
A. PVC pipe and fittings shall be joined by primer and solvent-cements per ASTM D 2855.
B. All loose dirt and moisture shall be wiped from the interior and exterior of the pipe end and the interior of fittings.
C. All pipe cuts shall be square and perpendicular to the centerline of the pipe. All burrs, chips, etc., from pipe cutting shall be removed from pipe interior and exterior.
D. Pipe and fittings shall be selected so that there will be as small a deviation as possible at the joints, and so inverts present a smooth surface. Pipe and fittings that do not fit together to form a tight fit will be rejected.
3.04 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect all work of this Section.
B. In the event of damage, the Contractor shall make all repairs and replacements necessary, to the satisfaction of the Engineer.

Cell 4B Lining System Construction Polyvinyl Chloride Pipe
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02616-4 January 2009

PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for 4-inch PVC Pipe will be measured as in-place linear foot (LF) to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. Providing for and complying with the requirements set forth in this Section for 18-inch PVC Pipe will be measured as in-place LF to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
C. Providing for and complying with the requirements set forth in this Section for Strip Drain, including connectors and sand bags, will be measured as in-place LF to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
D. The following are considered incidental to the Work:
• Submittals.
• Quality Control.
• Shipping, handling and storage.
• Fittings.
• Drainage aggregate.
• Joining.
• Mobilization.
• Placement.
• Rejected material.
• Rejected material removal, handling, re-testing, and repair.
• Gravel and sand bags. [END OF SECTION]

Cell 4B Lining System Construction Geomembrane
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02770- 1 January 2009

SECTION 02770 GEOMEMBRANE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for the installation of smooth and textured high-density polyethylene (HDPE) geomembrane, as shown on the Drawings. The work shall be performed as specified herein and in accordance with the Drawings and the site Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage, and seaming of the geomembrane.
1.02 RELATED SECTIONS
Section 02225 – Drainage Aggregate
Section 02771 – Geotextile
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of the American Society for Testing and Materials (ASTM) standards:
ASTM D 638 Standard Test Method for Tensile Properties of Plastics
ASTM D 792 Standard Test Methods for Specific Gravity (Relative Density) and Density of Plastics by Displacement
ASTM D 1505 Standard Test Methods for Density of Plastics by Density-Gradient Technique
ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics
ASTM D 4439 Terminology for Geosynthetics
ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products
ASTM D 5199 Standard Test Method for Measuring the Nominal Thickness of Geosynthetics
ASTM D 5397 Test Method for Evaluation of Stress Crack Resistance of Polyolefin Geomembranes Using Notched Constant Tensile Load Test
ASTM D 5596 Recommended Practice for Microscopical Examination of Pigment Dispersion in Plastic Compounds
ASTM D 5641 Practice for Geomembrane Seam Evaluation by Vacuum Chamber
ASTM D 5820 Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes

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ASTM D 6365 Standard Test Method for the Non-destructive Testing of Geomembrane Seams using the Spark Test.
ASTM D 6392 Standard Test Method for Determining the Integrity of Non-reinforced Geomembrane Seams Produced using Thermo-Fusion Methods.
1.04 QUALIFICATIONS
A. Geomembrane Manufacturer:
1. The Geomembrane Manufacturer shall be responsible for the production of geomembrane rolls from resin and shall have sufficient production capacity and qualified personnel to provide material meeting the requirements of this Section and the construction schedule for this project.
2. The Geomembrane Manufacturer shall have successfully manufactured a minimum of 20,000,000 square feet of polyethylene geomembrane.
B. Geosynthetics Installer:
1. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for field handling, deploying, seaming, temporarily restraining (against wind), and other aspects of the deployment and installation of the geomembrane and other geosynthetic components of the project.
2. The Geosynthetics Installer shall have successfully installed a minimum of 20,000,000 square feet of polyethylene geomembrane on previous projects with similar side slopes, bench widths, and configurations.
3. The installation crew shall have the following experience.
a. The Superintendent shall have supervised the installation of a minimum of 10,000,000 square feet of polyethylene geomembrane on at least ten (10) different projects.
b. At least one seamer shall have experience seaming a minimum of 2,000,000 square feet of polyethylene geomembrane using the same type of seaming apparatus to be used at this Site. Seamers with such experience will be designated "master seamers" and shall provide direct supervision over less experienced seamers.
c. All other seaming personnel shall have seamed at least 100,000 square feet of polyethylene geomembrane using the same type of seaming apparatus to be used at this site. Personnel who have seamed less than 100,000 square feet shall be allowed to seam only under the direct supervision of the master seamer or Superintendent.
1.05 WARRANTY
A. The Geosynthetic Manufacturer shall furnish the Owner a 20-year written warranty against defects in materials. Warranty conditions concerning limits of liability will be evaluated by, and must be acceptable to, the Owner.
B. The Geosynthetic Installer shall furnish the Owner with a 1-year written warranty against defects in workmanship. Warranty conditions concerning limits of liability will be evaluated by, and must be acceptable to, the Owner.

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1.06 SUBMITTALS
A. The Geosynthetic Installer shall submit the following documentation on the resin used to manufacture the geomembrane to the Engineer for approval 14 days prior to transporting any geomembrane to the Site.
1. Copies of quality control certificates issued by the resin supplier including the production dates, brand name, and origin of the resin used to manufacture the geomembrane for the project.
2. Results of tests conducted by the Geomembrane Manufacturer to verify the quality of the resin used to manufacture the geomembrane rolls assigned to the project.
3. Certification that no reclaimed polymer is added to the resin during the manufacturing of the geomembrane to be used for this project, or, if recycled polymer is used, the Manufacturer shall submit a certificate signed by the production manager documenting the quantity of recycled material, including a description of the procedure used to measure the quantity of recycled polymer.
B. The Geosynthetic Installer shall submit the following documentation on geomembrane roll production to the Engineer for approval 14 days prior to transporting any geomembrane to the site.
1. Quality control certificates, which shall include:
a. roll numbers and identification; and
b. results of quality control tests, including descriptions of the test methods used, outlined in Subpart 2.02 of this Section.
2. The manufacturer warranty specified in Subpart 1.05 of this Section.
C. The Geosynthetic Installer shall submit the following information to the Engineer for approval 14 days prior to mobilization.
1. A Panel Layout Drawing showing the installation layout and identifying geomembrane panel configurations, dimensions, details, locations of seams, as well as any variance or additional details that deviate from the Drawings. The Panel Layout Drawing shall be adequate for use as a construction plan and shall include dimensions, details, etc. The Panel Layout Drawing, as modified and/or approved by the Engineer, shall become Subpart of these Technical Specifications.
2. Installation schedule.
3. Copy of Geosynthetic Installer's letter of approval or license by the Geomembrane Manufacturer.
4. Installation capabilities, including:
a. information on equipment proposed for this project;
b. average daily production anticipated for this project; and
c. quality control procedures.
5. A list of completed facilities for which the Geosynthetic Installer has installed a minimum of 20,000,000 square feet of polyethylene geomembrane, in accordance with Subpart 1.04 of this Section. The following information shall be submitted to the Engineer for each facility:

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a. the name and purpose of the facility, its location, and dates of installation;
b. the names of the owner, Engineer, and geomembrane manufacturer;
c. name of the supervisor of the installation crew; and
d. thickness and surface area of installed geomembrane.
6. In accordance with Subpart 1.04 of this Section, a resume of the Superintendent to be assigned to this project, including dates and duration of employment, shall be submitted at least 7 days prior to beginning geomembrane installation.
7. In accordance with Subpart 1.04 of this Section, resumes of all personnel who will perform seaming operations on this project, including dates and duration of employment, shall be submitted at least 7 days prior to beginning geomembrane installation.
D. A Certificate of Calibration less than 12 months old shall be submitted for each field tensiometer prior to installation of any geomembrane.
E. During installation, the Geosynthetic Installer shall be responsible for the timely submission to the Engineer of:
1. Quality control documentation; and
2. Subgrade Acceptance Certificates, signed by the Geosynthetic Installer, for each area to be covered by geosynthetic materials.
F. Upon completion of the installation, the Geosynthetic Installer shall be responsible for the submission to the Engineer of a warranty from the Geosynthetic Installer as specified in Subpart 1.05.B of this Section.
G. Upon completion of the installation, the Geosynthetic Installer shall be responsible for the submission to the Engineer of a Record Drawing showing the location and number of each panel and locations and numbers of destructive tests and repairs.
H. The Geosynthetic Installer shall submit samples and material property cut-sheets on the proposed geomembrane to the Engineer at least 7 days prior to delivery of this material to the site.
I. The Geosynthetic Installer shall submit the following documentation on welding rod to the Engineer for approval 14 days prior to transporting welding rod to the Site:
1. Quality control documentation, including lot number, welding rod spool number, and results of quality control tests on the welding rod.
2. Certification that the welding rod is compatible with the geomembrane and this Section.
1.07 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Geosynthetic Installer shall be aware of and accommodate all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the Geosynthetic Installer's materials or completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the deficient materials.

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PART 2 – PRODUCTS
2.01 GEOMEMBRANE PROPERTIES
A. The Geomembrane Manufacturer shall furnish white-or off-white-surfaced (upper side only), smooth and textured geomembrane having properties that comply with the required property values shown in Table 02770-1.
B. In addition to the property values listed in Table 02770-1, the geomembrane shall:
1. Contain a maximum of 1 percent by weight of additives, fillers, or extenders (not including carbon black and titanium dioxide).
2. Not have striations, pinholes (holes), bubbles, blisters, nodules, undispersed raw materials, or any sign of contamination by foreign matter on the surface or in the interior.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. Rolls:
1. The Geomembrane Manufacturer shall continuously monitor geomembrane during the manufacturing process for defects.
2. No geomembrane shall be accepted that exhibits any defects.
3. The Geomembrane Manufacturer shall measure and report the geomembrane thickness at regular intervals along the roll length.
4. No geomembrane shall be accepted that fails to meet the specified thickness.
5. The Geomembrane Manufacturer shall sample and test the geomembrane at a minimum of once every 50,000 square feet to demonstrate that its properties conform to the values specified in Table 02770-1. At a minimum, the following tests shall be performed:
Test Procedure
Thickness ASTM D 5199
Specific Gravity ASTM D 792 Method A or ASTM D 1505
Tensile Properties ASTM D 638
Puncture Resistance ASTM D 4833
Carbon Black ASTM D 1603
Carbon Black Dispersion ASTM D 5596
6. Tests not listed above but listed in Table 02770-1 need not be run at the one per 50,000 square feet frequency. However, the Geomembrane Manufacturer shall certify that these tests are in compliance with this Section and have been performed on a sample that is identical to the geomembrane to be used on this project. The Geosynthetic Installer shall provide the test result documentation to the Engineer.
7. Any geomembrane sample that does not comply with the requirements of this Section will result in rejection of the roll from which the sample was obtained and will not be used for this project.

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8. If a geomembrane sample fails to meet the quality control requirements of this Section, the Geomembrane Manufacturer shall sample and test, at the expense of the Manufacturer, rolls manufactured in the same resin batch, or at the same time, as the failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable test results is established to bound the failed roll(s).
9. Additional testing may be performed at the Geomembrane Manufacturer's discretion and expense, to isolate and more closely identify the non-complying rolls and/or to qualify individual rolls.
B. The Geomembrane Manufacturer shall permit the Engineer to visit the manufacturing plant for project specific visits. If possible, such visits will be prior to or during the manufacturing of the geomembrane rolls for the specific project. The Engineer may elect to collect conformance samples at the manufacturing facility to expedite the acceptance of the materials.
2.03 LABELING
A. Geomembrane rolls shall be labeled with the following information.
1. thickness of the material;
2. length and width of the roll;
3. name of Geomembrane Manufacturer;
4. product identification;
5. lot number; and
6. roll number.
2.04 TRANSPORTATION, HANDLING, AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the geomembrane incurred prior to and during transportation to the site.
B. Handling and care of the geomembrane at the site prior to and following installation shall be the responsibility of the Geosynthetic Installer. The Geosynthetic Installer shall be liable for all damage to the materials incurred prior to final acceptance of the liner system by the Owner.
C. Geosynthetic Installer shall be responsible for storage of the geomembrane at the site. The geomembrane shall be protected from excessive heat or cold, dirt, puncture, cutting, or other damaging or deleterious conditions. Any additional storage procedures required by the Geomembrane Manufacturer shall be the Geosynthetic Installer's responsibility. Geomembrane rolls shall not be stored or placed in a stack of more than two rolls high.
D. The geomembrane shall be delivered at least 14 days prior to the planned deployment date to allow the CQA Engineer adequate time to perform conformance testing on the geomembrane samples as described in Subpart 3.05 of this Section. If the CQA Engineer performed a visit to the manufacturing plant and performed the required conformance sampling, geomembrane can be delivered to the site within the 14 days prior to the planned deployment date as long as there is sufficient time for the CQA Engineer to complete the conformance testing and confirm that the rolls shipped to the site are in compliance with this Section.

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PART 3 – GEOMEMBRANE INSTALLATION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer shall become thoroughly familiar with all portions of the work falling within this Section.
B. Inspection:
1. The Geosynthetic Installer shall carefully inspect the installed work of all other Sections and verify that all work is complete to the point where the work of this Section may properly commence without adverse effect.
2. If the Geosynthetic Installer has any concerns regarding the installed work of other Sections, he shall notify the Engineer in writing prior to the start of the work of this Section. Failure to inform the Engineer in writing or commencing installation of the geomembrane will be construed as the Geosynthetic Installer's acceptance of the related work of all other Sections.
C. A pre-installation meeting shall be held to coordinate the installation of the geomembrane with the installation of other components of the liner system.
3.02 GEOMEMBRANE DEPLOYMENT
A. Layout Drawings:
1. The Geosynthetic Installer shall deploy the geomembrane panels in general accordance with the Panel Layout Drawing specified. The Panel Layout Drawing must be approved by the Engineer prior to installation of any geomembrane.
B. Field Panel Identification:
1. A geomembrane field panel is a roll or a portion of roll cut in the field.
2. Each field panel shall be given a unique identification code (number or letter-number). This identification code shall be agreed upon by the Engineer and Geosynthetic Installer.
C. Field Panel Placement:
1. Field panels shall be installed, as approved or modified, at the location and positions indicated on the Panel Layout Drawing.
2. Field panels shall be placed one at a time, and each field panel shall be seamed immediately after its placement.
3. Geomembrane shall not be placed when the ambient temperature is below 32°F or above 122°F, as measured in Subpart 3.03.C.3 in this Section, unless otherwise authorized in writing by the Engineer.
4. Geomembrane shall not be placed during any precipitation, in the presence of excessive moisture (e.g., fog, dew), in an area of ponded water, or in the presence of wind speeds greater than 20 mph.
5. The Geosynthetic Installer shall ensure that:
a. No vehicular traffic is allowed on the geomembrane with the exception of all terrain vehicles with a contact pressures at or lower than that exhibited by foot traffic.

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b. Equipment used does not damage the geomembrane by handling, trafficking, or leakage of hydrocarbons (i.e., fuels).
c. Personnel working on the geomembrane do not smoke, wear damaging shoes, bring glass onto the geomembrane, or engage in other activities that could damage the geomembrane.
d. The method used to unroll the panels does not scratch or crimp the geomembrane and does not damage the supporting soil or geosynthetics.
e. The method used to place the panels minimizes wrinkles (especially differential wrinkles between adjacent panels). The method used to place the panels results in intimate contact between the geomembrane and adjacent components.
f. Temporary ballast and/or anchors (e.g., sand bags) are placed on the geomembrane to prevent wind uplift. Ballast methods must not damage the geomembrane.
g. The geomembrane is especially protected from damage in heavily trafficked areas.
h. Any rub sheets to facilitate seaming are removed prior to installation of subsequent panels.
6. Any field panel or portion thereof that becomes seriously damaged (torn, twisted, or crimped) shall be replaced with new material. Less serious damage to the geomembrane may be repaired, as approved by the Engineer. Damaged panels or portions of damaged panels that have been rejected shall be removed from the work area and not reused.
D. If the Geosynthetic Installer intends to install geomembrane between one hour before sunset and one hour after sunrise, he shall notify the Engineer in writing prior to the start of the work. The Geosynthetic Installer shall indicate additional precautions that shall be taken during these installation hours. The Geosynthetic Installer shall provide proper illumination for work during this time period.
3.03 FIELD SEAMING
A. Seam Layout:
1. In corners and at odd-shaped geometric locations, the number of field seams shall be minimized. No horizontal seam shall be constructed along a slope with an inclination steeper than 10 percent. Horizontal seams shall be considered as any seam having an alignment exceeding 30 degrees from being perpendicular to the slope contour lines, unless otherwise approved by the Engineer. No seams shall be located in an area of potential stress concentration.
2. Seams shall not be allowed within 5 feet of the top or toe of any slope. Horizontal seams can be placed on benches, as long as they are not within 5 feet of the top or toe of slope.
B. Personnel:
1. All personnel performing seaming operations shall be qualified as indicated in Subpart 1.04 of this Section. No seaming shall be performed unless a "master seamer" is present on-site.
C. Weather Conditions for Seaming:

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1. Unless authorized in writing by the Engineer, seaming shall not be attempted at ambient temperatures below 32°F or above 122°F. If the Geosynthetic Installer wishes to use methods that may allow seaming at ambient temperatures below 32°F or above 122°F, the procedure must be approved by the Engineer.
2. A meeting will be held between the Geosynthetic Installer and Engineer to establish acceptable installation procedures. In all cases, the geomembrane shall be dry and protected from wind damage during installation.
3. Ambient temperatures, measured by the CQA Engineer, shall be measured between 0 and 6 inches above the geomembrane surface.
D. Overlapping:
1. The geomembrane shall be cut and/or trimmed such that all corners are rounded.
2. Geomembrane panels shall be shingled with the upslope panel placed over the down slope panel.
3. Geomembrane panels shall be sufficiently overlapped for welding and to allow peel tests to be performed on the seam. Any seams that cannot be destructively tested because of insufficient overlap shall be treated as failing seams.
E. Seam Preparation:
1. Prior to seaming, the seam area shall be clean and free of moisture, dust, dirt, debris of any kind, and foreign material.
2. If seam overlap grinding is required, the process shall be completed according to the Geomembrane Manufacturer's instructions within 20 minutes of the seaming operation and in a manner that does not damage the geomembrane. The grind depth shall not exceed ten percent of the geomembrane thickness.
3. Seams shall be aligned with the fewest possible number of wrinkles and "fishmouths."
F. General Seaming Requirements:
1. Fishmouths or wrinkles at the seam overlaps shall be cut along the ridge of the wrinkle to achieve a flat overlap, ending the cut with circular cut-out. The cut fishmouths or wrinkles shall be seamed and any portion where the overlap is insufficient shall be patched with an oval or round patch of geomembrane that extends a minimum of 6 inches beyond the cut in all directions.
2. Any electric generator shall be placed outside the area to be lined or mounted in a manner that protects the geomembrane from damage due to the weight and frame of the generator or due to fuel leakage. The electric generator shall be properly grounded.
G. Seaming Process:
1. Approved processes for field seaming are extrusion welding and double-track hot-wedge fusion welding. Only equipment identified as part of the approved submittal specified in Subpart 1.06 of this Section shall be used.
2. Extrusion Equipment and Procedures:
a. The Geosynthetics Installer shall maintain at least one spare operable seaming apparatus on site.

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b. Extrusion welding apparatuses shall be equipped with gauges giving the temperatures in the apparatuses.
c. Prior to beginning an extrusion seam, the extruder shall be purged until all heat-degraded extrudate has been removed from the barrel.
d. A smooth insulating plate or fabric shall be placed beneath the hot welding apparatus after use.
3. Fusion Equipment and Procedures:
a. The Geosynthetic Installer shall maintain at least one spare operable seaming apparatus on site.
b. Fusion-welding apparatus shall be automated vehicular-mounted devices equipped with gauges giving the applicable temperatures and speed.
c. A smooth insulating plate or fabric shall be placed beneath the hot welding apparatus after use.
H. Trial Seams:
1. Trial seams shall be made on fragment pieces of geomembrane to verify that seaming conditions are adequate. Trial seams shall be conducted on the same material to be installed and under similar field conditions as production seams. Such trial seams shall be made at the beginning of each seaming period, typically at the beginning of the day and after lunch, for each seaming apparatus used each day, but no less frequently than once every 5 hours. The trial seam sample shall be a minimum of 5 feet long by 1 foot wide (after seaming) with the seam centered lengthwise for fusion equipment and at least 3 feet long by 1 foot wide for extrusion equipment. Seam overlap shall be as indicated in Subpart 3.03.D of this Section.
2. Four coupon specimens, each 1-inch wide, shall be cut from the trial seam sample by the Geosynthetics Installer using a die cutter to ensure precise 1-inch wide coupons. The coupons shall be tested, by the Geosynthetic Installer, with the CQA Monitor present, in peel (both the outside and inside track) and in shear using an electronic readout field tensiometer in accordance with ASTM D 6392, at a strain rate of 2 inches/minute. The samples shall not exhibit failure in the seam, i.e., they shall exhibit a Film Tear Bond (FTB), which is a failure (yield) in the parent material. The required peel and shear seam strength values are listed in Table 02770-2. At no time shall specimens be soaked in water.
3. If any coupon specimen fails, the trial seam shall be considered failing and the entire operation shall be repeated. If any of the additional coupon specimens fail, the seaming apparatus and seamer shall not be accepted and shall not be used for seaming until the deficiencies are corrected and two consecutive successful trial seams are achieved.
I. Nondestructive Seam Continuity Testing:
1. The Geosynthetic Installer shall nondestructively test for continuity on all field seams over their full length. Continuity testing shall be carried out as the seaming work progresses, not at the completion of all field seaming. The Geosynthetic Installer shall complete any required repairs in accordance with Subpart 3.03.K of this Section. The following procedures shall apply:
a. Vacuum testing in accordance with ASTM D 5641.

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b. Air channel pressure testing for double-track fusion seams in accordance with ASTM D 5820 and the following:
i. Insert needle, or other approved pressure feed device, from pressure gauge and inflation device into the air channel at one end of a double track seam.
ii. Energize the air pump and inflate air channel to a pressure between 25 and 30 pounds per square inch (psi). Close valve and sustain the pressure for not less than 5 minutes.
iii. If loss of pressure exceeds 3 psi over 5 minutes, or if the pressure does not stabilize, locate the faulty area(s) and repair seam in accordance with Subpart 3.03.K of this Section.
iv. After 5 minutes, cut the end of air channel opposite from the end with the pressure gauge and observe release of pressure to ensure air channel is not blocked. If the channel does not depressurize, find and repair the portion of the seam containing the blockage per Subpart 3.03.K of this Section. Repeat the air pressure test on the resulting segments of the original seam created by the repair and the ends of the seam.. Repeat the process until the entire length of seam has successfully passed pressure testing or contains a repair. Repairs shall also be non-destructively tested per Subpart 3.03.K.5 of this Section.
v. Remove needle, or other approved pressure feed device, and seal repair in accordance with Subpart 3.03.K of this Section.
c. Spark test seam integrity verification shall be performed in accordance with ASTM D 6365 if the seam cannot be tested using other nondestructive methods.
J. Destructive Testing:
1. Destructive seam tests shall be performed on samples collected from selected locations to evaluate seam strength and integrity. Destructive tests shall be carried out as the seaming work progresses, not at the completion of all field seaming.
2. Sampling:
a. Destructive test samples shall be collected at a minimum average frequency of one test location per 500 feet of total seam length. If after a total of 50 samples have been tested and no more than 1 sample has failed, the frequency can be increased to one per 1,000 feet. Test locations shall be determined during seaming, and may be prompted by suspicion of excess crystallinity, contamination, offset seams, or any other potential cause of imperfect seaming. The CQA Engineer will be responsible for choosing the locations. The Geosynthetic Installer shall not be informed in advance of the locations where the seam samples will be taken. The CQA Engineer reserves the right to increase the sampling frequency if observations suggest an increased frequency is warranted.
b. The CQA Engineer shall mark the destructive sample locations. Samples shall be cut by the Geosynthetic Installer at the locations designated by the CQA Engineer as the seaming progresses in order to obtain laboratory test results before the geomembrane is covered by another material. Each sample shall be numbered and the sample number and location identified on the Panel Layout Drawing. All holes in the geomembrane resulting from the destructive seam

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sampling shall be immediately repaired in accordance with the repair procedures described in Subpart 3.03.K of this Section. The continuity of the new seams associated with the repaired areas shall be tested according to Subpart 3.03.I of this Section.
c. Two coupon strips of dimensions 1-inch wide and 12-inches long with the seam centered parallel to the width shall be taken from any side of the sample location. These samples shall be tested in the field in accordance with Subpart 3.03.J.3 of this Section. If these samples pass the field test, a laboratory sample shall be taken. The laboratory sample shall be at least 1-foot wide by 3.5-feet long with the seam centered along the length. The sample shall be cut into three parts and distributed as follows:
i. One portion 12-inches long to the Geosynthetic Installer.
ii. One portion 18-inches long to the Geosynthetic CQA Laboratory for testing.
iii. One portion 12-inches long to the Owner for archival storage.
3. Field Testing:
a. The two 1-inch wide strips shall be tested in the field tensiometer in the peel mode on both sides of the double track fusion welded sample. The CQA Engineer has the option to request an additional test in the shear mode. If any field test sample fails to meet the requirements in Table 02770-2, then the procedures outlined in Subpart 3.03.J.5 of this Section for a failing destructive sample shall be followed.
4. Laboratory Testing:
a. Testing by the Geosynthetics CQA Laboratory will include "Seam Strength" and "Peel Adhesion" (ASTM D 6392) with 1-inch wide strips tested at a rate of 2 inches/minute. At least 5 specimens will be tested for each test method (peel and shear). Four of the five specimens per sample must pass both the shear strength test and peel adhesion test when tested in accordance with ASTM D 6392. The minimum acceptable values to be obtained in these tests are indicated in Table 02770-2. Both the inside and outside tracks of the dual track fusion welds shall be tested in peel.
5. Destructive Test Failure:
a. The following procedures shall apply whenever a sample fails a destructive test, whether the test is conducted by the Geosynthetic CQA's laboratory, the Geosynthetic Installer laboratory, or by a field tensiometer. The Geosynthetic Installer shall have two options:
i. The Geosynthetic Installer can reconstruct the seam (e.g., remove the old seam and reseam) between any two laboratory-passed destructive test locations created by that seaming apparatus. Trial welds do not count as a passed destructive test.
ii. The Geosynthetic Installer can trace the welding path in each direction to an intermediate location, a minimum of 10 feet from the location of the failed test, and take a small sample for an additional field test at each location. If these additional samples pass the field tests, then full laboratory samples shall be taken. These full laboratory samples shall be

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tested in accordance with Subpart 3.03.J.4 of this Section. If these laboratory samples pass the tests, then the seam path between these locations shall be reconstructed and nondestructively (at a minimum) tested. If a sample fails, then the process shall be repeated, i.e. another destructive sample shall be obtained and tested at a distance of at least 10 more feet in the seaming path from the failed sample. The seam path between the ultimate passing sample locations shall be reconstructed and nondestructively (at a minimum) tested. In cases where repaired seam lengths exceed 150 feet, a destructive sample shall be taken from the repaired seam and the above procedures for destructive seam testing shall be followed.
b. Whenever a sample fails destructive or non-destructive testing, the CQA Engineer may require additional destructive tests be obtained from seams that were created by the same seamer and/or seaming apparatus during the same time shift.
K. Defects and Repairs:
1. The geomembrane will be inspected before and after seaming for evidence of defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. The surface of the geomembrane shall be clean at the time of inspection. The geomembrane surface shall be swept or washed by the Installer if surface contamination inhibits inspection.
2. At observed suspected flawed location, both in seamed and non-seamed areas, shall be nondestructively tested using the methods described Subpart 3.03.I of this Section, as appropriate. Each location that fails nondestructive testing shall be marked by the CQA Engineer and repaired by the Geosynthetic Installer.
3. When seaming of a geomembrane is completed (or when seaming of a large area of a geomembrane is completed) and prior to placing overlying materials, the CQA Engineer shall identify all excessive geomembrane wrinkles. The Geosynthetic Installer shall cut and reseam all wrinkles so identified. The seams thus produced shall be tested as per all other seams.
4. Repair Procedures:
a. Any portion of the geomembrane exhibiting a flaw, or failing a destructive or nondestructive test, shall be repaired by the Geosynthetic Installer. Several repair procedures are acceptable. The final decision as to the appropriate repair procedure shall be agreed upon between the Engineer and the Geosynthetic Installer. The procedures available include:
i. Patching – extrusion welding a patch to repair holes larger than 1/16 inch, tears, undispersed raw materials, and contamination by foreign matter;
ii. Abrading and reseaming – applying an extrusion seam to repair very small sections of faulty extruded seams;
iii. Spot seaming – applying an extrusion bead to repair minor, localized flaws such as scratches and scuffs;
iv. Capping – extrusion welding a geomembrane cap over long lengths of failed seams; and

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v. Strip repairing – cutting out bad seams and replacing with a strip of new material seamed into place on both sides with fusion welding.
b. In addition, the following criteria shall be satisfied:
i. surfaces of the geomembrane that are to be repaired shall be abraded no more than 20 minutes prior to the repair;
ii. all surfaces must be clean and dry at the time of repair;
iii. all seaming equipment used in repair procedures must be approved by trial seaming;
iv. any other potential repair procedures shall be approved in advance, for the specific repair, by the Engineer;
v. patches or caps shall extend at least 6 inches beyond the edge of the defect, and all corners of patches and holes shall be rounded with a radius of at least 3 inches;
vi. extrudate shall extend a minimum of 3 inches beyond the edge of the patch; and
vii. any geomembrane below large caps shall be appropriately cut to avoid water or gas collection between the two sheets.
5. Repair Verification:
a. Repairs shall be nondestructively tested using the methods described in Subpart 3.03.I of this Section, as appropriate. Repairs that pass nondestructive testing shall be considered acceptable repairs. Repairs that failed nondestructive or destructive testing will require the repair to be reconstructed and retested until passing test results are observed. At the discretion of the CQA Engineer, destructive testing may be required on any caps.
3.04 MATERIALS IN CONTACT WITH THE GEOMEMBRANE
A. The Geosynthetic Installer shall take all necessary precautions to ensure that the geomembrane is not damaged during its installation. During the installation of other components of the liner system by the Contractor, the Contractor shall ensure that the geomembrane is not damaged. Any damage to the geomembrane caused by the Contractor shall be repaired by the Geosynthetic Installer at the expense of the Contractor.
B. Soil and aggregate materials shall not be placed over the geomembranes at ambient temperatures below 32°F or above 122°F, unless otherwise specified.
C. All attempts shall be made to minimize wrinkles in the geomembrane.
D. Construction loads permitted on the geomembrane are limited to foot traffic and all terrain vehicles with a contact pressures at or lower than that exhibited by foot traffic.
3.05 CONFORMANCE TESTING
A. Samples of the geomembrane will be removed by the CQA Engineer and sent to a Geosynthetic CQA Laboratory for testing to ensure conformance with the requirements of this Section. The CQA Engineer may collect samples at the manufacturing plant or from the rolls delivered to the site. The Geosynthetic Installer shall assist the CQA Engineer in obtaining conformance samples from any geomembrane rolls sampled at the site. The Geosynthetic Installer and Contractor shall

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account for this sampling and testing requirement in the installation schedule, including the turnaround time for laboratory results. Only materials that meet the requirements of Subpart 2.02 of this Section shall be installed.
B. Samples will be selected by the CQA Engineer in accordance with this Section and with the procedures outlined in the CQA Plan.
C. Samples will be taken at a minimum frequency of one sample per 100,000 square feet. If the Geomembrane Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of 100,000 square feet (90,000 square feet), then the Geosynthetic Installer shall pay the cost for all additional testing.
D. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with the requirements of Subpart 2.02 of this Section.
E. The following tests will be performed by the CQA Engineer:
Test Test Method
Specific Gravity ASTM D 792 or D 1505
Thickness ASTM D 5199
Tensile Properties ASTM D 638
Carbon Black Content ASTM D 1603
Carbon Black Dispersion ASTM D 5596
F. Any geomembrane that is not certified in accordance with Subpart 1.06.C of this Section, or that conformance testing indicates does not comply with Subpart 2.02 of this Section, shall be rejected. The Geosynthetic Installer shall replace the rejected material with new material.
3.06 GEOMEMBRANE ACCEPTANCE
A. The Geosynthetic Installer shall retain all ownership and responsibility for the geomembrane until accepted by the Owner.
B. The geomembrane will not be accepted by the Owner before:
1. the installation is completed;
2. all documentation is submitted;
3. verification of the adequacy of all field seams and repairs, including associated testing, is complete; and
4. all warranties are submitted.
3.07 PROTECTION OF WORK
A. The Geosynthetic Installer and Contractor shall use all means necessary to protect all work of this Section.
B. In the event of damage, the Geosynthetic Installer shall make all repairs and replacements necessary, to the satisfaction of the Engineer.
PART 4 – MEASUREMENT AND PAYMENT

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4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for 60-mil, smooth and textured HDPE geomembrane will be measured as in-place square feet (SF), as measured by the surveyor, including geomembrane in the anchor trench to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
• Submittals.
• Quality Control.
• Shipping, handling and storage.
• Deployment.
• Layout survey.
• Mobilization.
• Rejected material.
• Rejected material removal, handling, re-testing, and repair.
• Overlaps and seaming.
• Temporary anchorage.
• Pipe boots.
• Cleaning seam area.

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TABLE 02770-1 REQUIRED HDPE GEOMEMBRANE PROPERTIES
PROPERTIES QUALIFIERS UNITS
SMOOTH HDPE
SPECIFIED VALUES
TEXTURED HDPE
SPECIFIED VALUES TEST METHOD
Physical Properties
Thickness Average
Minimum
mils
mils
60
54
60
54
ASTM D 5199

Specific Gravity Minimum N/A 0.94 0.94 ASTM D 792 Method A
or ASTM D 1505
Mechanical Properties
Tensile Properties (each direction)
1. Tensile (Break) Strength
2. Elongation at Break 3. Tensile (Yield) Strength
4. Elongation at Yield

Minimum

lb/in
% lb/in
%

228
700 126
12

90
100
126
12

ASTM D 638
Puncture Minimum lb 108 90 ASTM D 4833
Environmental Properties
Carbon Black Content Range % 2-3 2 ASTM D 1603
Carbon Black Dispersion N/A none Note 1 Note 1 ASTM D 5596
Environmental Stress Crack Minimum hr 300 300 ASTM D 5397
Notes: (1) Minimum 9 of 10 in Categories 1 or 2; 10 in Categories 1, 2, or 3.

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TABLE 02770-2 REQUIRED GEOMEMBRANE SEAM PROPERTIES
PROPERTIES QUALIFIERS UNITS SPECIFIED
VALUES(3) TEST METHOD
Shear Strength(1)
Fusion minimum lb/in 120 ASTM D 6392
Extrusion minimum lb/in 120 ASTM D 6392
Peel Adhesion
FTB(2) Visual Observation
Fusion minimum lb/in 91 ASTM D 6392
Extrusion minimum lb/in 78 ASTM D 6392

Notes: (1) Also called “Bonded Seam Strength”.
(2) FTB = Film Tear Bond means that failure is in the parent material, not the seam. The maximum seam separation is 25 percent of the seam area.
(3) Four of five specimens per destructive sample must pass both the shear and peel strength tests.

[END OF SECTION]

Cell 4B Lining System Construction Geotextile
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02771-1 January 2009

SECTION 02771 GEOTEXTILE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for the installation of the geotextile. The work shall be carried out as specified herein and in accordance with the Drawings and the Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, and seaming of the various geotextile components of the project.
C. Geotextile shall be used between the Drainage Aggregate and Geomembrane as shown on the Drawings.
1.02 RELATED SECTIONS
Section 02200 – Earthwork
Section 02225 – Drainage Aggregate
Section 02770 – Geomembrane
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of American Society for Testing and Materials (ASTM) standards:
ASTM D 4355 Standard Test Method for Deterioration of Geotextile from Exposure to Ultraviolet Light and Water
ASTM D 4439 Terminology for Geosynthetics
ASTM D 4491 Standard Test Method for Water Permeability of Geotextile by Permittivity
ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of Geotextile
ASTM D 4632 Standard Test Method for Breaking Load and Elongation of Geotextile (Grab Method)
ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of a Geotextile
ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextile, Geomembranes, and Related Products
ASTM D 5261 Standard Test Method for Measuring Mass Per Unit Area of Geotextile

1.04 SUBMITTALS

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A. The Contractor shall submit the following information regarding the proposed geotextile to the Engineer for approval at least 7 days prior to geotextile delivery:
1. manufacturer and product name;
2. minimum property values of the proposed geotextile and the corresponding test procedures;
3. projected geotextile delivery dates; and
4. list of geotextile roll numbers for rolls to be delivered to the site.
B. At least 7 days prior to geotextile placement, the Contractor shall submit to the Engineer the Manufacturing Quality Control (MQC) certificates for each roll of geotextile. The certificates shall be signed by responsible parties employed by the geotextile manufacturer (such as the production manager). The MQC certificates shall include:
1. lot, batch, and/or roll numbers and identification;
2. MQC test results, including a description of the test methods used; and
3. Certification that the geotextile meets or exceeds the required properties of the Drawings and this Section.
1.05 CQA MONITORING
A. The Contractor shall be aware of and accommodate all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the Contractor's materials or completed work, the Contractor will be required to repair the deficiency or replace the deficient materials at no additional expense to the Owner.
PART 2 – PRODUCTS
2.01 GEOTEXTILE PROPERTIES
A. The Geotextile Manufacturer shall furnish materials that meet or exceed the criteria specified in Table 02771-1 in accordance with the minimum average roll value (MARV), as defined by ASTM D 4439.
B. The geotextile shall be nonwoven materials, suitable for use in filter/separation and cushion applications.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. The geotextile shall be manufactured with MQC procedures that meet or exceed generally accepted industry standards.
B. The Geotextile Manufacturer shall sample and test the geotextile to demonstrate that the material conforms to the requirements of these Specifications.
C. Any geotextile sample that does not comply with this Section shall result in rejection of the roll from which the sample was obtained. The Contractor shall replace any rejected rolls.
D. If a geotextile sample fails to meet the MQC requirements of this Section the Geotextile Manufacturer shall additionally sample and test, at the expense of the Manufacturer, rolls manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls

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shall continue until a pattern of acceptable test results is established to define the bounds of the failed roll(s). All the rolls pertaining to the failed rolls shall be rejected.
E. Additional sample testing may be performed, at the Geotextile Manufacturer's discretion and expense, to identify more closely the extent of non-complying rolls and/or to qualify individual rolls.
F. Sampling shall, in general, be performed on sacrificial portions of the geotextile material such that repair is not required. The Geotextile Manufacturer shall sample and test the geotextile to demonstrate that the geotextile properties conform to the values specified in Table 02771-1.
1. At a minimum, the following MQC tests shall be performed on the geotextile (results of which shall meet the requirements specified in Table 02271):
Test Procedure Frequency
Grab strength ASTM D 4632 130,000 ft2
Mass per Unit Area ASTM D 5261 130,000 ft2
Tear strength ASTM D 4533 130,000 ft2
Puncture strength ASTM D 4833 130,000 ft2
Permittivity ASTM D 4491 540,000 ft2
A.O.S. ASTM D 4751 540,000 ft2
G. The Geotextile Manufacturer shall comply with the certification and submittal requirements of this Section.
2.03 PACKING AND LABELING
A. Geotextile shall be supplied in rolls wrapped in relatively impervious and opaque protective covers.
B. Geotextile rolls shall be marked or tagged with the following information:
1. manufacturer's name;
2. product identification;
3. lot or batch number;
4. roll number; and
5. roll dimensions.
2.04 TRANSPORTATION, HANDLING, AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the geotextile incurred prior to and during transportation to the site.
B. The geotextile shall be delivered to the site at least 14 days prior to the planned deployment date to allow the CQA Engineer adequate time to perform conformance testing on the geotextile samples as described in Subpart 3.06 of this Section.

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C. Handling, unloading, storage, and care of the geotextile at the site, prior to and following installation, are the responsibility of the Contractor. The Contractor shall be liable for any damage to the materials incurred prior to final acceptance by the Owner.
D. The Contractor shall be responsible for offloading and storage of the geotextile at the site.
E. The geotextile shall be protected from sunlight, puncture, or other damaging or deleterious conditions. The geotextile shall be protected from mud, dirt, and dust. Any additional storage procedures required by the geotextile Manufacturer shall be the responsibility of the Contractor.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Contractor shall become thoroughly familiar with the site, the site conditions, and all portions of the work falling within this Section.
B. If the Contractor has any concerns regarding the installed work of other Sections or the site, the Engineer shall be notified, in writing, prior to commencing the work. Failure to notify the Engineer or commencing installation of the geotextile will be construed as Contractor's acceptance of the related work of all other Sections.
3.02 PLACEMENT
A. Geotextile installation shall not commence over other materials until CQA conformance evaluations, by the CQA Engineer, of underlying materials are complete, including evaluations of the Contractor's survey results to confirm that the previous work was constructed to the required grades, elevations, and thicknesses. Should the Contractor begin the work of this Section prior to the completion of CQA evaluations for underlying materials or this material, this shall be at the risk of removal of these materials, at the Contractor’s expense, to remedy the non-conformances. The Contractor shall account for the CQA conformance evaluations in the construction schedule.
B. The Contractor shall handle all geotextile in such a manner as to ensure it is not damaged in any way.
C. The Contractor shall take any necessary precautions to prevent damage to underlying materials during placement of the geotextile.
D. After unwrapping the geotextile from its opaque cover, the geotextile shall not be left exposed for a period in excess of 15 days unless a longer exposure period is approved in writing by the Geotextile Manufacturer.
E. The Contractor shall take care not to entrap stones, excessive dust, or moisture in the geotextile during placement.
F. The Contractor shall anchor or weight all geotextile with sandbags, or the equivalent, to prevent wind uplift.
G. The Contractor shall examine the entire geotextile surface after installation to ensure that no foreign objects are present that may damage the geotextile or adjacent layers. The Contractor shall remove any such foreign objects and shall replace any damaged geotextile.
3.03 SEAMS AND OVERLAPS
A. On slopes steeper than 10 horizontal to 1 vertical, geotextiles shall be continuous down the slope; that is, no horizontal seams are allowed. Horizontal seams shall be considered as any seam having an alignment exceeding 20 degrees from being perpendicular to the slope contour lines, unless

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otherwise approved by the Engineer. No horizontal seams shall be allowed within 5 feet of the top or toe of the slopes.
B. Geotextile shall be overlapped a minimum of 12-inches.
3.04 REPAIR
A. Any holes or tears in the geotextile shall be repaired using a patch made from the same geotextile. If a tear exceeds 50 percent of the width of a roll, that roll shall be removed and replaced.
3.05 PLACEMENT OF SOIL MATERIALS
A. The Contractor shall place soil materials on top of the geotextile in such a manner as to ensure that:
1. the geotextile and the underlying materials are not damaged;
2. minimum slippage occurs between the geotextile and the underlying layers during placement; and
3. excess stresses are not produced in the geotextile.
B. Equipment shall not be driven directly on the geotextile.
3.06 CONFORMANCE TESTING
A. Conformance samples of the geotextile materials will be removed by the CQA Engineer after the material has been received at the site and sent to a Geosynthetic CQA Laboratory for testing to ensure conformance with the requirements of this Section and the CQA Plan. This testing will be carried out, in accordance with the CQA Plan, prior to the start of the work of this Section.
B. Samples of each geotextile will be taken, by the CQA Engineer, at a minimum frequency of one sample per 260,000 square feet (minimum of one).
C. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with requirements of Subpart 2.01 of this Section until passing conformance test results are obtained for all material that is received at the site. This additional testing shall be performed at the expense of the Contractor.
D. The following conformance tests will be performed (results of which shall meet the requirements specified in Table 02771):
Test Procedure
Grab strength ASTM D 4632
Mass per Unit Area ASTM D 5261
Puncture strength ASTM D 4833
Permittivity ASTM D 4491
A.O.S. ASTM D 4751
E. Any geotextile that is not certified in accordance with Subpart 1.04 of this Section, or that conformance testing results do not comply with Subpart 2.01 of this Section, will be rejected. The Contractor shall replace the rejected material with new material. All other rolls that are represented by failing test results will also be rejected, unless additional testing is performed to further determine the bounds of the failed material.

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3.07 PROTECTION OF WORK
A. The Contractor shall protect all work of this Section.
B. In the event of damage, the Contractor shall make repairs and replacements to the satisfaction of the Engineer at the expense of the Contractor.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Geotextile will be incidental to PVC Pipe, and payment will be based on the unit price provided for PVC Pipe on the Bid Schedule.
B. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Shipping, handling, and storage.
• Layout survey.
• Mobilization.
• Rejected material.
• Overlaps and seaming.
• Rejected material removal, handling, re-testing, and repair.
• Temporary anchorage.

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TABLE 02771-1 REQUIRED PROPERTY VALUES FOR GEOTEXTILE
PROPERTIES QUALIFIERS UNITS
SPECIFIED
VALUES
TEST
METHOD
Physical Properties
Mass per unit area Minimum oz/yd2 16 ASTM D 5261
Apparent opening size (O95) Maximum mm 0.21 ASTM D 4751
Permittivity Minimum s-1 0.5 ASTM D 4491
Grab strength Minimum lb 390 ASTM D 4632
Tear strength Minimum lb 150 ASTM D 4533
Puncture strength Minimum lb 240 ASTM D 4833
Ultraviolet Resistance @
500 hours
Minimum % 70 ASTM D 4355
[ END OF SECTION ]

Cell 4B Lining System Construction Geosynthetic Clay Liner
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02772- 1 January 2009

SECTION 02772 GEOSYNTHETIC CLAY LINER
PART 1 – GENERAL
1.01 SCOPE
A. The Geosynthetic Installer shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for installation of the geosynthetic clay liner (GCL). The work shall be carried out as specified herein and in accordance with the Drawings and Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage, and seaming of the GCL.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
Section 02770 – Geomembrane
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest Version American Society of Testing and Materials (ASTM) Standards:
ASTM D 5887 Test Method for Measurement of Index Flux Through Saturated Geosynthetic Clay Liner Specimens using a Flexible Wall Permeameter
ASTM D 5888 Guide for Storage and Handling of Geosynthetic Clay Liners
ASTM D 5890 Test Method for Swell Index of Clay Mineral Component of Geosynthetic Clay Liners
ASTM D 5891 Test Method for Fluid Loss of Clay Component of Geosynthetic Clay Liners
ASTM D 5993 Test Method for Measuring Mass per Unit Area of Geosynthetic Clay Liners
1.04 QUALIFICATIONS
A. GCL Manufacturer:
1. The Manufacturer shall be a well-established firm with more than five (5) years of experience in the manufacturing of GCL.
2. The GCL Manufacturer shall be responsible for the production of GCL rolls and shall have sufficient production capacity and qualified personnel to provide material meeting the requirements of this Section and the construction schedule for this project.
B. GCL Installer:
1. The Geosynthetic Installer shall install the GCL and shall meet the requirements of Section 02770 Subpart 1.04. B and this Section.
2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for field handling, deploying, temporarily restraining (against wind), and other aspects of the

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deployment and installation of the GCL and other geosynthetic components of the project.
1.05 SUBMITTALS
A. At least 7 days before transporting any GCL to the site, the Manufacturer shall provide the following documentation to the Engineer for approval.
1. list of material properties, including test methods utilized to analyze/confirm properties.
2. GCL samples.
3. projected delivery dates for this project.
4. Manufacturing quality control certificates for each shift's production for which GCL for the project was produced, signed by responsible parties employed by the Manufacturer (such as the production manager).
5. Manufacturer Quality Control (MQC) certificates, including:
a. roll numbers and identification; and
b. MQC results, including description of test methods used, outlined in Subpart 2.02 of this Section.
6. Certification that the GCL meets all the properties outlined in Subpart 2.01 of this Section.
1.06 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the deficient materials at no additional cost to the Owner.
PART 2 – PRODUCTS
2.01 MATERIAL PROPERTIES
A. The flux of the bentonite portion of the GCL shall be no greater than 1×10-8 m3/m2-sec, when measured in a flexible wall permeameter in accordance with ASTM D 5887 under an effective confining stress of 5 pounds per square inch (psi).
B. The GCL shall have the following minimum dimensions:
1. the minimum roll width shall be 15 feet; and
2. the linear length shall be long enough to conform with the requirements specified in this Section.
C. The bentonite used to fabricate the GCL shall be comprised of at least 88 percent sodium montmorillonite.
D. The bentonite component of the GCL shall be applied at a minimum concentration of 0.75 pound per square foot (psf), when measured at a water content of 0 percent.
E. The GCL shall meet or exceed all required property values listed in Table 02772-1.

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F. The bentonite will be adhered to the backing material(s) in a manner that prevents it from being dislodged when transported, handled, and installed in a manner prescribed by the Manufacturer. The method used to hold the bentonite in place shall not be detrimental to other components of the lining system.
G. The geotextile components of the GCL shall be woven and nonwoven and have a combined mass per unit area of 9 ounces per square yard (oz./SY).
H. The GCL shall be needle punched.
2.02 INTERFACE SHEAR TESTING
A. Interface Shear test(s) shall be performed on the proposed geosynthetic and soil components in accordance with ASTM D 5321. Tests shall be performed on several geosynthetic interfaces as outlined below.
1. Hydrated GCL and Cushion Geotextile to textured HDPE Geomembrane interface - the GCL shall be underlain by prepared subgrade compacted to 90% of the maximum dry density (ASTM D 1557) at the optimum moisture content and overlain by a textured 60-mil HDPE geomembrane and cushion geotextile. The geosynthetic components of the liner system shall be allowed to “float” (i.e., not fixed) such that the failure surface can occur between any of the interfaces.
a. The test shall evaluate the interface between the woven GCL or cushion geotextile and a textured HDPE geomembrane. Before shearing, the GCL shall be hydrated under for 48 hours. The test shall be performed at normal stresses of 100, 200, and 300 psf at a shear rate of no more than 0.04 in./min. (1 mm/min.).
b. The results of this test shall have a peak apparent friction angle in excess of 25 degrees.
2. Hydrated GCL and geonet to smooth geomembrane interface - the GCL shall be underlain by prepared subgrade compacted to 90% of the maximum dry density (ASTM D 1557) at the optimum moisture content and overlain by a smooth 60-mil HDPE geomembrane and geonet. The geosynthetic components of the liner system shall be allowed to “float” (i.e., not fixed) such that the failure surface can occur between any of the interfaces.
a. The test shall evaluate the interface between the woven GCL or geonet and a smooth HDPE geomembrane. Before shearing, the GCL shall be hydrated under a loading of 250 psf for 48 hours. The test shall be performed at normal stresses of 10, 20, and 30 psi at a shear rate of no more than 0.04 in./min. (1 mm/min.).
b. The results of this test shall have a peak apparent friction angle in excess of 10 degrees.
2.03 MANUFACTURING QUALITY CONTROL (MQC)
A. The GCL shall be manufactured with quality control procedures that meet or exceed generally accepted industry standards.
B. The Manufacturer shall sample and test the GCL to demonstrate that the material complies with the requirements of this Section.
C. Any GCL sample that does not comply with this Section will result in rejection of the roll from which the sample was obtained. The Manufacturer shall replace any rejected rolls.

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D. If a GCL sample fails to meet the quality control requirements of this Section, the Engineer will require that the Manufacturer sample and test, at the expense of the Manufacturer, rolls manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable test results is established to determine the bounds of the failed roll(s). All rolls pertaining to failed tests shall be rejected.
E. Additional sample testing may be performed, at the Manufacturer's discretion and expense, to more closely identify the extent of any non-complying rolls and/or to qualify individual rolls.
F. Sampling shall, in general, be performed on sacrificial portions of the GCL material such that repair is not required. The Manufacturer shall sample and test the GCL to demonstrate that its properties conform to the requirements stated herein. At a minimum, the following (MQC) tests shall be performed by the Manufacturer: dry mass per unit area (ASTM D5993) and index flux at frequencies of at least one per 50,000 square feet and one per 200,000 square feet, respectively.
G. The Manufacturer shall comply with the certification and submittal requirements of this Section.
2.04 PACKING AND LABELING
A. GCL shall be supplied in rolls wrapped in impervious and opaque protective covers.
B. GCL shall be marked or tagged with the following information:
1. Manufacturer's name;
2. product identification;
3. lot number;
4. roll number; and
5. roll dimensions.
2.05 TRANSPORTATION, HANDLING AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the GCL incurred prior to and during transportation to the site.
B. Handling, storage, and care of the GCL at the site prior to and following installation, are the responsibility of the Geosynthetic Installer, until final acceptance by the Owner.
C. The GCL shall be stored and handled in accordance with ASTM D 5888.
D. The Geosynthetic Installer shall be liable for all damage to the materials incurred prior to and during transportation to the site including hydration of the GCL prior to placement.
E. The GCL shall be on-site at least 14 days prior to the scheduled installation date to allow for completion of conformance testing described in Subpart 3.07 of this Section.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer shall carefully inspect the installed work of all other Sections and verify that all work is complete to the point where the installation of this Section may properly commence without adverse impact.
B. If the Geosynthetic Installer has any concerns regarding the installed work of other Sections, he should notify the Engineer in writing prior to commencing the work. Failure to notify the

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Engineer or commencing installation of the GCL will be construed as Geosynthetic Installer's acceptance of the related work of all other Sections.
C. A pre-installation meeting shall be held to coordinate the installation of the GCL with the installation of other components of the lining system.
3.02 SURFACE PREPARATION
A. The Geosynthetics Installer shall provide certification in writing that the surface on which the GCL will be installed is acceptable. This certification of acceptance shall be given to the Engineer’s representative prior to commencement of geosynthetics installation in the area under consideration. Special care shall be taken to maintain the prepared soil surface..
B. No GCL shall be placed onto an area that has been softened by precipitation or that has cracked due to desiccation. The soil surface shall be observed daily to evaluate the effects of desiccation cracking and/or softening on the integrity of the prepared subgrade.
3.03 HANDLING AND PLACEMENT
A. The Geosynthetic Installer shall handle all GCL in such a manner that it is not damaged in any way.
B. In the presence of wind, all GCL shall be sufficiently weighted with sandbags to prevent their movement.
C. Any GCL damaged by stones or other foreign objects, or by installation activities, shall be repaired in accordance with Subpart 3.06 by the Geosynthetic Installer, at the expense of the Geosynthetic Installer.
D. CQA EngineerCQA EngineerThe GCL shall be installed with the woven geotextile facing up (against the overlying geomembrane).
3.04 OVERLAPS
A. On slopes steeper than 10:1 (horizontal:vertical), all GCL shall be continuous down the slope, i.e., no horizontal seams shall be allowed on the slope. Horizontal seams shall be considered as any seam having an alignment exceeding 30 degrees from being perpendicular to the slope contour lines, unless otherwise approved by the Engineer.
B. All GCL shall be overlapped in accordance with the Manufacturer's recommended procedures. At a minimum, along the length (i.e., the sides) of the GCL placed on slopes steeper than 10:1 (horizontal:vertical), the overlap shall be 12 inches, and along the width (i.e., the ends) the overlap shall be 24 inches.
C. At a minimum, along the length (i.e., the sides) of the GCL placed on non-sloped areas (i.e. slopes no steeper than 10:1), the overlap shall be 6-inches, and along the width (i.e., the ends) the overlap shall be 12-inches.
3.05 MATERIALS IN CONTACT WITH THE GCL
A. Installation of other components of the liner system shall be carefully performed to avoid damage to the GCL.
B. Engineer approved low ground pressure equipment may be driven directly on the GCL.
C. Installation of the GCL in appurtenant areas, and connection of the GCL to appurtenances shall be made according to the Drawings. The Geosynthetic Installer shall ensure that the GCL is not damaged while working around the appurtenances.

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3.06 REPAIR
A. Any holes or tears in the GCL shall be repaired by placing a GCL patch over the defect. On slopes steeper than 10 percent, the patch shall overlap the edges of the hole or tear by a minimum of 2 feet in all directions. On slopes 10 percent or flatter, the patch shall overlap the edges of the hole or tear by a minimum of 1 foot in all directions. The patch shall be secured with a Manufacturer recommended water-based adhesive.
B. Care shall be taken to remove any soil, rock, or other materials, which may have penetrated the torn GCL.
C. The patch shall not be nailed or stapled.
3.07 CONFORMANCE TESTING
A. Samples of the GCL will be removed by the CQA Engineer and sent to a Geosynthetic CQA Laboratory for testing to ensure conformance with the requirements of this Section and the CQA Plan. The Geosynthetic Installer shall assist the CQA Engineer in obtaining conformance samples. The Geosynthetic Installer shall account for this testing in the installation schedule.
B. At a minimum, the following conformance tests will be performed at a minimum frequency rate of one sample per 100,000 square feet: mass per unit area (ASTM D 5993) and bentonite moisture content (ASTM D 5993). At a minimum, the following conformance tests will be performed at a frequency of one sample per 400,000 square feet: index flux (ASTM D 5887). If the GCL Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of 100,000 square feet (90,000 square feet), then the Geosynthetic Installer shall pay the cost for all additional testing.
C. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with the requirements of Subpart 2.01 of this Section until passing conformance test results are obtained for all material that is received at the site. This additional testing shall be performed at the expense of the Geosynthetic Installer.
D. Any GCL that is not certified by the Manufacturer in accordance with Subpart 1.05 of this Section or that does not meet the requirements specified in Subpart 2.01 shall be rejected and replaced by the Geosynthetic Installer, at the expense of the Geosynthetic Installer.
3.08 PROTECTION OF WORK
A. The Geosynthetic Installer shall protect all work of this Section.
B. In the event of damage, the Geosynthetic Installer shall immediately make all repairs and replacements necessary to the approval of the Engineer, at the expense of the Geosynthetic Installer.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for GCL will be measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
• Submittals.
• Quality Control.
• Shipping, handling and storage.

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• Overlaps and seaming.
• Layout survey.
• Mobilization.
• Rejected material.
• Rejected material removal, handling, re-testing, and repair.
• Overlaps and seaming.
• Temporary anchorage.
• Visqueen.
TABLE 02772-1 REQUIRED GCL PROPERTY VALUES
PROPERTIES QUALIFIERS UNITS SPECIFIED(1) VALUES TEST METHOD
Bentonite Content4 minimum lb/ft3 0.75 ASTM D 5993
Bentonite Swell Index minimum mL/2g 24 ASTM D 5890
Bentonite Fluid Loss maximum mL 18 ASTM D 5891
Hydraulic Index Flux maximum m3/m2-s 1 x 10-8 ASTM D 58873
Notes: (1) All values represent minimum average roll values (i.e., any roll in a lot should meet or exceed the values in this table).
(2) Interface shear strength testing shall be performed, by the CQA Engineer, in accordance with Part 2.02 of this Section.
(3) Hydraulic flux testing shall be performed under an effective confining stress of 5 pounds per square inch.
(4) Measured at a moisture content of 0 percent; also known as mass per unit area

[END OF SECTION]

Cell 4B Lining System Construction Geonet
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 02773-1 January 2009

SECTION 02773 GEONET PART 1 – GENERAL
1.01 SCOPE
A. The Geosynthetic Installer shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for installation of the geonet. The work shall be carried out as specified herein and in accordance with the Drawings and Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage, and seaming of the geonet.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
Section 02225 – Drainage Aggregate
Section 02616 – Polyvinyl Chloride (PVC) Pipe
Section 02770 – Geomembrane
Section 02771 – Geotextile
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest Version American Society of Testing and Materials (ASTM) Standards:
ASTM D792 Standard Test Methods for Specific Gravity and Density of Plastics by Displacement
ASTM D1505 Standard Test Method for Density of Plastics by the Density-Gradient Technique
ASTM D1603 Standard Test Method for Carbon Black in Olefin Plastics
ASTM D4218 Standard Test Method for Determination of Carbon Black Content in Polyethylene Compounds by Muffle-Furnace Technique
ASTM D4716 Standard Test Method for Constant Head Hydraulic Transmissivity (In-Place Flow) of Geotextiles and Geotextile Related Products
ASTM D5199 Standard Test Method for Measuring Nominal Thickness of Geosynthetics
1.04 QUALIFICATIONS
A. Geonet Manufacturer:
1. The Manufacturer shall be a well-established firm with more than five (5) years of experience in the manufacturing of geonet.

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2. The Manufacturer shall be responsible for the production of geonet rolls and shall have sufficient production capacity and qualified personnel to provide material meeting the requirements of this Section and the construction schedule for this project.
B. Geonet Installer:
1. The Geosynthetic Installer shall meet the requirements of Subpart 1.04. B of Section 02770, and this Section.
2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for field handling, deploying, temporarily restraining (against wind and re-curling), and other aspects of the deployment and installation of the geonet and other geosynthetic components of the project.
1.05 SUBMITTALS
A. At least 7 days before transporting any geonet to the site, the Manufacturer shall provide the following documentation to the Engineer for approval.
1. list of material properties, including test methods utilized to analyze/confirm properties.
2. geonet samples.
3. projected delivery dates for this project.
4. Manufacturing Quality Control (MQC) certificates for each shift's production for which geonet for the project was produced, signed by responsible parties employed by the Manufacturer (such as the production manager). MQC certificates shall include:
a. roll numbers and identification; and
b. MQC results, including description of test methods used, outlined in Subpart 2.01 of this Section.
c. Certification that the geonet meets all the properties outlined in Subpart 2.01 of this Section.
1.06 CONSTRUCTION QUALITY ASSURANCE (CQA)
A. The Geosynthetic Installer shall ensure that the materials and methods used for producing and handling the geonet meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Engineer, will be rejected and shall be repaired or replaced, at the Geosynthetic Installer’s expense.
B. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the deficient materials at now additional cost to the Owner.
PART 2 – PRODUCTS
2.01 GEONET PROPERTIES
A. The Manufacturer shall furnish geonet having properties that comply with the required property values shown on Table 02773-1.

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B. In addition to documentation of the property values listed in Table 02773-1, the geonet shall contain a maximum of one percent by weight of additives, fillers, or extenders (not including carbon black) and shall not contain foaming agents or voids within the ribs of the geonet.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. The geonet shall be manufactured with MQC procedures that meet or exceed generally accepted industry standards.
B. Any geonet sample that does not comply with the Specifications will result in rejection of the roll from which the sample was obtained. The Geonet Manufacturer shall replace any rejected rolls at no additional cost to Owner.
C. If a geonet sample fails to meet the MQC requirements of this Section, then the Geonet Manufacturer shall sample and test each roll manufactured, in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable test results is established.
D. Additional sample testing may be performed, at the Geonet Manufacturer’s discretion and expense, to more closely identify any non-complying rolls and/or to qualify individual rolls.
E. Sampling shall, in general, be performed on sacrificial portions of the geonet material such that repair is not required. The Manufacturer shall sample and test the geonet, at a minimum, once every 100,000 square feet to demonstrate that its properties conform to the values specified in Table 02773-1.
F. At a minimum, the following MQC tests shall be performed:
Test Procedure
Density ASTM D 792 or D 1505
Thickness ASTM D 5199
Carbon Black Content ASTM D 1603

G. The hydraulic transmissivity test (ASTM D 4716) in Table 02773-1 need not be performed at a frequency of one per 100,000 square feet. However, the Geonet Manufacturer will certify that this test has been performed on a sample of geonet identical to the product that will be delivered to the Site. The Geonet Manufacturer shall provide test results as part of MQC documentation.
H. The Geonet Manufacturer shall comply with the certification and submittal requirements of this Section.
2.03 LABELING
A. Geonet shall be supplied in rolls labeled with the following information:
1. manufacturer’s name;
2. product identification;
3. lot number;
4. roll number; and
5. roll dimensions.

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2.04 TRANSPORTATION
A. Transportation of the geonet shall be the responsibility of the Geonet Manufacturer. The Geonet Manufacturer shall be liable for all damages to the materials incurred prior to and during transportation to the site.
B. Geonet shall be delivered to the site at least 7 days before the scheduled date of deployment to allow the CQA Engineer adequate time to inventory the geonet rolls and obtain additional conformance samples, if needed. The Geosynthetic Installer shall notify the CQA Engineer a minimum of 48 hours prior to any delivery.
2.05 HANDLING AND STORAGE
A. The Geosynthetic Manufacturer shall be responsible for handling, off-loading, storage, and care of the geonet prior to and following installation at the Site. The Geosynthetic Installer shall be liable for all damages to the materials incurred prior to final acceptance of the geonet drainage layer by the Owner.
B. The geonet shall be stored off the ground and out of direct sunlight, and shall be protected from mud and dirt. The Geosynthetic Installer shall be responsible for implementing any additional storage procedures required by the Geonet Manufacturer.
2.06 CONFORMANCE TESTING
A. Conformance testing, if required, shall be performed in accordance with the CQA Plan. The Geosynthetics installer shall assist the CQA Engineer in obtaining conformance samples, if requested. The CQA Engineer has the option of collecting samples at the manufacturing facility.
B. Passing conformance testing results, if applicable, are required before any geonet is deployed.
C. Samples shall be taken at a minimum frequency of one sample per 200,000 square feet with a minimum of one sample per lot. If the Geonet Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of 200,000 square feet (180,000 square feet), then the Geosynthetic Installer shall pay the cost for all additional testing.
D. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with the requirements of Subpart 2.01 of this Section until passing conformance test results are obtained for all material that is received at the Site. This additional testing shall be performed at the expense of the Geosynthetic Installer.
E. Any geonet that are not certified in accordance with Subpart 1.05 of this Section, or that conformance testing indicates do not comply with Subpart 2.01 of this Section, will be rejected by the CQA Engineer. The Geonet Manufacturer shall replace the rejected material with new material at no additional cost to the Owner.
PART 3 – EXECUTION
3.01 HANDLING AND PLACEMENT
A. On slopes steeper than 10:1 (horizontal:vertical), all geonet shall be continuous down the slope, i.e., no horizontal seams shall be allowed on the slope. Horizontal seams shall be considered as any seam having an alignment exceeding 20 degrees from being perpendicular to the slope contour lines, unless otherwise approved by the Engineer.
B. Geonet shall be placed with the machine direction perpendicular to the contour intervals (i.e. placed with machine direction in line with the direction of flow).

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C. The geonet shall be handled in such a manner as to ensure it is not damaged in any way.
D. Precautions shall be taken to prevent damage to underlying layers during placement of the geonet.
E. The geonet shall be installed in a manner that minimizes wrinkles.
F. Care shall be taken during placement of geonet to prevent dirt or excessive dust in the geonet that could cause clogging and/or damage to the adjacent materials.
3.02 JOINING AND TYING
A. Adjacent panels of geonet shall be overlapped by at least 4 inches These overlaps shall be secured by tying with nylon ties.
B. Tying shall be achieved by plastic fasteners or polymer braid. Tying devices shall be white or yellow for easy inspection. Metallic devices shall not be used.
C. Tying shall be performed at a minimum interval of every 5 feet along the geonet roll edges and 2 feet along the geonet roll ends.
3.03 REPAIR
A. Any holes or tears in the geonet shall be repaired by placing a patch extending 1 foot. beyond the edges of the hole or tear. The patch shall be placed under the panel and secured to the original geonet by tying every 6 inches with approved tying devices. If the hole or tear width across the roll is more than 50 percent of the width of the roll, then the damaged area shall be cut out and the two portions of the geonet shall be joined in accordance with the requirements of Subpart 3.02 of this Section.
3.04 PRODUCT PROTECTION
A. The Geosynthetics Installer shall use all means necessary to protect all prior work, and all materials and completed work of other Sections.
B. In the event of damage to the geonet, the Geosynthetic Installer shall immediately make all repairs per the requirements of this Section.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for geonet will be measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
• Submittals.
• Quality Control.
• Shipping, handling, and storage.
• Overlaps and seaming.
• Layout survey.
• Offloading.
• Mobilization.
• Rejected material.
• Rejected material removal, handling, re-testing, and repair.
• Temporary anchorage.

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TABLE 02773-1
REQUIRED GEONET PROPERTY VALUES

PROPERTIES QUALIFIERS UNITS SPECIFIED(1)
VALUES
TEST METHOD
Resin Density Minimum g/cc 0.94 ASTM D792 or D1505
Carbon Black Content Range % 2.0 – 3.0 ASTM D1603 or D4218
Thickness Minimum Mils 300 ASTM D5199
Transmissivity(2) Minimum m2 / sec 8 x 10-3 ASTM D4716

Notes: (1) All values (except transmissivity) represent average roll values.
(2) Transmissivity shall be measured using water at 68°F with a gradient of 0.1 under a confining pressure of 7,000 lb/ft2. The geonet
shall be placed in the testing device between 60-mil HDPE smooth geomembrane. Measurements are taken one hour after
application of confining pressure.

[ END OF SECTION ]

Cell 4B Lining System Construction Cast-in-Place Concrete
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 03400-1 January 2009

SECTION 03400 CAST-IN-PLACE CONCRETE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, transportation and equipment necessary to construct a cast-in-place spillway crossing as shown on the Drawings and as specified herein.
B. The Work shall include, but not be limited to, procurement, delivery, subgrade preparation, formwork, concrete placement, control joints, surface treatment, and curing.
1.02 RELATED SECTIONS
None.
1.03 REFERENCES
A. Drawings
B. Construction Quality Assurance (CQA) Plan
C. Latest version of American Concrete Institute (ACI) standards:
ACI 117 Tolerances for Concrete Construction and Materials
ACI 211.1 Selecting Proportions for Normal, Heavyweight, and Mass Concrete
ACI 301 Structural Concrete for Buildings
ACI 304R Measuring, Mixing, Transporting, and Placing Concrete
ACI 308 Standard Practice for Curing Concrete
ACI 318 Building Code Requirements for Reinforced Concrete
ACI 347R Formwork for Concrete
D. Latest version of the American Society for Testing and Materials (ASTM) standards:
ASTM A 615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement
ASTM C 33 Concrete Aggregates
ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens
ASTM C 94 Ready- Mixed Concrete
ASTM C 127 Specific Gravity and Adsorption of Coarse Aggregate
ASTM C 128 Specific Gravity and Adsorption of Fine Aggregate
ASTM C 143 Slump of Hydraulic Cement Concrete
ASTM C 150 Portland Cement

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ASTM C 171 Sheet Materials for Curing Concrete
ASTM C 192 Making and Curing Concrete Test Specimens in the Laboratory
ASTM C 309 Liquid Membrane - Forming Compounds for Curing Concrete
ASTM C 403 Time of Setting of Concrete Mixtures by Penetration Resistance
ASTM C 494 Chemical Admixtures for Concrete
ASTM C 618 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete
1.04 SUBMITTALS
A. At least 7 days prior to construction of the concrete, Contractor shall submit a mix design for the type of concrete. Submit a complete list of materials including types, brands, sources, amount of cement, fly ash, pozzolans, retardants, and admixtures, and applicable reference specifications for the following:
1. Slump design based on total gallons of water per cubic yard.
2. Type and quantity of cement.
3. Brand, type, ASTM designation, active chemical ingredients, and quantity of each admixture.
4. Compressive strength based on 28-day compression tests.
B. Delivery Tickets:
1. Provide duplicate delivery tickets with each load of concrete delivered, one for Contractor's records and one for Engineer, with the following information:
a. Date and serial number of ticket.
b. Name of ready-mixed concrete plant, operator, and job location.
c. Type of cement, admixtures, if any, and brand name.
d. Cement content, in bags per cubic yard (CY) of concrete, and mix design.
e. Truck number, time loaded, and name of dispatcher.
f. Amount of concrete (CY) in load delivered.
g. Gallons of water added at job, if any, and slump of concrete after water was added.
C. Delivery
1. The Concrete Manufacturer shall be liable for all damage to the materials incurred prior to and during transportation to the Site.
1.05 MANUFACTURER QUALITY CONTROL (MQC)
A. Aggregates shall be sampled and tested in accordance with ASTM C 33.
B. Concrete test specimens shall be made, cured, and stored in conformity with ASTM C 192 and tested in conformity with ASTM C 39.
C. Slump shall be determined in accordance with ASTM C 143.
1.06 LIMITING REQUIREMENTS

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A. Unless otherwise specified, each concrete mix shall be designed and concrete shall be controlled within the following limits:
1. Concrete slump shall be kept as low as possible, consistent with proper handling and thorough compaction. Unless otherwise authorized by the Engineer, slump shall not exceed 5 inches.
2. The admixture content, batching method, and time of introduction to the mix shall be in accordance with the manufacturer's recommendations for minimum shrinkage and for compliance with this Section. A water-reducing admixture may be included in concrete.
PART 2 – PRODUCTS
2.01 PROPORTIONING AND DESIGN MIXES
A. Concrete shall have the following properties.
1. 3,000 pounds per square inch (psi), 28-day compressive strength.
2. Slump range of 1 to 5 inches.
3. Coarse Aggregate Gradation, ASTM C 33, Number 57 or 67.
B. Retarding admixture in proportions recommended by the manufacturer to attain additional working and setting time from 1 to 5 hours.
2.02 CONCRETE MATERIALS
A. Cement shall conform to ASTM C 150 Type II.
B. Water shall be fresh and clean, free from oils, acids, alkalis, salts, organic materials, and other substances deleterious to concrete.
C. Aggregates shall conform to ASTM C 33. Aggregates shall not contain any substance which may be deleteriously reactive with the alkalis in the cement, and shall not possess properties or constituents that are known to have specific unfavorable effects in concrete.
D. The Contractor may use a water reducing chemical admixture. The water reducing admixture shall conform to ASTM C 494, Type A. The chemical admixture shall be approved by the Engineer.
2.03 REINFORCING STEEL
A. The reinforcing steel shall be Grade 60 in accordance with ASTM A 615.
B. Unless otherwise noted on the Drawings, all reinforcement bars shall be No. 3 (3/8-inch diameter) in accordance with ASTM A 615 and welded wire fabric shall be sized as 6 x 6, W1.4 x W1.4.
PART 3 – EXECUTION
3.01 BATCHING, MIXING, AND TRANSPORTING CONCRETE
A. Batching shall be performed according to ASTM C 94, ACI 301, and ACI 304R, except as modified herein. Batching equipment shall be such that the concrete ingredients are consistently measured within the following tolerances: 1 percent for cement and water, 2 percent for aggregate, and 3 percent for admixtures. Concrete Manufacturer shall furnish mandatory batch ticket information for each load of ready mix concrete.

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B. Machine mixing shall be performed according to ASTM C 94 and ACI 301. Mixing shall begin within 30 minutes after the cement has been added to the aggregates. Concrete shall be placed within 90 minutes of either addition of mixing water to cement and aggregates or addition of cement to aggregates. Additional water may be added, provided that both the specified maximum slump and water-cement ratio are not exceeded. When additional water is added, an additional 30 revolutions of the mixer at mixing speed is required. Dissolve admixtures in the mixing water and mix in the drum to uniformly distribute the admixture throughout the batch.
C. Transport concrete from the mixer to the forms as rapidly as practicable. Prevent segregation or loss of ingredients. Clean transporting equipment thoroughly before each batch. Do not use aluminum pipe or chutes. Remove concrete which has segregated in transporting and dispose of as directed.
3.02 SUBGRADE PREPARATION
A. Subgrade shall be graded to the lines and elevations as shown on the Drawings.
B. Standing water, mud, debris, and foreign matter shall be removed before concrete is placed.
3.03 PLACING CONCRETE
A. Place concrete in accordance with ACI 301, ACI 318, and ACI 304R. Place concrete as soon as practicable after the forms and the reinforcement have been approved by the CQA Engineer. Do not place concrete when weather conditions prevent proper placement and consolidation, in uncovered areas during periods of precipitation, or in standing water. Prior to placing concrete, remove dirt, construction debris, water, snow, and ice from within the forms. Deposit concrete as close as practicable to the final position in the forms. Place concrete in one continuous operation from one end of the structure towards the other
B. Ensure reinforcement is not disturbed during concrete placement.
C. Do not allow concrete temperature to decrease below 50 °F while curing. Cover concrete and provide sufficient heat to maintain 50 °F minimum adjacent to both the formwork and the structure while curing. Limit the rate of cooling to 5 °F in any 1 hour and 50 °F per 24 hours after heat application.
D. Do not spread concrete with vibrators. Concrete shall be placed in final position without being moved laterally more than 5 feet.
E. When placing of concrete is temporarily halted or delayed, provide construction joints.
F. Concrete shall not be dropped a distance greater than 5 feet.
G. Place concrete with aid of internal mechanical vibrator equipment capable of 9,000 cycles/minute. Transmit vibration directly to concrete.
H. Hot Weather:
1. Comply with ACI 304R.
2. Concrete temperature shall not exceed 90°F.
3. At air temperatures of 80°F or above, keep concrete as cool as possible during placement and curing. Cool forms by water wash.
4. Evaporation reducer shall be used in accordance with manufacturer recommendations (Subpart 2.02).

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3.04 CURING AND PROTECTION
A. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury in accordance with ACI 308.
B. Immediately after placement, protect concrete from plastic shrinkage by applying evaporation reducer in accordance with manufacturer recommendations (Subpart 2.02).
C. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete (Subpart 2.02).
D. Protect from damaging mechanical disturbances, particularly load stresses, heavy shock, and excessive vibration.
E. Membrane curing compound shall be spray applied at a coverage of not more than 300 square feet per gallon. Unformed surfaces shall be covered with curing compound within 30 minutes after final finishing. If forms are removed before the end of the specified curing period, curing compound shall be immediately applied to the formed surfaces before they dry out.
F. Curing compound shall be suitably protected against abrasion during the curing period.
G. Film curing will not be allowed.
3.05 FORMS
A. Formwork shall prevent leakage of mortar and shall conform to the requirements of ACI 347R.
B. Do not disturb forms until concrete is adequately cured.
C. Form system design shall be the Contractor’s responsibility.
3.06 CONTROL JOINTS
A. Control joints shall consist of plastic strips set flush with finished surface or ¼-inch wide joints formed with a trowel immediately after pouring or cut with a diamond saw within 12 hours after pouring.
B. Control joints shall be installed in a 15 foot by 15 foot grid spacing along the slab unless otherwise approved by the Engineer. Control joints shall be no greater than 1 ½ inches below the surface.
3.07 SLAB FINISHES
A. Unformed surfaces of concrete shall be screeded and given an initial float finish followed by additional floating, and troweling where required.
B. Concrete shall be broom finished.
3.08 SURVEY
A. The Surveyor shall locate the features of the concrete structure. The dimensions, locations and elevations of the features shall be presented on the Surveyor’s Record Drawings.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Cast-In-Place Concrete will be measured as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule.

Cell 4B Lining System Construction Cast-in-Place Concrete
SC0349.TECHNICALSPECIFICATIONS4B.F.20090109.DOC Page 03400-6 January 2009

B. The following are considered incidental to the work:
• Mobilization.
• Submittals.
• Quality Control.
• Excavation.
• Subgrade preparation.
• Concrete batching, mixing, and delivery.
• Layout and as-built Record Survey.
• Subgrade preparation.
• Reinforcing steel.
• Formwork.
• Concrete placement and finishing.
• Sawcutting and control joints.
• Rejected material removal, handling, re-testing, repair, and replacement.
[ END OF SECTION ]

EXHIBIT G

REVISED CONSTRUCTION
QUALITY ASSURANCE
(CQA) PLAN

Prepared for
Denison Mines (USA) Corp.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
CONSTRUCTION QUALITY
ASSURANCE PLAN FOR THE
CONSTRUCTION OF CELL 4B LINING
SYSTEM
WHITE MESA MILL
BLANDING, UTAH
Prepared by

10875 Rancho Bernardo Rd., Suite 200
San Diego, CA 92127
Project Number SC0349

December 2007
Revised January 2009

SC0349.CQAPlan4B.20090109.F.rpt.doc ii December 2007
Revised January 2009
TABLE OF CONTENTS

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

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

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10.2.1 Introduction ................................................................................... 30 
10.2.2 Review of Quality Control............................................................. 30 
10.2.2.1 Material Properties Certification ................................... 30 
10.2.2.2 Geomembrane Roll MQC Certification ........................ 31 
10.2.3 Conformance Testing ..................................................................... 31 
10.3 Delivery ....................................................................................................... 32 
10.3.1 Transportation and Handling ......................................................... 32 
10.3.2 Storage ........................................................................................... 32 
10.4 Geomembrane Installation .......................................................................... 33 
10.4.1 Introduction ................................................................................... 33 
10.4.2 Earthwork ...................................................................................... 33 
10.4.2.1 Surface Preparation ....................................................... 33 
10.4.2.2 Geosynthetic Termination ............................................. 33 
10.4.3 Geomembrane Placement .............................................................. 34 
10.4.3.1 Panel Identification ....................................................... 34 
10.4.3.2 Field Panel Placement ................................................... 34 
10.4.4 Field Seaming ................................................................................ 36 
10.4.4.1 Requirements of Personnel ........................................... 36 
10.4.4.2 Seaming Equipment and Products ................................ 37 
10.4.4.3 Seam Preparation .......................................................... 38 
10.4.4.4 Weather Conditions for Seaming .................................. 38 
10.4.4.5 Overlapping and Temporary Bonding .......................... 39 
10.4.4.6 Trial Seams .................................................................... 39 
10.4.4.7 General Seaming Procedure .......................................... 39 
10.4.4.8 Nondestructive Seam Continuity Testing ..................... 40 
10.4.4.9 Destructive Testing ....................................................... 42 
10.4.5 Defects and Repairs ....................................................................... 46 
10.4.5.1 Identification ................................................................. 46 
10.4.5.2 Evaluation ..................................................................... 46 
10.4.5.3 Repair Procedures ......................................................... 46 
10.4.5.4 Verification of Repairs .................................................. 47 
10.4.5.5 Large Wrinkles .............................................................. 48 
10.4.6 Lining System Acceptance ............................................................ 48 
11. GEOTEXTILE ........................................................................................................ 49 
11.1 Introduction ................................................................................................. 49 
11.2 Manufacturing ............................................................................................. 49 
11.3 Labeling ....................................................................................................... 50 
11.4 Shipment and Storage ................................................................................. 50 
11.5 Conformance Testing .................................................................................. 51 
11.5.1 Tests ............................................................................................... 51 

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11.5.2 Sampling Procedures ..................................................................... 51 
11.5.3 Test Results .................................................................................... 51 
11.5.4 Conformance Sample Failure ........................................................ 51 
11.6 Handling and Placement ............................................................................. 52 
11.7 Seams and Overlaps .................................................................................... 52 
11.8 Repair .......................................................................................................... 53 
11.9 Placement of Soil or Aggregate Materials .................................................. 53 
12. GEOSYNTHETIC CLAY LINER (GCL) .............................................................. 54 
12.1 Introduction ................................................................................................. 54 
12.2 Manufacturing ............................................................................................. 54 
12.3 Labeling ....................................................................................................... 54 
12.4 Shipment and Storage ................................................................................. 55 
12.5 Conformance Testing .................................................................................. 55 
12.5.1 Tests ............................................................................................... 55 
12.5.2 Conformance Sample Failure ........................................................ 56 
12.6 GCL Delivery and Storage .......................................................................... 56 
12.7 GCL Installation .......................................................................................... 57 
13. GEONET ................................................................................................................ 58 
13.1 Introduction ................................................................................................. 58 
13.2 Manufacturing ............................................................................................. 58 
13.3 Labeling ....................................................................................................... 58 
13.4 Shipment and Storage ................................................................................. 58 
13.5 Conformance Testing .................................................................................. 59 
13.5.1 Tests ............................................................................................... 59 
13.5.2 Sampling Procedures ..................................................................... 59 
13.5.3 Test Results .................................................................................... 59 
13.5.4 Conformance Test Failure ............................................................. 60 
13.6 Handling and Placement ............................................................................. 60 
13.7 Geonet Seams and Overlaps ........................................................................ 61 
13.8 Repair .......................................................................................................... 61 
14. CONCRETE SPILLWAY ...................................................................................... 62 
14.1 Introduction ................................................................................................. 62 
14.2 CQA Monitoring Activities ......................................................................... 62 
14.2.1 Subgrade Preparation ..................................................................... 62 
14.2.2 Liner System and Cushion Geotextile Installation ........................ 62 
14.2.3 Welded Wire Reinforcement Installation ...................................... 62 
14.2.4 Concrete Installation ...................................................................... 62 
14.2.5 Conformance Testing ..................................................................... 63 
14.3 Deficiencies ................................................................................................. 63 
14.3.1 Notification .................................................................................... 63 

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14.3.2 Repairs ........................................................................................... 63 
15. SURVEYING ......................................................................................................... 65 
15.1 Survey Control ............................................................................................ 65 
15.2 Precision and Accuracy ............................................................................... 65 
15.3 Lines and Grades ......................................................................................... 65 
15.4 Frequency and Spacing ............................................................................... 65 
15.5 Documentation ............................................................................................ 65 

TABLES

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

SC0349.CQAPlan4B.20090109.F.rpt.doc 1 December 2007
Revised January 2009
1. INTRODUCTION
1.1 Terms of Reference

Geosyntec Consultants (Geosyntec) has prepared this Construction Quality Assurance
(CQA) Plan for the construction of liner systems associated with the Cell 4B Lining
System Construction at the Denison Mines (USA) Corp. (DMC) White Mesa Mill
Facility (site), located at 6425 South Highway 191, Blanding, Utah 84511. This CQA
Plan was prepared by Ms. Rebecca Flynn, E.I.T., of Geosyntec, and was reviewed by
Mr. Gregory T. Corcoran, P.E., also of Geosyntec, in general accordance with the peer
review policies of the firm.

1.2 Purpose and Scope of the Construction Quality Assurance Plan

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

This CQA Plan addresses the earthwork and geosynthetic components of the liner
system for the project. The earthwork, geosynthetic, and appurtenant components
include excavation, fill, prepared subgrade, geosynthetic clay liner (GCL),
geomembrane, geotextile, geonet, drainage aggregate, and polyvinyl chloride (PVC)
pipe. It should be emphasized that care and documentation are required in the
placement of aggregate and in the production and installation of the geosynthetic
materials installed during construction. This CQA Plan delineates procedures to be
followed for monitoring construction utilizing these materials.

The CQA monitoring activities associated with the selection, evaluation, and placement
of drainage aggregate are included in the scope of this plan. The CQA protocols
applicable to manufacturing, shipping, handling, and installing all geosynthetic
materials are also included. However, this CQA Plan does not specifically address
either installation specifications or specification of soils and geosynthetic materials as
these requirements are addressed in the Technical Specifications.

SC0349.CQAPlan4B.20090109.F.rpt.doc 2 December 2007
Revised January 2009
1.3 References

The CQA Plan includes references to test procedures in the latest editions of the American
Society for Testing and Materials (ASTM).

1.4 Organization of the Construction Quality Assurance Plan

The remainder of the CQA Plan is organized as follows:

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

SC0349.CQAPlan4B.20090109.F.rpt.doc 3 December 2007
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2. DEFINITIONS RELATING TO CONSTRUCTION QUALITY
ASSURANCE
This CQA Plan is devoted to Construction Quality Assurance. In the context of this
document, Construction Quality Assurance and Construction Quality Control are
defined as follows:

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

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

2.1 Owner

The Owner of this project is Denison Mines (USA) Corp..

2.2 Construction Manager

Responsibilities

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

SC0349.CQAPlan4B.20090109.F.rpt.doc 4 December 2007
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2.3 Engineer

Responsibilities

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

Qualifications

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

2.4 Contractor

Responsibilities

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

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

Qualifications

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

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2.5 Resin Supplier

Responsibilities

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

Qualifications

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

2.6 Manufacturers

Responsibilities

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

Qualifications

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

2.7 Geosynthetic Installer

Responsibilities

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

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Qualifications

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

2.8 CQA Consultant

Responsibilities

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

Qualifications

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

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

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

SC0349.CQAPlan4B.20090109.F.rpt.doc 7 December 2007
Revised January 2009
2.9 Surveyor

Responsibilities

The Surveyor is a party, independent from the Contractor, Manufacturer, and
Geosynthetic Installer, that is responsible for surveying, documenting, and verifying the
location of all significant components of the Work. The Surveyor’s work is coordinated
and employed by the Contractor. The Surveyor is responsible for issuing Record
Drawings of the construction.

Qualifications

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

2.10 CQA Laboratory

Responsibilities

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

Qualifications

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

SC0349.CQAPlan4B.20090109.F.rpt.doc 8 December 2007
Revised January 2009
2.11 Lines of Communication

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

2.12 Deficiency Identification and Rectification

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

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

Project Organization Chart
Denison Mines (USA) Corp.
White Mesa Mill Cell 4B

Manufacturers / Resin
Suppliers
Owner/Construction Manager
Denison Mines (USA) Corp.

Contractor /
Geosynthetic Installer

Engineer / CQA Consultant
Geosyntec Consultants
Regulatory Agency
Utah Department of
Environmental Quality

CQA Laboratory

SC0349.CQAPlan4B.20090109.F.rpt.doc 9 December 2007
Revised January 2009
The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a
project specification criterion cannot be met, or unusual weather conditions hinder
work, then the CQA Engineer will develop and present to the Design Engineer
suggested solutions for approval. Major modification to the Construction Drawings,
Technical Specifications, or this CQA Plan must be provided to the regulatory agency
for review prior to implementation.

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

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3. CQA CONSULTANT’S PERSONNEL AND DUTIES
3.1 Overview

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

• earthwork;
• subgrade preparation;
• installation of geosynthetic clay liner;
• installation of geomembrane;
• installation of geonet;
• installation of drainage aggregate;
• installation of piping; and
• installation of geotextile.

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

3.2 CQA Personnel

The CQA Consultant’s personnel will include:

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

3.3 CQA Officer

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

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

SC0349.CQAPlan4B.20090109.F.rpt.doc 11 December 2007
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• reviews other site-specific documentation; unless otherwise agreed, such
reviews are for familiarization and for evaluation of constructability only,
and hence the CQA Officer and the CQA Consultant assume no
responsibility for the liner system design;
• reviews and approves the Geosynthetic Installer’s Quality Control (QC)
Plan;
• attends Pre-Construction Meetings as needed;
• administers the CQA program (i.e., provides supervision of and manages
onsite CQA personnel, reviews field reports, and provides engineering
review of CQA related activities);
• provides quality control of CQA documentation and conducts site visits;
• reviews the Record Drawings; and
• with the CQA Site Manager, prepares the CQA report documenting that the
project was constructed in accordance with the Construction Documents.

3.4 CQA Site Manager

The CQA Site Manager:

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

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

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4. SITE AND PROJECT CONTROL
4.1 Project Coordination Meetings

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

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

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

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

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• soil stockpiling locations.

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

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

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

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

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

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5. DOCUMENTATION
5.1 Overview

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

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

5.2 Daily Recordkeeping

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

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

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

5.3 Construction Problems and Resolution Data Sheets

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

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

The Construction Manager will be made aware of significant recurring nonconformance
with the Construction Drawings, Technical Specifications, or CQA Plan. The cause of

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the nonconformance will be determined and appropriate changes in procedures or
specifications will be recommended. These changes will be submitted to the
Construction Manager for approval. When this type of evaluation is made, the results
will be documented and any revision to procedures or specifications will be approved
by the Contractor and Engineer.

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

5.4 Photographic Documentation

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

5.5 Design or Specifications Changes

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

5.6 CQA Report

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

• MQC documentation;
• a summary report describing the CQA activities and indicating compliance
with the Construction Drawings and Technical Specifications which is
signed and sealed by the CQA Officer;

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• a summary of CQA/CQC testing, including failures, corrective measures,
and retest results;
• Contractor and Installer personnel resumes and qualifications as necessary;
• documentation that the geomembrane trial seams were performed in
accordance with the CQA Plan and Technical Specifications;
• documentation that field seams were non-destructively tested using a method
in accordance with the applicable test standards;
• documentation that nondestructive testing was monitored by the CQA
Consultant, that the CQA Consultant informed the Geosynthetic Installer of
any required repairs, and that the CQA Consultant monitored the seaming
and patching operations for uniformity and completeness;
• records of sample locations, the name of the individual conducting the tests,
and the results of tests;
• Record Drawings as provided by the Surveyor; and
• daily field reports.

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

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6. WELL ABANDONMENT
6.1 Introduction

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

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

6.2 CQA Monitoring Activities

6.2.1 Materials

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

6.2.2 Well Abandonment

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

6.3 Deficiencies

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

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6.3.1 Notification

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

6.3.2 Repairs and Re-testing

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

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7. EARTHWORK
7.1 Introduction

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

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

7.2 Earthwork Testing Activities

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

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

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

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the test results can be obtained before the material is installed. The CQA Site Manager
must document sample locations so that failing areas can be immediately isolated. The
CQA Site Manager will follow standard sampling procedures to obtain representative
samples of the proposed soil materials.

7.3 CQA Monitoring Activities

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

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

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

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

• the subgrade soil is free of protrusions larger than 0.5-inches and particles
are to be no larger than 3-inches in longest dimension;
• the subgrade soil is constructed to the lines and grades shown on the
Construction Drawings; and

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• compaction requirements are met as specified in the Technical
Specifications.
7.3.4 Fine Grading
The CQA Site Manager shall monitor and document that site re-grading performed
meets the requirements of the Technical Specifications and the Construction Drawings.
At a minimum, the CQA Site Manager shall monitor that:
• the subgrade surface is free of sharp rocks, debris, and other undesirable
materials;
• the subgrade surface is smooth and uniform by visually monitoring proof
rolling activities; and
• the subgrade surface meets the lines and grades shown on the Construction
Drawings.

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

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

7.4 Deficiencies

If a defect is discovered in the earthwork product, the CQA Site Manager will
immediately determine the extent and nature of the defect. If the defect is indicated by
an unsatisfactory test result, the CQA Site Manager will determine the extent of the
defective area by additional tests, observations, a review of records, or other means that
the CQA Site Manager deems appropriate. If the defect is related to adverse site
conditions, such as overly wet soils or non-conforming particle sizes, the CQA Site
Manager will define the limits and nature of the defect.

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

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

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

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8. DRAINAGE AGGREGATE
8.1 Introduction

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

8.2 Testing Activities

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

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

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

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

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

8.3 CQA Monitoring Activities

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

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

8.4 Deficiencies

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

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

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

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

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

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

9.2 Manufacturer

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

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

The CQA Consultant will document that:

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

9.3 Handling and Laying

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

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

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9.4 Perforations

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

9.5 Joints

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

9.6 Strip Composite

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

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10. GEOMEMBRANE
10.1 General

This section discusses and outlines the CQA activities to be performed for high density
polyethylene (HDPE) geomembrane installation. The CQA Site Manager will review
the Construction Drawings, Technical Specifications, and any approved Addenda
regarding this material.

10.2 Geomembrane Material Conformance

10.2.1 Introduction
The CQA Site Manager will document that the geomembrane delivered to the site meets
the requirements of the Technical Specifications prior to installation. The CQA Site
Manager will:

• review the manufacturer’s submittals for compliance with the Technical
Specifications;
• document the delivery and proper storage of geomembrane rolls; and
• conduct conformance testing of the rolls before the geomembrane is
installed.

The following sections describe the CQA activities required to verify the conformance
of geomembrane.

10.2.2 Review of Quality Control
10.2.2.1 Material Properties Certification

The Manufacturer will provide the Construction Manager and the CQA Site Manager
with the following:

• property data sheets, including, at a minimum, all specified properties,
measured using test methods indicated in the Technical Specifications, or
equivalent; and
• sampling procedures and results of testing.

The CQA Site Manager will document that:

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

10.2.2.2 Geomembrane Roll MQC Certification

Prior to shipment, the Manufacturer will provide the Construction Manager and the
CQA Site Manager with MQC certificates for every roll of geomembrane provided.
The MQC certificates will be signed by a responsible party employed by the
Geomembrane Manufacturer, such as the production manager. The MQC certificates
shall include:

• roll numbers and identification; and
• results of MQC tests; as a minimum, results will be given for thickness,
specific gravity, carbon black content, carbon black dispersion, tensile
properties, and puncture resistance evaluated in accordance with the
methods indicated in the Technical Specifications or equivalent methods
approved by the Construction Manager.

The CQA Site Manager will document that:

• that MQC certificates have been provided at the specified frequency, and
that the certificates identify the rolls related to the roll represented by the test
results; and
• review the MQC certificates and monitor that the certified roll properties
meet the specifications.

10.2.3 Conformance Testing
The CQA Site Manager shall obtain conformance samples (at the manufacturing facility
or site) at the specified frequency and forward them to the Geosynthetics CQA
Laboratory for testing to monitor conformance to both the Technical Specifications and
the list of properties certified by the Manufacturer. The test procedures will be as
indicated in Table 3. Where optional procedures are noted in the test method, the
requirements of the Technical Specifications will prevail.

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Samples will be taken across the width of the roll and will not include the first linear
3 feet of material. Unless otherwise specified, samples will be 3 feet long by the roll
width. The CQA Site Manager will mark the machine direction on the samples with an
arrow along with the date and roll number. The required minimum sampling
frequencies are provided in Table 3.

The CQA Site Manager will examine results from laboratory conformance testing and
will report any non-conformance to the Construction Manager and the Geosynthetic
Installer. The procedures prescribed in the Technical Specifications will be followed in
the event of a failing conformance test.

10.3 Delivery

10.3.1 Transportation and Handling
The CQA Site Manager will document that the transportation and handling does not
pose a risk of damage to the geomembrane.

Upon delivery of the rolls of geomembrane, the CQA Site Manager will document that
the rolls are unloaded and stored on site as required by the Technical Specifications.
Damage caused by unloading will be documented by the CQA Site Manager and the
damaged material shall not be installed.

10.3.2 Storage
The Geosynthetic Installer will be responsible for the storage of the geomembrane on
site. The Contractor will provide storage space in a location (or several locations) such
that onsite transportation and handling are optimized, if possible, to limit potential
damage.

The CQA Site Manager will document that storage of the geomembrane provides
adequate protection against sources of damage.

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10.4 Geomembrane Installation

10.4.1 Introduction
The CQA Consultant will document that the geomembrane installation is carried out in
accordance with the Construction Drawings, Technical Specifications, and
Manufacturer’s recommendations.

10.4.2 Earthwork
10.4.2.1 Surface Preparation

The CQA Site Manager will document that:

• the prepared subgrade meets the requirements of the Technical
Specifications and has been approved; and
• placement of the overlying materials does not damage, create large wrinkles,
or induce excessive tensile stress in any underlying geosynthetic materials.

The Geosynthetic Installer will certify in writing that the surface on which the
geomembrane will be installed is acceptable. The Certificate of Acceptance, as
presented in the Technical Specifications, will be signed by the Geosynthetic Installer
and given to the CQA Site Manager prior to commencement of geomembrane
installation in the area under consideration.

After the subgrade has been accepted by the Geosynthetic Installer, it will be the
Geosynthetic Installer’s responsibility to indicate to the Construction Manager any
change in the subgrade soil condition that may require repair work. If the CQA Site
Manager concurs with the Geosynthetic Installer, then the CQA Site Manager shall
monitor and document that the subgrade soil is repaired before geosynthetic installation
begins.

At any time before and during the geomembrane installation, the CQA Site Manager
will indicate to the Construction Manager locations that may not provide adequate
support to the geomembrane.

10.4.2.2 Geosynthetic Termination

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The CQA Site Manager will document that the geosynthetic terminations (Anchor Trench)
have been constructed in accordance with the Construction Drawings. Backfilling above
the terminations will be conducted in accordance with the Technical Specifications.

10.4.3 Geomembrane Placement
10.4.3.1 Panel Identification

A field panel is the unit area of geomembrane which is to be seamed in the field, i.e., a
field panel is a roll or a portion of roll cut in the field. It will be the responsibility of the
CQA Site Manager to document that each field panel is given an “identification code”
(number or letter-number) consistent with the Panel Layout Drawing. This
identification code will be agreed upon by the Construction Manager, Geosynthetic
Installer and CQA Site Manager. This field panel identification code will be as simple
and logical as possible. Roll numbers established in the manufacturing plant must be
traceable to the field panel identification code.

The CQA Site Manager will establish documentation showing correspondence between
roll numbers and field panel identification codes. The field panel identification code
will be used for all CQA records.

10.4.3.2 Field Panel Placement

Location

The CQA Site Manager will document that field panels are installed at the location
indicated in the Geosynthetic Installer’s Panel Layout Drawing, as approved or
modified by the Construction Manager.

Installation Schedule

Field panels may be installed using one of the following schedules:

• all field panels are placed prior to field seaming in order to protect the
subgrade from erosion by rain;
• field panels are placed one at a time and each field panel is seamed after its
placement (in order to minimize the number of unseamed field panels
exposed to wind); and

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• any combination of the above.

If a decision is reached to place all field panels prior to field seaming, it is usually
beneficial to begin at the high point area and proceed toward the low point with
“shingle” overlaps to facilitate drainage in the event of precipitation. It is also usually
beneficial to proceed in the direction of prevailing winds. Accordingly, an early
decision regarding installation scheduling should be made if and only if weather
conditions can be predicted with reasonable certainty. Otherwise, scheduling decisions
must be made during installation, in accordance with varying conditions. In any event,
the Geosynthetic Installer is fully responsible for the decision made regarding
placement procedures.

The CQA Site Manager will evaluate every change in the schedule proposed by the
Geosynthetic Installer and advise the Construction Manager on the acceptability of that
change. The CQA Site Manager will document that the condition of the subgrade soil
has not changed detrimentally during installation.

The CQA Site Manager will record the identification code, location, and date of
installation of each field panel.

Weather Conditions

Geomembrane placement will not proceed unless otherwise authorized when the
ambient temperature is below 40°F or above 122°F. In addition, wind speeds and
direction will be monitored for potential impact to geosynthetic installation.
Geomembrane placement will not be performed during any precipitation, in the
presence of excessive moisture (e.g., fog, dew), or in an area of ponded water.

The CQA Site Manager will document that the above conditions are fulfilled.
Additionally, the CQA Site Manager will document that the subgrade soil has not been
damaged by weather conditions. The Geosynthetics Installer will inform the
Construction Manager if the above conditions are not fulfilled.

Method of Placement

The CQA Site Manager will document the following:

• equipment used does not damage the geomembrane by handling, trafficking,
excessive heat, leakage of hydrocarbons or other means;

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• the surface underlying the geomembrane has not deteriorated since previous
acceptance, and is still acceptable immediately prior to geomembrane
placement;
• geosynthetic elements immediately underlying the geomembrane are clean
and free of debris;
• personnel working on the geomembrane do not smoke, wear damaging
shoes, or engage in other activities which could damage the geomembrane;
• the method used to unroll the panels does not cause scratches or crimps in
the geomembrane and does not damage the supporting soil;
• the method used to place the panels minimizes wrinkles (especially
differential wrinkles between adjacent panels); and
• adequate temporary loading or anchoring (e.g., sand bags, tires), not likely to
damage the geomembrane, has been placed to prevent uplift by wind (in case
of high winds, continuous loading, e.g., by adjacent sand bags, is
recommended along edges of panels to minimize risk of wind flow under the
panels).

The CQA Site Manager will inform the Construction Manager if the above conditions
are not fulfilled.

Damaged panels or portions of damaged panels that have been rejected will be marked
and their removal from the work area recorded by the CQA Site Manager. Repairs will
be made in accordance with procedures described in Section 9.4.5.

10.4.4 Field Seaming
This section details CQA procedures to document that seams are properly constructed
and tested in accordance with the Manufacturer’s specifications and industry standards.

10.4.4.1 Requirements of Personnel

All personnel performing seaming operations will be qualified by experience or by
successfully passing seaming tests, as outlined in the Technical Specifications. The
most experienced seamer, the “master seamer”, will provide direct supervision over less
experienced seamers.

The Geosynthetic Installer will provide the Construction Manager and the CQA Site
Manager with a list of proposed seaming personnel and their experience records. These

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documents will be reviewed by the Construction Manager and the Geosynthetics CQA
Manager.

10.4.4.2 Seaming Equipment and Products

Approved processes for field seaming are fillet extrusion welding and double-track
fusion welding.

Fillet Extrusion Process

The fillet extrusion-welding apparatus will be equipped with gauges giving the
temperature in the apparatus.

The Geosynthetic Installer will provide documentation regarding the extrusion welding
rod to the CQA Site Manager, and will certify that the extrusion welding rod is
compatible with the Technical Specification, and in any event, is comprised of the same
resin as the geomembrane.

The CQA Site Manager will log apparatus temperatures, ambient temperatures, and
geomembrane surface temperatures at appropriate intervals.

The CQA Site Manager will document that:

• the Geosynthetic Installer maintains, on site, the number of spare operable
seaming apparatus decided at the Pre-construction Meeting;
• equipment used for seaming is not likely to damage the geomembrane;
• the extruder is purged prior to beginning a seam until all heat-degraded
extrudate has been removed from the barrel;
• the electric generator is placed on a smooth base such that no damage occurs
to the geomembrane;
• a smooth insulating plate or fabric is placed beneath the hot welding
apparatus after usage; and
• the geomembrane is protected from damage in heavily trafficked areas.

Fusion Process

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The fusion-welding apparatus must be automated vehicular-mounted devices. The
fusion-welding apparatus will be equipped with gauges giving the applicable
temperatures and pressures.

The CQA Site Manager will log ambient, seaming apparatus, and geomembrane surface
temperatures as well as seaming apparatus speeds.

The CQA Site Manager will also document that:

• the Geosynthetic Installer maintains on site the number of spare operable
seaming apparatus decided at the Pre-construction Meeting;
• equipment used for seaming is not likely to damage the geomembrane;
• for cross seams, the edge of the cross seam is ground to a smooth incline
(top and bottom) prior to welding;
• the electric generator is placed on a smooth cushioning base such that no
damage occurs to the geomembrane from ground pressure or fuel leaks;
• a smooth insulating plate or fabric is placed beneath the hot welding
apparatus after usage; and
• the geomembrane is protected from damage in heavily trafficked areas.

10.4.4.3 Seam Preparation

The CQA Site Manager will document that:

• prior to seaming, the seam area is clean and free of moisture, dust, dirt,
debris, and foreign material; and
• seams are aligned with the fewest possible number of wrinkles and
“fishmouths.”

10.4.4.4 Weather Conditions for Seaming

The normally required weather conditions for seaming are as follows unless authorized
in writing by the Engineer:

• seaming will only be approved between ambient temperatures of 40°F and
122°F.

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If the Geosynthetic Installer wishes to use methods that may allow seaming at ambient
temperatures below 40°F or above 122°F, the Geosynthetic Installer will demonstrate
and certify that such methods produce seams which are entirely equivalent to seams
produced within acceptable temperature, and that the overall quality of the
geomembrane is not adversely affected.

The CQA Site Manager will document that these seaming conditions are fulfilled and
will advise the Geosynthetics Installer if they are not.

10.4.4.5 Overlapping and Temporary Bonding

The CQA Site Manager will document that:

• the panels of geomembrane have a finished overlap of a minimum of
3 inches for both extrusion and fusion welding;
• no solvent or adhesive bonding materials are used; and
• the procedures utilized to temporarily bond adjacent panels together does not
damage the geomembrane.

The CQA Site Manager will log appropriate temperatures and conditions, and will log
and report non-compliances to the Construction Manager.

10.4.4.6 Trial Seams

Trial seams shall be prepared with the procedures and dimensions as indicated in the
Technical Specifications. The CQA Site Manager will observe trial seam procedures
and will document the results of trial seams on trial seam logs. Each trial seam samples
will be assigned a number. The CQA Site Manager, will log the date, time, machine
temperature(s), seaming unit identification, name of the seamer, and pass or fail
description for each trial seam sample tested.

Separate trial seaming logs shall be maintained for fusion welded and extrusion welded
trial seams.

10.4.4.7 General Seaming Procedure

Unless otherwise specified, the general production seaming procedure used by the
Geosynthetic Installer will be as follows:

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• fusion-welded seams are continuous, commencing at one end to the seam
and ending at the opposite end;
• cleaning, overlap, and shingling requirements shall be maintained;
• if seaming operations are carried out at night, adequate illumination will be
provided at the Geosynthetic Installer’s expense; and
• seaming will extend to the outside edge of panels to be placed in the anchor
trench.

The CQA Site Manager shall document geomembrane seaming operations on seaming
logs. Seaming logs shall include, at a minimum:

• seam identifications (typically associated with panels being joined);
• seam starting time and date;
• seam ending time and date;
• seam length;
• identification of person performing seam; and
• identification of seaming equipment.

Separate logs shall be maintained for fusion and extrusion welded seams. In addition,
the CQA Site Manager shall monitor during seaming that:

• fusion-welded seams are continuous, commencing at one end of the seam
and ending at the opposite end; and
• cleaning, overlap, and shingling requirements are maintained.

10.4.4.8 Nondestructive Seam Continuity Testing

Concept

The Geosynthetic Installer will non-destructively test field seams over their length
using a vacuum test unit, air pressure test (for double fusion seams only), or other
method approved by the Construction Manager. The purpose of nondestructive tests is
to check the continuity of seams. It does not provide information on seam strength.
Continuity testing will be carried out as the seaming work progresses, not at the
completion of field seaming.

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The CQA Site Manager will:

• observe continuity testing;
• record location, date, name of person conducting the test, and the results of
tests; and
• inform the Geosynthetic Installer of required repairs.

The Geosynthetic Installer will complete any required repairs in accordance with
Section 10.4.5.

The CQA Site Manager will:

• observe the repair and re-testing of the repair;
• mark on the geomembrane that the repair has been made; and
• document the results.

The following procedures will apply to locations where seams cannot be non-
destructively tested:

All such seams will be cap-stripped with the same geomembrane.

• If the seam is accessible to testing equipment prior to final installation, the
seam will be non-destructively tested prior to final installation.
• If the seam cannot be tested prior to final installation, the seaming and cap-
stripping operations will be observed by the CQA Site Manager and
Geosynthetic Installer for uniformity and completeness.

The seam number, date of observation, name of tester, and outcome of the test or
observation will be recorded by the CQA Site Manager.

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Vacuum Testing

Vacuum testing shall be performed utilizing the equipment and procedures specified in
the Technical Specifications. The CQA Site Manager shall observe the vacuum testing
procedures and document that they are performed in accordance with the Technical
Specifications. The result of vacuum testing shall be recorded on the CQA seaming
logs. Results shall include, at a minimum, the personnel performing the vacuum test
and the result of the test (pass or fail), and the test date. Seams failing the vacuum test
shall be repaired in accordance with the procedures listed in the Technical
Specifications. The CQA Site Manager shall document seam repairs in the seaming
logs.

Air Pressure Testing

Air channel pressure testing shall be performed on double-track seams created with a
fusion welding device, utilizing the equipment and procedures specified in the
Technical Specifications. The CQA Site Manager shall observe the vacuum testing
procedures and document that they are performed in accordance with the Technical
Specifications. The result of air channel pressure testing shall be recorded on the CQA
seaming logs. Results shall include, at a minimum, personnel performing the air
pressure test, the starting air pressure and time, the final air pressure and time, the drop
in psi during the test, and the result of the test (pass or fail). Seams failing the air
pressure test shall be repaired in accordance with the procedures listed in the Technical
Specifications. The CQA Site Manager shall document seam repairs in the seaming
logs.

10.4.4.9 Destructive Testing

Concept

Destructive seam testing will be performed on site and at the independent CQA
laboratory in accordance with the Construction Drawings and the Technical
Specifications. Destructive seam tests will be performed at selected locations. The
purpose of these tests is to evaluate seam strength. Seam strength testing will be done
as the seaming work progresses, not at the completion of all field seaming.

Location and Frequency

The CQA Site Manager will select locations where seam samples will be cut out for
laboratory testing. Those locations will be established as follows.

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• The frequency of geomembrane seam testing is a minimum of one
destructive sample per 500 feet of weld. If after a total of 50 samples have
been tested and no more than one sample has failed, the frequency can be
increased to one per 1,000 feet.
• A minimum of one test per seaming machine over the duration of the
project.
• Additional test locations may be selected during seaming at the CQA Site
Manager’s discretion. Selection of such locations may be prompted by
suspicion of excess crystallinity, contamination, offset welds, or any other
potential cause of imperfect welding.

The Geosynthetic Installer will not be informed in advance of the locations where the
seam samples will be taken.

Sampling Procedure

Samples will be marked by the CQA Site Manager following the procedures listed in
the Technical Specifications. Preliminary samples will be taken from either side of the
marked sample and tested before obtaining the full sample per the requirements of the
Technical Specifications. Samples shall be obtained by the Geosynthetic Installer.
Samples shall be obtained as the seaming progresses in order to have laboratory test
results before the geomembrane is covered by another material. The CQA Site
Manager will:

• observe sample cutting and monitor that corners are rounded;
• assign a number to each sample, and mark it accordingly;
• record sample location on the Panel Layout Drawing; and
• record reason for taking the sample at this location (e.g., statistical routine,
suspicious feature of the geomembrane).

Holes in the geomembrane resulting from destructive seam sampling will be
immediately repaired in accordance with repair procedures described in Section 10.4.5.
The continuity of the new seams in the repaired area will be tested in accordance with
Section 10.4.4.8.

Size and Distribution of Samples

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The destructive sample will be 12 inches (0.3 meters) wide by 42 inches (1.1 meters)
long with the seam centered lengthwise. The sample will be cut into three parts and
distributed as follows:

• one portion, measuring 12 inches by 12 inches (30 centimeters (cm) by
30 cm), to the Geosynthetic Installer for field testing;
• one portion, measuring 12 inches by 18 inches (30 cm by 45 cm), for CQA
Laboratory testing; and
• one portion, measuring 12 inches by 12 inches (30 cm by 30 cm), to the
Construction Manager for archive storage.

Final evaluation of the destructive sample sizes and distribution will be made at the Pre-
Construction Meeting.

Field Testing

Field testing will be performed by the Geosynthetic Installer using a gauged
tensiometer. Prior to field testing the Geosynthetic Installer shall submit a calibration
certificate for gauge tensiometer to the CQA Consultant for review. Calibration must
have been performed within one year of use on the current project. The destructive
sample shall be tested according to the requirements of the Technical Specifications.
The specimens shall not fail in the seam and shall meet the strength requirements
outlined in the Technical Specifications. If any field test specimen fails, then the
procedures outlined in Procedures for Destructive Test Failures of this section will be
followed.

The CQA Site Manager will witness field tests and mark samples and portions with
their number. The CQA Site Manager will also document the date and time, ambient
temperature, number of seaming unit, name of seamer, welding apparatus temperatures
and pressures, and pass or fail description.

CQA Laboratory Testing

Destructive test samples will be packaged and shipped, if necessary, under the
responsibility of the CQA Site Manager in a manner that will not damage the test
sample. The Construction Manager will be responsible for storing the archive samples.

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This procedure will be outlined at the Pre-construction Meeting. Samples will be tested
by the CQA Laboratory. The CQA Laboratory will be selected by the CQA Site
Manager with the concurrence of the Engineer.

Testing will include “Bonded Seam Strength” and “Peel Adhesion.” The minimum
acceptable values to be obtained in these tests are given in the Technical Specifications.
At least five specimens will be tested for each test method. Specimens will be selected
alternately, by test, from the samples (i.e., peel, shear, peel, shear, and so on). A
passing test will meet the minimum required values in at least four out of five
specimens.

The CQA Laboratory will provide test results no more than 24 hours after they receive
the samples. The CQA Site Manager will review laboratory test results as soon as they
become available, and make appropriate recommendations to the Construction
Manager.

Geosynthetic Installer’s Laboratory Testing

The Geosynthetic Installer’s laboratory test results will be presented to the Construction
Manager and the CQA Site Manager for comments.

Procedures for Destructive Test Failure

The following procedures will apply whenever a sample fails a destructive test, whether
that test conducted by the CQA Laboratory, the Geosynthetic Installer’s laboratory, or
by gauged tensiometer in the field. The Geosynthetic Installer has two options:

• The Geosynthetic Installer can reconstruct the seam between two passed test
locations.
• The Geosynthetic Installer can trace the welding path to an intermediate
location at 10 feet (3 meters) minimum from the point of the failed test in
each direction and take a small sample for an additional field test at each
location. If these additional samples pass the test, then full laboratory
samples are taken. If these laboratory samples pass the tests, then the seam
is reconstructed between these locations. If either sample fails, then the
process is repeated to establish the zone in which the seam should be
reconstructed.

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Acceptable seams must be bounded by two locations from which samples passing
laboratory destructive tests have been taken. Repairs will be made in accordance with
Section 10.4.5.

The CQA Site Manager will document actions taken in conjunction with destructive test
failures.

10.4.5 Defects and Repairs
This section prescribes CQA activities to document that defects, tears, rips, punctures,
damage, or failing seams shall be repaired.

10.4.5.1 Identification

Seams and non-seam areas of the geomembrane shall be examined by the CQA Site
Manager for identification of defects, holes, blisters, undispersed raw materials and
signs of contamination by foreign matter. Because light reflected by the geomembrane
helps to detect defects, the surface of the geomembrane shall be clean at the time of
examination.

10.4.5.2 Evaluation

Potentially flawed locations, both in seam and non-seam areas, shall be non-
destructively tested using the methods described in Section 10.4.4.8 as appropriate.
Each location that fails the nondestructive testing will be marked by the CQA Site
Manager and repaired by the Geosynthetic Installer. Work will not proceed with any
materials that will cover locations which have been repaired until laboratory test results
with passing values are available.

10.4.5.3 Repair Procedures

Portions of the geomembrane exhibiting a flaw, or failing a destructive or
nondestructive test, will be repaired. Several procedures exist for the repair of these
areas. The final decision as to the appropriate repair procedure will be at the discretion
of the CQA Consultant with input from the Construction Manager and Geosynthetic
Installer. The procedures available include:

• patching, used to repair large holes, tears, undispersed raw materials, and
contamination by foreign matter;

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• grinding and re-welding, used to repair small sections of extruded seams;
• spot welding or seaming, used to repair small tears, pinholes, or other minor,
localized flaws;
• capping, used to repair large lengths of failed seams; and
• removing a bad seam and replacing with a strip of new material welded into
place (used with large lengths of fusion seams).

In addition, the following provisions will be satisfied:

• surfaces of the geomembrane which are to be repaired will be abraded no
more than 20 minutes prior to the repair;
• surfaces must be clean and dry at the time of the repair;
• all seaming equipment used in repairing procedures must be approved;
• the repair procedures, materials, and techniques will be approved in advance
by the CQA Consultant with input from the Engineer and Geosynthetic
Installer;
• patches or caps will extend at least 6 inches (150 millimeters (mm)) beyond
the edge of the defect, and all corners of patches will be rounded with a
radius of at least 3 inches (75 mm);
• cuts and holes to be patched shall have rounded corners; and
• the geomembrane below large caps should be appropriately cut to avoid
water or gas collection between the two sheets.

10.4.5.4 Verification of Repairs

The CQA Monitor shall monitor and document repairs. Records of repairs shall be
maintained on repair logs. Repair logs shall include, at a minimum:

• panel containing repair and approximate location on panel;
• approximate dimensions of repair;
• repair type, i.e. fusion weld or extrusion weld
• date of repair;
• seamer making the repair; and

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• results of repair non-destructive testing (pass or fail).

Each repair will be non-destructively tested using the methods described herein, as
appropriate. Repairs that pass the non-destructive test will be taken as an indication of
an adequate repair. Large caps may be of sufficient extent to require destructive test
sampling, per the requirements of the Technical Specifications. Failed tests shall be
redone and re-tested until passing test results are observed.

10.4.5.5 Large Wrinkles

When seaming of the geomembrane is completed (or when seaming of a large area of
the geomembrane liner is completed) and prior to placing overlying materials, the CQA
Site Manager will observe the geomembrane wrinkles. The CQA Site Manager will
indicate to the Geosynthetic Installer which wrinkles should be cut and re-seamed. The
seam thus produced will be tested like any other seam.

10.4.6 Lining System Acceptance
The Geosynthetic Installer and the Manufacturer(s) will retain all responsibility for the
geosynthetic materials in the liner system until acceptance by the Construction
Manager.

The geosynthetic liner system will be accepted by the Construction Manager when:

• the installation is finished;
• verification of the adequacy of all seams and repairs, including associated
testing, is complete;
• all documentation of installation is completed including the CQA Site
Manager’s acceptance report and appropriate warranties; and
• CQA report, including “as built” drawing(s), sealed by a registered
professional engineer has been received by the Construction Manager.

The CQA Site Manager will document that installation proceeded in accordance with
the Technical Specifications for the project.

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11. GEOTEXTILE
11.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the
geotextile installation. The CQA Consultant will review the Construction Drawings,
and the Technical Specifications, and any approved addenda or changes.

11.2 Manufacturing

The Manufacturer will provide the Construction Manager with a list of guaranteed
“minimum average roll value” properties (defined as the mean less two standard
deviations), for each type of geotextile to be delivered. The Manufacturer will also
provide the Construction Manager with a written quality control certification signed by
a responsible party employed by the Manufacturer that the materials actually delivered
have property “minimum average roll values” which meet or exceed all property values
guaranteed for that type of geotextile.

The quality control certificates will include:

• roll identification numbers; and
• results of MQC testing.

The Manufacturer will provide, as a minimum, test results for the following:

• mass per unit area;
• grab strength;
• tear strength;
• puncture strength;
• permittivity; and
• apparent opening size.

MQC tests shall be performed at the frequency listed in the Technical Specifications.
CQA tests on geotextile produced for the project shall be performed according to the
test methods specified and frequencies presented in Table 4.

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The CQA Site Manager will examine Manufacturer certifications to evaluate that the
property values listed on the certifications meet or exceed those specified for the
particular type of geotextile and the measurements of properties by the Manufacturer
are properly documented, test methods acceptable and the certificates have been
provided at the specified frequency properly identifying the rolls related to testing.
Deviations will be reported to the Construction Manager.

11.3 Labeling

The Manufacturer will identify all rolls of geotextile with the following:

• manufacturer’s name;
• product identification;
• lot number;
• roll number; and
• roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

11.4 Shipment and Storage

During shipment and storage, the geotextile will be protected from ultraviolet light
exposure, precipitation or other inundation, mud, dirt, dust, puncture, cutting, or any
other damaging or deleterious conditions. To that effect, geotextile rolls will be
shipped and stored in relatively opaque and watertight wrappings.

Protective wrappings will be removed less than one hour prior to unrolling the
geotextile. After the wrapping has been removed, a geotextile will not be exposed to
sunlight for more than 15 days, except for UV protection geotextile, unless otherwise
specified and guaranteed by the Manufacturer.

The CQA Site Manager will observe rolls upon delivery at the site and deviation from
the above requirements will be reported to the Geosynthetic Installer.

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11.5 Conformance Testing

11.5.1 Tests
Upon delivery of the rolls of geotextiles, the CQA Site Manager will obtain
conformance samples and forward to the Geosynthetics CQA Laboratory for testing to
evaluate conformance to Technical Specifications. Required test and testing frequency
for the geotextiles are presented in Table 4. These conformance tests will be performed
in accordance with the test methods specified in the Technical Specifications and will
be documented by the CQA Site Manager.

11.5.2 Sampling Procedures
Samples will be taken across the width of the roll and will not include the first 3 feet.
Unless otherwise specified, samples will be 3 feet long by the roll width. The CQA Site
Manager will mark the machine direction on the samples with an arrow.

Unless otherwise specified, samples will be taken at a rate as indicated in Table 4 for
geotextiles.

11.5.3 Test Results
The CQA Site Manager will examine results from laboratory conformance testing and
will report non-conformance with the Technical Specifications and this CQA Plan to the
Construction Manager.

11.5.4 Conformance Sample Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

• The Manufacturer will replace every roll of geotextile that is in
nonconformance with the Technical Specifications with a roll(s) that meets
Technical Specifications; or
• The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical
Specifications. If either of these samples fail, the numerically closest rolls
on the side of the failed sample will be tested by the CQA Laboratory.
These samples must conform to the Technical Specifications. If any of these

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samples fail, every roll of geotextile on site from this lot and every
subsequently delivered roll that is from the same lot must be tested by the
CQA Laboratory for conformance to the Technical Specifications. This
additional conformance testing will be at the expense of the Manufacturer.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

11.6 Handling and Placement

The Geosynthetic Installer will handle all geotextiles in such a manner as to document
they are not damaged in any way, and the following will be complied with:

• In the presence of wind, all geotextiles will be weighted with sandbags or
the equivalent. Such sandbags will be installed during placement and will
remain until replaced with earth cover material.
• Geotextiles will be cut using an approved geotextile cutter only. If in place,
special care must be taken to protect other materials from damage, which
could be caused by the cutting of the geotextiles.
• The Geosynthetic Installer will take all necessary precautions to prevent
damage to underlying layers during placement of the geotextile.
• During placement of geotextiles, care will be taken not to entrap in the
geotextile stones, excessive dust, or moisture that could damage the
geotextile, generate clogging of drains or filters, or hamper subsequent
seaming.
• A visual examination of the geotextile will be carried out over the entire
surface, after installation, to document that no potentially harmful foreign
objects, such as needles, are present.

The CQA Site Manager will note non-compliance and report it to the Construction
Manager.

11.7 Seams and Overlaps

All geotextiles will be continuously sewn in accordance with Technical Specifications.
Geotextiles will be overlapped 12 inches prior to seaming. No horizontal seams will be
allowed on side slopes (i.e. seams will be along, not across, the slope), except as part of
a patch.

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Sewing will be done using polymeric thread with chemical and ultraviolet resistance
properties equal to or exceeding those of the geotextile.

11.8 Repair

Holes or tears in the geotextile will be repaired as follows:

• On slopes: A patch made from the same geotextile will be double seamed
into place. Should a tear exceed 10 percent of the width of the roll, that roll
will be removed from the slope and replaced.
• Non-slopes: A patch made from the same geotextile will be spot-seamed in
place with a minimum of 6 inches (0.60 meters) overlap in all directions.

Care will be taken to remove any soil or other material that may have penetrated the
torn geotextile.

The CQA Site Manager will observe any repair, note any non-compliance with the
above requirements and report them to the Construction Manager.

11.9 Placement of Soil or Aggregate Materials

The Contractor will place all soil or aggregate materials located on top of a geotextile,
in such a manner as to document:

• no damage of the geotextile;
• minimal slippage of the geotextile on underlying layers; and
• no excess tensile stresses in the geotextile.

Non-compliance will be noted by the CQA Site Manager and reported to the
Construction Manager.

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12. GEOSYNTHETIC CLAY LINER (GCL)
12.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the
geosynthetic clay liner (GCL) installation. The CQA Consultant will review the
Construction Drawings, Technical Specifications, and approved addenda or changes.

12.2 Manufacturing

The Manufacturer will provide the Construction Manager with a list of guaranteed
“minimum average roll value” properties (defined as the mean less two standard
deviations), for the GCL to be delivered. The Manufacturer will also provide the
Construction Manager with a written quality control certification signed by a
responsible party employed by the Manufacturer that the materials actually delivered
have property “minimum average roll values” which meet or exceed all property values
guaranteed for that GCL.

The quality control certificates will include:

• roll identification numbers; and
• results of quality control testing.

The Manufacturer will provide, as a minimum, test results for the following:

• mass per unit area (bentonite content); and
• index flux.

Quality control tests must be performed, in accordance with the test methods specified
in Table 5, on GCL produced for the project.

The CQA Site Manager will examine Manufacturer certifications to verify that the
property values listed on the certifications meet or exceed those specified for the GCL
and the measurements of properties by the Manufacturer are properly documented, test
methods acceptable and the certificates have been provided at the specified frequency
properly identifying the rolls related to testing. Deviations will be reported to the
Construction Manager.

12.3 Labeling

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The Manufacturer will identify all rolls of GCL with the following:

• manufacturer’s name;
• product identification;
• lot number;
• roll number; and
• roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

12.4 Shipment and Storage

During shipment and storage, the GCL will be protected from ultraviolet light exposure,
precipitation or other inundation, mud, dirt, dust, puncture, and cutting or any other
damaging or deleterious conditions. To that effect, GCL rolls will be shipped and
stored in relatively opaque and watertight wrappings.

The CQA Site Manager will observe rolls upon delivery at the site and any deviation
from the above requirements will be reported to the Construction Manager.

12.5 Conformance Testing

12.5.1 Tests
CQA personnel will sample the GCL either during production at the
manufacturing facility or after delivery to the construction site. The samples will be
forwarded to the Geosynthetics CQA Laboratory for testing to assess conformance with
the Technical Specifications. The test methods and minimum testing frequencies are
indicated in Table 5.

Samples will be taken across the width of the roll and will not include the
first 3 ft if the sample is cut on site. Unless otherwise specified, samples will be 3 ft
long by the roll width. The CQA Consultant will mark the machine direction with an
arrow and the manufacturer's roll number on each sample.

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The CQA Site Manager will examine results from laboratory conformance
testing and will report non-conformance to the Construction Manager.

12.5.2 Conformance Sample Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

• The Manufacturer will replace every roll of GCL that is in nonconformance
with the Technical Specifications with a roll(s) that meets Technical
Specifications; or
• The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical
Specifications. If either of these samples fail, the numerically closest rolls
on the side of the failed sample will be tested by the CQA Laboratory.
These samples must conform to the Technical Specifications. If any of these
samples fail, every roll of GCL on site from this lot and every subsequently
delivered roll that is from the same lot must be tested by the CQA
Laboratory for conformance to the Technical Specifications. This additional
conformance testing will be at the expense of the Manufacturer.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

12.6 GCL Delivery and Storage

Upon delivery to the site, the CQA Consultant will check the GCL rolls for defects
(e.g., tears, holes) and for damage. The CQA Consultant will report to the Construction
Manager and the Geosynthetics Installer:

• any rolls, or portions thereof, which should be rejected and removed from
the site because they have severe flaws; and
• any rolls which include minor repairable flaws.

The GCL rolls delivered to the site will be checked by the CQA Consultant to document
that the roll numbers correspond to those on the approved Manufacturer's quality
control certificate of compliance.

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12.7 GCL Installation

The CQA Consultant will monitor and document that the GCL is installed in
accordance with the Drawings and the Technical Specifications. The Geosynthetics
Installer shall provide the CQA Consultant a certificate of subgrade acceptance prior to
the installation of the GCL as outlined in the Technical Specifications. The GCL
installation activities to be monitored and documented by the CQA Consultant include:

• monitoring that the GCL rolls are stored and handled in a manner
which does not result in any damage to the GCL;
• monitoring that the GCL is not exposed to UV radiation for extended
periods of time without prior approval;
• monitoring that the GCL are seamed in accordance with the
Technical Specifications and the Manufacturer's recommendations;
• monitoring and documenting that the GCL is installed on an
approved subgrade, free of debris, protrusions, or uneven surfaces;
and
• monitoring that any damage to the GCL is repaired as outlined in the
Technical Specifications.

The CQA Site Manager will note non-compliance and report it to the
Construction Manager.

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13. GEONET
13.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the geonet
installation. The CQA Consultant will review the Construction Drawings, Technical
Specifications, and any approved addenda or changes.

13.2 Manufacturing

The Manufacturer will provide the CQA Consultant with a list of certified “minimum
average roll value” properties for the type of geonet to be delivered. The Manufacturer
will also provide the CQA Consultant with a written certification signed by a
responsible representative of the Manufacturer that the geonet actually delivered have
“minimum average roll values” properties which meet or exceed all certified property
values for that type of geonet.

The CQA Consultant will examine the Manufacturers’ certifications to document that
the property values listed on the certifications meet or exceed those specified for the
particular type of geonet. Deviations will be reported to the Construction Manager.

13.3 Labeling

The Manufacturer will identify all rolls of geonet with the following:

• Manufacturer’s name;
• product identification;
• lot number;
• roll number; and
• roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

13.4 Shipment and Storage

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During shipment and storage, the geonet will be protected from mud, dirt, dust,
puncture, cutting or any other damaging or deleterious conditions. The CQA Site
Manager will observe rolls upon delivery to the site and deviation from the above
requirements will be reported to the Construction Manager. Damaged rolls will be
rejected and replaced.

The CQA Site Manager will observe that geonet is free of dirt and dust just before
installation. The CQA Site Manager will report the outcome of this observation to the
Construction Manager, and if the geonet is judged dirty or dusty, they will be cleaned
by the Geosynthetic Installer prior to installation.

13.5 Conformance Testing

13.5.1 Tests
The geonet material will be tested for transmissivity (ASTM D 4716) and for thickness
(ASTM D 5199) at the frequencies presented in Table 6.

13.5.2 Sampling Procedures
Upon delivery of the geonet rolls, the CQA Site Manager will document that samples
are obtained from individual rolls at the frequency specified in this CQA Plan. The
geonet samples will be forwarded to the CQA Laboratory for testing to evaluate
conformance to both the Technical Specifications and the list of physical properties
certified by the Manufacturer.

Samples will be taken across the width of the roll and will not include the first
3 linear feet. Unless otherwise specified, samples will be 3 feet long by the roll width.
The CQA Consultant will mark the machine direction on the samples with an arrow.

13.5.3 Test Results
The CQA Site Manager will examine results from laboratory conformance testing and
compare results to the Technical Specifications. The criteria used to evaluate
acceptability are presented in the Technical Specifications. The CQA Site Manager will
report any nonconformance to the Construction Manager.

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13.5.4 Conformance Test Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

• The Manufacturer will replace every roll of geonet that is in
nonconformance with the Technical Specifications with a roll that meets
specifications; or
• The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical
Specifications. If either of these samples fail, the numerically closest rolls
on the side of the failed sample that is not tested, will be tested by the CQA
Laboratory. These samples must conform to the Technical Specifications. If
any of these samples fail, every roll of geonet on site from this lot and every
subsequently delivered roll that is from the same lot must be tested by the
CQA Laboratory for conformance to the Technical Specifications.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

13.6 Handling and Placement

The Geosynthetic Installer will handle all geonet in such a manner as to document they
are not damaged in any way. The Geosynthetic Installer will comply with the
following:

• If in place, special care must be taken to protect other materials from
damage, which could be caused by the cutting of the geonet.
• The Geosynthetic Installer will take any necessary precautions to prevent
damage to underlying layers during placement of the geonet.
• During placement of geonet, care will be taken to prevent entrapment of dirt
or excessive dust that could cause clogging of the drainage system, or stones
that could damage the adjacent geomembrane. If dirt or excessive dust is
entrapped in the geonet, it should be cleaned prior to placement of the next
material on top of it. In this regard, care should be taken with the handling
or sandbags, to prevent rupture or damage of the sandbag.

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• A visual examination of the geonet will be carried out over the entire
surface, after installation to document that no potentially harmful foreign
objects are present.

The CQA Site Manager will note noncompliance and report it to the Construction
Manager.

13.7 Geonet Seams and Overlaps

Adjacent geonet panels will be joined in accordance with Construction Drawings and
Technical Specifications. As a minimum, the adjacent rolls will be overlapped by at
least 4 inches and secured by tying, in accordance with the Technical Specifications.

The CQA Consultant will note any noncompliance and report it to the Construction
Manager.

13.8 Repair

Holes or tears in the geonet will be repaired by placing a patch extending 2 feet beyond
edges of the hole or tear. The patch will be secured by tying with approved tying
devices every 6 inches If the hole or tear width across the roll is more than 50 percent
of the width of the roll, the damaged area will be cut out and the two portions of the
geonet will be joined in accordance with Section 13.7.

The CQA Site Manager will observe repairs, note non-compliances with the above
requirements and report them to the Construction Manager.

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14. CONCRETE SPILLWAY
14.1 Introduction

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

• subgrade preparation;
• liner system and cushion geotextile installation;
• welded wire reinforcement installation; and
• concrete placement and finishing.

14.2 CQA Monitoring Activities

14.2.1 Subgrade Preparation
The CQA Site Manager will monitor and document that the subgrade is prepared in
accordance with the Technical Specifications and the Construction Drawings.

14.2.2 Liner System and Cushion Geotextile Installation
The CQA Site Manager shall monitor and document that the liner system components,
along with the anchor trench and cushion geotextile, are installed in accordance with the
requirements of the Technical Specifications and the Construction Drawings.

14.2.3 Welded Wire Reinforcement Installation
The CQA Site Manager shall monitor and document that the welded wire fabric
reinforcement is installed in accordance with the requirements of the Technical
Specifications and the Construction Drawings.

14.2.4 Concrete Installation
The CQA Site Manager shall test, monitor, and document that the concrete is installed
in accordance with the requirements of the Technical Specifications and the
Construction Drawings. At a minimum, the CQA Site Manager shall review the

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concrete tickets prior to installing the concrete to monitor that the concrete meets the
requirements outlined in the Technical Specifications.

14.2.5 Conformance Testing
The Contractor shall facilitate the CQA Site Manager in the collection of samples
required for testing. Compression test specimens shall be prepared by the CQA Site
Manager by the following method:

• compression test cylinders from fresh concrete in accordance with ASTM C
172 and C 31.

Compression testing shall be completed on one cylinder at 7 days, one cylinder at 14
days, and two (2) cylinders at the 28 day strength. The CQA Site Manager will
examine results from laboratory conformance testing and will report any non-
conformance with the requirements outlined in the Technical Specifications to the
Construction Manager.

14.3 Deficiencies

If a defect is discovered in the concrete spillway, the CQA Site Manager will
immediately determine the extent and nature of the defect. The CQA Site Manager will
determine the extent of the defective area by additional observations, a review of
records, or other means that the CQA Site Manager deems appropriate.

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

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

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

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15. SURVEYING
15.1 Survey Control

Survey control will be performed by the Surveyor as needed. A permanent benchmark
will be established for the site(s) in a location convenient for daily tie-in. The vertical
and horizontal control for this benchmark will be established within normal land
surveying standards.

15.2 Precision and Accuracy

A wide variety of survey equipment is available for the surveying requirements for
these projects. The survey instruments used for this work should be sufficiently precise
and accurate to meet the needs of the projects.

15.3 Lines and Grades

The following structures will be surveyed to verify and document the lines and grades
achieved during construction of the Project:

• geomembrane terminations; and
• centerlines of pipes.

15.4 Frequency and Spacing

A line of survey points no further than 100 feet apart must be taken at the top of pipes
or other appurtenances to the liner.

15.5 Documentation

Field survey notes should be retained by the Land Surveyor. The findings from the
field surveys should be documented on a set of Survey Record Drawings, which shall
be provided to the Construction Manager in AutoCAD 2000 format or other suitable
format as directed by the Construction Manager.

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TABLE 1A

TEST PROCEDURES FOR THE EVALUATION OF EARTHWORK
TEST METHOD DESCRIPTION TEST STANDARD
Sieve Analysis Particle Size Distribution ASTM D 422
Modified Proctor Moisture Density Relationship ASTM D 1557
TABLE 1B MINIMUM EARTHWORK TESTING FREQUENCIES
TEST TEST METHOD FILL
Sieve Analysis ASTM D 422 1 per 20,000 CY or 1 per
material type
Modified Proctor ASTM D 1557 1 per 20,000 CY or 1 per material type
Nuclear Densiometer – In-situ Moisture/Density ASTM D 6938 1 per 500 yd3

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TABLE 2A

TEST PROCEDURES FOR THE EVALUATION OF AGGREGATE

TEST METHOD DESCRIPTION TEST STANDARD
Sieve Analysis Particle Size Distribution of
Fine and Coarse Aggregates
ASTM C 136
Hydraulic Conductivity (Rigid Wall Permeameter) Permeability of Aggregates ASTM D 2434
TABLE 2B MINIMUM AGGREGATE TESTING FREQUENCIES FOR CONFORMANCE TESTING

TEST TEST METHOD DRAINAGE AGGREGATE
Sieve Analysis ASTM C 136 1 per project
Hydraulic Conductivity ASTM D 2434 1 per project

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TABLE 3

GEOMEMBRANE CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD FREQUENCY
Specific Gravity ASTM D 792 Method A or ASTM D 1505 200,000 ft2
Thickness ASTM D 5199 200,000 ft2
Tensile Strength at Yield ASTM D 638 200,000 ft2
Tensile Strength at Break ASTM D 638 200,000 ft2
Elongation at Yield ASTM D 638 200,000 ft2
Elongation at Break ASTM D 638 200,000 ft2
Carbon Black Content ASTM D 1603 200,000 ft2
Carbon Black Dispersion ASTM D 5596 200,000 ft2
Interface Shear Strength1,2 ASTM D 5321 1 per project
Notes:
1. To be performed at normal stresses of 10, 20, and 30 psi between smooth geomembrane and underlying woven side of GCL and
overlying geonet. GCL shall be hydrated for 48 hours under a normal stress of 250 psf prior to testing.
2. To be performed at normal stresses of 100, 200, and 300 psf between textured geomembrane and underlying woven side of GCL
and overlying cushion geotextile. GCL shall be hydrated for 48 hours prior to testing.

TABLE 4

GEOTEXTILE CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM FREQUENCY
Mass per Unit Area ASTM D 5261 1 test per 260,000 ft2
Grab Strength ASTM D 4632 1 test per 260,000 ft2
Puncture Resistance ASTM D 4833 1 test per 260,000 ft2
Permittivity ASTM D 4491 1 test per 260,000 ft2
Apparent Opening Size ASTM D 4751 1 test per 260,000 ft2

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TABLE 5

GCL CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM FREQUENCY
Mass per Unit Area ASTM D 5993 1 test per 100,000 ft2
Index Flux ASTM D 5887 1 test per 400,000 ft2

Note: Hydraulic index flux testing shall be performed under an effective confining stress of 5 pounds per square inch.

TABLE 6

GEONET CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM FREQUENCY
Thickness ASTM D 5199 1 test per 200,000 ft2
Hydraulic Transmissivity ASTM D 4716 1 test per 400,000 ft2

Note: Transmissivity shall be measured using water at 68°F with a gradient of 0.1 under a confining pressure of 7,000 lb/ft2. The
geonet shall be placed in the testing device between 60-mil smooth geomembrane. Measurements are taken one hour after
application of confining pressure.

EXHIBIT H

REVISED CONSTRUCTION
DRAWINGS

EXHIBIT I

REVISED CELL 4B DESIGN
REPORT

Prepared for
Denison Mines (USA) Corp.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
CELL 4B DESIGN REPORT
WHITE MESA MILL
BLANDING, UTAH
Prepared by

10875 Rancho Bernardo Rd., Suite 200
San Diego, CA 92127
Project Number SC0349
December 2007
revised January 2009

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TABLE OF CONTENTS
1. INTRODUCTION ................................................................................................ 1
1.1 Objective ...................................................................................................... 1
1.2 Background .................................................................................................. 1
1.3 Report Organization .................................................................................... 1
2. BACKGROUND AND SITE CONDITIONS ...................................................... 3
2.1 Site Location ................................................................................................ 3
2.2 Climatology ................................................................................................. 3
2.3 Topography .................................................................................................. 3
2.4 Existing Soil Conditions .............................................................................. 4
2.4.1 Surface Conditions .......................................................................... 4
2.4.2 Soil Berms ....................................................................................... 4
2.4.3 Subsurface Conditions .................................................................... 4
2.5 Surface Water .............................................................................................. 5
2.6 Groundwater ................................................................................................ 5
2.7 Tailings ........................................................................................................ 5
3. DESIGN ................................................................................................................ 6
3.1 Cell Capacity and Geometry........................................................................ 6
3.2 Slope Stability ............................................................................................. 6
3.3 Earthwork .................................................................................................... 7
3.3.1 Excavation ....................................................................................... 7
3.3.2 Fill Placement ................................................................................. 7
3.3.3 Subgrade Preparation ...................................................................... 8
3.3.4 Anchor Trench ................................................................................ 8
3.4 Liner System ................................................................................................ 8
3.4.1 Slimes Drain System ....................................................................... 9
3.4.2 Primary Liner ................................................................................ 10
3.4.3 Leak Detection System ................................................................. 11
3.4.4 Secondary Composite Liner System ............................................. 12
3.4.4.1 Secondary Geomembrane Liner .................................. 12
3.4.4.2 Secondary GCL Liner .................................................. 12

TABLE OF CONTENTS (continued)

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ii
3.5 Splash Pad.................................................................................................. 14
3.6 Emergency Spillway .................................................................................. 15
4. SUMMARY AND CONCLUSIONS ................................................................. 16
4.1 Limitations ................................................................................................. 16
5. REFERENCES ................................................................................................... 17

LIST OF FIGURES
Figure 1 Geotechnical Investigation Site Plan
Figure 2 Cross Sections
LIST OF APPENDICES
Appendix A Construction Drawings
Sheet 1 Title Sheet
Sheet 2 Site Plan
Sheet 3 Base Grading Plan
Sheet 4 Pipe Layout Plan and Details
Sheet 5 Lining System Details I
Sheet 6 Lining System Details II
Sheet 7 Lining System Details III
Appendix B Construction Quality Assurance Plan
Appendix C Project Technical Specifications
Appendix D Design Calculations
Appendix E Boring Logs and Geotechnical Laboratory Results

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1
1. INTRODUCTION
This report presents the results of design analyses performed in support of the Cell 4B
construction at the White Mesa Mill Facility in Blanding, Utah (site). The San Diego
office of Geosyntec Consultants, Inc. (Geosyntec) prepared this report for Denison
Mines (USA) Corp. (DMC). This report was prepared by Ms. Rebecca Flynn of
Geosyntec. Mr. Gregory Corcoran, P.E. of Geosyntec was in responsible charge and
provided senior peer review of the work presented herein in accordance with the
internal peer review policy of the firm.
1.1 Objective
The objective of this report is to present the components of Cell 4B and to demonstrate
that the proposed Cell 4B design complies with the applicable regulatory standards for
the State of Utah, the United States Nuclear Regulatory Commission, and the Federal
Environmental Protection Agency (USEPA). In particular, the design is in accordance
with the Utah Administrative Code (UAC) R317-6, and the Best Available Technology
requirements mandated by Part I.D. of existing site Ground Water Discharge
Permit No. UGW370004.
1.2 Background
Current site operations utilize Cells 1 and 3 for process liquids evaporation and disposal
of tailings and by-products from the processing operations at the site. Adjacent to the
proposed Cell 4B is Cell 4A which began construction in July 2007 and became active
in 2008. Construction of Cell 4B is expected to begin in spring 2009 to provide
additional capacity for site operations. Cell 4B will similarly be used as a tailings
disposal cell for evaporation of process liquids and final storage of solids contained in
the tailings and by-products from processing operations at the site.
1.3 Report Organization
The remainder of this design report is organized into the following sections:
• Section 2, Background and Site Conditions, presents general information on
the site and background information on the existing conditions at Cell 4B.
• Section 3, Design, presents the design for Cell 4B. The Construction
Drawings are presented in Appendix A.
• Section 4, Summary and Conclusions, presents the summary, conclusions, and
limitations of this technical design report.

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2
In addition to this report, Cell 4B permit documents include Construction Drawings
(Appendix A), a Construction Quality Assurance (CQA) Plan (Appendix B), Technical
Specifications (Appendix C), engineering design calculations (Appendix D), and boring
logs and geotechnical laboratory data (Appendix E).

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3
2. BACKGROUND AND SITE CONDITIONS
2.1 Site Location
The location of the site is shown on Sheet 1 of the Construction Drawings
(Appendix A). The site is located approximately 6 miles south of Blanding, Utah on
Highway 191. Per the Universal Transverse Mercator (UTM) Coordinate System, the
site is located at 4,159,100 meters Northing and 634,400 meters Easting.
The Mill is located on a parcel of fee land, State of Utah lease property and associated
mill site claims, covering approximately 5,415 acres. The site mill operations are
limited to approximately 50 acres located directly east of Cell 1. The existing tailings
disposal Cells (Cells 1 through 3) are approximately 370 acres. Cell 4B is located south
of the western half of Cell 3 and west of Cell 4A. The site plan is shown on Sheet 2 of
the Construction Drawings.
2.2 Climatology
The climate of southeastern Utah is classified as dry to arid. Although varying
somewhat with elevation and terrain, the climate in the vicinity of the site can be
considered as semi-arid with normal precipitation of about 13.4 in (WRCC, 2005).
Most precipitation is in the form of rain with snowfall accounting for about 30 percent
of the annual precipitation total. There are two separate rainfall seasons in the region,
the first in late summer and early autumn (August to October) and the second during the
winter months (December to March).
The average temperature in Blanding ranges from approximately 30 degrees Fahrenheit
(ºF) in January to approximately 76ºF in July. Average minimum temperatures are
approximately 18ºF in January and average maximum temperatures are approximately
91ºF in July (City-Data.com, 2007).
The mean annual relative humidity is about 44 percent and is normally highest in
January and lowest in July. The average annual Class I pan evaporation rate is 86
inches (WRCC, 2007), with the largest evaporation occurring in July. Values of pan
coefficients range from 60 percent to 81 percent. The annual lake evaporation rate for
the site is 47.6 inches and the net evaporation rate is 34.2 inches per year.
2.3 Topography
The existing topography within the Cell 4B area consists of a gently sloping grade
(approximately 2 percent) from the northwestern portion of Cell 4B to the southeastern

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portion of Cell 4B. Existing Cell 3 south and Cell 4A west berms within the proposed
Cell 4B are inclined at a slope of approximately 3 horizontal : 1 vertical (3H:1V).
2.4 Existing Soil Conditions
2.4.1 Surface Conditions
Currently, the proposed 4B Cell is undeveloped, with the exception of an unimproved
access road, and covered by native low grass and shrub vegetation. The site is bordered
to the north by the existing Cell 3, to the east by the existing Cell 4A, and to the south
and west by undeveloped lands.
The existing ground surface within the area of the proposed Cell 4B slopes gently from
northwest to south-southeast from respective elevations of approximately 5606 feet to
5570 feet, above Mean Sea Level (MSL).
2.4.2 Soil Berms
Soil berms exist on the eastern (Cell 4A) and northern (Cell 3) perimeters of the
proposed Cell 4B. These berms were constructed previously of engineering fill.
2.4.3 Subsurface Conditions
Geosyntec performed a geotechnical investigation within the proposed limits of the Cell
4B (Figure 1). The geotechnical investigation consisted of a site reconnaissance, solid
stem auger drilling, soil sampling, and geotechnical laboratory analysis of soil samples
collected.
Soils encountered during drilling operations were consistent with formations in
Southern Utah. Within the limits of the explorations, the site is underlain by surficial
windblown loess and eolian deposits and variably weathered deposits of the Dakota
Sandstone.
Loess and eolian deposits were encountered at the ground surface across the site
extending to approximate depths of 4 to 13.5 feet. The deposit is thickest along the
western portion of the site and thins to the east and southeast (Figure 2). The loess and
eolian deposits are generally homogeneous across the site consisting of firm to stiff,
yellowish red sandy clay (Unified Soil Classification System Classification CL).
Boring logs and geotechnical laboratory results are presented in Appendix E.
The Dakota Sandstone underlies the surficial deposits at depth across the entire site
area. The deposit generally exhibits a weathering rind approximately 0 to 5.5 feet thick

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consisting of dense to very dense, pale yellow to pink, silty fine sandstone with
irregular zones of caliche accumulation. The unweathered Dakota Sandstone is
encountered at approximately 6 to 15 feet below the ground surface. The deposit
generally consists of very dense, very pale brown to white, fine grained sandstone with
little silt.
2.5 Surface Water
Surface water at the facility is diverted around the Cells including Cell 4B. Surface
water run-on into Cell 4B is limited to the perimeter access road surrounding the Cell
and direct precipitation into Cell 4B.
The site has implemented a Storm Water Best Management Practices Plan in
accordance with the facility permit. All site construction activities will be performed in
accordance with the site Storm Water Best Management Practices Plan.
2.6 Groundwater
Groundwater is located at a depth of approximately 50 to 80 feet at the site. Monitoring
well WMMW-16 is currently located within the proposed Cell 4B; therefore, during
construction, WMMW-16 will be abandoned in accordance with the UAC R655-4-12.
No additional changes to the existing groundwater monitoring plan are proposed by this
project.
2.7 Tailings
Cell 4B will accept process liquids, tailings, and by-products associated with onsite
processing operations. The liquids are typically highly acidic with a pH generally
between 1 and 2. Tailings are generally comprised of ore that is ground to a maximum
grain size of approximately 28 Mesh (US #30 Sieve) (0.023 inches (0.6 millimeters)),
resulting in a fine sand and silt material.

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3. DESIGN
The liner system is designed to provide a Cell for disposal of by-products from the
onsite processing operations while protecting the groundwater beneath the site. The
liner system is designed to meet the Best Available Technology requirements of the
UAC R317-6, which require that the facility be designed to achieve the maximum
reduction of a pollutant achievable by available processes and methods taking into
account energy, public health, environmental and economic impacts, and other costs.
The liner system includes the following primary components, from top to bottom:
• Slimes drain system;
• Primary geomembrane liner;
• Leak detection system;
• Secondary geomembrane liner; and
• Geosynthetic clay liner.
These components and related design considerations are discussed below.
3.1 Cell Capacity and Geometry
The cell has been designed to accommodate storage of up to approximately 1155 acre-
feet (1.9 million cubic yards) of tailings with 3-feet of freeboard. The lowest elevation
in Cell 4B is the sump located in the southeast corner at an elevation of approximately
5,556 feet above MSL.
Interior side slopes of Cell 4B will be constructed with 2H:1V inclinations. This will
require re-grading of the western berm of Cell 4A and the southern berm of Cell 3,
which currently have exterior side slopes of 3H:1V. The proposed southern berm of
Cell 4B will have 2H:1V interior slopes and 3H:1V exterior slopes. A 15-foot wide
unpaved access road is proposed to surround Cell 4B. Cell layout is shown on
Construction Drawing Sheet 2, Site Plan.
3.2 Slope Stability
Static slope stability analyses were performed for the critical slopes for each of the four
embankments surrounding Cell 4B. Analyses were performed for both static and
pseudo-static conditions as well as addressing construction loading. In addition, slope
stability analyses were performed on a typical cross section of the interim waste/tailings
slopes. Final slope stability and operational conditions are required to maintain a
minimum factor of safety of approximately 1.5 for final berm slope conditions, 1.3 for

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interim slope conditions, and 1.1 for seismically-loaded slope conditions based on the
proposed design of the cell and its liner system. Numerous potential failure surfaces
were performed to evaluate various slip surface geometries and to identify the critical
slip surface for each cross-section and conditions.
Slope stability analyses indicate the factor of safety for each of the loading cases was
met or exceeded in the analyses performed on the four embankment slopes.
The complete calculation is presented in Appendix D.
3.3 Earthwork
Earthwork will consist of excavation, blasting, ripping, trenching, hauling, placing,
moisture conditioning, backfilling, compacting, and grading. The requirements for
earthwork for Cell 4B construction is provided in Appendix C, Section 02200 of the
Technical Specifications.
3.3.1 Excavation
Prior to excavating soils and rock for Cell 4B, vegetation will be cleared and grubbed
and surficial unsuitable materials will be removed. Excavation will proceed with the
removal of in-situ soils for placement as fill for the construction of the Cell 4B south
berm. Excess soils will be placed on Cell 3 as part of partial final closure or stockpiled
to the west of the proposed limits of Cell 4B.
Rock will be ripped, blasted, or mechanically removed and stockpiled west of Cell 4B
in a separate stockpile from the excess soil stockpile. Rock will be excavated a
minimum of 6-inches below final grade and fill will be placed, moisture conditioned,
compacted, and graded to provide a surface on which the geosynthetic liner system
components will be installed.
Leak detection system and anchor trenches will be excavated as shown on the
Construction Drawings (Appendix A).
3.3.2 Fill Placement
Along the southern perimeter of the proposed Cell 4B, a berm will be constructed of fill
with 2H:1V inside slopes and 3H:1V outer slopes. Settlement analyses have been
performed to evaluate the potential settlement of the berm and potential associated
strain that could develop in the liner system components (Appendix D). The results of
the conservative analyses indicate a maximum stress in the liner due to potential
differential settlement of 0.01 percent, which is much less than the liner components
can tolerate and is therefore acceptable.

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Construction materials used for fill will consist of onsite soils placed in compacted lifts
no greater than 8-inches and compacted to 90 percent of maximum dry density per
American Society for Testing and Materials (ASTM) standard D1557 (Modified
Proctor) at a moisture content of ±3 percent of optimum. Fill soil used in construction
of the berm will consist of onsite soils with maximum particle size of 6-inches.
3.3.3 Subgrade Preparation
Subgrade preparation includes placement, moisture conditioning, compaction, and
grading of subgrade soil. The subgrade will consist of a minimum of 6-inches of soil
material with a maximum particle size of 3-inches compacted above the rock. Subgrade
fill will be placed in loose lifts of no more than 12-inches and compacted to 90 percent
of the maximum density at a moisture content of ±3 percent of optimum moisture
content, as determined by ASTM D1557. The surface of the subgrade will have
protrusions no greater than 0.5-inches. Section 02220 of the Technical Specifications,
in Appendix C, provides the requirements for subgrade for Cell 4B construction.
3.3.4 Anchor Trench
The liner system will be anchored at the top of the slope with an anchor trench. The
anchor trench was sized to resist anticipated maximum wind uplift forces, see Anchor
Trench Capacity Calculations provided in Appendix D. The anchor trench will be
2 feet deep and 2 feet wide and filled with compacted soil, see Sheet 5 of the
Construction Drawings (Appendix A). Anchor trench backfill will be placed in
compacted lifts of no more than 8-inches and compacted to 90 percent of the maximum
density at a moisture content of ±3 percent of optimum moisture content, as determined
by ASTM D1557.
3.4 Liner System
A double liner system is proposed for Cell 4B, including a primary liner, leak detection
system, and composite secondary liner. The liner system, for both the bottom area and
side slopes, consists of (from top to bottom):
• Slimes Drain System (Cell bottom only);
• 60 mil smooth HDPE geomembrane (Primary Liner);
• 300 mil Geonet Drainage Layer (Leak Detection System);
• 60 mil smooth HDPE geomembrane;
• Geosynthetic Clay Liner (GCL); and }(Composite Secondary Liner)

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• Prepared Subgrade.
Stability analyses were conducted to evaluate the various slip surface geometries and to
identify the critical slip surfaces for two cross-sections and conditions. The analysis
determined the minimum factor of safety of 1.3 will be met during and after filling
operations. The complete calculation is located in Appendix D.
3.4.1 Slimes Drain System
A slimes drain system will be placed on top of the primary geomembrane liner in the
bottom of the cell to facilitate dewatering of the tailings prior to final reclamation of the
cell. The slimes drain system is designed to meet the performance standards in
Part I.D.6 of the Groundwater Discharge Permit. The slimes drain system will consist
of perforated 4-inch diameter schedule 40 polyvinyl chloride (PVC) pipe, concrete sand
filled sand bags, drainage aggregate, cushion geotextile, filter geotextile, and strip
composite that will provide a means to drain the tailings disposed within Cell 4B. The
slimes drain system is shown on Sheets 4, 5, 6, and 7 of the Construction Drawings
(Appendix A).
The slimes drain system is designed to remove the liquids within Cell 4B in a
reasonable time. Based on the calculations presented in Appendix D, the slimes drain is
expected to drain the tailings in approximately 5.5 years. A sump pump capable of
pumping 18.1 gallons per minute (gpm) will be required upon start-up of the slimes
drain system. The pumping rate is anticipated to decrease with time as the head within
Cell 4B decreases.
The perforated PVC pipe is designed to resist crushing and wall buckling due to the
anticipated loading associated with the maximum height of overlying tailings.
The design analyses for the pipe are presented in Appendix D, while Appendix C,
Section 02616 provides material specifications for the pipe and strip composite and
Section 02225 provides material specifications for the drainage aggregate. The strip
composite will be comprised of a 1-inch thick by 12-inch wide high density
polyethylene, or equivalent acid resistant material, wrapped in a nonwoven
polypropylene geotextile. The drainage aggregate will consist of a crushed rock that
has a carbonate content loss of no more than 10 percent by weight.
A continuous row of sand bags filled with a concrete sand meeting Utah Department of
Transportation (UDOT) standard specifications for Portland Cement Concrete will
overlie the strip composite laterals to act as an additional filter layer above the
geotextile component of the strip composite. The proposed UDOT concrete sand will
be placed in sand bags consisting of woven geotextile capable of allowing liquids to

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pass. When placed overlying the strip composite, the sand bags will have an
approximate length of 18 inches, width of 12 inches, and a height of 3 inches. This
results in a sand bag that is approximately 30 to 35 pounds and will provide sufficient
coverage over the width and ends of the strip composite to act as an additional filter
layer. The UDOT concrete sand will consist of sand that has a carbonate content loss of
no more than 10 percent by weight.
The cushion geotextile that is to be installed beneath the drainage aggregate
surrounding the PVC pipe is designed to protect the underlying primary high density
polyethylene (HDPE) geomembrane from puncture due to the drainage aggregate and
the anticipated loading associated with the maximum height of overlying tailings. The
design analyses for the cushion geotextile are presented in Appendix D, while
Appendix C, Section 02771 provides material specifications. Overlying the drainage
aggregate will be a woven geotextile, as shown on the Construction Drawings
(Appendix A), that will serve to separate the tailings and the drainage aggregate.
The Slimes Drain sump will include a side slope riser pipe to allow installation of a
submersible pump for manual collection of liquids in the sump. The sump and riser
pipes are shown on Sheet 6 of the Construction Drawings (Appendix A).
3.4.2 Primary Liner
The primary liner will consist of a smooth 60-mil HDPE geomembrane.
The geomembrane will have a white surface that will limit geomembrane movement
and the creation of wrinkles due to temperature variations. HDPE geomembrane was
selected due to its high resistance to chemical degradation and ability to retain
durability in an acidic environment. The limit of the liner system (both primary and
secondary) and details are shown on Sheets 2, 3, and 4 of the Construction Drawings
(Appendix A).
Tension due to wind up lift was analyzed for the 60-mil HDPE geomembrane.
Based on the analysis, the geomembrane anchor trench has been sized to accommodate
the loading associated with a wind speed of 25 miles per hour and a slope length of
approximately 92 feet. The design analyses for the HDPE liner are presented in
Appendix D.
The HDPE geomembrane will be constructed in accordance with the current standard of
practice for geomembrane liner installation, as outlined in the site Technical
Specifications (Appendix C, Section 02770) and the site CQA Plan (Appendix B).
Seams will be welded to provide a continuous geomembrane liner. Testing during
construction will include both non-destructive and destructive testing, as outlined in the

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Technical Specifications and CQA Plan. Upon completion of construction, the
geomembrane manufacturer will provide a 20-year warranty for the geomembrane.
3.4.3 Leak Detection System
The leak detection system (LDS) will underlie the primary liner and is designed to
collect potential leakage through the primary liner and convey the liquid to the sump for
manual detection through monitoring of sump levels. The LDS consists of a 300-mil
thick geonet and a network of gravel trenches throughout the bottom of Cell 4B.
The trenches will contain a 4-inch diameter perforated schedule 40 PVC pipe, drainage
aggregate, and a cushion geotextile, which will drain to a sump located in the southwest
corner of the cell. The trenches will aid in rapidly conveying leakage to the LDS sump.
The LDS is shown on Sheets 4, 5 and 6 of the Construction Drawings (Appendix A).
The Action Leakage Rate (ALR) was calculated for the LDS in accordance with Part
254.302 of the USEPA Code of Federal Regulations. The ALR was calculated to be
581 gallons per day per acre and the total travel time for liquids entering the geonet
LDS layer to travel from the leak to the LDS piping system was estimated to be
approximately 17 hours. Assuming a worst case scenario under which all the primary
geomembrane defects are located at the high end of the leakage collection layer slope,
the liquid head on the secondary liner does not exceed 0.006 inches (0.15 mm), well
below the required maximum limit of 12 inches (1-foot). The geonet provides sufficient
flow rate to accommodate the ALR. The complete ALR calculation is located in
Appendix D and Section 02773 of Appendix C provides material specifications for the
geonet.
The perforated PVC pipe is designed to resist crushing and wall buckling due to the
anticipated loading associated with the maximum height of overlying tailings.
Pipe strength analysis indicated the 4-inch PVC pipe with a maximum allowable
deflection of 7.5 percent will have the ability to resist the anticipated maximum load
associated with a tailing deposit height of 45 feet. The design analysis for the pipe is
presented in Appendix D, while Appendix C, Section 02616 provides material
specifications for the pipe and Section 02225 provides material specifications for the
drainage aggregate.
The cushion geotextile is designed to protect the underlying secondary HDPE
geomembrane from puncture due to the drainage aggregate and the anticipated loading
associated with the maximum height of overlying tailings. Puncture analysis indicated
a 16 ounce per square yard (oz./yd2) cushion geotextile and ¾-inch maximum particle
size would provide puncture protection for the 60-mil HDPE smooth geomembrane.

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The design analyses for the cushion geotextile are presented in Appendix D, while
Appendix C, Section 02771 provides material specifications.
The LDS sump will include a side slope riser pipe and submersible pump to allow for
manual collection of liquids in the LDS sump. The LDS sump and riser pipes are
shown on Sheet 6 of the Construction Drawings (Appendix A).
3.4.4 Secondary Composite Liner System
The primary purpose of the secondary liner is to provide a flow barrier so that potential
leakage through the primary liner will collect on top of the secondary liner then flow
through the LDS to the LDS sump for manual collection. The secondary liner also
provides an added hydraulic barrier against leakage to the subsurface soils and
groundwater. The secondary liner consists of a composite liner that includes a 60-mil
HDPE geomembrane overlying a GCL.
3.4.4.1 Secondary Geomembrane Liner
The geomembrane component of the secondary liner system will consist of a smooth
60-mil HDPE geomembrane and will meet the same criteria as the primary liner
geomembrane (Section 3.3.2). The limit of the liner system (both primary and
secondary) and details are shown on Sheets 3, 5, and 6 of the Construction Drawings
(Appendix A).
3.4.4.2 Secondary GCL Liner
The GCL component of the secondary liner system consists of bentonite sandwiched
between two geotextile layers that are subsequently needle-punched together to form a
single composite hydraulic barrier material. The GCL is approximately 0.2-inches thick
with a hydraulic conductivity on the order of 1×10-9 cm per second (cm/s) (Daniel and
Scranton, 1996).
Since 1986, GCLs have been increasingly used as an alternative to compacted clay
liners (CCLs) on containment projects due to their low cost, ease of
construction/placement, and resistance to freeze-thaw and wet-dry cycles. In general,
the USEPA and the containment industry accept that GCLs are hydraulically equivalent
to a minimum of 2 feet of compacted clay liner consisting of 1×10-7 cm/s soil materials.

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For Cell 4A design, Geosyntec demonstrated that a secondary composite liner system
consisting of a 60-mil HDPE geomembrane overlying a GCL has equivalent or better
fluid migration characteristics when compared with a secondary composite liner system
consisting of a 60-mil HDPE geomembrane overlying a CCL having a saturated
hydraulic conductivity less than 1×10-7 cm/s (Geosyntec, 2006). This analysis
accounted for the loading conditions and anticipated liquid head on the secondary liner
system, the amount of flow through the secondary liner system with CCL was evaluated
to be 4.37 times greater than flow through the secondary liner system with GCL for a
liquid head of 0.20 inches, which is more than the calculated Cell 4B liquid head (0.006
inches). Therefore, in terms of limiting fluid flow through the composite secondary
liner system, the secondary liner system containing a GCL performs better than the
secondary liner system containing a CCL.
The following site specific conditions must be considered prior to use of a GCL in place
of CCL (Koerner and Daniel, 1993):
• Puncture Resistance: While CCLs naturally provide greater puncture
resistance than GCLs due to their inherent thickness, proper subgrade
preparation and design of the geotextile components of the GCL can result in
protection from puncture. The geotextile components of the GCL for Cell 4B
are designed to protect the overlying secondary HDPE geomembrane from
puncture due to protrusions from the subgrade and the anticipated loading
associated with the maximum height of overlying tailings. The puncture
protection analysis of the GCL indicated that a 3 oz/yd2 geotextile and
6 oz/yd2 geotextile above and below (respectively) the GCL and a maximum
subgrade protrusion height of ½-inch will provide puncture protection for the
secondary HDPE geomembrane. The design analyses for the geotextile
components of the GCL are presented in Appendix D, while Appendix C,
Section 02772 provides material specifications.
• Hydraulic Conductivity: Due to the acidic nature of the fluid to be stored in
the cell, Geosyntec conducted hydraulic conductivity testing on hydrated
specimens of GCL for the Cell 4A project (Geosyntec 2007) and Cell 4B
project. Based on the results, the GCL will not be hydrated prior to
deployment of the overlying secondary geomembrane.
• Chemical Adsorption Capacity: Due to the thickness of a CCL, the chemical
adsorption capacity of a CCL is greater than that of a GCL. However,
adsorption capacity is only relevant in the short term and not considered a
parameter for steady-state analyses.

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• Stability: The internal strength of a GCL can be significantly lower than that
of a CCL, especially at high confinement stresses. This reduced strength can
have significant effects on stability, especially at disposal facilities with high
waste slopes and the potential for seismic activity. Strength of the GCL and
its effects on stability are not a concern at Cell 4B due to the low confining
stresses expected and geometry of the cell. Waste deposits will not be placed
above the elevation of the perimeter road. Since no above grade slopes will be
present, there are no long term destabilizing forces on the liner system.
• Construction Issues: For the Cell 4B liner system, GCLs may be considered
superior to the CCLs with respect to construction issues. Construction of
GCLs is typically much quicker and is more easily placed than a CCL, which
requires moisture conditioning and compaction for placement. Further, CQA
testing for a GCL is much simpler and less affected by interpretation of field
staff than that for a CCL, which requires careful control of material type,
moisture conditions, clod size, maximum particle size, lift thickness, etc.
• Physical/Mechanical Issues: Physical and mechanical issues include items
such as the effect of freeze/thaw and wetting/drying cycles. CCLs may
undergo significant increases in hydraulic conductivity as a result of
freeze/thaw. Existing laboratory data suggests that GCLs do not undergo
increases in hydraulic conductivity as a result of freeze/thaw. CCLs are also
known to form desiccation cracks upon drying which can result in significant
increases in hydraulic conductivity. This increase drastically jeopardizes the
effectiveness of the CCL as a barrier layer. Available laboratory data on
GCLs indicates that upon re-hydration after desiccation, GCLs swell and the
cracks developed during drying cycles are ‘self-healed’. Due to the arid
environment at the site, GCL performance in the Cell 4B liner system with
respect to physical and mechanical issues is expected to be superior to that of
a CCL.
Based on review of the above site-specific considerations, a GCL is considered superior
to a CCL for use in the secondary composite liner system.
3.5 Splash Pad
Approximately ten splash pads will be constructed to allow filling of Cell 4B without
damaging the liner system. The splash pads consist of an additional geomembrane
placed along the side slope of the Cell extending a minimum of 5 feet from the toe of
the slope. The geomembrane will protect the underlying liner system from contact with
the inlet pipes. A cross section of a typical splash pad is shown on Sheet 6 of the
Construction Drawings (Appendix A).

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3.6 Emergency Spillway
An emergency spillway will be constructed between Cells 4A and 4B. The spillway
will be approximately 4 feet deep with 8H:1V approach pads that will allow traffic
moving along the top of the berm to pass through the spillway (when dry). The
spillway will consist of a 6-inch thick reinforced concrete pad, designed to withstand
loadings from pick-up truck traffic, see Concrete Calculations provided in Appendix D.
The spillway is designed to handle the Probable Maximum Precipitation (PMP) for a 6
hour storm event for the site, see Spillway Calculations provided in Appendix D. The
Cell 4B liner will extend beneath the concrete as shown on Sheet 7 of the Construction
Drawings (Appendix A). In addition, a 100’ wide splash pad will be installed overlying
the primary geomembrane liner beneath the emergency spillway exit.

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5. REFERENCES
City-Data.com, 2007. Blanding, Utah. Available at: www.city-data.com/city/Blanding-
Utah.html.
Daniel, D.E., and Scranton, H.G. (1996), “Report of 1995 Workshop of Geosynthetic
Clay Liners,” EPA/600/R-96/149, June, 93 pgs.
Geosyntec (2006), “Cell 4A Lining System Design Report for the White Mesa Mill,
Blanding, Utah,” Prepared for International Uranium (USA) Corporation,
January, 2006.
Koerner, R.M. and Daniel, D.E. (1993) “Technical Equivalency Assessment of GCLs to
CCLs.” “Proc. Seventy Annual GRI Seminar, Geosynthetic Research Institute,
Philadelphia, PA.”
Western Regional Climate Center (WRCC), 2005. Based on data from 12/8/1904 to
3/31/2005 at Blanding, Utah weather station (420738).
WRCC, 2007. Monthly Average Pan Evaporation Rate for Mexican Hat, Utah.
Available at: www.wrcc.dri.edu/htmlfiles/westevap.final.html#utah

EXHIBIT J

GCL PERMEABILITY TEST
RESULTS AND
CALCULATIONS

Round 2 Interrogatories - White Mesa Cell 4B
URS UTDE0088000.166.201
July 31, 2009

i
UTAH DIVISION OF RADIATION CONTROL
DENISON MINES (USA) CORPORATION
WHITE MESA MILL
BLANDING, UTAH

CELL 4B DESIGN REPORT

INTERROGATORIES –ROUND TWO

Round 2 Interrogatories - White Mesa Cell 4B
URS UTDE0088000.166.201
July 31, 2009

ii
TABLE OF CONTENTS
Section Page

Acronyms and Abbreviations ......................................................................................................... ii
General Summary of Requested Items .......................................................................................... iii
INTERROGATORY DUSA R313-24-4-01/02: DIKE INTEGRITY ............................................ 1
INTERROGATORY DUSA R313-24-4-03/02: SPILLWAY CAPACITY DESIGN/CALCULATION AND SURFACE WATER RUNOFF ................................................ 4
INTERROGATORY DUSA R313-24-4-08/02: GCL, PRIMARY LINER, SECONDARY LINER, AND LEAK DETECTION SYSTEM .............................................................................. 6
Round 2 Interrogatories - White Mesa Cell 4B
URS UTDE0088000.166.201
July 31, 2009

ii
Acronyms and Abbreviations
ARD Acid Rock Drainage
ASTM American Society for Testing and Materials
BAT Best Available Technology
CFR Code of Federal Regulations
DI water De-Ionized water
DRC Division of Radiation Control (Utah)
DUSA Denison Mines (USA) Corporation
GCL Geosynthetic Clay Liner
HDPE High Density Polyethylene
IPS inches per second
LCRS Leachate Collection and Removal System
PMP Probable Maximum Precipitation event
PPV Peak particle velocity
PV pore volume
UDEQ Utah Department of Environmental Quality
URCR Utah Radiation Control Rules
UV Ultra-violet
Round 2 Interrogatories - White Mesa Cell 4B
URS UTDE0088000.166.201
July 31, 2009

iii
General Summary of Requested Items
The following items summarize the interrogatories that remain open following URS’
review of Denison Mines (USA) Corporation (DUSA’s) response to Round 1
interrogatories. Please refer to the following interrogatories for the complete detail of the items requested.
1. INTERROGATORY DUSA R313-24-4-01/02: DIKE INTEGRITY: PROVIDE Information concerning the location and magnitude of blasting, expected to occur
during construction of Cell 4B, and an evaluation of the potential impacts from
such construction blasting in terms of supporting calculations, and/or supporting literature. Include information regarding potential impacts on slope stability for nearby features (e.g., berms and other features of Cell 4B and adjacent cells) and a definition of “damage(s)” that could be caused by such blasting.
2. INTERROGATORY DUSA R313-24-4-03/02: SPILLWAY CAPACITY
DESIGN/CALCULATION AND SURFACE WATER RUNOFF: Provide additional information to demonstrate the capacity of the entire facility tailings cell system to handle the Probable Maximum Precipitation (PMP) under current site conditions and under planned future build-out scenarios. Please provide an
estimation of the PMP-related flow rate and volume. Include information to
justify that a zero discharge would occur from the furthest downstream cell (Cell 4B) considering all sources of flow or liquids at the facility. Consider the geometry and elevation of the proposed spillway into Cell 4B in the evaluation. In the event that Cell 4A is not self-containing under some future PMP condition,
and / or does not comply with the 3-foot freeboard requirement mandated in Part
I.D.6(d) of the Ground Water Permit, please demonstrate how Cell 4B will contain and control all tailings solids and liquids without causing any discharge to nearby soil or surface water.

3. INTERROGATORY DUSA R313-24-4-08/02: GCL, PRIMARY LINER,
SECONDARY LINER, AND LEAK DETECTION SYSTEM: Provide a revised Cushion Protection Calculation and revisions to the Design Report and Technical Specifications, if needed, to reflect the results of considering/incorporating recently-issued (2008) revised cushion protection criteria in the revised
calculation.
4. INTERROGATORY DUSA R313-24-4-08/02: GCL, PRIMARY LINER, SECONDARY LINER, AND LEAK DETECTION SYSTEM: Provide additional information that discusses and compares laboratory test results conducted for the GCL, for use in Cells 4A and 4B, to pertinent published laboratory testing results
involving permeability testing of GCLs exposed to acidic permeants. Include an
explanation of differences and any inconsistencies between these test results. Include information demonstrating that test termination criteria specified in ASTM D 6766 were achieved during the GCL permeability testing that was reported in the October 28, 2008 test report.
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5. INTERROGATORY DUSA R313-24-4-08/02: GCL, PRIMARY LINER, SECONDARY LINER, AND LEAK DETECTION SYSTEM: Provide
information that adequately supports the proposed approach of not pre-hydrating
the GCL in Cell 4B prior to installing an HDPE geomembrane over it. Address in detail each of the issues described in the Round 2 Interrogatory below as they relate to the Cell 4B GCL pre-hydration design (or, alternatively, provide information indicating that the previously-approved procedure used for installing
the GCL in Cell 4A which included pre-hydration of the GCL to achieve a
minimum moisture content of 50% in the GCL and maintain that level until completion of geomembrane placement , will be used when constructing Cell 4B).
6. INTERROGATORY DUSA R313-24-4-08/02: GCL, PRIMARY LINER, SECONDARY LINER, AND LEAK DETECTION SYSTEM: Provide a revised
GCL permeant travel time calculation that uses GCL hydraulic conductivity
values that conservatively bound the range of hydraulic conductivity values that could reasonably be expected to occur in the GCL, in Cell 4B, during the cell’s design life. Include information demonstrating that the hydraulic conductivity values, used in the calculation, bound the range of uncertainty associated with
predictions of the effects of acidic permeant exposure on the GCL ( e.g., that
adequately bound the range of published laboratory GCL permeability testing results using acidic permeants).

Round 2 Interrogatories - White Mesa Cell 4B
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INTERROGATORY DUSA R313-24-4-01/02: DIKE INTEGRITY
PRELIMINARY FINDING:
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(5): When dikes are used to
form the surface impoundment, the dikes must be designed, constructed, and maintained
with sufficient structural integrity to prevent massive failure of the dikes. In ensuring
structural integrity, it must not be presumed that the liner system will function without leakage during the active life of the impoundment.
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 4 (e): The impoundment may not
be located near a capable fault that could cause a maximum credible earthquake larger
than that which the impoundment could reasonably be expected to withstand. As used in
this criterion, the term “capable fault” has the same meaning as defined in section III(g) of Appendix A of 10 CFR Part 100. The term “maximum credible earthquake” means that earthquake which would cause the maximum vibratory ground motion based upon an
evaluation of earthquake potential considering the regional and local geology and
seismology and specific characteristics of local subsurface material.
INTERROGATORY STATEMENT:
The issue of dike integrity has been satisfactorily addressed in all aspects, except for the concept of construction blasting.
Please provide additional information concerning the location and magnitude of blasting
expected to occur during Cell 4B construction, and an evaluation of the potential impacts
from such construction blasting, by providing supporting calculations, and/or references
to supporting literature. Please identify the proposed horizontal and vertical limits of blasting during the construction of Cell 4B. Please evaluate slope stability issues related to blasting, consistent with the geological drawings/figures that are provided in the
design report. Please provide technical drawings that support the analysis discussed
below in reference to the distance from blasting to berm slope, buildings, etc.
Please explain and justify the assumption that a Peak Particle Velocity (PPV) of 5 inches per second (IPS) is appropriate for the site, considering protection of the constructed berms. Please evaluate the potential for slope instability, due to construction blasting
that:
1. Demonstrates how the blasting will affect the stability and functionality of the
surrounding berms, that will be cut to serve as the side slopes for Cell 4B, as well as any other components of Cell 4B and adjacent Cells; and
2. Evaluates what effect blasting will have on the effective permeability and
speed of water travel through underlying material.
Please define “damage” both in terms of nearby dike stability, and foundation
permeability under Cell 4B.

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BASIS FOR INTERROGATORY:
In response to the request for a revised slope stability evaluation, DUSA provided a calculation entitled “Slope Stability Analyses, White Mesa Mill, Cell 4B, Blanding
Utah”, for review. The calculation was found to contain the following elements
requested in the May 29, 2008 interrogatory letter:
1. The slope stability analyses were performed for each of the critical slopes for each of the four embankments surrounding Cell 4B;
2. The parameters and conditions used in the evaluations were identified and
justified, and the resulting assumptions were consistent with those provided in
support of Cell 4A;
3. The analyses considered the potential conditions associated with Cells 3 and 4A on the berm stability (liquid/soil levels, etc).
4. The analyses considered the impacts of various other surrounding conditions
including the perimeter haul road and interim stockpiling of material at the
top of the berm slope;
5. The analyses provided adequate justification for the use of factors of safety of 1.5 and 1.3 for static and operational slope stability.
6. The analyses evaluated seismic impacts on slope stability.
Interrogatory DUSA R313-24-4-06/01 – Subgrade Preparation and Earthwork – (Round
1 Interrogatories) inquired about the extent of construction blasting that DUSA
proposing and requested a drawing or figure representing the limits of proposed blasting. The DUSA response was incomplete in resolving this concern. Please address the potential slope instability due to blasting in close proximity to the dike berms.
Other than several schematics of the geologic cross-sections through Cell 4B, there are
no technical drawings illustrating the horizontal and vertical extents of blasting.
The analyses briefly discussed the ground motions resulting from blasting operations to remove bedrock. The discussion refers to a peak particle velocity limitation of 5 IPS (not included in the specifications), but does not present a reference or basis for the value.
Based on the reference “Blasting Guidance Manual, US Department of Interior, Office of
Surface Mining and Reclamation and Enforcement (1987)”, assuming that measured
ground vibration frequencies caused by the blasting are greater than 30 Hz, a maximum peak particle velocity of 2 IPS can be allowed or utilized without concern for damage to structures. Further, if ground vibration frequencies caused by the blast are less than 30 Hz,
maximum peak particle velocities can not exceed the limits published by the U.S. Bureau of
Mines (Report of Investigation #8507). The potential for slope instability due to
construction blasting must be adequately addressed.
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The current design and Technical Specification Section 02200 places a requirement on the Contractor that blasting shall not cause damage. “Damage” is not defined, and must
be fully explained.
REFERENCES:
“Cell 4B Design Report, White Mesa Mill, Blanding, Utah” by GeoSyntec Consultants,
December 2007. Prepared for International Uranium (USA) Corporation.
“Slope Stability Analysis, White Mesa Mill, Cell 4B, Blanding, Utah”, by GeoSyntec Consultants, July 2008.
“Cell 4B Lining System Design Report, Response to Division of Radiation Control
(“DRC”) Request for Additional Information – Round 1 Interrogatory, Cell 4B Design”,
Letter dated January 9, 2009, from Harold R. Roberts of Denison Mines (USA) Corp., to Dane L. Finerfrock, Division of Radiation Control.
“OSMRE Blasting Guidance Manual, US Department of Interior, Office of Surface Mining
and Reclamation and Enforcement (1987)”, TRG-1, January 1987.

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INTERROGATORY DUSA R313-24-4-03/02: SPILLWAY CAPACITY DESIGN/CALCULATION AND SURFACE WATER RUNOFF
PRELIMINARY FINDING:
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(5): When dikes are used to
form the surface impoundment, the dikes must be designed, constructed, and maintained
with sufficient structural integrity to prevent massive failure of the dikes.
Refer to R313-24-4, 10 CFR Appendix A, Criterion 5A(4): A surface impoundment must be designed, constructed, maintained, and operated to prevent overtopping resulting
from normal or abnormal operations, overfilling, wind and wave actions, rainfall, or
run-on.
Refer to R313-24-4, 10 CFR Appendix A, Criterion 4 (d): In addition to providing stability of the impoundment system itself, overall stability, erosion potential, and geomorphology of surrounding terrain must be evaluated to assure that there are not
ongoing or potential processes, such as gully erosion, which would lead to impoundment
instability.
INTERROGATORY STATEMENT:
Please demonstrate the capacity of the entire facility cell containment system to handle the Probable Maximum Precipitation (PMP) event under current conditions and under planned future build-out scenarios. Please provide an estimation of the PMP event. This
demonstration should focus on water volume from the PMP storm, not only flow rate
between the cells.
Please justify, based on the elevation data supplied, that a zero discharge from the furthest downstream cell (Cell 4B), would occur in light of all sources of water, wastewater, and tributary areas.
Please provide details on the freeboard calculations for Cells 4A and 4B, considering the
PMP storm event and the upstream contributions from Cells 1, 2, 3 and 4A.
In addition, the January 9, 2009 Round 1 Interrogatory Response suggested that Cell 4B freeboard will be “set at 3 ft below the top of the liner”. Please indicate whether the Response refers to the top of the liner in the Cell 4A/4B spillway (elevation 5596.3 ft –
liquid level of 5593.3 ft) or to the South Berm top of liner (elevation 5598 ft – liquid level
of 5595 ft). Please clarify what the actual maximum freeboard elevation will be under
PMP conditions and demonstrate that there will be no potential for Cell 4B overflow, considering all potential flow from Cell 4A and elsewhere at the facility. Please also identify a point of compliance for freeboard monitoring and all equipment, procedures,
and a monitoring frequency to be used to monitor compliance at that Cell 4B location.
BASIS FOR INTERROGATORY:
In response to the request for additional information on the Spillway Capacity Design/Calculation and Surface Water Runoff calculations, DUSA provided the following discussions/clarifications:
Round 2 Interrogatories - White Mesa Cell 4B
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5
1. Revised drawings identifying the flow path and invert elevations for the emergency spillway from Cell 4A to Cell 4B, confirmed the width of the
proposed spillway, and provided a appropriate spillway flow capacity design;
2. An adequate spillway discharge apron, equal to that designed and approved
for the Cell 4A spillway, and;
3. An adequate response to the request that plant flows be factored into the PMP flow evaluation.
It has been indicated that stormwater flow from Cell 4A and upstream cells into Cell 4B
has been factored into the design.
We understand that the design is intended to demonstrate a zero discharge from the furthest downstream cell, Cell 4B, which appears to eliminate any further questions regarding discharges from Cell 4B from all sources of water and tributary areas..
However, based on the elevation data provided in the response, additional justification
should be provided.
Based on rough calculations, it appears that the tributary areas to Cell 4A during the PMP could be as follows: Mill site (64 Ac), Cell 1 (84 Ac), Cell 2 (80.7 Ac), Cell 3 (78.3 Ac), and Cell 4A (42.1 Ac), for a total tributary area of approximately 349 Ac. Based on
a total PMP rainfall of 10 in, the total volume of precipitation would be approximately
12.67 million ft3. Based on the area of Cell 4A, this volume would create a pond depth of
approximately 7.0 ft (see Figure 1 in Response). Consequently, it would appear that Cell 4A would not contain the PMP flood. Further, the point of compliance for the maximum freeboard must be defined for all tailings cells in the system, and the requirements for
compliance monitoring clearly identified.
DUSA provided an acceptable response to the request for mill operations to be factored
into the storm capacity of the cells.
DUSA provided spillway design calculations for Cell 4B. The designs for the spillway dimensions appear adequate.
DUSA has provided design for a discharge apron from the 4A/4B spillway that is
equivalent to that approved for the Cell 3 / 4A spillway.
REFERENCES:
“Cell 4B Design Report, White Mesa Mill, Blanding, Utah” by GeoSyntec Consultants, December 2007. Prepared for International Uranium (USA) Corporation.
“Cell 4B Lining System Design Report, Response to Division of Radiation Control
(“DRC”) Request for Additional Information – Round 1 Interrogatory, Cell 4B Design”,
Letter dated January 9, 2009, from Harold R. Roberts of Denison Mines (USA) Corp., to
Dane L. Finerfrock, Division of Radiation Control.

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INTERROGATORY DUSA R313-24-4-08/02: GCL, PRIMARY LINER, SECONDARY LINER, AND LEAK DETECTION SYSTEM
PRELIMINARY FINDING:
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(1): Surface impoundments
must have a liner that is designed, constructed, and installed to prevent any migration of
wastes out of the impoundment to the adjacent subsurface soil, ground water, or surface water at any time during the active life (including the closure period) of the impoundment. The liner may be constructed of materials that may allow wastes to
migrate into the liner (but not into the adjacent subsurface soil, ground water, or surface
water) during the active life of the facility, provided that impoundment closure includes
removal or decontamination of all waste residues, contaminated containment system components (liners, etc.), contaminated subsoils, and structures and equipment contaminated with waste and leachate. For impoundments that will be closed with the
liner material left in place, the liner must be constructed of materials that can prevent
wastes from migrating into the liner during the active life of the facility.
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(2): The liner required by paragraph 5A(1) above must be: (a) Constructed of materials that have appropriate chemical properties and sufficient strength and thickness to prevent failure due to
pressure gradients (including static head and external hydrogeologic forces), physical
contact with the waste or leachate to which they are exposed, climatic conditions, the
stress of installation, and the stress of daily operation; (b) Placed upon a foundation or base capable of providing support to the liner and resistance to pressure gradients above and below the liner to prevent failure of the liner due to settlement, compression, or
uplift; and (c) Installed to cover all surrounding earth likely to be in contact with the
wastes or leachate.
Refer to R313-24-4, R317-6-1.13: Best Available Technology [BAT] means the application of design, equipment, work practice, operation standard or combination thereof at a facility to effect the maximum reduction of a pollutant achievable by
available processes and methods taking into account energy, public health,
environmental and economic impacts and other costs.
Refer to R313-24-4, R317-6-6.4(A)(3/112): The Executive Secretary may issue a ground water discharge permit for a new facility if the Executive Secretary determines, after reviewing the information provided under R317-6-6.3, that: 1.the applicant demonstrates
that the applicable class TDS limits, ground water quality standards protection levels,
and permit limits established under R317-6-6.4E will be met; 2. the monitoring plan,
sampling and reporting requirements are adequate to determine compliance with applicable requirements; 3. the applicant is using best available technology to minimize the discharge of any pollutant; and 4. there is no impairment of present and future
beneficial uses of the ground water.
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INTERROGATORY STATEMENT:
Refer to the Cell 4B Design Report and Cushion Fabric Calculations (Appendix D) Attached thereto and the Revised Technical Specifications. Please provide additional
information to demonstrate (in the Design Report, in a revised Appendix D of the Design
Report, and in Section 02225 of the Technical Specifications if necessary) that the specified particle size gradation for the drainage aggregate used in the granular material surrounding the PVC pipes in the slimes drain and leak detection systems remains
compatible with the specified cushion geotextile, if recently revised criteria (Koerner
2008) are used in the Cushion Fabric Calculations in lieu of the criteria currently used in
the cushion calculations.
Refer to the Design Report (and Exhibit J thereto) and the Cell 4B Revised Technical Specifications Related to GCL Pre-hydration/Placement Procedure. Please justify the
technical appropriateness of the proposed change in approach with respect to pre-
hydration of the GCL from the approach that was employed in Cell 4A, i.e., the proposed
change to deploy the GCL on the Cell 4B subgrade without hydration prior to covering it with the HDPE geomembrane liner, which is not adequately supported by the information provided in the January 9, 2009 DUSA Round 1 – Interrogatory Response
for the Cell 4B Design Report.
To address inconsistency between the most recent DUSA test results presented in Exhibit
J and previously conducted DUSA test results, and other published similar GCL acidic permeant permeability test results, please provide the following additional data/information to the Division:
• Additional information from the testing laboratory that describes and documents
that test criteria specified in ASTM D 6766 were followed, including data indicating that test termination criteria (inflow-outflow criteria; steady hydraulic conductivity; and electrical conductivity and pH ratio criteria in influent vs.
effluent) were achieved;
• A thorough analysis comparing the October 28, 2008 DUSA test results to: (1) the previous Cell 4A GCL permeability testing results, and (2) other published reported laboratory test results from similar GCL permeation tests conducted
using acidic permeants (Note: Published results from selected other laboratory
tests are described in the ‘Basis for Interrogatory’ section below). The analysis
and justification needs to explain the differences in results reported, with particular discussion of the reasons why the October 28, 2008 DUSA test results do not appear to suggest the following findings that have been reported by other
well published and peer reviewed investigators (see discussion below for
additional information):
o Hydraulic conductivity values of non-prehydrated GCL samples that are subjected to exposure to an acidic permeant would be expected to generally increase asymptotically (over pre-exposure levels) in proportion
to increasing numbers of pore volumes of flow-though of the acidic
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8
permeant, with the hydraulic conductivity value typically continuing to rise over a range of permeation volumes between 1 to approximately 20
pore volumes, with the same asymptotically increasing behavior in
hydraulic conductivity sometimes reported to continue to occur for a
range between 1 and upwards of 40 or more pore volumes of exposure
o Other factors being equal, and under similar testing conditions, comparable, GCL samples that were pre-hydrated and subsequently
exposed to an acidic permeant typically experienced less of an overall
increase in hydraulic conductivity compared to their pre-exposure value
than non-prehydrated GCL samples subjected to exposure to the same acidic permeant.
Please provide additional information to address the following issues that could affect
the performance of the GCL after its installation in the Cell 4B liner system:
• The (known) detrimental effect of acidic permeants on the swelling capacity of bentonite in the GCL, and the degree of correlation between decreased bentonite swell capacity and increased hydraulic conductivity of the GCL
• The potential for loss of moisture to occur in the GCL after its placement in the
Cell 4B liner system due to the effects of elevated temperature, if exposure to such elevated temperatures were to occur over an extended period of time prior to waste being placed over the liner system.
Please justify the proposed change in the GCL placement procedure for Cell 4B (i.e, the
proposal to not pre-hydrate the GCL prior to covering it with the geomembrane in a
manner consistent with the procedure approved by the UDEQ on September 28, 2007 (UDEQ 2007) for use in constructing Cell 4A. As an alternative to providing the above information and analyses, Denison may revise the design and specifications to include
installation of the GCL in Cell 4B in the same manner that was previously approved by
the Division on September 28, 2007 (UDEQ 2007) for Cell 4A (provided that the GCL
used is of the same type and made by the same manufacturer as was used for Cell 4A).
Refer to the January 9, 2009 DUSA Round 1 – Interrogatory Response for the Cell 4B Design Report, pages 15 and 16 of text of Response (and Exhibit J thereto). Please
provide a permanent time of travel calculation that uses hydraulic conductivity values (in
the calculation steps) that conservatively bounds the range of hydraulic conductivity
values that could reasonably be expected to occur in the GCL component of the Cell 4B liner system during its design life. Hydraulic conductivity values used in the analysis need to reflect the previous laboratory testing results completed for the GCL for use in
Cell 4A and account for the information discussed above and described below in the
“Basis for Interrogatory” regarding the detrimental effects of acidic permeant on the
GCL. When selecting hydraulic conductivity values for use in the calculation, please address the apparent inconsistency between the results of the October 28. 2008 GCL testing results and the previous Cell 4A GCL testing results and the other published GCL
permeability test results. Demonstrate that the values used in the calculations adequately
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9
bound the range of uncertainty associated with predictions of effects of acidic permeants on the GCL (e.g., adequately bound the range of published test results).
Refer to the Revised Cell 4B Technical Specifications attached to the January 9, 2009
DUSA Round 1 – Interrogatory Response for the Cell 4B Design Report. Please
provide a revised Technical Specification for the Geosynthetic Clay Liner and revised Technical Specifications for the Geomembrane, Geotextile and other liner/containment system components that specify a defined maximum allowed time period within which
installation (and seaming) of the lower HDPE geomembrane liner and the remaining
components of the containment system up to and including the uppermost geomembrane
liner over the GCL must be completed (in order to protect the installed GCL from drying/desiccation effects and/or potential overall moisture loss due to various factors discussed in the Basis for Interrogatory section below).
BASIS FOR INTERROGATORY:
1. A recent publication (Koerner 2008), issued after the Cushion Fabric Calculation in
Appendix D was prepared, recommends the use of revised (updated) criteria for use in
the design of cushion protection geotextiles for protecting adjacent geomembranes from damage from puncture. The criteria include recommended revised Reduction Factors for creep (RFCR) for various particle protrusion heights. These revised RFCR values reflect
the results of long-term pressurization tests completed by the Geosynthetic Institute. The
Cushion Fabric Calculations in Appendix D of the Design Report uses RFCR values that
do not appear to be not consistent with these recently revised RFCR criteria.
2. Several published and peer reviewed studies of laboratory tests of GCL samples exposed to acidic permeants under similar testing conditions as those used by the
laboratory as described in the October 28, 2008 DUSA laboratory test report, as well as
the previous testing done on behalf of DUSA to support construction of Cell 4A, indicate
or suggest different behavior in the pattern of GCL permeability values with increased exposure to acidic permeant than was reported in the October 28, 2008 report. A summary of selected other laboratory GCL permeation studies involving acidic
permeants are discussed in the following paragraphs.
A broad body of published information indicates that pre-hydrating a GCL with
freshwater prior to allowing it to come into contact with an acidic permeant helps mitigate against the detrimental effects of acidic liquids on the bentonite component of the GCL.
The laboratory test results of GCL permeability testing using hydrochloric acid submitted
to Geosyntec Consultants by TRI Environmental, Inc. on October 28, 2008 (included in
Exhibit J of Denison’s January 2009 Round 1 Interrogatory Response package) appear to be inconsistent with previous similar testing results completed in August 2007 and submitted by Denison Mines for the GCL used in constructing Cell 4A. Further, the
testing results provided in Exhibit J also appear to be inconsistent with several other
published and peer reviewed results of similarly-designed and similarly conducted
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laboratory GCL permeability tests using acidic permeants. For example, the October 28, 2008 DUSA test results suggest that hydraulic conductivity values appeared to decrease
with increasing pore volumes of exposure to acidic permeant over a portion or portions
of the exposure period for some GCL samples (e.g., for the GCL sample having an initial
moisture content of 17%). GCL permeability testing results obtained from the previous Cell 4A GCL permeability testing using a pH = 1 solution, for the GCL sample having an initial moisture content of 50%, yielded results that are more consistent with other
published findings. The use of hydraulic conductivity values that are lower than the
initial (pre-exposure) value in the travel time calculations for cases where the GCL has
been subjected to permeation with the acidic permeant does not represent a conservative approach, given the general consensus/ convergence of findings reported in the published literature and the previous Cell 4A GCL permeability testing results.
Results of laboratory testing of GCL permeability using permeants other than water as
described by Ruhl and Daniel 1997 and Petrov and Daniel 1997, have been discussed in
previous interrogatories developed for Cell 4A, and are summarized again here. Ruhl and Daniel 1997 and Petrov and Rowe 1997 performed tests on the effects of acidic
solutions and a simulated municipal waste leachate on the saturated hydraulic
conductivity (Ksat ) of a GCL. Ruhl and Daniel tested acidic solutions of 0.1 M HCl and
a simulated waste leachate with a pH of 4.4. The results indicated there was little or no
increase in Ksat or permeant pH after approximately 8 pore volumes of flow through a pre-hydrated GCL. However, it was found that initial contact of the non-pre-hydrated
GCL with acidic solutions led to very high Ksat from the beginning of the tests.
Lange et al. (2007) tested a GCL (thermally locked BENTOFIX NW GCL with a scrim
reinforced-nonwoven carrier geotextile, and a nonwoven cover geotextile encapsulating
a layer of granular Wyoming sodium bentonite [5500–6600 g bentonite/m2]) similar to the GCL proposed for use in Cell 4B by initially permeating it with de-aired, De-Ionized (DI) water and then exposing it to a permeant of simulated acid rock drainage (ARD),
having a pH of 3.3. The long-term hydraulic conductivity of the GCL samples increased
from an initial value of 1.6 x 10-9 cm/sec to 1.3 x 10-8 cm/sec after permeation with the
ARD water. The pH in the effluent from the ARD-permeated GCL samples was seen to decline steadily from an initial value of 8.5 to below 4.4 after 21 pore volumes (PVs) of exposure to the permeant with data indicating that pH levels were still declining at 25
PVs. They noted that available data indicate that GCLs would be particularly suitable
for short-term containment (i.e. holding ponds) of ARD and that although it may be
possible for long-term (i.e. permanent) containment, more compatibility (i.e. hydraulic conductivity testing) and geochemical analyses need to be undertaken for longer periods in the laboratory.
In similar testing, Lange and others (2005) found that at exposure of a GCL sample that
was first prehydrated with de-aried, de-ionized water, the pH of the effluent from a GCL
that was subsequently permeated with an acid mine drainage simulated permeant remained above 7 until 20-22 PVs, where it first dropped to 4.6, then dropped again to ~3.8. The hydraulic conductivity of the GCL sample was found to increase to 1.6x10-9
cm/sec at 20-22 PVs, compared to its initial value of 2.8 x 10-10 cm/sec, and at 30 PVs,
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the hydraulic conductivity began to increase at a faster rate to a final hydraulic conductivity at 44 PVs of 3.7x10-9 cm/sec. The largest increase in hydraulic conductivity
of the AMD-permeated GCL sample followed the large drop in the pH of the effluent.
Kolstad et al. 2004 found that hydraulic conductivity tests of a dense prehydrated GCL
exposed to a strong acid (pH=1.2) resulted in a hydraulic conductivity that was 39 times the hydraulic conductivity of the same GCL exposed only to DI water, whereas the hydraulic conductivity for a non-prehydrated conventional GCL exposed to the acidic
permeant was 12,500 times higher than the hydraulic conductivities obtained for the
same GCL exposed only to DI water. The results for the non-prehydrated conventional
GCL yielded similar results as those found by Jo et al. (2001).
Shackelford et al. 2000, Jo et al. 2005, and others have discussed termination criteria for hydraulic conductivity tests performed to evaluate interactions between barrier soils and
permeant solutions. Several studies recommended that tests not be terminated until a
steady hydraulic conductivity is achieved and the ratio of incremental outflow to inflow
rates is approximately 1.0, in addition to suggested guidance regarding minimum numbers of pore volumes of exposure that should be investigated. Others recommended that “chemical equilibrium” be established, e.g., comparable concentrations in influent
and effluent, be achieved before terminating a test. Specific termination criteria for
testing of GCL permeability for GCLs exposed to permeants other than water are
specified in ASTM D 5084 and ASTM D 6766. ASTM D6766 requires that the termination criteria of the test include a finding that the ratio of pH and Electrical Conductivity values in the effluent from the exposed GCL sample relative to the influent
(permeant) solution both fall between 0.9 and 1.1. The test results provided in Exhibit J
of the January 9, 2009 DUSA submittal do not provide documentation that any of the
above termination criteria were achieved during the testing.
In addition to the above studies, published information also strongly suggests (e.g., see Gates et al. 2009) that acidity, as well as increased ionic strength of a pore solution,
generally leads to a decrease in swelling capacity of bentonite and therefore could result
in an increase in the hydraulic conductivity in the GCL. Jo et al. (2001) evaluated the
effects of pH on free swell. The GCL used in their study was a sample of granular bentonite placed between a 170 g/m2 slit-film monofilament-woven geotextile and a 206 g/m2 staple-fiber nonwoven geotextile, held together by needle-punching. Jo et al. found
that the swell volume of the GCL decreased significantly and a major increase in
hydraulic conductivity of the GCL occurred below a pH of 2, with the smallest swelling
occurring in an acid with a pH=1. In addition, chemical analysis results showed that a decrease in pH produced an increase in dissolution. Certainly the tailings wastewaters anticipated in Cell 4B will have both low pH and high ionic strength.
An additional concern that has been noted is that smectites, the dominant minerals in
bentonites, and other minerals containing Al, Fe, Mg and Ca are unstable in acid
solutions. Given sufficient contact time with acidic solutions, bentonites can ultimately break down to an amorphous, porous, and hydrated silica (Komadel and Madejová 2006; Gates et al. 2009). Dissolution of smectites in acid solutions has been observed to
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increase as pH decreases. Permeants having a pH below 4.5 usually favor dissolution of clay structures (Gates 2007).
The GCL, once placed on the prepared subgrade, could experience drying/desiccation
cracking if not covered promptly by the geomembrane (e.g., Rowe 2006). The GCL
should be covered promptly by the secondary geomembrane liner and overlying remaining components of the Cell 4B liner/containment system to minimize the potential for such drying/cracking to occur. No defined timeframes for completing installation of
these components over the GCL could be found in the Technical Specifications.
An additional issue of potential concern that needs to be addressed by the design is that if
(portions of) the composite geomembrane/GCL liner system in Cell 4B would be left exposed for an extended period of time, the geomembrane components of the liner system above the GCL would be exposed to daily thermal cycles, and the GCL would likely
experience associated changes in water content. Depending on the severity and duration
of hotter and drier conditions occurring at the site vs. wetter, cooler site conditions,
periods of hot, dry conditions could transfer heat to the GCL, subjecting it to a drying cycle, causing evaporation of water from the GCL (e.g., see Rowe 2006; Bostwick et al. 2008). During time periods when temperatures cool, the GCL could experience some
degree of re-hydration of the GCL, e.g., from moisture that might be lost to the subgrade
soils; however, a potential long-term GCL performance issue exists in that if the liner is
located on a slope, and is left exposed for an extended period or periods of time to hot, dry weather (e.g., drought conditions), moisture losses from the GCL during these time periods could flow downslope, resulting in overall moisture loss in the portions of the
GCL base low-permeability layer located on the slopes (Bostwick et al. 2008).
The Cell 4B design includes a primary geomembrane with one white side placed upward,
and incorporates additional geosynthetic materials between the primary geomembrane and the GCL. Collectively, these features would be expected to help mitigate cyclic moisture changes in the GCL, provided that they are installed over the GCL in a timely
manner. The white side of the primary geomembrane, for example, will not reach as high
a temperature as would an entirely black geomembrane, and the additional layers of
geosynthetics (and other materials) above the GCL would be expected to provide some additional insulating effects. Completion of installation of these components (up to and including the uppermost geomembrane) as soon as possible following placement of the
GCL would therefore help reduce potential long-term moisture losses from the GCL.
Pre-hydrating the GCL, as was done in the Cell 4A GCL construction, would also be
expected to provide some additional “moisture buffering capacity” against potential long-term net losses of GCL moisture content. .
Previous field test results were performed to demonstrate the amount of pre-hydration
required for GCL performance at the DUSA White Mesa Mill, Cell 4A. Based on these
permeability testing results, that indicated that an optimum level of GCL pre-hydration
for mitigating the detrimental effects of an acidic (pH =1) permeant on GCL permeabiilty was 75% moisture content, However, test results with a moisture content greater than 50% were considered to be an acceptable level, and the Utah Department of
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Environmental Quality (UDEQ Sept. 28, 2007) approved a revised hydration plan for the GCL in Cell 4A that specified pre-hydration of the GCL to a minimum level of 50%
moisture content during cell construction.
An additional concern relating to the issue of GCL pre-hydration is that, according to the
August 31, 2007 letter from GeoSyntec Consultants, the pre-installation moisture content of the GCL used in Cell 4A was lower than that of the as-manufactured GCL. Reasons for this were stated to be drying during shipment and/or site storage. This finding will
likely offset a statement made in the January 9, 2009 DUSA submittal that “based on
Geosyntec’s experience with GCL material and manufacturer data (CETCO 2008), the
as-achieved moisture content of a GCL is typically greater than 17 % and will be acceptable for deployment without additional hydration”.

REFERENCES:
“Cell 4B Lining System Design Report, Response to Division of Radiation Control
(“DRC”) Request for Additional Information – Round 1 Interrogatory, Cell 4B Design”, Letter dated January 9, 2009, from Harold R. Roberts of Denison Mines (USA) Corp., to Dane L. Finerfrock, Division of Radiation Control.
Bostwick, L.E., Rowe, R.K., Take, W.A., and Brachman, R.W. 2008. “Observations of the
Dimensional Stability of Four GCL Products under Combined Thermal and Moisture
Cycles”, The First Pan American Geosynthetics Conference & Exhibition 2-5 March 2008, Cancun, Mexico.
Gates, W.P. 2007. “Geosynthetic Clay Liner Technology: Understanding Bentonite”,
SmecTech Research Consulting.
Gates, W.P., Bouazza, A., and Churchman, G.C. 2009. “Bentonite Clay Keeps Pollutants
at Bay”, Elements, Mineralogical Society of America, Vol. 5, No. 2, April 2009, pp. 105-110.
Jo, H.Y., Katsumi, T., Benson, C.H., and Edil, T.B. 2001. “Hydraulic Conductivity and
Swelling of Nonprehydrated GCLs Permeated with Single-Species Salt Solutions.”
Journal of Geotechnical and Geoenvironmental Engineering, pp. 562-565.
Jo, H.Y, Benson, C. H., Shackelford, C.D. Lee, J-M, and Edil, T.B. 2005. “Long-Term Hydraulic Conductivity of a Geosynthetic Clay Liner Permeated with Inorganic Salt Solutions”, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 131, No.
4, April 1, 2005, pp. 405-417.
Koerner, R.M. 2008. “Modification to the GRI-Method” for the FRCR – Factor Used in
the Design of Geotextiles for Puncture Protection of Geomembranes”. GRI White Paper # 14. Geosynthetic Institute, Folsom, PA. November 24, 2008.
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Kolstad, D., Benson, C. H., and E.T. 2004. “Hydraulic Conductivity and Swell of Nonprehydrated GCLs Permeated with Multispecies Inorganic Solutions.” Journal of
Geotechnical and Geoenvironmental Engineering, 130 (12), pp. 1236–1249.
Kolstad, D.C., Benson, C.H., Edil, T. B., and Jo, H. Y. 2004. “Hydraulic Conductivity of
a Dense Prehydrated GCL Permeated with Aggressive Inorganic Solutions.” Geosynthetics International, 2004, 11, No. 3., pp. 233-241.
Komadel, P, and Madejová, J. 2006. “Acid Activation of Clay Minerals”. In: Bergaya F,
Theng BKG, Lagaly G (eds), Handbook of Clay Science. Developments in Clay Science
Volume 1, Elsevier, Amsterdam, pp. 263 -287.
Lange, K, Rowe, R.K., and Jamieson, H. 2005. “Attenuation of Heavy Metals by Geosynthetic Clay Liners”. GRI-18 Geosynthetics Research and Development in Progress, 2005, 8 pp.
Lange, K, Rowe, R.K., and Jamieson, H. 2007. “Metal Retention in Geosynthetic Clay
Liners Following Permeation by Different Mining Solutions”. Geosynthetics
International, 2007, 14, No. 3.
Petrov, R., and Rowe, R.1997. “Geosynthetic Clay Liner (GCL)— Chemical Compatibility by Hydraulic Conductivity Testing and Factors Impacting its
Performance.” Canadian Geotechnical Journal, 34, pp. 863–885.
Rayhani, M.H.T., R.K. Rowe, R.W.I. Brachman, G. Siemens & A. Take 2008. “Closed-
System Investigation of GCL Hydration From Subsoil”. Proceeedings GeoEdmonton '08. pp. 324-328. URL:
Rowe, R.K. 2006. “Some Factors Affecting Geosynthetics used for GeoEnvironmental
Applications”, 5th ICEG Environmental Geotechnics, Thomas Telford, London 2006.
Ruhl, J.L., Daniel, D.E. (1997) “Geosynthetic Clay Liners Permeated with Chemical
Solutions and Leachates”. Journal of Geotechnical and Environmental Engineering 123: pp. 369 -381.
Shackelford, C., Benson, C., Katsumi, T., Edil, T., and Lin, L. 2000. “Evaluating the
Hydraulic Conductivity of GCLs Permeated with Nonstandard Liquids.” Geotextiles and
Geomembranes. 18 (2–4), pp.133–162.
Utah Department of Environmental Quality (UDEQ) 2007. “Revised GCL Hydration Plan Approval”, Letter from Dane Finerfrock, Utah Department of Environmental Quality, to Harold Roberts of Denison Mines (USA) Corporation, dated September 28,
2007.
Round 3 Interrogatories - White Mesa Cell 4B
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UTAH DIVISION OF RADIATION CONTROL
DENISON MINES (USA) CORPORATION
WHITE MESA MILL
BLANDING, UTAH

CELL 4B DESIGN REPORT

INTERROGATORIES – ROUND THREE

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TABLE OF CONTENTS
Section Page

Acronyms and Abbreviations ........................................................................................................ iii
INTERROGATORY DUSA R313-24-4-01/03: DIKE INTEGRITY ............................................ 1
INTERROGATORY DUSA R313-24-4-03/03: SPILLWAY CAPACITY
DESIGN/CALCULATION AND SURFACE WATER RUNOFF ................................................ 3

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Acronyms and Abbreviations
CFR Code of Federal Regulations
DRC Division of Radiation Control (Utah)
DUSA Denison Mines (USA) Corporation
IPS inches per second
PMP Probable Maximum Precipitation
PPV Peak particle velocity
URCR Utah Radiation Control Rules
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INTERROGATORY DUSA R313-24-4-01/03: DIKE INTEGRITY
PRELIMINARY FINDING:
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(5): When dikes are used to
form the surface impoundment, the dikes must be designed, constructed, and maintained
with sufficient structural integrity to prevent massive failure of the dikes. In ensuring
structural integrity, it must not be presumed that the liner system will function without leakage during the active life of the impoundment.
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 4 (e): The impoundment may not
be located near a capable fault that could cause a maximum credible earthquake larger
than that which the impoundment could reasonably be expected to withstand. As used in
this criterion, the term “capable fault” has the same meaning as defined in section III(g) of Appendix A of 10 CFR Part 100. The term “maximum credible earthquake” means that earthquake which would cause the maximum vibratory ground motion based upon an
evaluation of earthquake potential considering the regional and local geology and
seismology and specific characteristics of local subsurface material.
INTERROGATORY STATEMENT:
The issue of dike integrity has been satisfactorily addressed in all aspects, except for the concept of Peak Particle Velocity (PPV) related to construction blasting and how PPV limitations are incorporated into the project Technical Specifications and the Blast Plan.
Please provide a revised Technical Specification including the limits to be used for PPV
during blasting. Please require that PPV limitation specifications be applied in the Blast
Plan that is required under Technical Specification Section 02200, Articles 1.05B, 3.03B5, and 3.03B6.
Please provide a Blast Plan for Utah Division of Radiation Control (DRC) review.
BASIS FOR INTERROGATORY:
The Round 2 Interrogatory Response for the Cell 4B Design Report received from DUSA
(letter dated August 7, 2009) suggested that a more conservative approach than that
which was described in the original Cell 4B Design Report would be used to design the blasting work. The response cited past construction practices as well as an alternate reference applicable to open mining in developing the basis for the revised approach.
However, DUSA suggested in its response that the more conservative PPV limitations
were now included in the revised Technical Specifications. These limitations do not
appear to have been included in the Technical Specifications as stated.
Regarding the inquiry of proposed blasting PPV limitations, DUSA referenced a document “The Influence and Evaluation of Blasting on Stability” presented in “Stability
in Open Mining”, 1971 and identified a more conservative PPV range of between 2 and 4
inches per second (IPS). Further, DUSA specified in its response that a PPV of 2 IPS
would be utilized when blasting within 100 ft from the top of the existing berms. Please
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include these limitations in the Technical Specifications for the Blast Plan requirements specified under Section 02200, Articles 1.05B, 3.03B5, and 3.03B6.
DUSA indicated in its response that the entire cell floor will require rock removal, which
involves a significant amount of blasting to achieve design subgrades. Therefore, the
Blast Plan document that is required in the Technical Specifications should be considered a critical component of the design. This document should be subject to review and comment prior to issuing the construction permit. Submission, review, and
approval of the Blast Plan must be completed prior to blasting at the site.
REFERENCES:
“Cell 4B Design Report, White Mesa Mill, Blanding, Utah” by GeoSyntec Consultants,
December 2007. Prepared for International Uranium (USA) Corporation.
“Cell 4B Lining System Design Report, Response to Division of Radiation Control (“DRC”) Request for Additional Information – Round 1 Interrogatory, Cell 4B Design”,
Letter dated January 9, 2009, from Harold R. Roberts of Denison Mines (USA) Corp., to
Dane L. Finerfrock, Division of Radiation Control.
Letter to Dane L. Finerfrock, “ Re: Cell 4B Lining System Design Report, Response to DRC Request for Additional Information – Round 2 Interrogatory, Cell 4B Design”, (including attachments) dated August 7, 2009.

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INTERROGATORY DUSA R313-24-4-03/03: SPILLWAY CAPACITY DESIGN/CALCULATION AND SURFACE WATER RUNOFF
PRELIMINARY FINDING:
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(5): When dikes are used to
form the surface impoundment, the dikes must be designed, constructed, and maintained
with sufficient structural integrity to prevent massive failure of the dikes.
Refer to R313-24-4, 10 CFR Appendix A, Criterion 5A(4): A surface impoundment must be designed, constructed, maintained, and operated to prevent overtopping resulting
from normal or abnormal operations, overfilling, wind and wave actions, rainfall, or
run-on.
Refer to R313-24-4, 10 CFR Appendix A, Criterion 4 (d): In addition to providing stability of the impoundment system itself, overall stability, erosion potential, and geomorphology of surrounding terrain must be evaluated to assure that there are not
ongoing or potential processes, such as gully erosion, which would lead to impoundment
instability.
INTERROGATORY STATEMENT:
Please provide an estimation of the Probable Maximum Precipitation (PMP) event for the site, as well as justification for the use of the 6 hour PMP duration.
Please identify, specifically, the location for compliance monitoring and all equipment,
procedures, and a monitoring frequency to be used to monitor compliance at Cell 4B.
BASIS FOR INTERROGATORY:
DUSA provided an estimate of the freeboard necessary in Cell 4B to prevent discharge to
surface water under PMP conditions (letter dated August 7, 2009). However, DUSA referred to a document entitled “White Mesa Mill Standard Operating Procedures Manual, Book II: Environmental Protection Manual, Section 3.1”, which in turn
references a “January 10, 1990 Drainage Report for Cells 1 and 4A” for the PMP
estimate. This document could not be found for review. The process that was utilized to
estimate the PMP needs to be reviewed, the derivation of the PMP duration of 6 hours needs to be reviewed, and the 6-hour duration needs to be verified as being appropriate for the design of Cell 4B. Ultimately, the source of the PMP estimate (10 inches in 6
hours) needs to be reviewed, or the PMP estimate needs to be recalculated.
DUSA has provided basic information regarding the compliance monitoring location for
the Cell 4B freeboard measurements as the maximum contour elevation enclosing the perimeter of Cell 4B spillway at elevation 5,596 ft above Mean Sea Level. This information is helpful to understand the elevation of the freeboard limits, however the
location of the measurement point and the measurement frequency have not been defined
as requested. Equipment and procedures to be used for compliance monitoring must also
be identified.
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REFERENCES:
“Cell 4B Design Report, White Mesa Mill, Blanding, Utah” by GeoSyntec Consultants, December 2007. Prepared for International Uranium (USA) Corporation.
“Cell 4B Lining System Design Report, Response to Division of Radiation Control
(“DRC”) Request for Additional Information – Round 1 Interrogatory, Cell 4B Design”,
Letter dated January 9, 2009, from Harold R. Roberts of Denison Mines (USA) Corp., to Dane L. Finerfrock, Division of Radiation Control.
Letter to Dane L. Finerfrock, “Re: Cell 4B Lining System Design Report, Response to
DRC Request for Additional Information – Round 2 Interrogatory, Cell 4B Design”,
(including attachments) dated August 7, 2009.

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UTAH DIVISION OF RADIATION CONTROL
DENISON MINES (USA) CORPORATION
WHITE MESA MILL
BLANDING, UTAH

CELL 4B DESIGN REPORT

INTERROGATORIES –ROUND ONE

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TABLE OF CONTENTS
Section Page

Acronyms and Abbreviations ......................................................................................................... ii
General Summary of Requested Items .......................................................................................... iii
INTERROGATORY DMC R313-24-4-01/01: DIKE INTEGRITY .............................................. 1
INTERROGATORY DMC R313-24-4-02/01: SLIMES DRAIN SYSTEM AND SIDE SLOPE RISERS FOR SLIME DRAIN PIPE AND LEAK DETECTION PIPE ........................................ 4
INTERROGATORY DMC R313-24-4-03/01: SPILLWAY CAPACITY DESIGN/CALCULATION AND SURFACE WATER RUNOFF ................................................ 8
INTERROGATORY DMC R313-24-4-04/01: MONITORING WELL WMMW-16 ................. 10
INTERROGATORY DMC R313-24-4-05/01: SPLASH PADS ................................................. 11
INTERROGATORY DMC R313-24-4-06/01: SUBGRADE PREPARATION AND EARTHWORK ............................................................................................................................. 13
INTERROGATORY DMC R313-24-4-07/01: CELL 4B AGGREGATES AND
COMPATIBILITY OF MATERIALS ......................................................................................... 18
INTERROGATORY DMC R313-24-4-08/01: GCL, PRIMARY LINER, SECONDARY LINER, AND LEAK DETECTION SYSTEM ............................................................................ 19
INTERROGATORY DMC R313-24-4-09/01: RADIATION SURVEY TO DEMONSTRATE ACCEPTABLE SUBGRADE CONDITIONS PRIOR TO LINER SYSTEM CONSTRUCTION
....................................................................................................................................................... 26
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Acronyms and Abbreviations
ALARA As Low As Reasonably Achievable
ASTM American Society for Testing and Materials
BAT Best Available Technology
CCL Compacted Clay Liner
CFR Code of Federal Regulations
CQAP Construction Quality Assurance Plan
DMC Dennison Mines (USA) Corp
DR Design Report
DRC Division of Radiation Control (Utah)
FML Flexible Membrane Liner
GCL Geosynthetic Clay Liner
GW Groundwater
HDPE High Density Polyethylene
LCRS Leachate Collection and Removal System
LDS Leak Detection System
PVC Polyvinyl chloride
SDR Standard Dimension Rations
TDS Total Dissolved Solids
TEDE Total Effective Dose Equivalent
TMP Tailings Management Plan
TRDP Tailings Reclamation and Decommissioning Plan
URCR Utah Radiation Control Rules
UV Ultra-violet
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General Summary of Requested Items
Please refer to the interrogatories for the complete context of the item requests.

1. A revised slope stability evaluation that confirms the critical slopes and considers dynamic loading as well as other consistent slope and soil parameters.
2. Additional clarification on the berm perimeter access road.
3. Additional information and drawing additions/clarifications to clarify the side
slope risers for slimes drain pipe and leak detection pipe, including incorporation
of measures to preclude/minimize long-term degradation of PVC pipes resulting from long-term exposure to the atmosphere/direct sunlight/heat.
4. Additional information on the Emergency spillway.
5. Clarification of Cell 4B’s drainage and relationship with site wide drainage.
6. Information regarding the location of, and plan for decommissioning of,
monitoring well WMMW-16.
7. Additional information on the proposed splash pads and discharge to these pads.
8. Additions and clarifications to the Design Report, Earthwork and Subgrade Preparation Specifications and the Construction Quality Assurance Plan,
including expansion of these documents to include applicable ASTM/BAT
Standards.
9. Additional information demonstrating that the leak detection system and the slimes drain system have been designed to meet performance standards that are the same as or equivalent to applicable specific performance standards contained
in the Groundwater Discharge Permit.
10. Clarifications on Construction Drawings, Technical Specifications, and Construction Quality Assurance Plan.
11. Additional information in the specifications for the drainage aggregate.
12. Additional justification for the effectiveness (hydraulic equivalency) of the GCL
to a compacted clay liner during the active cell life and for achieving the
minimum requirements contained in the Groundwater Discharge Permit over the design life of the cell given the acidic cell environment. This justification would include revision of the calculation for the flow through the GCL and CCL to incorporate degraded conditions in the GCL.
13. Justification for the longest flow path used in, and low factor of safety determined
for, flow in the geonet (Action Leakage Rate calculation).
14. Demonstration that the slotted PVC pipe has the required strength.
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15. Additional information demonstrating the means by which Denison will ensure that the Cell 4B subgrade is free of unacceptable levels of contamination prior to
installing the liner system.

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INTERROGATORY DMC R313-24-4-01/01: DIKE INTEGRITY
PRELIMINARY FINDING:
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(5): When dikes are used to
form the surface impoundment, the dikes must be designed, constructed, and maintained
with sufficient structural integrity to prevent massive failure of the dikes. In ensuring
structural integrity, it must not be presumed that the liner system will function without leakage during the active life of the impoundment.
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 4 (e): The impoundment may not
be located near a capable fault that could cause a maximum credible earthquake larger
than that which the impoundment could reasonably be expected to withstand. As used in
this criterion, the term “capable fault” has the same meaning as defined in section III(g) of Appendix A of 10 CFR Part 100. The term “maximum credible earthquake” means that earthquake which would cause the maximum vibratory ground motion based upon an
evaluation of earthquake potential considering the regional and local geology and
seismology and specific characteristics of local subsurface material.
INTERROGATORY STATEMENT:
Please provide a revised slope stability evaluation that identifies the critical Cell 4B slopes. The evaluation needs to consider Cell 4B interior slopes of the joint berms between Cells 3 and 4B and 4A and 4B, the potential conditions associated with these
berms, and the impacts of Cell 3 and 4A on the berm stability. The parameters and
conditions used in the evaluation need to be identified and their values justified. If they
vary from the previous relevant evaluations (i.e., those provided in support of Cell 4A), the reasons for the difference need to be presented and justified. The evaluation also needs to address potential impacts from seismic concerns, ground motions resulting from
blasting operations to remove bedrock, potential operational loading, and other
conditions that may impact the stability of the berms (between Cell 3 and Cell 4B and
between Cell 4A and 4B) during the proposed cut back work to obtain the desired 2H:1V slopes.
Please justify the use of factors of safety equal to 1.5 and 1.3.
Please provide more detail on the construction drawings and in the design report on the
proposed construction of the access road. This detail should include the layout of the
road, its materials and means of construction, surface water flow, erosion controls and infiltration controls to preclude adversely impacting the integrity of the Cell 4B liner system and berms. Additional detail should also demonstrate that the road is adequate to
handle the proposed traffic loading .
BASIS FOR INTERROGATORY:
The slope stability analysis provided for Cell 4B includes an evaluation of slopes
described as being “typical” for the cell. The slopes evaluated need to be ones defined as critical (most prone to failure), not typical, and the evaluation needs to include likely
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conditions under which the slope will be subjected that will impact its stability. Based on the DRC’s review of Cell 4B slope geometry, the interior slopes represented by cross
sections A-A and B-B appear to be critical interior slopes. Revised analyses should
answer such questions as:
• What about the interior slope of the berm between Cell 3 and 4B?
• What are the soil engineering properties (including degree of saturation) as
well as other relative parameters that impact slope stability of this berm?
• What type of liner is in Cell 3, how effective is it?
• What are the properties of the material in Cell 3 and how have they impacted the stability of the joint berm?
• Will the cut back from 3H:1V of this berm result in unstable conditions?
In addition, the evaluation provided for Cell 4B only considers the static condition. It needs to also include dynamic conditions such as seismic concerns and blasting done to remove the bedrock from the area for bottom of Cell 4B.
The slope stability analysis Denison Mines (USA) provided for the Cell 4A (MFG 2006)
included a static and dynamic evaluation of the western berm of Cell 4A (which is the proposed eastern berm for Cell 4B) in the same location as Section A-A. This slope was identified as a critical slope for Cell 4A and was evaluated under likely critical conditions to be encountered for this slope as they relate to the use of Cell 4A. It also
identified soil material properties for the berm that are different than the ones used for
the Cell 4B evaluation. The Cell 4A evaluation identified the soil in the berm as a Compacted fine, silty sand (Phi = 30o; c = 0 psf; and weight = 123 pcf), on top of a layer of Natural Sand (Phi = 28 o; c = 0 psf; and weight = 120 pcf) that is overlying bedrock.
The Cell 4B evaluation identified for the same berm has only one soil type over the
bedrock; a sandy lean clay with an estimated weight of 125 pcf, Phi of 35 o and a
cohesion (c) of 100 psf. Explanation and justification are required for omitting the Natural Sand layer and for using different values of Phi (35 o) and c (100 psf).
It is recognized that the Phi of 35 o is based on the blow counts (N values) from sampling of soil in the bottom of Cell 4B. However, the use of this information for the in place
berm material needs to be justified. The evaluation for Cell 4B assumed a value for c of
100 psf with no justification, whereas the evaluation for Cell 4A assumed c values of 0 for both soils identified in the berm. In addition, consolidated-drained triaxial tests were performed on samples taken from the bottom of Cell 4B. Why were these tests run? Why weren’t values of Phi, c, and shear strength estimated for this soil using this data? Is this
data applicable to the berms? Please explain and justify these differences.
Another condition that needs to be addressed from the standpoints of environmental protection and construction/worker safety is the cutback of the joint Cell 4A/4B and Cell 3/4B berms from 3H:1V to 2H:1V due to the activities in Cells 4A and 3. Are there any conditions that would impact the stability of the respective berm and result in an unstable
slope and hazardous condition, either during the cut-back work or during operation? As
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presented in the slope stability evaluation for Cell 4A, if the adjacent cell contains fluid (water), and it is allowed to flow into the respective joint cell berm, and saturate the
berm soil (due to a liner failure), an unstable, and possible hazardous condition could
result. Will there be any added live loads on the top of the berm or in the adjacent Cell 3
that could impact the stability of the slope? At a minimum, live loads from construction equipment need to be included. These conditions need to be addressed, and if needed, controls put in place to ensure the stability of the slope and worker safety. It is
recognized that the redundancy of the double liner system in Cell 4A should prevent the
flow of water into the berm. However, the condition of the liner in Cell 3 in not known,
and there are some simple controls or monitoring options that could be put in place so as to ensure stability and safe working conditions One such option would be install piezometers into the berm to monitor liquid levels (if any) that could adversely impact the
stability of the Cell 4B interior berm.
Section 2.5 of the Design Report states that “surface water run-on is limited to the
perimeter access road surrounding the Cell [Cell 4B].” How is the berm perimeter road designed such that erosion of the road does not occur and run off from the berm perimeter road does not excessively saturate and erode the outside slopes of Cell 4B, thus
leading to failure of the berm surrounding Cell 4B?
How is the berm perimeter road designed such that surface water does not infiltrate the
berm perimeter road material, enter the anchor trench, and allow water to drain down the inside slopes via the geonet and in between other components of the liner system?
The limits of the berm perimeter road are not clear on the Construction Drawings.
Provide clarification for the limits of the berm perimeter road in relationship to liner
completion at the top of the berm and how vehicle usage will not damage the liner
completion. Provide details regarding locations where access to the berm perimeter road is gained by operational vehicles and methods by which operational vehicles have sufficient space to perform their functions without adverse impacts on the FML.
What materials are used to construct the berm perimeter road? What size and weight
class of vehicle and frequency of vehicle traffic are used in the design of the berm
perimeter road? What are the compaction requirements for construction of the berm perimeter road? Demonstrate that the berm perimeter road will adequately handle the vehicle traffic during operations such that failure of materials used to construct the road
surface and subgrade does not occur effect the stability of the berm.
REFERENCES:
“Cell 4B Design Report, White Mesa Mill, Blanding, Utah” by GeoSyntec Consultants,
December 2007. Prepared for International Uranium (USA) Corporation.
MFG Consulting Scientists and Engineers, June 7, 2006, Technical Memorandum to JoAnn Tischler, TetraTech EMI, Denver From Tom Chapel, White Mesa Stability
Analysis.
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INTERROGATORY DMC R313-24-4-02/01: SLIMES DRAIN SYSTEM AND SIDE SLOPE RISERS FOR SLIME DRAIN PIPE AND LEAK DETECTION PIPE
PRELIMINARY FINDING:
Refer to R317-6-6.4(A). The applicant must provide information that allows the
Executive Secretary to determine the applicant is using best available technology to
minimize the discharge of any pollutant.
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(4): A surface impoundment must be designed, constructed, maintained, and operated to prevent overtopping
resulting from normal or abnormal operations, overfilling, wind and wave actions.
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(1): Surface impoundments
must have a liner that is designed, constructed, and installed to prevent any migration of wastes out of the impoundment to the adjacent subsurface soil, ground water, or surface water at any time during the active life (including the closure period) of the
impoundment. The liner may be constructed of materials that may allow wastes to
migrate into the liner (but not into the adjacent subsurface soil, ground water, or surface
water) during the active life of the facility, provided that impoundment closure includes removal or decontamination of all waste residues, contaminated containment system components (liners, etc.), contaminated subsoils, and structures and equipment
contaminated with waste and leachate. For impoundments that will be closed with the
liner material left in place, the liner must be constructed of materials that can prevent
wastes from migrating into the liner during the active life of the facility.
INTERROGATORY STATEMENT: Refer to the Design Report. Please indicate in the Design Report (Section 3.4.1) that the slimes drain system has been designed to be
compliant with the following performance standards which were also specified in Part
1.D.6 of the Groundwater Discharge Permit) for Cell 4A, which, at a minimum include:
…”c. Slimes Drain Monthly and Annual Average Recovery Head Criteria – after the Permittee initiates pumping conditions in the slimes drain layer in Cell 4A, the Permittee will provide continuous declining fluid heads in the slimes drain layer, in a manner
equivalent to the requirements found in Part I.D.3(b) [of the Groundwater Discharge
Permit].” Please demonstrate that the strength of the specified perforated PVC pipes will
be sufficient to ensure that the pipes will perform satisfactorily given the Cell 4B design.
Please modify the design of the PVC pipe used in the slimes drain access pipe on the sideslopes to include measures to protect against damage of the PVC pipe due to
prolonged exposure to the atmosphere, including sunlight (e.g., UV radiation) or,
alternatively, provide piping material that is resistant to damage from such long-term
exposure conditions.
Refer to the Design Report and Design Calculation: Action Leakage Rate. Please provide additional information to justify the selection of a maximum flow length (longest
drainage path) of 730 feet (p. 3 of the calculation and Attachment B to the calculation).
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Refer to Construction Drawing 5, Section D/3. The use of a textured HDPE splash pad needs to be considered. The textured HDPE provides for a friction surface and traction
if there is s need to access this area, it would also provide for a more stable base for the
discharge pipe.
Construction Drawing 6, the call out for Section F/6 is shown on Plan Detail 9/3,4 as F/5. Please correct. Also on this drawing, please correct the depiction of the sand bags shown to be consistent with those on Construction Drawing 5, provide the detail to scale.
In order to ensure the proper design and constructability of these pipes and sump
systems, please provide these sections and details to scale. This is the same design used
for Cell 4A (which also had the same sections NTS), and it is our understanding that there have been some complications associated with the actual construction of these sump systems.
Refer to Construction Drawing 6, Section I/6 and Drawing 7, Section 11/4. Please
provide revised construction drawings showing how all the components (i.e., GCL,
HDPE membranes, geotextile, geonet, and aggregate) of the slimes drain and leak detection side slope are finished at the top of the side slope/berm and how do the slimes drain pipe and leak detection pipe penetrate these components? Additional detail is
required in Drawings 6 and 7 to illustrate how these components are finished at the top
of the side slope/berm in relationship with the slimes drain pipe and leak detection pipe
penetrations. Demonstrate that the slimes drain pipe and leak detection pipe at the top of the side slope/berm will not allow water to seep around the liner components, including flow around the points where the pipes penetrate the liner components, such that water
does not flow down the side slope into the sump below.
Refer to Construction Drawing 7, Detail 11/4. Please clarify why the cross-section
shows the pipes exiting the ground surface at a slope which varies, given that the inside slope of the berm is reported to be 2:1? Demonstrate that the tie down straps and anchor bolts provide sufficient strength to prevent movement of the pipes. Demonstrate that the
concrete header/foundation used to support the pipes provides sufficient strength without
the use of rebar, as identified in Construction Drawing 7. Please provide additional
detail how the concrete header/foundation will be constructed in relationship with the liner components (i.e., GCL, HDPE membranes, geotextile, geonet, and drainage aggregate) at the top of the side slope/berm.
Refer to Construction Drawing 6, Section I/6. It provides details for sand bags and
rope with 5’ spacing placed on top of the slimes drain and leak detection system side slope. Is this currently being used successfully for Cell 4A? If so, demonstrate how the ropes will be secured around the sand bags such that rope does not become loose from the sand bag; demonstrate how the ropes are secured at the top of the berm; and demonstrate
that the rope and will be resistant to UV light, weathering, low pH caused by the tailings,
and other environmental operating conditions at Cell 4B.
Alternatively, other means might be considered to stabilize and protect the slimes drain and leak detection system side slope pipes and granular backfill and geosynthetic components. Such means might include providing granular/soil material ballast, sand-
sized granular material—filled geosynthetic tubes, etc…, on the condition that their
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acceptability is demonstrated through pipe loading calculations and their use otherwise demonstrated as being suitable under the expected operational and environmental
conditions.
For all Construction Drawings ensure that the following key components are identified, and drawn to scale:
• Liner system component layer surface elevations.
• Slimes drain piping and sump invert elevations and horizontal coordinates at
terminations, changes in direction or grade, and connection points (at fittings).
• Leak Detection System drain piping and sump invert elevations and horizontal coordinates at terminations, changes in direction or grade, and connection points
(at fittings).
• Elevations and horizontal coordinates at all liner system changes in grade such at key transition locations including but not limited to from the cell bottom to the side slopes and top of berms and in the sump area.
Please provide additional information/data demonstrating that components of the
sideslope system for the slimes drain system and leak detection system riser pipes
(including the tie down straps for the pipes onto the concrete header, the concrete header, and other components (e.g., ropes and sand bags) can operate in the low pH operating conditions and other operating environmental conditions.
Please provide the justification for not including cleanouts for both the slimes drain and
the leak detection piping (refer to Sheet 4). Include the methods proposed to maintain these pipes so they function as designed.
BASIS FOR INTERROGATORY:
The completion of the side slope riser for the slimes drain pipe and leak detection pipe and the liner/sump components is important such that surface water does not enter at the
top of the berm and migrate down into the liner system and increase the head on the
primary and secondary liners. The design details for the tie down straps for the pipes
onto the concrete header are limited, as well as the design of the concrete header. Other components (i.e., ropes and sand bags) of the side slope system for the riser pipes need to be confirmed that they can operate in the low pH operating conditions and other
operating environmental conditions. All of these details for the side slope riser function
together to ensure that the pipes and side slope liner system do not experience failure
over the life of Cell 4B and unnecessary surface water does not enter the slime drains and liner leak detection system and contribute to the head on the primary and secondary liners.
The design of the slimes drain and leak detection system pipes and sump system is the
same design used for Cell 4A (which also had the same sections NTS). The performance
of this slimes drain needs to meet the standards which were also specified in Part 1.D.6 of the Groundwater Discharge Permit) for Cell 4A. In addition, it is our understanding
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that there have been some complications associated with the actual construction of these sump systems. It is felt that these complications could be resolved by completing and
depicting the design to scale. In order to ensure the proper design and constructability of
these systems, please provide these sections and details to scale. It is also not clear how
the value of the maximum flow path length for the leak detection system (LDS) was selected or how it reflects the actual LDS design.
Pipe strength calculations were performed for non-perforated PVC pipes. The PVC
pipes used in the design of the slime drains are perforated.
PVC pipe can suffer damage to UV radiation from sunlight, including a change in the
pipe’s surface color and a reduction in impact strength (Uni-Bell 1997). The slimes drain access pipe on the sideslopes is likely to be directly exposed to the atmosphere and sunlight for several years.
REFERENCES:
“Cell 4B Design Report, White Mesa Mill, Blanding, Utah” by GeoSyntec Consultants,
December 2007. Prepared for International Uranium (USA) Corporation.
Uni-Bell PVC Pipe Association 1997. The Effects of Ultraviolet Aging on PVC Pipe. UNI-TR-5, 15 pp.
State of Utah Division of Water Quality 2008. “Groundwater Discharge Permit,
Denison Mines (USA) Corp.” Permit No. UGW370004. March 17, 2008.

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INTERROGATORY DMC R313-24-4-03/01: SPILLWAY CAPACITY DESIGN/CALCULATION AND SURFACE WATER RUNOFF
PRELIMINARY FINDING:
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(5): When dikes are used to
form the surface impoundment, the dikes must be designed, constructed, and maintained with sufficient structural integrity to prevent massive failure of the dikes.
Refer to R313-24-4, 10 CFR Appendix A, Criterion 5A(4): A surface impoundment must
be designed, constructed, maintained, and operated to prevent overtopping resulting
from normal or abnormal operations, overfilling, wind and wave actions, rainfall, or
run-on.
Refer to R313-24-4, 10 CFR Appendix A, Criterion 4 (d): In addition to providing stability of the impoundment system itself, overall stability, erosion potential, and
geomorphology of surrounding terrain must be evaluated to assure that there are not
ongoing or potential processes, such as gully erosion, which would lead to impoundment
instability.
INTERROGATORY STATEMENT:
The spillway capacity design/calculation states that flow occurs serially from Cell 2, 3, 4A to 4B, and that these flows are based on the PMP. However, these flows need to also
include the anticipated flow of tailings and solution from the mill operations. Please
include the flows from the mill operation to these calculations and apply the results to
design (as needed).
The discharge inlet/outlet elevations need to be identified on the Construction Drawings to identify how the flow occurs serially from Cell 2, 3, 4A, to 4B.
Please include a demonstration that if the operational requirements for freeboard in each
cell are maintained (i.e., freeboard elevations maintained) the complete cell system has
the capacity to contain stormwater from the PMP combined with the water and tailings from anticipated mill processing. The response to this request should include reference to the original determination of discharge from Cells 1, 2, 3, and 4A. It should also include
a demonstration on where the overflow discharge from Cell 4B would go (if it occurred
when all the other cells are full), and how the overflow water would be handled such that
an uncontrolled release of tailings does not occur, or erosion and failure of the cells berms does not occur?
At the point of discharge from Cell 4A into Cell 4B from the emergency spillway, please
demonstrate how the design has incorporated features to prevent damage from occurring
to the liner system and slimes drain piping by debris which may be entrained with the
discharge water.
Section 2.5 of the Design Report states that “surface water at the facility is diverted around the Cells including Cell 4B.” Please provide a drawing(s) that show how surface
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water runoff is diverted around Cell 4B, including runoff from adjacent cells which are either closed or in the process of being closed (i.e., placement of fill material as a cover),
such that outside slopes of Cell 4B do not erode and lead to potential failure. Include the
design components which allow the surface water to divert around Cell 4B. Also show
the entire site surface water drainage flows, and explain how Cell 4B is incorporated into this overall facility drainage. This needs to include how contact stormwater that is or may be contaminated is discriminated from uncontaminated or non-contact stormwater.
The relocation of the existing access road due to the construction of Cell 4B also needs to
be considered.
Refer to Construction Drawing 7, Section 10/3. Please clarity why there are two Sections labeled “K/7”?
Please clarify why Construction Drawing 7, Section 10/3 and Section K/7 identify the
inside slope of Cell 4B as 3:1, when other portions of the Design Report states that the
inside slope of Cell 4B is 2:1. Also clarify and justify why the Construction Drawing 7,
Section 10/3 and Section K/7 identify the inside slope of Cell 4A as varies.
Resolve the conflict between Design Calculations for the Emergency Spillway (spillway width is 100 feet) and Construction Drawing 7, Section J/(width as 94 feet).
BASIS FOR INTERROGATORY:
It has been indicated that stormwater flow from Cell 4A and upstream cells into Cell 4B
has been factored into the design. However, an adequate demonstration of the capacity
of the entire facility cell system to handle the PMP combined with the process flows has not been provided. In addition, how the non-contact surface water is diverted around the cells and how this is integrated into the management of surface water flow for the site
needs to be addressed.
Review of the drawings identified some inconsistencies that require clarification. They
are listed in the Interrogatory Statement.
REFERENCES:
“Cell 4B Design Report, White Mesa Mill, Blanding, Utah” by GeoSyntec Consultants, December 2007. Prepared for International Uranium (USA) Corporation.

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INTERROGATORY DMC R313-24-4-04/01: MONITORING WELL WMMW-16
PRELIMINARY FINDING:
Refer to R317-6-6.4(A). The applicant must provide information that allows the
Executive Secretary to determine: “3. the applicant is using best available technology to
minimize the discharge of any pollutant;…”. DMC must provide information that site
activities meet the requirements of Ground Water Discharge Permit, Permit No. UGW370004.
INTERROGATORY STATEMENT:
The Design Report states that “monitoring well WMMW-16 is currently within the
proposed Cell 4B” yet the Construction Drawings do not show the location of WMMW-
16. Please identify the location of WMMW-16 on the Construction Drawings. Please
also provide a well construction diagram for WMMW-16. This diagram needs to be appended to Specification Section 02070, Well Abandonment), which is currently missing from that Section.
Please also submit a well plugging and abandonment (well decommissioning) plan for
Well WMMW-16.

BASIS FOR INTERROGATORY:
The applicant needs to provide details regarding the location of, and construction of existing monitoring well WMMW-16 and provide a plan for plugging and abandonment
(decommissioning) of this well. . It is DRC’s understanding that this well (wellbore?) is
dry; however, if not properly decommissioned/plugged, the well/wellbore could provide a
vertical pathway for escape of contaminants from Cell 4B or otherwise interfere with Cell 4B construction work. The construction contractor needs to have sufficient information concerning the well’s location and construction in order to effectively
implement a plan for decommissioning of the well.
REFERENCES:
“Cell 4B Design Report, White Mesa Mill, Blanding, Utah” by GeoSyntec Consultants,
December 2007. Prepared for International Uranium (USA) Corporation.
“Ground Water Discharge Permit; UGW370004”, Department of Environmental Quality, Utah Water Quality Board, held by International Uranium (USA) Corporation,
March 8, 2005.
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INTERROGATORY DMC R313-24-4-05/01: SPLASH PADS
PRELIMINARY FINDING:
Refer to R313-24-4, R317-6-1.13: Best Available Technology means the application of
design, equipment, work practice, operation standard or combination thereof at a facility
to effect the maximum reduction of a pollutant achievable by available processes and
methods taking into account energy, public health, environmental and economic impacts and other costs.
Refer to R313-24-4, R317-6-6.4(A)(3/112): The Executive Secretary may issue a ground
water discharge permit for a new facility if the Executive Secretary determines, after
reviewing the information provided under R317-6-6.3, that: 1.the applicant demonstrates
that the applicable class TDS limits, ground water quality standards protection levels, and permit limits established under R317-6-6.4E will be met; 2. the monitoring plan, sampling and reporting requirements are adequate to determine compliance with
applicable requirements;3. the applicant is using best available technology to minimize
the discharge of any pollutant; and 4. there is no impairment of present and future
beneficial uses of the ground water.
INTERROGATORY STATEMENT:
The Design Report and Construction Drawing 5 identifies that approximately three splash pads will be constructed and the locations of the splash pads will be finalized in
the field during construction, based on site operational needs. The placement of tailings
into Cell 4B, without damaging the integrity and long term operational effectiveness of
the liner system, is a major component of the design, construction, and operation of Cell 4B. What are the operational criteria which will determine the selection of the splash pads locations, and why would these criteria become apparent during construction, as
opposed to during the design phase? It is anticipated that in order to properly distribute
the tailings within the cell, more than three splash pads will be needed. For example, it
is anticipated that more will be needed along the western berm. Please note that approval to utilize the cell will not be provided until the location and justification for the splash pads are provided to the DRC.
Construction Drawing 5, Section D/3 suggests that a pipe located at the upper portion of
the splash pad will be the mechanism by which tailings will be placed into Cell 4B.
Provide an overview how the tailings will be introduced and fed through the pipe (i.e., operations related to input of tailings into Cell 4B) such that the liner system is not damaged by movement/handling of the pipe. Demonstrate how the tailings will flow,
settle, and enter Cell 4B at critical time periods over the operational life of Cell 4B and
will not damage components (i.e., movement of sandbags, displacement of gravel and
geotextiles) of slimes drain, strip drains, leak detection system, and liner system present in the bottom of Cell 4B.
Demonstrate that the dimension of the protective HDPE geomembrane (20’ wide and 5’
extension from the toe of the berm) will resist the influent pressure and scour flow rate of
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the tailings (in all directions, width of the side slope and extension from the toe of the berm).
Update the Project Technical Specifications to include the requirements for the
construction of the protective HDPE geomembrane at splash pad locations and update
the Construction Quality Assurance Plan to include procedures which will be followed to ensure that the protective HDPE geomembrane at splash pads is properly installed.
BASIS FOR INTERROGATORY:
Introduction and placement of tailings and byproducts into Cell 4B will be performed at
the splash pads. The Design Report indicates that the splash pad locations will be
determined during the construction of Cell 4B. It is not clear why splash pad locations
are not known during the design phase of Cell 4B. Certain components of the splash pad design and construction quality assurance require clarification.
REFERENCES:
“Cell 4B Design Report, White Mesa Mill, Blanding, Utah” by GeoSyntec Consultants,
December 2007. Prepared for International Uranium (USA) Corporation.
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INTERROGATORY DMC R313-24-4-06/01: SUBGRADE PREPARATION AND EARTHWORK
PRELIMINARY FINDING:
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(1): Surface impoundments
must have a liner that is designed, constructed, and installed to prevent any migration of
wastes out of the impoundment to the adjacent subsurface soil, ground water, or surface water at any time during the active life (including the closure period) of the impoundment. The liner may be constructed of materials that may allow wastes to
migrate into the liner (but not into the adjacent subsurface soil, ground water, or surface
water) during the active life of the facility, provided that impoundment closure includes
removal or decontamination of all waste residues, contaminated containment system components (liners, etc.), contaminated subsoils, and structures and equipment contaminated with waste and leachate. For impoundments that will be closed with the
liner material left in place, the liner must be constructed of materials that can prevent
wastes from migrating into the liner during the active life of the facility.
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(2): The liner required by paragraph 5A(1) above must be: (a) Constructed of materials that have appropriate chemical properties and sufficient strength and thickness to prevent failure due to
pressure gradients (including static head and external hydrogeologic forces), physical
contact with the waste or leachate to which they are exposed, climatic conditions, the
stress of installation, and the stress of daily operation; (b) Placed upon a foundation or base capable of providing support to the liner and resistance to pressure gradients above and below the liner to prevent failure of the liner due to settlement, compression, or
uplift; and (c) Installed to cover all surrounding earth likely to be in contact with the
wastes or leachate.
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(5): When dikes are used to form the surface impoundment, the dikes must be designed, constructed, and maintained with sufficient structural integrity to prevent massive failure of the dikes.
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 4(d): A full self-sustaining
vegetative cover must be established or rock cover employed to reduce wind and water
erosion to negligible levels.
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 3: Where full below grade burial is not practicable, the size of retention structures, and steepness of slopes associated with
exposed embankments must be minimized by excavation to the maximum extent
reasonably achievable or appropriate given the geologic and hydrologic conditions at a
site. In these cases, it must be demonstrated that an above grade disposal program will provide reasonably equivalent isolation of the tailings from natural erosional forces.
INTERROGATORY STATEMENT:
Demonstrate how the construction process for the earthwork movement of soil between
Cell 4B and Cell 3 will not cause cross-contamination of impacted soil to clean areas.
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Please note as presented in Interrogatory 09, it must be demonstrated that the levels of radiation (contamination) in Cell 4B subgrade are acceptable before a construction
permit can be issued and the liner system installed.
Technical Specification Section 02200, Paragraph 3.05 and Construction Drawing No. 2
detail the requirements for stockpiling excavated soil. No limit is placed on the height of the stockpiled soil in the Technical Specifications. How does the height (i.e., weight) of the stockpiled soil affect slope stability of the cut (i.e., West Berm slope)? Demonstrate
that soil stockpile slopes will be stable under foreseeable future conditions. How does
stockpiling of soils (loading) just west of the West Berm and subsequent removal of that
soil affect the performance of the West Berm?
Please provide technical specifications on how each of the cut slope surfaces will be completed (i.e., compacted,) to ensure strength and stability of the slopes for Cell 4B’s
operation.
Demonstrate how the outside slope of the south berm of Cell 4B and the upgradent
portion of the west berm of Cell 4B will be completed to prevent excessive erosion and potential slope failure.
Provide specifications for drilling and ripping to support any blasting the Contractor
might perform.
Demonstrate what level of blasting will be required to remove rock to the
grades/elevations for Cell4B as indicated in the Drawings and how the blasting will effect the stability of the surrounding berms in place, effect the functionality of the surrounding berms which will be cut to serve as the side slopes for Cell 4B, and effect
any other components of Cell 4B and adjacent Cells. Demonstrate the effect blasting will
have on the effective permeability and speed of water travel through underlying material.
The Design should demonstrate that removal of the rock by blasting does not compromise the design and functionality of Cell 4B and other Cells. The current design and Technical Specification Section 02200 places a requirement on the Contractor that
blasting shall not cause damage. Please define “damage” both in terms of nearby dike
stability, but also foundation permeability under Cell 4B.
Please provide detail what level of blasting is necessary to construct Cell 4B without causing damage and specific points of compliance the Contractor should be expected to meet such that damage is not caused.
Please define “Project Manager” as used in the Technical Specifications. Section
02200 of the Technical Specifications uses the term “Project Manager”. The role of
Project Manager is not defined in the Technical Specifications. .
Please revise Subsections 2.01 (A through C) and 3.02 (A through F) of Section 02220 (Subgrade Preparation) and Section 7.3.3 of the Construction Quality Assurance Plan to
incorporate applicable requirements contained in ASTM D 6102-06, including, but not
limited to the following:

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• The subgrade surface shall be firm and unyielding, with no abrupt elevation changes, voids and cracks, ice, or standing water
• The subgrade surface shall be smooth and free of vegetation, sharp-edged
rock, stones, sticks, construction debris, and other foreign matter that could contact the GCL
• At a minimum, the subgrade surface shall be rolled with a smooth-drum
compactor of sufficient weight to remove any excessive wheel ruts, footprints,
or other abrupt grade changes.
The provision in Paragraph 2.01B of the Technical Specification Section 02220 (Subgrade Preparation) stating that desiccation cracks less than or equal to ¼-inch in
width in the subgrade prior to liner construction are acceptable is not supported and is
apparently inconsistent with the requirements of ASTM D 6102-06. Please demonstrate
that desiccation cracks of ¼ inch width or less are acceptable or remove this permissiblee crack width value from the specifications. The specifications should detail how any desiccation cracks observed in the subgrade will be remedied. A requirement
that the subgrade surface be checked for cracks and such cracks be remedied should be
included in specifications and/or in the Construction Quality Assurance Plan as
applicable.
The provision in Technical Specification Section 02220 (Subgrade Preparation) Paragraph 2.01C stating that subgrade soil shall consist of on-site soils that are free of
particles greater than 3 inches in longest dimension is apparently inconsistent with
typical GCL and/or FML manufacturer’s recommendations for subgrade soil used for
GCL and FML installation applications (e.g., see GSE 2008, Section 4.5). Please demonstrate that such a large maximum particle dimension is acceptable or revise this requirement to be consistent with typical GCL / FML manufacturer’s recommendations.
Please also indicate that such soil shall be well graded material (to be consistent with
additional typical GCL / FML manufacturer’s recommendations for subgrade soil) or provide justification for not including this requirement in the specifications.
Please define “fill” as used in Subsection 2.01 of the Section 02200 (Earthwork) and “subgrade soil” as used in Subsection 2.01 (C) of Section 02220 (Subgrade Preparation)
of the Technical Specifications and clearly distinguish between these two types of fill
material. Subsection 2.01 of the Section 02200 (Earthwork) states that fill will consist of material free from rock larger than 6-inches. Subsection 2.01 (C) of Section 02220 (Subgrade Preparation) states that subgrade soil shall be free of particles greater than 3-inches in longest dimension. If “fill” is referring to the material that is suitable for use
in constructing the berms, and “subgrade soil” is select fill material suitable for use in
constructing/developing the subgrade surface, then define them as such.
Subsection 3.04 (D) of Section 02200 (Earthwork) of the specifications calls for the fill to be compacted in lifts no greater than 12-inches, to 90% of maximum density and to +/- 4% of optimum moisture content (per ASTM 1557). Subsections 3.03 (E) and 3.04 (C) of
Section 02220 (Subgrade Preparation) call for fill to be compacted in lifts no greater
than 8-inches, to 90% of maximum density and to +/- 3% of optimum moisture content
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(per ASTM 1557). Due the critical nature of the fill placement for the slopes and the subgrade fill placement for the subgrade, the DRC judges that all the fill placed needs to
be compacted in lifts no greater than 8-inches, to 90% of maximum density and to +/- 3%
of optimum moisture content (per ASTM 1557). Please revise the specifications
accordingly.
Note that the compaction requirements cited in Section 3.3.4 of the design report are inconsistent with the Technical Specifications that call for 8-inch lifts and +/- 3% of
optimum moisture. Please resolve this contradictory information.
BASIS FOR INTERROGATORY:
The Design Report details that the perimeter berms will be constructed in order to define the limits of the containment of Cell 4B and earthwork construction will be necessary to generate the necessary capacity to retain the tailings. Perimeter berms will be
constructed by either cutting into existing soil, existing berms of adjacent Cells, or
backfill and compaction of fill material. The Design Report lacks appropriate detail and
requirements such that earthwork will not cause unfavorable interim and final conditions (i.e., cross-contamination by vehicular traffic from or near Cell 3, slope strength and stability, erosion of exposed surfaces of berms).
The Design Report and Construction Drawing 2 identify that movement of large
quantities of soil will occur during the construction of Cell 4B as follows: excavation for
Cell 4B; cutting into the existing berms of Cell 3 and Cell 4A; cutting into the existing soil along the west berm slope for Cell 4B; and construction of the south berm of Cell 4B. Based on Construction Drawing 2, movement of the soil generated by construction of
Cell 4B will be placed in a stockpile area adjacent and up gradient of the west berm side
slope and as a cover for the eastern portion of Cell 3, which has tailings and by-product
materials.
The requirements specified in Subsection 2.01 of Section 02220 for the subgrade soil 3-inch maximum longest dimension particle size specified for the “subgrade soil” in
Subsection 2.01(C) is larger than the maximum particle size recommended for subgrade
select soil that is typically recommended by GCL manufacturers (e.g, GSE 2008, Section
4.5). Additionally, no requirement is included in Subsection 2.01 of Section 02220 that the subgrade soil be well-graded material. Typical GCL manufauturer’s recommendations (e.g, GSE 2008) include a recommendation that subgrade soil (when
used as fill for preparing the subgrade surface) contain no gravel greater than 2 inches
and that such soil also be well-graded.
Particles of excessive size, if present in subgrade soil, could also roll over and become displaced during final adjustments of GCL panels placed over the subgrade (e.g., Richardson et al. 2002). This could lead to damage to GCL and/or the overlying
geomembrane.
The specification of a maximum allowable ¼-inch-wide crack width for desiccation
cracks in the subgrade foundation has not been technically justified.
Applicable requirements of ASTM D 6102-06 do not appear to have been included. These requirements apply to subgrade surfaces over which GCLs and FMLs are to be placed.
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Justify the largest particle size allowed as a protection to the GCL. Also justify that the largest particle size allowed will not result in damage to the geomebrane liner overlying
the GCL.
Technical Specification Section 02200, Paragraph 3.03 – “ROCK EXCAVATION”
details the requirements for rock excavation. The specification places a general requirement on the Contractor to remove rock by ripping, drilling, or blasting. No requirement for ripping and drilling is provided in the Technical Specifications.
Requirements for blasting are provided to the Contractor, and suggest that the rock will
be removed by blasting, but no requirements are provided for requisite drilling and
subsequent ripping to support blasting.
Some inconsistencies in the Technical Specifications were identified and have been addressed in the Interrogatory Statement.
REFERENCES:
ASTM D 6102-06. “Standard Guide for the Installation of Geosynthetic Clay Liners”.
ASTM International, West Conshohocken, PA. February 2006.
“Cell 4B Design Report, White Mesa Mill, Blanding, Utah” by GeoSyntec Consultants, December 2007. Prepared for International Uranium (USA) Corporation.
Richardson, G., Thiel, R., and Erickson, R. 2002. “GCL Design Series – Part 3:
Installation and Durability”. Designer’s Forum, Geotechnical Fabrics Report,
September 2002, p. 18-23.

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INTERROGATORY DMC R313-24-4-07/01: CELL 4B AGGREGATES BACKFILL AND COMPATIBILITY OF MATERIALS
PRELIMINARY FINDING:
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(2)(a): The liner must be
constructed of materials that have appropriate chemical properties and sufficient
strength and thickness to prevent failure due to pressure gradients (including static head and external hydrogeologic forces), physical contact with the waste or leachate to which they are exposed, climatic conditions, the stress of installation, and the stress of daily
operation.
INTERROGATORY STATEMENT:
The Design Report states that the pH range for the tailings is between 1 and 2. The
Design Report also states that the aggregate backfill materials and sand (in sand bags) shall have a carbonate content loss of no more than 10 percent by weight based on UDOT standard specifications. Please provide the basis for determining the requirement
of the aggregate and sand. Demonstrate how much the specified aggregate and sand will
deteriorate under a pH of 1 to 2 over the design life of Cell 4B, including the change in
permeability of the aggregate and sand with time and how the change in permeability will effect the drainage of liquids in the slimes drain (both the header and strip drains) with time; and how the head on the primary liner and secondary liner is effected over
time due to the change in aggregate and sand permeability.
On Construction Drawing 6, Section I/6, the side slope riser system for liquid removal
from slimes drain and leak detection includes aggregate bedding. Demonstrate how the slope stability (i.e., resistance to sliding) of the aggregate is affected by the low pH environment. This is of particular concern if the risers and bedding are placed on a
2H:1V slope.
BASIS FOR INTERROGATORY:
The Design Report provides specifications and requirements for Cell 4B’s liner and
drainage components. However, the effects of the low pH on the aggregate backfill materials and other materials used in the cell containment system are not directly evaluated in the design, functionality, and operation of Cell 4B.
REFERENCES:
“Cell 4B Design Report, White Mesa Mill, Blanding, Utah” by GeoSyntec Consultants,
December 2007. Prepared for International Uranium (USA) Corporation.
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INTERROGATORY DMC R313-24-4-08/01: GCL, PRIMARY LINER, SECONDARY LINER, AND LEAK DETECTION SYSTEM
PRELIMINARY FINDING:
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(1): Surface impoundments
must have a liner that is designed, constructed, and installed to prevent any migration of
wastes out of the impoundment to the adjacent subsurface soil, ground water, or surface water at any time during the active life (including the closure period) of the impoundment. The liner may be constructed of materials that may allow wastes to
migrate into the liner (but not into the adjacent subsurface soil, ground water, or surface
water) during the active life of the facility, provided that impoundment closure includes
removal or decontamination of all waste residues, contaminated containment system components (liners, etc.), contaminated subsoils, and structures and equipment contaminated with waste and leachate. For impoundments that will be closed with the
liner material left in place, the liner must be constructed of materials that can prevent
wastes from migrating into the liner during the active life of the facility.
Refer to R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(2): The liner required by paragraph 5A(1) above must be: (a) Constructed of materials that have appropriate chemical properties and sufficient strength and thickness to prevent failure due to
pressure gradients (including static head and external hydrogeologic forces), physical
contact with the waste or leachate to which they are exposed, climatic conditions, the
stress of installation, and the stress of daily operation; (b) Placed upon a foundation or base capable of providing support to the liner and resistance to pressure gradients above and below the liner to prevent failure of the liner due to settlement, compression, or
uplift; and (c) Installed to cover all surrounding earth likely to be in contact with the
wastes or leachate.
Refer to R313-24-4, R317-6-1.13: Best Available Technology [BAT] means the application of design, equipment, work practice, operation standard or combination thereof at a facility to effect the maximum reduction of a pollutant achievable by
available processes and methods taking into account energy, public health,
environmental and economic impacts and other costs.
Refer to R313-24-4, R317-6-6.4(A)(3/112): The Executive Secretary may issue a ground water discharge permit for a new facility if the Executive Secretary determines, after reviewing the information provided under R317-6-6.3, that: 1.the applicant demonstrates
that the applicable class TDS limits, ground water quality standards protection levels,
and permit limits established under R317-6-6.4E will be met; 2. the monitoring plan,
sampling and reporting requirements are adequate to determine compliance with applicable requirements;3. the applicant is using best available technology to minimize the discharge of any pollutant; and 4. there is no impairment of present and future
beneficial uses of the ground water.
INTERROGATORY STATEMENT:
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Refer to the Design Report. Please indicate and justify in the Design Report (Section 3.4.3) that the leak detection system has been designed to be compliant with the following
performance standards (the same as or equivalent to those that were also specified Part
1.D.6 of the Groundwater Discharge Permi) for Cell 4A, which, at a minimum, included):
a. “Leak Detection System (LDS) Maximum Allowable Daily Head – the fluid head in the LDS shall not exceed 1 foot above the lowest point in the lower membrane liner.
b. LDS Maximum Allowable Daily Leak Rate - shall not exceed some specified
number of gallons/day.” [value used here should equal to the maximum flow
rate to the Cell 4B sump as determined in the final (approved) Action Leakage Rate calculation for Cell 4A, , e.g., ≤ 24,160 gal/day]
Refer to the Design Calculation: Comparison of Flow through a Compacted Clay Liner (CCL) and Geosynthetic Clay Liner (GCL). In the definition of input variables for
equation (4), tLCL is 200 mils. Subsequent value for tLCL is corrected to 300 mils, but in
actual calculations 200 mils is used. Please clarify what is the correct value for tLCL and how does the head and flow rate for the GCL change; and how does the change in head and flow rate compare with a compacted clay liner?
Refer to the Design Report, Construction Quality Assurance Plan, and the Design
Calculation: Action Leakage Rate. Please demonstrate that a low factor of safety of 1.1
for flow in the geonet is acceptable, since long-term degradation of the installed geonet’s flow capacity (e.g., through gradual partial degradation of the geonet core as a result of long-term exposure to the acidic solutions contained in the cell) could significantly lower
this factor of safety, thus resulting in a higher head on the secondary liner. Also, the
possibility exists that the geonet might become damaged during/following installation or
the installation methods otherwise result a reduced geonet capacity. Possible means whereby the geonet might become damaged during or following installation or the installation methods otherwise result a reduced geonet capacity are described below.
Please revise Section 13 (Geonet) of the Construction Quality Assurance Plan to
include measures to minimize/preclude damage to the geonet so as to minimize the
potential for reduced geonet function occurring as a result of geonet and primary liner installation activities.
Refer to the Design Report and Design Calculation: Comparison of Flow through a Compacted Clay Liner (CCL) and Geosynthetic Clay Liner (GCL). Please revise the
calculation to include the use of (degraded) hydraulic conductivity values that are more
representative of projected long-term in place GCL hydraulic properties. Please justify the selection of a long-term hydraulic conductivity value for the GCL for use in the equivalency analysis, including consideration of passage of an adequate number of pore-
water volumes of acidic solutions into the GCL to reflect the disposal cell's long-term
performance over the compliance period. The adverse effects of progressive exposure to
acidic solutions on GCL hydraulic conductivity were demonstrated by the GCL field and laboratory tests for Cell 4A that were done using a CETCO Bentomat GL product that was used in the Cell 4A construction (Geosyntec Consultants 2007). The Cell 4B
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Technical Specifications, as currently written, allow the use of a GCL having a maximum index flux [maximum flux of the bentonite portion of the GCL] of 1 x 10-8 m3/m2 /second
which, for a typical GCL thickness and for typical GCL testing conditions, can be
considered to be equivalent to a GCL having a hydraulic conductivity value of 5 x 10-9
cm/sec (CETCO 2007). This hydraulic conductivity value is considerably lower than the hydraulic conductivity values reported for the GCL samples that were first pre-hydrated and then exposed to between 1 and 2 pore volumes of acidic permeate solution (9.0 x 10-9
to 4.5 x 10-8 cm/se, suggesting permeabilities about 8 to more than 50 times greater than
the initial GCL hydraulic conductivity value for each sample).
This Design Calculation and the Design Report need to assess the sensitivity of the assumption of degraded GCL hydraulic conductivity values on the following:
• The validity of the GCL hydraulic equivalency analysis
• The ability to comply with the requirements of R313-24-4, 10 CFR 40 Appendix A, Criteria 5A(1) and 5A(2).
• The ability to comply with the requirements of Part 1.D.8 of the Groundwater
Discharge Permit.
Based on the results of the revised GCL hydraulic equivalency analysis, Denison needs to
determine the need, if any, for revising the Cell 4B secondary liner design and the Cell 4B Technical Specifications to incorporate use of an alternative GCL, possibly having a lower initial hydraulic conductivity value, or use of a combination of low-permeability
materials (e.g., a GCL encapsulated between two HDPE geomembranes) to comprise the
secondary liner system component. This component of the Cell 4B liner system needs to
be constructed of materials that are hydraulically equivalent to, or hydraulically more effective than, a compacted clay liner, must prevent wastes from migrating into the liner during the active life of the facility in accordance with R313-24-4 and 10 CFR 40
Appendix A, Criteria 5A(1) and 5A(2) requirements, and must be adequate when
evaluated in terms of both the initial and projected long-term performance characteristics of the material to meet the requirements of Part 1.D.8 of the Groundwater Discharge Permit.
Additional test data needs to be provided to support the use of any proposed alternative
secondary liner materials to demonstrate that the alternative materials will meet the
minimum project requirements (as driven by the revised GCL hydraulic equivalency results) and will achieve compliance with R313-24-4, 10 CFR 40 Appendix A, Criterion 5A(1). Supporting data should include information on the pre-hydration levels achieved in the tested GCL samples and data on initial and final hydraulic conductivity values
obtained for all secondary liner materials/liner assemblages tested.
Refer to the Cell 4B Technical Specifications: Please modify Specification Section 02772 (GCL) to be consistent with the final design of the secondary liner component (revised as needed based on the final revised GCL hydraulic equivalency calculation results). If an alternative secondary liner component/system, such as an encapsulated
GCL or an alternative type of GCL is proposed, please include a description of the
procedures for pre-hydrating the GCL relative to the timing of placement of the bottom
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and top geomembranes or a description of the procedures for pre-hydrating the specific alternative GCL proposed. If such an alternative component/system is specified, please
provide test data that demonstrates that its expected long-term hydraulic performance
will meet project requirements.
Refer to the Design Report and the Cell 4B Technical Specifications: Please revise the Design Report and the technical specifications as needed to include a description of the measures that need to be taken during installation to ensure the GCL is properly
hydrated prior to covering it with geomembrane material.
Please provide additional justification to support the determination of the minimum
hydration level that the GCL material should be brought to prior to placing the primary geomembrane. In particular, please provide additional information demonstrating that the minimum pre-hydration level specified for the GCL is sufficient for demonstrating
the hydraulic equivalency of the GCL relative to a compacted clay liner. Based on
hydraulic conductivity testing data for the GCL used in constructing Cell 4A, it would
appear that minimum 75% pre-hydration level would be superior to a minimum 50% pre-hydration. Please revise the specification to require a 75% pre-hydration or provide a demonstration as to why a minimum 75% pre-hydration level should not be specified for
the GCL. When specifying the optimum pre-hydration level for the GCL, please:
• Refer to the Cell 4A GCL hydraulic conductivity testing data and use that and /or other available data for justifying the selection of the specified minimum pre-hydration level;
• Consider the specific type of GCL anticipated to be used in the cell;
• Consider the effects of pre-hydration on the shear strength and bearing capacity of the GCL, and the possible susceptibility for migration of bentonite to occur within the CGL during and following GCL placement (e.g, as a
result of an additional amount of pre-hydration); and
• Consider other possible impacts of pre-hydrating the GCL to the modified specified minimum moisture content (e.g., effects on accessibility to the cell GCL surface for installing the geomembrane; effects on overall cell stability
Refer to the Design Report and the Cell 4B Technical Specifications: Please revise
Subsection 2.02 of Section 02772 of the Technical Specifications (Geosynthetic Clay
Liner), which calls for interface testing of the GCL to include a definition of the optimum moisture content that is to be used at the time of placement in the field.
Refer to the Design Report, the Cell 4B Technical Specifications, and the Construction Quality Assurance Plan: Please revise Section 02772 of the Technical Specifications
(Geosynthetic Clay Liner) and Section 12 of the Construction Quality Assurance Plan as
needed to include applicable requirements contained in ASTM D 6102 (“Standard Guide for Installation of Geosynthetic Clay Liners” ).

BASIS FOR INTERROGATORY:
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The section on GCLs in the Design Report needs to include a discussion on the adverse impact of acidic solutions on GCL. Acidic solutions can increase the permeability of the
GCL unless the GCL is properly hydrated. The discussion needs to include the results of
the GCL field testing for Cell 4A that were done to evaluate the ability of the GCL to
hydrate under the conditions at the site, and what measures need to be taken during installation to ensure the GCL is properly hydrated. Due to the concern over the impact of acid solutions on the GCL and the need to hydrate the GCL to mitigate this impact, the
statement at the end of Section 3.4.4.2 of the Design Report: “Based on review of the
above site-specific considerations, a GCL is considered superior to a CCL for use in the
secondary composite liner system.” is debatable. This is especially true given that the GCL hydraulic conductivity value used in the hydraulic equivalency calculation is the initial GCL hydraulic conductivity value of 5 x 10-9 cm/sec, rather than a more realistic
long-term (degraded) hydraulic conductivity value (reflecting the laboratory test results
for the GCL samples that were pre-hydrated then subjected to the acidic permeate). The
hydraulic equivalency of the GCL to a compacted clay liner, over the design life of Cell 4B, has not been demonstrated. The Design Report needs to be revised to make this demonstration or include a revised secondary liner system design that demonstrates that
such equivalency will be achieved.. The design of the liner system, including the
secondary liner, needs to be adequate to ensure that the closed cell performance
requirements specified in Part 1.D.8 of the Groundwater Discharge Permit can be achieved.
Subsection 2.02 of Section 02772 of the Technical Specifications calls for interface
testing of the GCL. It states that this testing shall be performed on test specimens that
are at the optimum moisture content. The optimum moisture content needs to be defined
as the final moisture content needed to achieve the level of hydration that mitigates the impacts of the acidic solution. This level is currently defined in Subsection 3.03 (D) of Section 027772 as greater than 50 percent Additional justification needs to be provided
to support the choice of the minimum hydration level for the GCL material as being
sufficient for demonstrating the hydraulic equivalency (or superiority) of the GCL
relative to a compacted clay liner: (1) over the active life of the facility and (2) relative to achieving compliance with the requirements contained in Part 1.D.8 of the Groundwater Discharge Permit requirements contained in Part 1.D.8 (following final closure of the
cell).
Hydraulic conductivity testing data for the GCL used in constructing Cell 4A (Geosyntec
Consultants 2007) indicate that, for GCL samples that had been pre-hydrated to moisture contents between 50% and 140% and then exposed to ½, 1, and 2 pore volumes of acidic permeate, hydration of the GCL to 75% gave better protection of the GCL against the
deleterious effects of the acidic permeate than did pre-hydration of the GCL to the 50%
level, at the 1 and 2 pore-volume acidic permeate exposure levels.
The Technical Specifications for the GCL (Section 02772) need to reference ASTM D 6102-06 which contains additional BAT requirements which are applicable to the installation of the GCL.
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The calculated factor of safety for flow within the geonet (1.1) is lower than that achieved for the geonet in Cell 4A (1.34). Because the leak detection system is a critical design
component in order to verify that the liner system is performing correctly, clarification is
required for why the factor of safety determined for flow within the geonet in Cell 4B is
acceptable. Also, as with the installation of the geonet for Cell 4A, DRC agreed that strict QA/QC methods would be employed to minimize potential impacts of improper installation on the performance of this drainage layer. The geonet material could
become damaged through abrasion resulting from dragging of the geonet across a rough
surface or an object on the surface, by wind uplift prior to covering of the geonet, by
exposure to excessive heat (e.g., possibly leading to wrinkling and subsequent buckling of tied-off geonet panels or panel sections), dropped cigarettes, or possibly other factors. Section 13.6 of the Cell 4B Construction Quality Assurance Plan focuses on how the
geonet should be handled and placed so as to minimize/preclude damage to other Cell 4B
liner and leak detection components, but does not include QA/QC measures related to
handling and placement of the geonet to minimize/preclude damage to the geonet itself.
REFERENCES:
ASTM D 6102. “Standard Guide for Installation of Geosynthetic Clay Liners”. ASTM
International, West Conshohocken, PA. February 2006. “Cell 4B Design Report, White
Mesa Mill, Blanding, Utah” by GeoSyntec Consultants, December 2007. Prepared for
International Uranium (USA) Corporation.
CETCO 2005. Certified Properties, Bentomat ST Certified Properties” . CECTO Lining Technologies, May 2007.
Geosyntec Consultants 2007. “Geosynthetic Clay Liner Hydration Demonstration Letter
Report, Denison Mines Corporation, White Mesa Mill, Cell 4A, Blanding, Utah”. August
31, 2007.
GSE 2008. “Introduction to Sample Specification – Bentofix GCLs, Geosynthetic Clay Liner Installation Specification Guideline, Section 4.5. January 25, 2008.
Uni-Bell PVC Pipe Association 1997. The Effects of Ultraviolet Aging on PVC Pipe.
UNI-TR-5, 15 pp.
State of Utah Division of Water Quality 2008. “Groundwater Discharge Permit, Denison Mines (USA) Corp.” Permit No. UGW370004. March 17, 2008.
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INTERROGATORY DMC R313-24-4-09/01: RADIATION SURVEY TO DEMONSTRATE ACCEPTABLE SUBGRADE CONDITIONS PRIOR TO LINER SYSTEM CONSTRUCTION
PRELIMINARY FINDING:
Refer to R313-24-1(3), R313-24-4, R313-15-501, R313-15-406, and 10 CFR 40 Appendix
A, Criterion 5A(1); DRC rules require that a radiation survey be performed to demonstrate that the requirements of R313-15 are met, including the magnitude and extent of radiation levels and concentrations or quantities of radioactive material (see
R313-15-501). DRC rules also require the applicant to describe “… how facility design
and procedures for operation will minimize, to the extent practicable, contamination of
the facility and the environment,…” (see R313-15-406). R313-24-4 and 10 CFR 40 Appendix A, Criterion 5A(1) require that for uranium tailings impoundments … the liner be designed, constructed, and installed to prevent migration of wastes out of the
impoundment to adjacent subsurface soil at any time during the active life of the
impoundment.”
Refer to UAC R313-24-3(1) UAC R313-24-4, 10 CFR 40 Appendix A, Criterion 7.
INTERROGATORY STATEMENT:
Please provide an evaluation that demonstrates that the existing soil subgrade has radiation and contamination levels that are acceptable. One possible scenario to
minimize contamination and meet Best Available Technology (BAT) requirements is to
base the design of the liner system for Cell 4B on a clean and stable subgrade, i.e., one
with background soil levels. Therefore, demonstration of the absence of wind-blown contamination from other nearby sources of uranium tailings at the proposed Cell 4B site is important before construction begins. Another scenario is to demonstrate that the
levels of any soil contamination left under the new liner design will have no adverse
impact on local groundwater quality or the environment. In either case, the applicant
needs to demonstrate and justify that any soil concentration level proposed as a cleanup standard has both technical and regulatory justification. Consequently, it is imperative that this evaluation be submitted to the DRC and is approved prior to issuance of the
Construction Permit. Also, if the implementation of the plan results in modifications to
the proposed subgrade and liner system, the respective modifications will need to be
submitted to the DRC for review and concurrence prior to liner construction.

BASIS FOR INTERROGATORY:
Prior to construction of Cell 4B, the applicant needs to demonstrate that the existing
subgrade has radiation levels that are acceptable, i.e. equal to or lower than background
soil levels. Any construction of the proposed disposal cell over soils that have been
previously contaminated from other nearby disposal operations, without prior removal and containment, could lead to pollution of underlying soils and groundwater resources..
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REFERENCES:
“Cell 4B Design Report, White Mesa Mill, Blanding, Utah” by GeoSyntec Consultants, December 2007. Prepared for International Uranium (USA) Corporation.

Permit No. UGW370004

STATE OF UTAH DIVISION OF WATER QUALITY
DEPARTMENT OF ENVIRONMENTAL QUALITY
UTAH WATER QUALITY BOARD
SALT LAKE CITY, UTAH 84114-4870

GROUND WATER DISCHARGE PERMIT
In compliance with the provisions of the Utah Water Quality Act, Title 19, Chapter 5, Utah Code
Annotated 1953, as amended, the Act,

Denison Mines (USA) Corp. Independence Plaza, Suite 950 1050 17th Street
Denver, Colorado 80265

is granted a ground water discharge permit for the operation of a uranium milling and tailings
disposal facility located approximately 6 miles south of Blanding, Utah. The facility is located on a tract of land in Sections 28, 29, 32, and 33, Township 37 South, Range 22 East, Salt Lake Base and Meridian, San Juan County, Utah.

The permit is based on representations made by the Permittee and other information contained in
the administrative record. It is the responsibility of the Permittee to read and understand all
provisions of this permit. The milling and tailings disposal facility shall be operated and revised in accordance with
conditions set forth in the permit and the Utah Ground Water Quality Protection Regulations.

This modified Ground Water Quality Discharge Permit amends and supersedes all other Ground
Water Discharge permits for this facility issued previously.
This permit shall become effective on _________________. This permit shall expire March 8, 2010.

Signed this ____ day of ________, 2008

_______________________.
Co-Executive Secretary
Utah Water Quality Board

i
Table of Contents PART I. SPECIFIC PERMIT CONDITIONS ...................................................................... 1
A. GROUND WATER CLASSIFICATION ....................................................................................... 1
B. BACKGROUND WATER QUALITY .......................................................................................... 1
C. PERMIT LIMITS ..................................................................................................................... 2
1. Ground Water Compliance Limits ................................................................................. 2 2. Tailings Cell Operations ................................................................................................. 2 3. Prohibited Discharges ..................................................................................................... 2
D. DISCHARGE MINIMIZATION AND BEST AVAILABLE TECHNOLOGY STANDARDS ................... 8
1. DMT Design Standards for Existing Tailings Cells 1, 2, and 3 ..................................... 8
2. Existing Tailings Cell Construction Authorized .......................................................... 10
3. Existing Facility DMT Performance Standards ............................................................ 10 4. Best Available Technology Requirements for New Construction ............................... 12 5. BAT Design Standards for Tailings Cell 4A ................................................................ 13
6. BAT Performance Standards for Tailings Cell 4A ....................................................... 15
7. Definition of 11e.(2) Waste .......................................................................................... 16
8. Closed Cell Performance Requirements ....................................................................... 16
9. Facility Reclamation Requirements.............................................................................. 16
10. Stormwater Management and Spill Control Requirements .......................................... 16 11. DMT Requirements for Feedstock Material Stored Outside the Feedstock Storage Area ...................................................................................................................................... 17
E. GROUND WATER COMPLIANCE AND TECHNOLOGY PERFORMANCE MONITORING ............. 17
1. Routine Groundwater Compliance Monitoring ............................................................ 17
2. Groundwater Monitoring: Monitoring Wells MW-20 and MW-22 ............................ 18
3. Groundwater Head Monitoring .................................................................................... 18 4. Groundwater Monitoring Well Design and Construction Criteria ............................... 19 5. Monitoring Procedures for Wells ................................................................................. 19
6. White Mesa Seep and Spring Monitoring .................................................................... 19
7. DMT Performance Standard Monitoring ..................................................................... 20
8. BAT Performance Standard Monitoring ...................................................................... 20
9. On-site Chemicals Inventory ........................................................................................ 21 10. Tailings Cell Wastewater Quality Monitoring ............................................................. 21 11. Groundwater Monitoring Modifications ...................................................................... 22
F. REPORTING REQUIREMENTS ............................................................................................... 22
1. Routine Groundwater Monitoring Reports ................................................................... 22
2. Routine DMT Performance Standard Monitoring Report ............................................ 23
3. Routine BAT Performance Standard Monitoring Reports ........................................... 23 4. DMT and BAT Performance Upset Reports ................................................................ 23 5. Other Information ......................................................................................................... 23
6. Groundwater Monitoring Well As-Built Reports ......................................................... 23
7. White Mesa Seep and Spring Monitoring Reports ....................................................... 24
8. Chemicals Inventory Report ......................................................................................... 24
9. Tailings Cell Wastewater Quality Reports ................................................................... 24
10. Revised Hydrogeologic Report .................................................................................... 24 11. Annual Slimes Drain Recovery Head Report ............................................................... 25 G. OUT OF COMPLIANCE STATUS ............................................................................................ 25
1. Accelerated Monitoring Status ..................................................................................... 25
2. Violation of Permit Limits ........................................................................................... 25
3. Failure to Maintain DMT or BAT Required by Permit ................................................ 26
4. Facility Out of Compliance Status ............................................................................... 26

ii
5. Accelerated Monitoring Status for New Wells ............................................................ 27 H. COMPLIANCE SCHEDULE REQUIREMENTS. ......................................................................... 27
1. Installation of New Groundwater Monitoring Wells .................................................... 27
2. Revised Hydrogeologic Report .................................................................................... 27
3. Background Ground Water Quality Report: Existing Wells ....................................... 28
4. Background Groundwater Quality Report: New Monitoring Wells ............................ 29 5. Tailings Cells Wastewater Quality Sampling Plan....................................................... 29 6. Monitoring Well Remedial Action and Report ............................................................ 30
7. Monitoring Well MW-3 Verification, Retrofit, or Reconstruction Report .................. 30
8. White Mesa Seeps and Springs Sampling Work Plan and Report ............................... 30
9. On-site Chemicals Inventory Report ............................................................................ 31
10. Infiltration and Contaminant Transport Modeling Work Plan and Report .................. 31 11. Plan for Evaluation of Deep Supply Well WW-2 ........................................................ 33 12. Liner Maintenance Provisions ...................................................................................... 33
13. <Reserved> ................................................................................................................... 33
14. < Reserved > ................................................................................................................. 33
15. Contingency Plan .......................................................................................................... 33
16. Revised Stormwater Best Management Practices Plan ................................................ 34
17. <Reserved> ................................................................................................................... 34 18. Repair of Monitor Well MW-5 .................................................................................... 34 19. Cell 4A BAT Monitoring Operations and Maintenance Plan ...................................... 34
20 <Reserved> ................................................................................................................... 34
21. Feedstock Material Stored Outside the Feedstock Storage Area Management Plan .... 34
22. QAP Non-Conformance ............................................................................................... 34
PART II. REPORTING REQUIREMENTS ........................................................................ 35 A. REPRESENTATIVE SAMPLING. ............................................................................................. 35 B. ANALYTICAL PROCEDURES. ............................................................................................... 35
C. PENALTIES FOR TAMPERING. .............................................................................................. 35
D. REPORTING OF MONITORING RESULTS ............................................................................... 35
E. COMPLIANCE SCHEDULES .................................................................................................. 35
F. ADDITIONAL MONITORING BY THE PERMITTEE .................................................................. 35 G. RECORDS CONTENTS .......................................................................................................... 35 H. RETENTION OF RECORDS .................................................................................................... 35
I. NOTICE OF NONCOMPLIANCE REPORTING .......................................................................... 36
J. OTHER NONCOMPLIANCE REPORTING ................................................................................ 36
K. INSPECTION AND ENTRY ..................................................................................................... 36
PART III. COMPLIANCE RESPONSIBILITIES................................................................ 37 A. DUTY TO COMPLY .............................................................................................................. 37 B. PENALTIES FOR VIOLATIONS OF PERMIT CONDITIONS ........................................................ 37
C. NEED TO HALT OR REDUCE ACTIVITY NOT A DEFENSE ...................................................... 37
D. DUTY TO MITIGATE ............................................................................................................ 37
E. PROPER OPERATION AND MAINTENANCE ........................................................................... 37
PART IV. GENERAL REQUIREMENTS .......................................................................... 38
A. PLANNED CHANGES ........................................................................................................... 38 B. ANTICIPATED NONCOMPLIANCE ......................................................................................... 38 C. PERMIT ACTIONS ................................................................................................................ 38
D. DUTY TO REAPPLY ............................................................................................................. 38
E. DUTY TO PROVIDE INFORMATION ...................................................................................... 38
F. OTHER INFORMATION......................................................................................................... 38
G. SIGNATORY REQUIREMENTS .............................................................................................. 38

iii
H. PENALTIES FOR FALSIFICATION OF REPORTS ...................................................................... 39 I. AVAILABILITY OF REPORTS ................................................................................................ 39
J. PROPERTY RIGHTS ............................................................................................................. 39
K. SEVERABILITY .................................................................................................................... 39
L. TRANSFERS ........................................................................................................................ 39
M. STATE LAWS ...................................................................................................................... 40 N. REOPENER PROVISIONS ...................................................................................................... 40 List of Tables
Table 1. Ground Water Classification ........................................................................................... 1
Table 2. Groundwater Compliance Limits ..................................................................................... 3
Table 3. DMT Engineering Design and Specifications ................................................................. 8
Table 4. Feedstock Storage Area Coordinates ............................................................................. 12 Table 5. Approved Tailings Cell 4A Engineering Design and Specifications ............................. 13 Table 6. Groundwater Monitoring Reporting Schedule ............................................................... 22
Part I Permit No. UGW370004
1
PART I. SPECIFIC PERMIT CONDITIONS
A. GROUND WATER CLASSIFICATION - the ground water classification of the shallow aquifer
under the tailings facility has been determined on a well-by-well basis, as defined in Table 1,
below:
Table 1. Ground Water Classification
Class II Groundwater Class III Groundwater Well ID Average TDS (mg/l)
Well ID
Average TDS (mg/l)
Permittee Data DRC Data Permittee Data DRC Data (2)

Avg.
Conc.(1)
No. of
Data(3)
Avg.
Conc.(2)
No. of
Data(3)
Avg.
Conc.(1)
No. of
Data(3)
Avg.
Conc.(2)
No. of
Data(3)
Historic Monitoring Wells
MW-1 1,276 68 1,268 4 MW-2 3,031 67 3,103 4
MW-5 2,081 69 2,068 4 MW-3 5,200 67 5,289 4
MW-11 1,834 50 2,039 4 MW-12 3,939 50 3,756 4
MW-18 2,545 9 2,611 4 MW-14 3,582 30 3,589 4
MW-19(4) 2,697 9 3,120 4 MW-15 3,855 30 3,847 4
MW-20(5) 2,977 1 n/a 0 MW-17 4,538 11 4,542 4
MW-22(5) 5,105 1 n/a 0
Recent Monitoring Wells
MW-26(6) 3,120 1 3,206 1
TW4-16(7) 2,930 1 3,430 1
MW-32(8) 3,190 1 3,650 1
Footnotes:
1) Based on historic total dissolved solids (TDS) data provided by Permittee for period between October, 1979 and May, 1999. Average
concentrations calculated by Utah Division of Radiation Control (DRC) staff in a November 29, 1999 memorandum. 2) Based on average of DRC split samples collected from the White Mesa facility between May, 1999 and September, 2002. 3) Number of IUC or DRC samples used in the evaluation of average TDS concentrations. 4) Classification of well MW-19 based on the conservatively lower IUC data. 5) Wells MW-20 and MW-22 are not point of compliance monitoring wells, but instead are groundwater head monitoring wells as per Part I.E.2. 6) Well MW-26 was originally named TW4-15 and was installed as a part of a recent chloroform contaminant investigation at the facility. Under this Permit, MW-26 is defined as a Point of Compliance (POC) well for the tailings cells (see Part I.E.1) . 7) Well TW4-16 was installed as a part of a recent chloroform investigation at the facility, and has been included in the Permit as groundwater
head monitoring well (Part I.E.2). Groundwater classification provided here based on average of both the IUC and DRC data (2 samples). 8) Well MW-32 was originally named TW4-17 and was installed as a part of a recent chloroform contaminant investigation at the facility. Under this Permit it is included as a POC well for the tailings cells in Part I.E.1.
B. BACKGROUND WATER QUALITY - background groundwater quality will be determined on a well-by-well basis, as defined by the mean plus second standard deviation concentration.
After Executive Secretary approval of the Background Groundwater Quality Reports required
by Part I.H.3 and 4, this permit will be re-opened and Table 2 revised to define background
concentrations and groundwater compliance limits for all required contaminants.
Part I Permit No. UGW370004
2
C. PERMIT LIMITS - the Permittee shall comply with the following permit limits:
1. Ground Water Compliance Limits – contaminant concentrations measured in each
monitoring well shall not exceed the Ground Water Compliance Limits (GWCL) defined
in Table 2, below. Ground water quality at the site must at all times meet all the
applicable GWQS and ad hoc GWQS defined in R317-6 even though this permit does not
require monitoring for each specific contaminant.
2. Tailings Cell Operations - only 11.e.(2) by-product material authorized by Utah Radioactive Materials License No. UT-2300478 (hereafter License) shall be discharged to
or disposed of in the tailings ponds.
3. Prohibited Discharges – discharge of other compounds such as paints, used oil,
antifreeze, pesticides, or any other contaminant not defined as 11e.(2) material is
prohibited.

Part I
Permit No. UGW370004
3
Table 2. Groundwater Compliance Limits (GWCL)
Upgradient Wells Down or Lateral Gradient Wells
MW-1 (Class II) MW-18 (Class II) MW-19 (Class II) MW-2 (Class III) MW-3 (Class III) MW-5 (Class II)
Contaminant GWQS (1) Mean (6) SD(6) GWCL (7) Mean SD GWCL Mean SD GWCL Mean SD GWCL Mean SD GWCL Mean SD GWCL Nutrients (mg/l)
Ammonia (as N) 25 (2) 6.25 6.25 6.25 12.5 12.5 6.25
Nitrate + Nitrite (as N) 10 2.5 2.5 2.5 5 5 2.5
Heavy Metals (ug/l)
Arsenic 50 12.5 12.5 12.5 25 25 12.5 Beryllium 4 1.0 1.0 1.0 2.0 2.0 1.0
Cadmium 5 1.25 1.25 1.25 2.5 2.5 1.25
Chromium 100 25 25 25 50 50 25
Cobalt 730 (5) 182.5 182.5 182.5 365 365 182.5
Copper 1,300 325 325 325 650 650 325 Iron 11,000 (5) 2,750 2,750 2,750 5,500 5,500 2,750 Lead 15 3.75 3.75 3.75 7.5 7.5 3.75
Manganese 800 (4) 200 200 200 400 400 200
Mercury 2 0.5 0.5 0.5 1 1 0.5
Molybdenum 40 (2) 10 10 10 20 20 10
Nickel 100 (3) 25 25 25 50 50 25 Selenium 50 12.5 12.5 12.5 25 25 12.5 Silver 100 25 25 25 50 50 25
Thallium 2 0.5 0.5 0.5 1.0 1.0 0.5
Tin 17,000(10) 4,250 4,250 4,250 8,500 8,500 4,250
Uranium 30 (3) 7.5 7.5 7.5 15 15 7.5
Vanadium 60 (4) 15 15 15 30 30 15 Zinc 5,000 1,250 1,250 1,250 2,500 2,500 1,250 Radiologics (pCi/l)
Gross Alpha 15 3.75 3.75 3.75 7.5 7.5 3.75
Volatile Organic Compounds (ug/l)
Acetone 700 (4) 175 175 175 350 350 175 Benzene 5 1.25 1.25 1.25 2.5 2.5 1.25
2-Butanone (MEK) 4,000 (2) 1000 1000 1000 2000 2000 1000
Carbon Tetrachloride 5 1.25 1.25 1.25 2.5 2.5 1.25
Chloroform 70 (4) 17.5 17.5 17.5 35 35 17.5
Chloromethane 30 (2) 7.5 7.5 7.5 15 15 7.5 Dichloromethane 5 (3) 1.25 1.25 1.25 2.5 2.5 1.25 Naphthalene 100 (2) 25 25 25 50 50 25 Tetrahydrofuran 46 (4) 11.5 11.5 11.5 23 23 11.5
Toluene 1,000 250 250 250 500 500 250
Xylenes (total) 10,000 2,500 2,500 2,500 5,000 5,000 2,500 Others
Field pH (S.U.) 6.5 – 8.5 TBD (9) TBD TBD TBD TBD TBD Fluoride (mg/l) 4.0 1.0 1.0 1.0 2.0 2.0 1.0
Chloride (mg/l) TBD TBD TBD TBD TBD TBD
Sulfate (mg/l) TBD TBD TBD TBD TBD TBD
TDS (mg/l) TBD TBD TBD TBD TBD TBD

Part I
Permit No. UGW370004
4
Table 2 Continued. Groundwater Quality Compliance Limits (GWCL)
Down or Lateral Gradient Wells
MW-11 (Class II) MW-12 (Class III) MW-14 (Class III) MW-15 (Class III) MW-17 Class III) MW-26(Class III)
Contaminant GWQS (1) Mean (6) SD(6) GWCL (7) Mean SD GWCL Mean SD GWCL Mean SD GWCL Mean SD GWCL Mean SD GWCL Nutrients (mg/l)
Ammonia (as N) 25 (2) 6.25 12.5 12.5 12.5 12.5 12.5
Nitrate + Nitrite (as N) 10 2.5 5 5 5 5 5
Heavy Metals (ug/l)
Arsenic 50 12.5 25 25 25 25 25 Beryllium 4.0 1.0 2.0 2.0 2.0 2.0 2.0
Cadmium 5 1.25 2.5 2.5 2.5 2.5 2.5
Chromium 100 25 50 50 50 50 50
Cobalt 730 (5) 182.5 365 365 365 365 365
Copper 1,300 325 650 650 650 650 650 Iron 11,000 (5) 2,750 5,500 5,500 5,500 5,500 5,500 Lead 15 3.75 7.5 7.5 7.5 7.5 7.5
Manganese 800 (4) 200 400 400 400 400 400
Mercury 2 0.5 1 1 1 1 1
Molybdenum 40 (2) 10 20 20 20 20 20
Nickel 100 (3) 25 50 50 50 50 50 Selenium 50 12.5 25 25 25 25 25 Silver 100 25 50 50 50 50 50
Thallium 2 0.5 1.0 1.0 1.0 1.0 1.0
Tin 17,000(10) 4,250 8,500 8,500 8,500 8,500 8,500
Uranium 30 (3) 7.5 15 15 15 15 15
Vanadium 60 (4) 15 30 30 30 30 30 Zinc 5,000 1,250 2,500 2,500 2,500 2,500 2,500 Radiologics (pCi/l)
Gross Alpha 15 3.75 7.5 7.5 7.5 7.5 7.5
Volatile Organic Compounds (ug/l)
Acetone 700 (4) 175 350 350 350 350 350 Benzene 5 1.25 2.5 2.5 2.5 2.5 2.5
2-Butanone (MEK) 4,000 (2) 1000 2000 2000 2000 2000 2000
Carbon Tetrachloride 5 1.25 2.5 2.5 2.5 2.5 2.5
Chloroform 70 (4) 17.5 35 35 35 35 35
Chloromethane 30 (2) 7.5 15 15 15 15 15 Dichloromethane 5 (3) 1.25 2.5 2.5 2.5 2.5 2.5 Naphthalene 100 (2) 25 50 50 50 50 50 Tetrahydrofuran 46 (4) 11.5 23 23 23 23 23
Toluene 1,000 250 500 500 500 500 500
Xylenes (total) 10,000 2,500 5,000 5,000 5,000 5,000 5,000 Others
Field pH (S.U.) 6.5 –8.5 TBD TBD TBD TBD TBD TBD Fluoride (mg/l) 4.0 1.0 2.0 2.0 2.0 2.0 2.0
Chloride (mg/l) TBD TBD TBD TBD TBD TBD
Sulfate (mg/l) TBD TBD TBD TBD TBD TBD
TDS (mg/l) TBD TBD TBD TBD TBD TBD
Part I
Permit No. UGW370004
5
Table 2 Continued. Groundwater Quality Compliance Limits (GWCL)
Down or Lateral Gradient Wells Future Wells To Be Installed (8)
MW-32(Class III) MW-23 (Class TBD) MW-24 (Class TBD) MW-25 (Class TBD) MW-27 (Class TBD) MW-28 (Class TBD) Contaminant GWQS (1) Mean (6) SD(6) GWCL (7) Mean SD GWCL Mean SD GWCL Mean SD GWCL Mean SD GWCL Mean SD GWCL Nutrients (mg/l)
Ammonia (as N) 25 (2) 12.5 TBD TBD TBD TBD TBD
Nitrate + Nitrite (as N) 10 5 TBD TBD TBD TBD TBD Heavy Metals (ug/l)
Arsenic 50 25 TBD TBD TBD TBD TBD
Beryllium 4.0 2.0 TBD TBD TBD TBD TBD
Cadmium 5 2.5 TBD TBD TBD TBD TBD
Chromium 100 50 TBD TBD TBD TBD TBD
Cobalt 730 (5) 365 TBD TBD TBD TBD TBD Copper 1,300 650 TBD TBD TBD TBD TBD Iron 11,000 (5) 5,500 TBD TBD TBD TBD TBD
Lead 15 7.5 TBD TBD TBD TBD TBD
Manganese 800 (4) 400 TBD TBD TBD TBD TBD
Mercury 2 1 TBD TBD TBD TBD TBD
Molybdenum 40 (2) 20 TBD TBD TBD TBD TBD Nickel 100 (3) 50 TBD TBD TBD TBD TBD Selenium 50 25 TBD TBD TBD TBD TBD Silver 100 50 TBD TBD TBD TBD TBD
Thallium 2 1.0 TBD TBD TBD TBD TBD
Tin( 17,000(10) 8,500 TBD TBD TBD TBD TBD
Uranium 30 (3) 15 TBD TBD TBD TBD TBD
Vanadium 60 (4) 30 TBD TBD TBD TBD TBD Zinc 5,000 2,500 TBD TBD TBD TBD TBD Radiologics (pCi/l)
Gross Alpha 15 7.5 TBD TBD TBD TBD TBD Volatile Organic Compounds (ug/l)
Acetone 700 350 TBD TBD TBD TBD TBD Benzene 5 2.5 TBD TBD TBD TBD TBD
2-Butanone (MEK) 4,000 (2) 2000 TBD TBD TBD TBD TBD
Carbon Tetrachloride 5 2.5 TBD TBD TBD TBD TBD
Chloroform 70 (4) 35 TBD TBD TBD TBD TBD
Chloromethane 30 (2) 15 TBD TBD TBD TBD TBD Dichloromethane 5 (3) 2.5 TBD TBD TBD TBD TBD Naphthalene 100 (2) 50 TBD TBD TBD TBD TBD
Tetrahydrofuran 46 (4) 23 TBD TBD TBD TBD TBD
Toluene 1,000 500 TBD TBD TBD TBD TBD
Xylenes (total) 10,000 5,000 TBD TBD TBD TBD TBD Others
Field pH (S.U.) 6.5 –8.5 TBD TBD TBD TBD TBD TBD
Fluoride (mg/l) 4.0 2.0 TBD TBD TBD TBD TBD
Chloride (mg/l) TBD TBD TBD TBD TBD TBD
Sulfate (mg/l) TBD TBD TBD TBD TBD TBD
TDS (mg/l) TBD TBD TBD TBD TBD TBD
Part I
Permit No. UGW370004
6
Table 2 Continued. Groundwater Quality Compliance Limits (CL)
Future Wells To Be Installed (8)
MW-29 (Class TBD) MW-30 (Class TBD) MW-31 (Class TBD) Contaminant GWQS (1) Mean SD GWCL Mean SD GWCL Mean SD GWCL Nutrients (mg/l)
Ammonia (as N) 25 (2) TBD TBD TBD
Nitrate + Nitrite (as N) 10 TBD TBD TBD Heavy Metals (ug/l)
Arsenic 50 TBD TBD TBD
Beryllium 4.0 TBD TBD TBD
Cadmium 5 TBD TBD TBD
Chromium 100 TBD TBD TBD
Cobalt 730 (5) TBD TBD TBD Copper 1,300 TBD TBD TBD Iron 11,000 (5) TBD TBD TBD
Lead 15 TBD TBD TBD
Manganese 800 (4) TBD TBD TBD
Mercury 2 TBD TBD TBD
Molybdenum 40 (2) TBD TBD TBD Nickel 100 (3) TBD TBD TBD Selenium 50 TBD TBD TBD Silver 100 TBD TBD TBD
Thallium 2.0 TBD TBD TBD
Tin 17,000(10) TBD TBD TBD
Uranium 30 (3) TBD TBD TBD
Vanadium 60 (4) TBD TBD TBD Zinc 5,000 TBD TBD TBD Radiologics (pCi/l)
Gross Alpha 15 TBD TBD TBD Volatile Organic Compounds (ug/l)
Acetone 700 (4) TBD TBD Benzene 5 TBD TBD
2-Butanone (MEK) 4,000 (2) TBD TBD
Carbon Tetrachloride 5 TBD TBD
Chloroform 70 (4) TBD TBD
Chloromethane 30 (2) TBD TBD Dichloromethane 5 (3) TBD TBD Naphthalene 100 (2) TBD TBD
Tetrahydrofuran 46 (4) TBD TBD
Toluene 1,000 TBD TBD
Xylenes (total) 10,000 TBD TBD Others
Field pH (S.U.) 6.5 –8.5 TBD TBD TBD
Fluoride (mg/l) 4.0 TBD TBD TBD
Chloride (mg/l) TBD TBD TBD
Sulfate (mg/l) TBD TBD TBD
TDS (mg/l) TBD TBD TBD
Part I
Permit No. UGW370004
7
Footnotes: 1) Utah Ground Water Quality Standards (GWQS) as defined in UAC R317-6, Table 2. Ad hoc GWQS also provided herein, as noted, and as allowed by UAC R317-6-2.2. 2) Ad hoc GWQS for ammonia (as N), molybdenum, 2-Butanone (MEK), chloromethane, and naphthalene based on EPA drinking water lifetime health advisories. 3) Ad hoc GWQS for nickel, uranium, and dichloromethane (methylene chloride, CAS No. 75-09-2) based on final EPA drinking water maximum concentration limits (MCL).
4) Ad hoc GWQS for manganese, vanadium, acetone, chloroform (CAS No. 67-66-3), and tetrahydrofuran based on drinking water ad hoc lifetime health advisories prepared by or in collaboration with EPA Region 8 staff. 5) Ad hoc GWQS for cobalt and iron based on EPA Region 3 Risk Based Concentration limits for tap water. 6) Mean concentration and standard deviation (S.D.) to be determined on a well-by-well and individual parameter basis at some future date. 7) Ground Water Compliance Limits (GWCL) based on one of the following formulas: for Class II Groundwater, GWCL = 0.25 * GWQS, for Class III Groundwater, GWCL = 0.5 * GWQS. After submittal and approval of the Background Groundwater Quality Reports, required by Part I.H. 3 and 4 of this Permit, the Executive Secretary will re-open and modify the Ground Water Compliance Limit (GWCL) to be equal to the mean concentration plus two standard deviations (X+2σ) for each well and contaminant. 8) Future monitoring wells to be installed in accordance with Part I.H.1 of this Permit. 9) TBD = to be determined after Executive Secretary approval of the Background Groundwater Quality Reports for existing and new monitoring wells required by Part I.H.3 and I.H.4, respectively 10) Ad hoc GWQS for tin of 17,000 ug/l based on an ad-hoc drinking water lifetime health advisory prepared by EPA Region 8 staff (see 10/27/05 EPA Region 8 memorandum by Robert Benson to Dean Henderson).
Part I Permit No. UGW370004
8
D. DISCHARGE MINIMIZATION AND BEST AVAILABLE TECHNOLOGY STANDARDS - the tailings disposal facility must be built, operated, and maintained according to the following Discharge
Minimization Technology (DMT) and Best Available Technology (BAT) standards:
1. DMT Design Standards for Existing Tailings Cells 1, 2, and 3 - shall be based on existing
construction as described by design and construction information provided by the
Permittee, as summarized in Table 3 below for Tailings Cells 1, 2, and 3: Table 3. DMT Engineering Design and Specifications
Tailings
Cell
Report
Type Engineering Report Design Figures
Construction
Specifications
Cell 1 Design June, 1979 D’Appolonia Consulting Engineers, Inc (1) Appendix A, Sheets 2, 4, 8, 9, 12-15 Appendix B
Cell 2 Design June, 1979 D’Appolonia Consulting Engineers, Inc (1) Appendix A, Sheets 2, 4, 7-10, 12-15 Appendix B
As-Built February, 1982 D’Appolonia Consulting Engineers, Inc (2) Figures 1, 2, and 11 N/A
Cell 3 Design May, 1981 D’Appolonia
Consulting Engineers, Inc (3)
Sheets 2-5 Appendix B
As-Built March, 1983 Energy Fuels
Nuclear, Inc. (4)
Figures 1-4 N/A
Footnotes: 1) D’Appolonia Consulting Engineers, Inc., June, 1979, “Engineers Report Tailings Management System White Mesa Uranium Project Blanding, Utah Energy Fuels Nuclear, Inc. Denver, Colorado”, unpublished consultants report, approximately 50 pp., 2 figures, 16 sheets, 2
appendices. 2) D’Appolonia Consulting Engineers, Inc., February, 1982, “Construction Report Initial Phase - Tailings Management System White Mesa Uranium Project Blanding, Utah Energy Fuels Nuclear, Inc. Denver, Colorado”, unpublished consultants report, approximately 7 pp., 6 tables,
13 figures, 4 appendices. 3) D’Appolonia Consulting Engineers, Inc., May, 1981, “Engineer’s Report Second Phase Design - Cell 3 Tailings Management System White Mesa Uranium Project Blanding, Utah Energy Fuels Nuclear, Inc. Denver, Colorado”, unpublished consultants report, approximately 20 pp., 1 figure, 5 sheets, and 3 appendices. 4) Energy Fuels Nuclear, Inc., March, 1983, “Construction Report Second Phase Tailings Management System White Mesa Uranium Project Energy Fuels Nuclear, Inc.”, unpublished company report, 18 pp., 3 tables, 4 figures, 5 appendices.
a) Tailings Cell 1 – consisting of the following major design elements:
1) Cross-valley Dike and East Dike – constructed on the south side of the pond of
native granular materials with a 3:1 slope, a 20-foot crest width, and a crest
elevation of about 5,620 ft above mean sea level (amsl). A dike of similar design
was constructed on the east margin of the pond, which forms a continuous earthen
structure with the south dike. The remaining interior slopes are cut-slopes at 3:1 grade.
2) Liner System - including a single 30 mil PVC flexible membrane liner (FML)
constructed of solvent welded seams on a prepared sub-base. Top elevation of the
FML liner was 5,618.5 ft amsl on both the south dike and the north cut-slope. A
protective soil cover layer was constructed immediately over the FML with a
thickness of 12-inches on the cell floor and 18-inches on the interior sideslope.
3) Crushed Sandstone Underlay – immediately below the FML a nominal 6-inch thick layer of crushed sandstone was prepared and rolled smooth as a FML sub-
base layer. Beneath this underlay, native sandstone and other foundation
materials were graded to drain to a single low point near the upstream toe of the
south cross-valley dike. Inside this layer, an east-west oriented pipe was installed
Part I Permit No. UGW370004
9
to gather fluids at the upstream toe of the cross-valley dike.
b) Tailings Cell 2 – which consists of the following major design elements:
1) Cross-valley Dike – constructed at the south margin of Cell 2 of native granular
materials with a 3:1 slope, a 20-foot crest width, and crest elevation of about
5,615 ft amsl. The east and west interior slopes consist of cut-slopes with a 3:1
grade. The Cell 1 south dike forms the north margin of Cell 2, with a crest elevation of 5,620 ft amsl.
2) Liner System – includes a single 30 mil PVC FML liner constructed of solvent
welded seams on a prepared sub-base, and overlain by a slimes drain collection
system. Top elevation of the FML liner in Cell 2 is 5,615.0 ft and 5,613.5 ft amsl
on the north and south dikes, respectively. Said Cell 2 FML liner is independent
of all other disposal cell FML liners. Immediately above the FML, a nominal 12-inch (cell floor) to 18-inch (inside sideslope) soil protective blanket was constructed of native sands from on-site excavated soils.
3) Crushed Sandstone Underlay – immediately below the FML a nominal 6-inch
thick layer of crushed sandstone was prepared and rolled smooth as a FML sub-
base layer. Beneath this underlay, native sandstone and other foundation
materials were graded to drain to a single low point near the upstream toe of the
south cross-valley dike. Inside this layer, an east-west oriented pipe was installed to gather fluids at the upstream toe of the cross-valley dike.
4) Slimes Drain Collection System immediately above the FML a nominal 12-inch
thick protective blanket layer was constructed of native silty-sandy soil. On top of
this protective blanket, a network of 1.5-inch PVC perforated pipe laterals was
installed on a grid spacing interval of about 50-feet. These pipe laterals gravity
drain to a 3-inch diameter perforated PVC collector pipe which also drains toward the south dike and is accessed from the ground surface via a 24-inch diameter, vertical non-perforated HDPE access pipe. Each run of lateral drainpipe and
collector piping was covered with a 12 to 18-inch thick berm of native granular
filter material. At cell closure, leachate head inside the pipe network will be
removed via a submersible pump installed inside the 24-inch diameter HDPE
access pipe.
c) Tailings Cell 3 – consisting of the following major design elements:
1) Cross-valley Dike – constructed at the south margin of Cell 3 of native granular
materials with a 3:1 slope, a 20-foot crest width, and a crest elevation of 5,610 ft
amsl. The east and west interior slopes consist of cut-slopes with a 3:1 grade.
The Cell 2 south dike forms the north margin of Cell 3, with a crest elevation of
5,615 ft amsl.
2) Liner System – includes a single 30 mil PVC FML liner constructed of solvent welded seams on a prepared sub-base, and overlain by a slimes drain collection
system. Top elevation of the FML liner in Cell 3 is 5,613.5 ft and 5,608.5 ft amsl
on the north and south dikes, respectively. Said Cell 3 FML liner is independent
of all other disposal cell FML liners.
3) Crushed Sandstone Underlay – immediately below the FML a nominal 6-inch
Part I Permit No. UGW370004
10
thick layer of crushed sandstone was prepared and rolled smooth as a FML sub-base layer. Beneath this underlay, native sandstone and other foundation
materials were graded to drain to a single low point near the upstream toe of the
south cross-valley dike. Inside this layer, an east-west oriented pipe was installed
to gather fluids at the upstream toe of the cross-valley dike.
4) Slimes Drain Collection Layer and System – immediately above the FML, a nominal 12-inch (cell floor) to 18-inch (inside sideslope) soil protective blanket was constructed of native sands from on-site excavated soils (70%) and dewatered
and cyclone separated tailings sands from the mill (30%). On top of this
protective blanket, a network of 3-inch PVC perforated pipe laterals was installed
on approximately 50-foot centers. This pipe network gravity drains to a 3-inch
perforated PVC collector pipe which also drains toward the south dike, where it is accessed from the ground surface by a 12-inch diameter, inclined HDPE access pipe. Each run of the 3-inch lateral drainpipe and collector pipe was covered with
a 12 to 18-inch thick berm of native granular filter media. At cell closure,
leachate head inside the pipe network will be removed via a submersible pump
installed inside the 12-inch diameter inclined access pipe.
2. Existing Tailings Cell Construction Authorized – tailings disposal in existing Tailings
Cells 1, 2, and 3 is authorized by this permit as defined in Table 3 and Part I.D.1, above. Authorized operation and maximum disposal capacity in each of the existing tailings cells shall not exceed the levels authorized by the License. Under no circumstances shall the
freeboard be less than three (3) feet, as measured from the top of the FML. Any
modification by the Permittee to any approved engineering design parameter at these
existing tailings cells shall require prior Executive Secretary approval, modification of
this Permit, and issuance of a construction permit.
3. Existing Facility DMT Performance Standards - the Permittee shall operate and maintain certain mill site facilities and the existing tailings disposal cells to minimize the potential
for wastewater release to groundwater and the environment, including, but not limited to
the following additional DMT compliance measures:
a) DMT Monitoring Wells at Tailings Cell 1 –at all times the Permittee shall operate and
maintain Tailings Cell 1 to prevent groundwater quality conditions in any nearby monitoring well from exceeding any Ground Water Compliance Limit established in Table 2 of this Permit.
b) Tailings Cells 2 and 3 – including the following performance criteria:
1) Slimes Drain Maximum Allowable Head – the Permittee shall at all times
maintain the average wastewater head in the slimes drain access pipe to be as low
as reasonably achievable (ALARA) in each tailings disposal cell, in accordance with the currently approved DMT Monitoring Plan. Compliance shall be achieved when the average annual wastewater recovery elevation in the slimes
drain access pipe, determined pursuant to the currently approved DMT
Monitoring Plan, meets the conditions in Equation 1, below:

Part I Permit No. UGW370004
11
Equation 1:
[∑Ey + ∑Ey-1 + ∑Ey-2 ] / [Ny + Ny-1 + Ny-2 ] < [∑Ey-1 + ∑Ey-2 + ∑Ey-3 ] / [ Ny-1 + Ny-2 + Ny-3 ]
Where:
∑Ey = Sum of all slimes drain tailings fluid elevation measurements made at the end of each 90-
hour recovery test collected during the calendar year of interest. Hereafter, these water level
measurements are referred to as slimes drain recovery elevations (SDRE). Pursuant to the approved DMT Monitoring Plan, these recovery tests are to be conducted monthly and the SDRE values reported in units of feet above mean sea level (amsl).
∑Ey-1 = Sum of all SDRE measurements made in the year previous to the calendar year of
interest.
∑Ey-2 = Sum of all SDRE measurements made in the second year previous to the calendar year of interest.
∑Ey-3 = Sum of all SDRE measurements made in the third year previous to the calendar year
of interest.
Ny = Total number of slimes drain 90-hour recovery tests conducted during the calendar year of interest.
Ny-1 = Total number of slimes drain 90-hour recovery tests conducted in the year previous to the
calendar year of interest.
Ny-2 = Total number of slimes drain 90-hour recovery tests conducted in the second year previous to the calendar year of interest.
Ny-3 = Total number of slimes drain 90-hour recovery tests conducted in the third year previous
to the calendar year of interest.
Prior to January 1, 2011, the following values for E and N values in Equation 1 shall be based on SDRE data from the following calendar years.

Report for Calendar
Year
Source of Data By Calendar Year for Equation 1 Variables (right side)
Ey-1 Ey-2 Ey-3 Ny-1 Ny-2 Ny-3
2008 2007 2007 2007 2007 2007 2007
2009 2008 2007 2007 2008 2007 2007
2010 2009 2008 2007 2009 2008 2007

Failure to satisfy conditions in Equation 1 shall constitute DMT failure and non-
compliance with this Permit. For Cell 3, this requirement shall apply after
initiation of de-watering operations.
c) Maximum Tailings Waste Solids Elevation – upon closure of any tailings cell, the Permittee shall ensure that the maximum elevation of the tailings waste solids does
not exceed the top of the FML liner.
d) DMT Monitoring Wells – at all times the Permittee shall operate and maintain
Tailings Cells 2 and 3 to prevent groundwater quality conditions in any nearby
monitoring well from exceeding any Ground Water Compliance Limit established in Table 2 of this Permit.
Part I Permit No. UGW370004
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e) Roberts Pond –the Permittee shall operate this wastewater pond so as to provide a minimum 2-foot freeboard at all times. Under no circumstances shall the water level
in the pond exceed an elevation of 5,624 feet amsl. In the event that the wastewater
elevation exceeds this maximum level, the Permittee shall remove the excess
wastewater and place it into containment in Tailings Cell 1 within 72 hours of
discovery. At the time of mill site closure, the Permittee shall reclaim and decommission the Roberts Pond in compliance the final Reclamation Plan approved under the License (hereafter Reclamation Plan).
f) Feedstock Storage Area –open-air or bulk storage of all feedstock materials at the
facility awaiting mill processing shall be limited to the eastern portion of the mill site
area described in Table 4, below. Storage of feedstock materials at the facility outside
this area, shall meet the requirements in Part I.D.11. At the time of mill site closure, the Permittee shall reclaim and decommission the Feedstock Storage Area in compliance with an approved Reclamation Plan.
Table 4. Feedstock Storage Area Coordinates (1)
Corner Northing (ft) Easting (ft)
Northeast 323,595 2,580,925
Southeast 322,140 2,580,920
Southwest 322,140 2,580,420
West 1 322,815 2,580,410
West 2 323,040 2,580,085
West 3 323,120 2,580,085
West 4 323,315 2,580,285
West 5 323,415 2,579,990
Northwest 323,600 2,579,990
Footnote: 1) Approximate State Plane Coordinates beginning from the extreme northeast corner and progressing clockwise around the feedstock area (from 6/22/01 IUC Response, Attachment K, Site Topographic Map,
Revised June, 2001.)
g) Mill Site Chemical Reagent Storage – for all chemical reagents stored at existing
storage facilities and held for use in the milling process, the Permittee shall provide
secondary containment to capture and contain all volumes of reagent(s) that might be
released at any individual storage area. Response to spills, cleanup thereof, and
required reporting shall comply with the provisions of an approved Emergency Response Plan as found in an approved Stormwater Best Management Practices Plan, stipulated by Parts I.D.10 and I.H.16 of this Permit. For any new construction of
reagent storage facilities, said secondary containment and control shall prevent any
contact of the spilled or otherwise released reagent or product with the ground
surface.
4. Best Available Technology Requirements for New Construction – any construction, modification, or operation of new waste or wastewater disposal, treatment, or storage facilities shall require submittal of engineering design plans and specifications, and prior
Executive Secretary review and approval. All engineering plans or specifications
submitted shall demonstrate compliance with all Best Available Technology (BAT)
requirements stipulated by the Utah Ground Water Quality Protection Regulations (UAC
R317-6). Upon Executive Secretary approval this Permit may be re-opened and modified
to include any necessary requirements.
Part I Permit No. UGW370004
13
5. BAT Design Standards for Tailings Cell 4A - the BAT design standard for Tailings Cell 4A
shall be defined by and construction conform to the requirements of the June 25, 2007
Executive Secretary design approval letter for the relining of former existing Tailings Cell
No. 4A, and as summarized by the engineering drawings, specifications, and description in
Table 5, below:
Table 5. Approved Tailings Cell 4A Engineering Design and Specifications
Engineering Drawings
Name Date Revision
No.
Title
Sheet 1 of 7 June, 2007 Title Sheet
Sheet 2 of 7 June 15, 2007 Rev. 1 Site Plan
Sheet 3 of 7 June 15, 2007 Rev. 1 Base Grading Plan
Sheet 4 of 7 June 15, 2007 Rev. 1 Pipe Layout Plan
Sheet 5 of 7 June 15, 2007 Rev. 1 Lining System Details I
Sheet 6 of 7 June 15, 2007 Rev. 1 Lining System Details II
Sheet 7 of 7 June 15, 2007 Rev. 1 Lining System Details III
Engineering Specifications Date Document Title Prepared by
June, 2007 Revised Technical Specifications for the Construction of Cell 4A Lining System Geosyntec Consultants
June, 2007 Revised Construction Quality Assurance Plan
for the Construction of Cell 4A Lining System
Geosyntec Consultants
March 27, 2007 Revised Geosynthetic Clay Liner Hydration
Demonstration Work Plan (1)
Geosyntec Consultants
November 27, 2006 Cell Seismic Study (2) MFG Consulting
Scientists and Engineers
October 6, 2006 Calculation of Action Leakage Rate Through the Leakage Detection System Underlying a
Geomembrane Liner
Geosyntec Consultants
June 22, 2006 Slope Stability Analysis Cell 4A – Interim Conditions Geosyntec Consultants
June 23, 2006 Settlement Evaluation of Berms (2) Geosyntec Consultants
August 22, 2006 Pipe Strength Calculations Geosyntec Consultants
September 27, 2007 DMC Cell 4A – GCL Hydration Geosyntec Consultants
Footnotes: 1) As qualified by conditions found in May 2, 2007 Division of Radiation Control letter. 2) As clarified by February 8, 2007 Division of Radiation Control Round 6 Interrogatory. Tailings Cell 4A Design and Construction – approved by the Executive Secretary will consist of the following major elements:
a) Dikes – consisting of existing earthen embankments of compacted soil, constructed by
the Permittee between 1989-1990, and composed of four dikes, each including a 15-foot
wide road at the top (minimum). On the north, east, and south margins these dikes have
slopes of 3H to 1V. The west dike has an interior slope of 2H to 1V. Width of these
dikes varies, Each has a minimum crest width of at least 15 feet to support an access
Part I Permit No. UGW370004
14
road. Base width also varies from 89-feet on the east dike (with no exterior embankment), to 211-feet at the west dike.
b) Foundation – including existing subgrade soils over bedrock materials. Foundation
preparation included excavation and removal of contaminated soils, compaction of
imported soils to a maximum dry density of 90%. Floor of Cell 4A has an average slope
of 1% that grades from the northeast to the southwest corners.
c) Tailings Capacity – the floor and inside slopes of Cell 4A encompass about 40 acres and have a maximum capacity of about 1.6 million cubic yards of tailings material storage (as
measured below the required 3-foot freeboard).
d) Liner and Leak Detection Systems – including the following layers, in descending order:
1) Primary Flexible Membrane Liner (FML) – consisting of impermeable 60 mil high
density polyethylene (HDPE) membrane that extends across both the entire cell floor and the inside side-slopes, and is anchored in a trench at the top of the dikes on all four sides. The primary FML will be in direct physical contact with the tailings
material over most of the Cell 4A floor area. In other locations, the primary FML
will be in contact with the slimes drain collection system (discussed below).
2) Leak Detection System – includes a permeable HDPE geonet fabric that extends
across the entire area under the primary FML in Cell 4A, and drains to a leak
detection sump in the southwest corner. Access to the leak detection sump is via an 18-inch inside diameter (ID) PVC pipe placed down the inside slope, located between the primary and secondary FML liners. At its base this pipe will be surrounded with
a gravel filter set in the leak detection sump, having dimensions of 10 feet by 10 feet
by 2 feet deep. In turn, the gravel filter layer will be enclosed in an envelope of
geotextile fabric. The purpose of both the gravel and geotextile fabric is to serve as a
filter.
3) Secondary FML – consisting of an impermeable 60-mil HDPE membrane found immediately below the leak detection geonet. Said FML also extends across the
entire Cell 4A floor, up the inside side-slopes and is also anchored in a trench at the
top of all four dikes.
4) Geosynthetic Clay Liner – consisting of a manufactured geosynthetic clay liner
(GCL) composed of 0.2-inch of low permeability bentonite clay centered and stitched between two layers of geotextile. Prior to disposal of any wastewater in Cell 4A, the Permittee shall demonstrate that the GCL has achieved a moisture content of at least
50% by weight. This item is a revised requirement per DRC letter to DUSA dated
September 28, 2007
e) Slimes Drain Collection System – including a two-part system of strip drains and
perforated collection pipes both installed immediately above the primary FML, as follows:
1) Horizontal Strip Drain System – is installed in a herringbone pattern across the floor
of Cell 4A that drain to a “backbone” of perforated collection pipes. These strip
drains are made of a prefabricated two-part geo-composite drain material (solid
polymer drainage strip) core surrounded by an envelope of non-woven geotextile
filter fabric. The strip drains are placed immediately over the primary FML on 50-
Part I Permit No. UGW370004
15
foot centers, where they conduct fluids downgradient in a southwesterly direction to a physical and hydraulic connection to the perforated slimes drain collection pipe. A
series of continuous sand bags, filled with filter sand cover the strip drains. The sand
bags are composed of a woven polyester fabric filled with well graded filter sand to
protect the drainage system from plugging.
2) Horizontal Slimes Drain Collection Pipe System – includes a “backbone” piping system of 4-inch ID Schedule 40 perforated PVC slimes drain collection (SDC) pipe found at the downgradient end of the strip drain lines. This pipe is in turn overlain by
a berm of gravel that runs the entire diagonal length of the cell, surrounded by a
geotextile fabric cushion in immediate contact with the primary FML. In turn, the
gravel is overlain by a layer of non-woven geotextile to serve as an additional filter
material. This perforated collection pipe serves as the “backbone” to the slimes drain system and runs from the far northeast corner downhill to the far southwest corner of Cell 4A where it joins the slimes drain access pipe.
3) Slimes Drain Access Pipe – consisting of an 18-inch ID Schedule 40 PVC pipe
placed down the inside slope of Cell 4A at the southwest corner, above the primary
FML. Said pipe then merges with another horizontal pipe of equivalent diameter and
material, where it is enveloped by gravel and woven geotextile that serves as a
cushion to protect the primary FML. A reducer connects the horizontal 18-inch pipe with the 4-inch SDC pipe. At some future time, a pump will be set in this 18-inch pipe and used to remove tailings wastewaters for purposes of de-watering the tailings
cell.
f) North Dike Splash Pads – three 20-foot wide splash pads will be constructed on the north
dike to protect the primary FML from abrasion and scouring by tailings slurry. These
pads will consist of an extra layer of 60 mil HDPE membrane that will be installed in the anchor trench and placed down the inside slope of Cell 4A, from the top of the dike, under the inlet pipe, and down the inside slope to a point 5-feet beyond the toe of the
slope.
g) Emergency Spillway – a concrete lined spillway will be constructed near the western
corner of the north dike to allow emergency runoff from Cell 3 into Cell 4A. This
spillway will be limited to a 6-inch reinforced concrete slab set directly over the primary FML in a 4-foot deep trapezoidal channel. No other spillway or overflow structure will be constructed at Cell 4A. All stormwater runoff and tailings wastewaters not retained in
Cells 2 and 3, will be managed and contained in Cell 4A, including the Probable
Maximum Precipitation and flood event.
6. BAT Performance Standards for Tailings Cell 4A – the Permittee shall operate and
maintain Tailings Cell 4A so as to prevent release of wastewater to groundwater and the environment in accordance with BAT Monitoring Operations and Maintenance Plan, as currently approved by the Executive Secretary, pursuant to Part I.H.19. At a minimum
these performance standards shall include:
a) Leak Detection System (LDS) Maximum Allowable Daily Head – the fluid head in
the LDS shall not exceed 1 foot above the lowest point in the lower membrane liner.
b) LDS Maximum Allowable Daily Leak Rate - shall not exceed 24,160 gallons/day.
Part I Permit No. UGW370004
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c) Slimes Drain Monthly and Annual Average Recovery Head Criteria – after the Permittee initiates pumping conditions in the slimes drain layer in Cell 4A, the
Permittee will provide continuous declining fluid heads in the slimes drain layer, in a
manner equivalent to the requirements found in Part I.D.3(b).
d) Maximum Weekly Wastewater Level - under no circumstance shall the freeboard be
less then 3-feet in Cell 4A, as measured from the top of the upper FML.
7. Definition of 11a (2) Waste – for purposes of this Permit, 11e.(2) waste is defined as: "... tailings or wastes produced by the extraction or concentration of uranium or thorium from
any ore processed primarily for its source material content", as defined in Section 11e.(2)
of the U.S. Atomic Energy Act of 1954, as amended; which includes other process related
wastes and waste streams described by a March 7, 2003 NRC letter from Paul H. Lohaus
to William J. Sinclair.
8. Closed Cell Performance Requirements – before reclamation and closure of any tailings disposal cell, the Permittee shall ensure that the final design, construction, and operation
of the cover system at each tailings cell will comply with all requirements of an approved
Reclamation Plan, and will for a period of not less than 200 years meet the following
minimum performance requirements:
a) Minimize infiltration of precipitation or other surface water into the tailings,
including, but not limited to the radon barrier, and
b) Prevent the accumulation of leachate head within the tailings waste layer that could rise above or over-top the maximum FML liner elevation internal to any disposal cell,
i.e. create a “bathtub” effect.
c) Ensure that groundwater quality at the compliance monitoring wells does not exceed
the Ground Water Quality Standards or Ground Water Compliance Limits specified in
Part I.C.1 and Table 2 of this Permit.
9. Facility Reclamation Requirements – upon commencement of decommissioning, the Permittee shall reclaim the mill site and all related facilities, stabilize the tailings cells,
and construct a cover system over the tailings cells in compliance with all engineering
design and specifications in an approved Reclamation Plan. The Executive Secretary
reserves the right to require modifications of the Reclamation Plan for purposes of
compliance with the Utah Ground Water Quality Protection Regulations, including but not limited to containment and control of contaminants, or discharges, or potential discharges to Waters of the State.
10. Stormwater Management and Spill Control Requirements - the Permittee will manage all
contact and non-contact stormwater and control contaminant spills at the facility in
accordance with the currently approved Stormwater Best Management Practices Plan.
Said plan includes the following minimum provisions:
a) Protect groundwater quality or other waters of the state by design, construction, and/or active operational measures that meet the requirements of the Ground Water
Quality Protection Regulations found in UAC R317-6-6.3(G) and R317-6-6.4(C),
b) Prevent, control and contain spills of stored reagents or other chemicals at the mill
site,
Part I Permit No. UGW370004
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c) Cleanup spills of stored reagents or other chemicals at the mill site immediately upon discovery,
d) Report reagent spills or other releases at the mill site to the Executive Secretary in
accordance with UAC 19-5-114.
Reconstruction of stormwater management and/or chemical reagent storage facilities,
existing at the time of original Permit issuance, may be required by the Executive Secretary after occurrence of a major spill or catastrophic failure, pursuant to Part IV.N.3 of this Permit.

11. DMT Requirements for Feedstock Material Stored Outside the Feedstock Storage Area –
the Permittee shall store and manage feedstock materials outside the ore storage pad in
accordance with an approved Feedstock Management Plan pursuant to Part I.H.21 of the permit.
E. GROUND WATER COMPLIANCE AND TECHNOLOGY PERFORMANCE MONITORING - beginning
with the effective date and lasting through the term of this permit or as stated in an approved
closure plan, the Permittee shall sample groundwater monitoring wells, monitor groundwater
levels, monitor water levels of process solutions, and monitor and keep records of the operation of the facility, as follows:
1. Routine Groundwater Compliance Monitoring – the Permittee shall monitor upgradient, lateral gradient, and downgradient ground water monitoring wells
completed in the shallow aquifer in the vicinity of all potential discharge sources that
could affect local groundwater conditions at the facility, as follows:
a) Ground Water Monitoring Quality Assurance Plan – all groundwater monitoring and
analysis performed under this Permit shall be conducted in accordance with a Quality Assurance Plan (QAP) currently approved by the Executive Secretary. Any non-conformance with QAP requirements in a given quarterly ground water monitoring
period will be corrected and reported to the Executive Secretary on or before
submittal of the next quarterly ground water monitoring report pursuant to Part I.F.1
b) Quarterly Monitoring – the Permittee shall monitor on a quarterly basis all monitoring
wells listed in Table 2 of this Permit where local groundwater average linear velocity has been found by the Executive Secretary to be equal to or greater than 10 feet/year. For purposes of this Permit, quarterly monitoring is required at the following wells:
1) Upgradient Wells: none
2) Lateral or Downgradient Wells: MW-11, MW-14, MW-26 (formerly TW4-15),
and MW-32 (formerly TW4-17).
c) Semi-annual Monitoring – the Permittee shall monitor on a semi-annual basis all monitoring wells listed in Table 2 of this Permit where local groundwater average linear velocity has been found by the Executive Secretary to be less than 10 feet/year.
For purposes of this Permit, semi-annual monitoring is required at the following
wells:
Part I Permit No. UGW370004
18
1) Upgradient Wells: MW-1, MW-18, and MW-19,
2) Lateral or Downgradient Wells: MW-2, MW-3, MW-5, MW-12, MW-15, and
MW-17,
d) Compliance Monitoring Parameters - all groundwater samples collected shall be
analyzed for the following parameters:
1) Field Parameters –depth to groundwater, pH, temperature, and specific conductance.
2) Laboratory Parameters
i. GWCL Parameters - all contaminants specified in Table 2.
ii. General Inorganics –chloride, sulfate, carbonate, bicarbonate, sodium,
potassium, magnesium, calcium, and total anions and cations.
e) Special Provisions for Groundwater Monitoring – the Permittee shall ensure that all groundwater monitoring conducted and reported complies with the following requirements:
1) Depth to Groundwater Measurements – shall always be made to the nearest 0.01
foot.
2) Minimum Detection Limits – all groundwater quality analyses reported shall have
a minimum detection limit or reporting limit that is less than its respective Ground
Water Compliance Limit concentration defined in Table 2.
3) Gross Alpha Counting Variance – All gross alpha analysis shall be reported with an error term. All gross alpha analysis reported with an activity equal to or greater
than the GWCL, shall have a counting variance that is equal to or less than 20%
of the reported activity concentration. An error term may be greater than 20% of
the reported activity concentration when the sum of the activity concentration and
error term is less than or equal to the GWCL.
4) All equipment used for purging and sampling of ground water shall be made of inert materials.
2. Groundwater Monitoring: Monitoring Wells MW-20 and MW-22 – Starting with the 1st
Quarter 2008 groundwater event the Permittee shall implement a quarterly groundwater
sampling program. Said sampling shall comply with the following Permit requirements:
a) Routine groundwater compliance monitoring requirements of Part I.E.1
b) Well monitoring procedure requirements of Part I.E.5.
After completion of eight (8) consecutive quarters of groundwater sampling and analysis
of MW-20 and MW-22, the Permittee shall submit a report that will include: 1) the
groundwater quality data, and 2) calculated groundwater velocities in the vicinity of MW-
20 and MW-22. The said report shall be submitted by March 1, 2010. After review of
this report the Executive Secretary will re-open the Permit, and adjust the sampling frequency in accordance with criteria found in Part I.E.1(b) or (c).
3. Groundwater Head Monitoring – on a quarterly basis and at the same frequency as
groundwater monitoring required by Part I.E.1, the Permittee shall measure depth to
Part I Permit No. UGW370004
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groundwater in the following wells and/or piezometers:
a) Point of Compliance Wells – identified in Table 2 and Part I.E.1 of this Permit,
b) Piezometers – P-1, P-2, P-3, P-4, P-5.
c) Existing Monitoring Wells – MW-20 and MW-22.
d) Contaminant Investigation Wells: any well required by the Executive Secretary as a
part of a contaminant investigation or groundwater corrective action, and
e) Any other wells or piezometers required by the Executive Secretary.
4. Groundwater Monitoring Well Design and Construction Criteria – all new groundwater
monitoring wells installed at the facility shall comply with the following design and
construction criteria:
a) Located as close as practical to the contamination source, tailings cell, or other
potential origin of groundwater pollution,
b) Screened and completed in the shallow aquifer,
c) Designed and constructed in compliance with UAC R317-6-6.3(I)(6), including the
EPA RCRA Ground Water Monitoring Technical Enforcement Guidance Document,
1986, OSWER-9950.1.
d) Aquifer tested to determine local hydraulic properties, including but not limited to
hydraulic conductivity.
5. Monitoring Procedures for Wells – beginning with the date of Permit issuance, all monitoring shall be conducted by the Permittee in conformance with the following procedures:
a) Sampling - grab samples shall be taken of the ground water, only after adequate
removal or purging of standing water within the well casing has been performed.
b) Sampling Plan – all sampling shall be conducted to ensure collection of representative
samples, and reliability and validity of groundwater monitoring data.
c) Laboratory Approval - all analyses shall be performed by a laboratory certified by the State of Utah to perform the tests required.
d) Damage to Monitoring Wells - if any monitor well is damaged or is otherwise
rendered inadequate for its intended purpose, the Permittee shall notify the Executive
Secretary in writing within five days of discovery.
e) Field Monitoring Equipment Calibration and Records – immediately prior to each monitoring event, the Permittee shall calibrate all field monitoring equipment in accordance with the respective manufacturer's procedures and guidelines. The
Permittee shall make and preserve on-site written records of such equipment
calibration in accordance with Part II.G and H of this Permit. Said records shall
identify the manufacturer's and model number of each piece of field equipment used
and calibration.
6. White Mesa Seep and Spring Monitoring – after approval of the plan required by Part I.H.8, this Permit will be modified to require annual monitoring of selected seeps or
Part I Permit No. UGW370004
20
springs on White Mesa.
7. DMT Performance Standard Monitoring - the Permittee shall perform technology
performance monitoring in accordance with the currently approved DMT Monitoring
Plan to determine if DMT is effective in minimizing and controlling the release of
contaminants pursuant to the provisions of Parts I.D.1 and I.D.3 of this Permit, including,
but not limited to the following activities:
a) Weekly Tailings Wastewater Pool Elevation Monitoring: Cells 1 and 3 – the Permittee shall monitor and record weekly the elevation of wastewater in Tailings
Cells 1 and 3 to ensure compliance with the maximum wastewater elevation criteria
mandated by Condition 10.3 of the License. Said measurements shall be made from a
wastewater level gauge or elevation survey to the nearest 0.01 foot.
b) Monthly Slimes Drain Water Level Monitoring: Cells 2 and 3 – the Permittee shall monitor and record monthly the depth to wastewater in the slimes drain access pipes as described in the currently approved DMT Monitoring Plan at Tailings Cells 2 and 3
to determine the 90-hour fluid recovery head. For purposes of said monitoring, the
Permittee shall at each tailings cell:
a. Designate, operate, maintain, and preserve one water level measuring point at the
centerline of the slimes drain access pipe that has been surveyed and certified by a
Utah licensed engineer or land surveyor.
b. Make all slimes drain recovery head (depth to fluid) measurements from the same designated water level measuring point, and
c. Record and report all fluid depth measurements to the nearest 0.01 foot.
For Cell 3 these requirements shall apply upon initiation of tailings de-watering
operations.
c) Weekly Wastewater Level Monitoring: Roberts Pond – the Permittee shall monitor and record weekly wastewater levels at the Roberts Pond to determine compliance with the DMT operations standards in Part I.D.3. Said measurements shall be made
in accordance to the currently approved DMT Monitoring Plan.
d) Weekly Feedstock Storage Area Inspection – the Permittee shall develop a Standard
Operating Procedure for the License and inspect the Feedstock Storage Areas to:
i. Confirm the bulk feedstock materials are maintained within the approved Feedstock Storage Area defined by Table 4, and
ii. Verify that all alternate feedstock materials located outside the Feedstock Area
defined in Table 4, are maintained within water-tight containers.

e) Feedstock Material Stored Outside the Feedstock Storage Area Maintenance Plan-
after Executive Secretary approval of the Feedstock Storage Area Maintenance Plan, required by Part I.H.21 of this Permit, the Permittee shall immediately implement said Plan.
8. Cell4A BAT Performance Standard Monitoring – after Executive Secretary approval of
the Tailings Cell 4A Operations and Maintenance Plan, required by Part I.H.19 of this
Part I Permit No. UGW370004
21
Permit, the Permittee shall immediately implement all monitoring and recordkeeping requirements therein. At a minimum, said BAT monitoring shall include:
a) Weekly Leak Detection System (LDS) Monitoring – including:
1) Leak Detection System Pumping and Monitoring Equipment – the Permittee
shall provide continuous operation of the leak detection system pumping and
monitoring equipment, including, but not limited to, the submersible pump, pump controller, head monitoring, and flow meter equipment approved by the Executive Secretary. Failure of any pumping or monitoring equipment not
repaired and made fully operational within 24-hours of discovery shall
constitute failure of BAT and a violation of this Permit.
2) Maximum Allowable Head – the Permittee shall measure the fluid head above
the lowest point on the secondary flexible membrane by the use of procedures and equipment approved by the Executive Secretary. Under no circumstance shall fluid head in the leak detection system sump exceed a 1-foot level above
the lowest point in the lower flexible membrane liner. The occurrence of leak
detection system fluids above this 1-foot limit shall constitute failure of BAT
Technology and a violation of this Permit.
3) Maximum Allowable Daily LDS Flow Rates - the Permittee shall measure the
volume of all fluids pumped from the LDS. Under no circumstances shall the average daily LDS flow volume exceed 24,160 gallons/day.
4) 3-foot Minimum Vertical Freeboard Criteria – the Permittee shall operate and
maintain wastewater levels to provide a 3-foot Minimum of vertical freeboard in
Tailings Cell 4A. Said measurements shall be made to the nearest 0.1 foot.
b) Slimes Drain Recovery Head Monitoring – immediately after the Permittee initiates
pumping conditions in the Tailings Cell 4A slimes drain system, monthly recovery head tests and fluid level measurements will be made in accordance with a plan approved by the Executive Secretary.
9. On-site Chemicals Inventory – the Permittee shall monitor and maintain a current
inventory of all chemicals used at the facility at rates equal to or greater than 100 kg/yr.
Said inventory shall be maintained on-site, and shall include, but is not limited to:
a. Identification of chemicals used in the milling process and the on-site laboratory,
b. Determination of volume and mass of each raw chemical currently held in storage at the facility.
10. Tailings Cell Wastewater Quality Monitoring – on an annual basis, the Permittee shall
collect wastewater quality samples from each wastewater source at each tailings cell at the
facility, including, but not limited to: surface impounded wastewaters, and slimes drain
wastewaters. All such sampling shall be conducted in August of each calendar year in compliance with the approved Tailings Cell Wastewater Quality Sampling Plan required by Part I.H.5 of this Permit. The Permittee shall also provide at least a 30-day notice in
advance of the annual sampling event, so as to allow the Executive Secretary to collect split
samples of the various tailings cells wastewater sources.
Part I Permit No. UGW370004
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11. Groundwater Monitoring Modifications – before any modification of groundwater monitoring or analysis procedures, methods, or equipment, the Permittee must obtain
prior written approval from the Executive Secretary.
F. REPORTING REQUIREMENTS - The following reporting procedures for routine and compliance
reports must be met.
1. Routine Groundwater Monitoring Reports - the Permittee shall submit quarterly monitoring reports of field and laboratory analyses of all well monitoring and samples described in Parts I.E.1, I.E.2, I.E.3, I.E.5, and I.E.7 of this Permit for Executive Secretary
review and approval. Reports shall be submitted according to the following schedule:
Table 6. Groundwater Monitoring Reporting Schedule
Quarter Period Due Date
First January – March June 1
Second April – June September 1
Third July – September December 1
Fourth October – December March 1
Failure to submit the reports by the due date shall be deemed as noncompliance with this
permit. Said monitoring reports shall include, but are not limited to, the following minimum information:
a) Field Data Sheets – or copies thereof that provide the following: well name, date and
time of well purging, date and time of well sampling, type and condition of well
pump, depth to groundwater before purging and sampling, calculated well casing
volume, volume of water purged before sampling, volume of water collected for
analysis, types of sample containers and preservatives.
b) Laboratory Results – or copies thereof that provide the following: date and time sampled, date received by laboratory, and for each parameter analyzed, the following
information: laboratory result or concentration, units of measurement, minimum
detection limit or reporting limit, analytical method, date of analysis, counting error
for radiologic analyses, total cations and anions for inorganic analysis.
c) Water Table Contour Map – which provides the location and identity of all wells sampled that quarter, the measured groundwater elevation at each well measured in feet above mean sea level, and isocontour lines to delineate groundwater flow
directions observed during the quarterly sampling event.
d) Quality Assurance Evaluation and Data Validation – including a written description
and findings of all quality assurance and data validation efforts conducted by the
Permittee in compliance with the Groundwater Monitoring Quality Assurance Plan. Said report shall verify the accuracy and reliability of the groundwater quality compliance data, after evaluation of sample collection techniques and equipment,
sample handling and preservation, analytical methods used, etc.
e) Non-conformance disclosure - with each quarterly ground water monitoring report the
Permittee shall fully and completely disclose all non-conformance with requirements
of the currently approved QAP, mandated by Part I.E.1(a)
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f) Electronic Data Files and Format – in addition to written results required for every sampling report, the Permittee shall provide an electronic copy of all laboratory
results for groundwater quality monitoring conducted. Said electronic files shall
consist of Comma Separated Values (CSV) format, or as otherwise approved by the
Executive Secretary.
2. Routine DMT Performance Standard Monitoring Report - the Permittee shall provide quarterly monitoring reports of all DMT performance standard monitoring required by Part I.E.7 of this Permit. DMT monitoring shall be conducted in compliance with the
currently approved DMT Monitoring Plan. Said monitoring reports and results shall be
submitted for Executive Secretary approval on the schedule provided in Table 6, above.
3. Routine Cell 4A BAT Performance Standard Monitoring Reports - the Permittee shall
provide quarterly monitoring reports of all BAT performance standard monitoring required by Part I E.8 of this Permit. BAT Monitoring Cell 4A shall be conducted in compliance with a plan approved by the Executive Secretary pursuant to Part I.H.19.
Said monitoring report and results shall be submitted for Executive Secretary approval on
the schedule provided in Table 6 above. At a minimum, reporting of BAT monitoring for
Cell 4A will include:
a) LDS Monitoring – including:
1) Report on the operational status of the LDS pumping and monitoring equipment during the quarter, including identification of any intervals of non-operational status and repairs.
2) Measurement of the weekly fluid head at the lowest point of the secondary
membrane
3) Measurement of the volume of all fluids pumped from the LDS.
b) Measurement of the weekly wastewater fluids elevation in the Cell 4A to determine freeboard
c) Slimes Drain Recovery Head Monitoring as per the requirements of Parts I.D.6) and
I.E.8(b).
4. DMT and BAT Performance Upset Reports – the Permittee shall report any non-
compliance with the DMT or BAT performance criteria of Part I.D in accordance with the
requirements of Part I.G.3 of this Permit.
5. Other Information - when the Permittee becomes aware of a failure to submit any relevant facts in the permit application or submittal of incorrect information in a permit
application or in any report to the Executive Secretary, the Permittee shall submit such
facts or information within 10 days of discovery.
6. Groundwater Monitoring Well As-Built Reports – as-built reports for new groundwater
monitoring wells shall be submitted for Executive Secretary approval within 60 days of
Part I Permit No. UGW370004
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well completion, and at a minimum will include the following information:
a) Geologic Logs – that detail all soil and rock lithologies and physical properties of all
subsurface materials encountered during drilling. Said logs shall be prepared by a
Professional Geologist licensed by the State of Utah, or otherwise approved
beforehand by the Executive Secretary.
b) Well Completion Diagram – that detail all physical attributes of the well construction, including:
1) Total depth and diameters of boring,
2) Depth, type, diameter, and physical properties of well casing and screen, including
well screen slot size,
3) Depth intervals, type and physical properties of annular filterpack and seal
materials used,
4) Design, type, diameter, and construction of protective surface casing,
5) Survey coordinates prepared by a State of Utah licensed engineer or land
surveyor, including horizontal coordinates and elevation of water level measuring
point, as measured to the nearest 0.01 foot.
c) Aquifer Permeability Data – including slug test, aquifer pump test or other hydraulic
analysis to determine local aquifer hydraulic conductivity in each well.
7. White Mesa Seep and Spring Monitoring Reports - after approval of the work plan and report required by Part I.H.8, this Permit may be modified to require annual monitoring and reporting of selected seeps or springs on White Mesa.
8. Chemicals Inventory Report – at the time of Permit renewal the Permittee shall submit a
report to update the facilities chemical inventory report required by Part I.H.9. Said
report shall provide all inventory information gathered pursuant to Part I.E.9.
9. Tailings Cell Wastewater Quality Reports – all annual wastewater quality sampling and analysis required by Part I.E.10 shall be reported to the Executive Secretary with the 3rd Quarter groundwater quality report due on December 1 of each calendar year. Said report
shall include all information required by Part I.F.1(a), (b), (d), and (e) of this Permit.
10. Revised Hydrogeologic Report - pursuant to Part IV.D of this Permit, and at least 180
days prior to Permit expiration, the Permittee shall submit for Executive Secretary
approval a revised hydrogeologic report for the facility and surrounding area. Said report shall provide a comprehensive update and evaluation of:
a) Local hydrogeologic conditions in the shallow aquifer, including, but not limited to:
local geologic conditions; time relationships and distribution of shallow aquifer head
measurements from facility wells and piezometers; local groundwater flow directions;
and distribution of aquifer permeability and average linear groundwater velocity
across the site, and
b) Well specific groundwater quality conditions measured at facility monitoring wells for all groundwater monitoring parameters required by this Permit, including, but not
Part I Permit No. UGW370004
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limited to: temporal contaminant concentrations and trends from each monitoring well; statistical tests for normality of each contaminant and well, including univariate
or equivalent tests; calculation of the mean concentration and standard deviation for
each well and contaminant.
11. Annual Slimes Drain Recovery Head Report – on or before March 1 of each year the
Permittee shall submit for Executive Secretary approval an annual slimes drain recovery head report for Tailings Cells 2 and 3. Said report shall conform to the requirements of Part I.D.3(b), I.E.7(b), and II.G of this Permit, and:
a) Provide the individual monthly slimes drain recovery head monitoring data for the
previous calendar year, including , but not limited to: date and time for the start and
end of recovery test, initial water level, final depth to water and recovery water level
elevation.
b) Calculate the average slimes drain recovery head for the previous calendar year.
c) Demonstrate compliance status with the requirements of Part I.D.3(b) and I.E.7(b) of
this Permit.
G. OUT OF COMPLIANCE STATUS
1. Accelerated Monitoring Status - is required if the concentration of a pollutant in any
compliance monitoring sample exceeds a GWCL in Table 2 of the Permit; the facility shall then:
a) Notify the Executive Secretary in writing within 30 days of receipt of data; and
b) Immediately initiate accelerated sampling of the pollutant as follows:
1) Quarterly Baseline Monitoring Wells – for wells defined by Part I.E.1(b) the
Permittee shall initiate monthly monitoring,
2) Semi-annual Baseline Monitoring Wells – for wells defined by Part I.E.1(c) the
Permittee shall initiate quarterly monitoring.
Said accelerated monitoring shall continue at the frequencies defined above until the compliance status of the facility can be determined by the Executive Secretary.
2. Violation of Permit Limits - out-of-compliance status exists when:
a) The concentration of a pollutant in two consecutive samples from a compliance
monitoring point exceed:
1) A GWCL in Table 2 of this Permit, and;
2) The reported ground water concentration for that pollutant exceeds the mean by two standard deviations. For purposes of this Permit, the standard deviation and
mean will be calculated using values for the ground water pollutant at each
individual compliance monitoring point or well; or
b) The concentration value of any pollutant in two or more consecutive samples is
statistically significantly higher than the applicable permit limit. The statistical significance shall be determined using the statistical methods described in Statistical
Part I Permit No. UGW370004
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Methods for Evaluating Ground Water Monitoring Data from Hazardous Waste Facilities, Vol. 53, No. 196 of the Federal Register, Oct. 11, 1988.
3. Failure to Maintain DMT or BAT Required by Permit
a) Permittee to Provide Information - in the event that the Permittee fails to maintain
DMT or BAT or otherwise fails to meet DMT or BAT standards as required by the
permit, the Permittee shall submit to the Executive Secretary a notification and description of the failure according to R317-6-6.16(C)(1). Notification shall be given orally within 24 hours of the Permittee's discovery of the failure of DMT or BAT, and
shall be followed up by written notification, including the information necessary to
make a determination under R317-6-6.16(C)(2), within five days of the Permittee's
discovery of the failure of best available technology.
b) The Executive Secretary shall use the information provided under R317-6-6.16.C(1) and any additional information provided by the Permittee to determine whether to initiate a compliance action against the Permittee for violation of permit conditions.
A compliance action shall not be initiated, if the Executive Secretary determines that
the Permittee has met the standards for an affirmative defense, as specified in R317-6-
6.16(C)(3).
c) Affirmative Defense - in the event a compliance action is initiated against the
Permittee for violation of permit conditions relating to best available technology or DMT, the Permittee may affirmatively defend against that action by demonstrating the following:
1) The Permittee submitted notification according to R317-6-6.13;
2) The failure was not intentional or caused by the Permittee's negligence, either in
action or in failure to act
3) The Permittee has taken adequate measures to meet permit conditions in a timely manner or has submitted to the Executive Secretary, for the Executive Secretary's approval, an adequate plan and schedule for meeting permit conditions; and
4) The provisions of UCA 19-5-107 have not been violated.
4. Facility Out of Compliance Status – if the facility is out of compliance, the following is
required:
a) The Permittee shall notify the Executive Secretary of the out of compliance status within 24 hours after detection of that status, followed by a written notice within 5 days of the detection.
b) The Permittee shall continue accelerated sampling pursuant to Part I.G.1, unless the
Executive Secretary determines that other periodic sampling is appropriate, until the
facility is brought into compliance.
c) The Permittee shall prepare and submit within 30 days to the Executive Secretary a plan and a time schedule for assessment of the sources, extent and potential dispersion of the contamination, and an evaluation of potential remedial action to
restore and maintain ground water quality to insure that permit limits will not be
exceeded at the compliance monitoring point and that DMT or BAT will be
Part I Permit No. UGW370004
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reestablished.
d) The Executive Secretary may require immediate implementation of the contingency
plan to be submitted pursuant to Part I.H.15, in order to regain and maintain
compliance with the permit limit standards at the compliance monitoring point or to
reestablish DMT or BAT as defined in the permit.
e) Where it is infeasible to reestablish DMT or BAT as defined in the permit, the Permittee may propose an alternative DMT or BAT for approval by the Executive Secretary.
5. Accelerated Monitoring Status for New Wells – any new compliance monitoring well
installed by the Permittee after issuance of this Permit, will be designated a compliance
monitoring point, and subject to the requirements of Part I.G of this Permit, after
submittal and Executive Secretary approval of the Background Groundwater Quality Report required by Part I.H.4 of this Permit.
H. COMPLIANCE SCHEDULE REQUIREMENTS. The Permittee will comply with the schedules as
described and summarized below:
1. Installation of New Groundwater Monitoring Wells – within 30 days of issuance of this
Permit, the Permittee shall submit a plan for the installation of new monitoring wells for
Executive Secretary approval. Said plan shall include the following information:
a) Tailings Cell 1 DMT Wells –one (1) hydraulically upgradient well and two (2) hydraulically downgradient wells that comply with the provisions of Part I.E.3 of this Permit, and the well location map submitted by the Permittee on April 16, 2004.
b) New Compliance Monitoring Wells for Tailings Cells 2 and 3 –an adequate number
and location of monitoring wells to ensure:
1) Early detection of tailings cell contamination of shallow groundwater from
Tailings Cells 2 and 3. The number and location of these wells shall conform to the provisions of Part I.E.4, and the well location map submitted by the Permittee on April 16, 2004, and
2) Discrete monitoring of each individual disposal cell. For Cell 2 this shall mean
installation of three (3) monitoring wells on the shared dike between Cells 2 and
3, as per the well location map submitted by the Permittee on April 16, 2004.
c) New well design and construction details that comply with Part I.E.4 of this Permit.

2. Revised Hydrogeologic Report - the revised hydrogeologic report submitted for
Executive Secretary approval shall include:
a) Monitoring well as built report for each well that complies with the information
requirements of Part I.F.6.
b) Hydrogeologic data from each new well, including but not limited to: depth and elevation of groundwater level, and aquifer test results to determine local permeability.
Part I Permit No. UGW370004
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c) Comprehensive hydrogeologic evaluation of the facility that includes both new data collected during or as a result of the new monitoring well installation required by Part
I.H.1, and all existing hydrogeologic information available for the site.
d) Aquifer test results to determine local hydraulic conductivity and other aquifer
properties at existing well MW-32 (formerly TW4-17).
e) Average linear groundwater velocity calculated for each well, based on well specific hydraulic conductivity, hydraulic gradient, and effective aquifer porosity.
If after review of the revised hydrogeologic report, the Executive Secretary determines
that additional information is required, the Permittee shall provide all requested
information, resolve all issues identified, and re-submit the report for Executive Secretary
review and approval within a timeframe approved by the Executive Secretary.
If after review of this report, the Executive Secretary determines that additional monitoring wells are required to adequately monitor the facility, the Permit will be re-opened and modified to require all necessary improvements pursuant to Part IV.N.3.
3. Background Ground Water Quality Report: Existing Wells –the content of the
Background Ground Water Quality Report for all existing monitoring wells at the facility
shall include:
a) All available groundwater quality data for all existing monitoring wells at the facility.
b) A quality assurance evaluation and data validation of the existing and historic on-site groundwater quality data that on a well-by-well and contaminant specific basis:
1) Identifies, justifies, and/or culls any zero concentration values reported,
2) Determines the adequacy of minimum detection limits used, particularly with
respect to the corresponding GWQS for each contaminant,
3) Adequately addresses any special statistical needs for management of data sets
with a large proportion of non-detectable values,
4) Determines the adequacy of laboratory and analytical methods used,
5) Determines the consistency of laboratory units of reporting,
6) Evaluates and justifies internal consistency between specific and composite types
of groundwater quality analysis (e.g. major ions and TDS),
7) Identifies and justifies any groundwater concentration outliers,
8) Tests the selected groundwater quality data for each individual well and contaminant for normality, and justifies the use of parametric or non-parametric statistical methods for each.
c) An examination and justification of any temporal and/or spatial groundwater quality
concentration phenomena, that shall include, but are not limited to:
1) Any long term or apparently increasing contaminant concentration trends found in
any existing monitoring wells,
2) Any long term or apparently increasing contaminant concentration ratios observed in existing monitoring wells.
Part I Permit No. UGW370004
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3) Any contaminant concentrations that appear to exceed their corresponding GWQS.
d) Determination of descriptive statistics for each individual well and contaminant found
in Table 2 of this Permit.
If after review of the report, the Executive Secretary determines that additional
information is required, the Permittee shall provide all requested information, resolve all issues identified, and re-submit the report for Executive Secretary review and approval within a timeframe approved by the Executive Secretery. Upon approval of this report,
the Executive Secretary will re-open this Permit and modify the Ground Water
Compliance Limits in Table 2, above to account for natural variations in groundwater
quality, not caused by current or historic operations at the facility.
4. Background Groundwater Quality Report: New Monitoring Wells – the content of the Background Groundwater Quality Report for the new monitoring wells shall comply with the information requirements of Part I.H.3 of this Permit.
If after review of the report, the Executive Secretary determines that additional
information is required, the Permittee shall provide all requested information, resolve all
issues identified, and re-submit the report for Executive Secretary review and approval
within a timeframe approved by the Executive Secretary. After approval of this report,
the Executive Secretary will re-open this Permit and establish Groundwater Compliance Limits in Table 2 for the new monitoring wells.
5. Tailings Cells Wastewater Quality Sampling Plan –the purpose of this plan and
associated report shall be to characterize the source term quality of all tailings cell
wastewaters, including, but not limited to: impounded wastewaters or process waters in
the tailings cells, and wastewater or leachates collected by internal slimes drains. Said
plan shall include, but is not limited to:
a) Collection of samples from each wastewater source at each tailings cell, including wastewater impoundments, slimes drains, etc.
b) Complete analysis for both field and laboratory parameters required by Part I.E.1(d),
and all detectable volatile organic contaminants by EPA Method 8260B.
c) Detailed description of all sampling methods and sample preservation techniques to
be employed.
d) Use of standardized analytical methods.
e) Analysis by a State of Utah certified environmental laboratory.
f) 30 day advance notice of each annual sampling event to allow the Executive Secretary
to collect split samples of all tailings cell wastewater sources.
If after review of the plan, the Executive Secretary determines that additional information
is required, the Permittee shall provide all requested information, resolve all issues identified, and re-submit the plan for Executive Secretary review and approval within a timeframe approved by the Executive Secretary. After approval of the plan, the Permittee
shall implement the plan pursuant to the requirements of Parts I.E.10 and I.F.9. After
approval of this plan, the Executive Secretary may re-open and modify this Permit to
Part I Permit No. UGW370004
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incorporate the provisions of the approved plan.
6. Monitoring Well Remedial Action and Report – on or before , May 1, 2008 the Permittee
shall complete the following remedial activities for selected monitoring wells at the
facility:
a) Well Development – the Permittee shall develop the following wells at the facility so
that they produce clear groundwater, including wells: MW-5, MW-11, MW-18, MW-19, MW-20, MW-22, and TW4-16. Said well development will ensure that groundwater clarity conforms to the EPA RCRA TEGD requirements found in Part
I.E.4(c) of this Permit to the extent reasonably achievable.
b) Protective Surface Casing: MW-3A – the Permittee shall install a steel surface
casing to protect the currently exposed PVC well casing at well MW-3A in order to:
1) Allow ready water level measurement at the well,
2) Not interfere or disturb the existing water level measuring point, and
3) Provide security and control access to the well.
c) Report – the Permittee shall submit a report for Executive Secretary approval that
documents well development and completion activities required by Part I.H.6(a) and
(b) of this Permit.
7. Monitoring Well MW-3 Verification, Retrofit, or Reconstruction Report – The Permittee
must:
1) Complete well MW-3A with a permanent surface well completion according to EPA RCRA TEGD, and Part I.H.6(b) of this Permit, and
2) Complete a survey of MW-3A by a State of Utah licensed engineer or land
surveyor to meet requirements of Part I.F.6(b)(5) of the Permit, including
horizontal coordinates (state plan) and the elevation of both the ground
surface and the water level measuring point, and report the results there of in accordance with Part I.H.6(c).
In the event that the Executive Secretary determines the MW-3 well screen has been
inadequately constructed, the Permittee shall replace monitoring well MW-3 with well
MW-3A within 30 days of written notice.
8. White Mesa Seeps and Springs Sampling Work Plan and Report – the Permittee shall
implement a plan of groundwater sampling and analysis of all seeps and springs found downgradient or lateral gradient from the tailings cells on White Mesa. Said plan shall include, but is not limited to:
a) Location of all seeps and springs to be sampled, including maps and surveyed
coordinates (physical location, and elevation),
b) Detailed description of sampling methods and equipment,
c) Determination of field parameters or measurements that will be made,
Part I Permit No. UGW370004
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d) Description of sample preservation methods,
e) Determination of the laboratory analytical methods and the environmental laboratory
that will perform the analysis.
f) Sampling and analysis of all ground water compliance parameters found on Table 2 of
this Permit, including analysis of volatile and semi-volatile organic compounds by
EPA SW-846 methods 8260 and 8270.
If after review of the plan, the Executive Secretary determines that additional information is required, the Permittee shall provide all requested information, resolve all issues
identified, and re-submit the plan for Executive Secretary review and approval within a
timeframe approved by the Executive Secretary. Immediately after approval of the plan,
the Permittee shall complete said sampling and analysis, and submit a report for
Executive Secretary approval. Said report shall: 1) document the sampling project, 2) transmit copies of all field measurements and laboratory results, 3) provide a water table contour map that includes water table elevations of all the wells at the facility and the
elevations of the phreatic surfaces observed at each of the seeps and springs sampled, and
4) provide an evaluation and interpretation of the groundwater quality data collected. The
Permittee shall also provide at least 15 days notice to allow the Executive Secretary to
collect split groundwater quality samples of the seeps and springs.
9. On-site Chemicals Inventory Report – the Permittee shall complete a historical review, and conduct an inventory of all chemical compounds or reagents stored, used, or currently in use at the facility. Said report shall include:
a) Identification of all chemicals used in the milling and milling related processes at
White Mesa.
b) Determination of the total volumes currently in use and historically used, as data is
available
At the time of Permit renewal, the Permittee shall submit an updated inventory report pursuant to Part I.F.8.
10. Infiltration and Contaminant Transport Modeling Work Plan and Report – the Permittee
shall submit for Executive Secretary approval an infiltration and contaminant transport
modeling report that demonstrates the long-term ability of the tailings cells cover system
to adequately contain and control tailings contaminants and protect nearby groundwater quality of the uppermost aquifer. Said report shall demonstrate how the tailings cell engineering design and specifications will comply with the minimum performance
requirements of Part I.D.6 of this Permit. The Permittee shall submit an infiltration and
contaminant modeling for Executive Secretary approval, that:
a) Identifies all applicable and pertinent historic studies and modeling reports relevant to
tailings cell cover design and tailings cell system performance.
b) Determines and justifies all information necessary for infiltration and contaminant transport modeling, including but not limited to representative input values for vadose
zone and aquifer soil-water partitioning (Kd) coefficients, tailings source term
concentrations, tailings waste leach rates, vadose zone and aquifer groundwater
velocities, vadose zone and aquifer dispersivity, contaminant half-life or other rates of
Part I Permit No. UGW370004
32
decay, etc. In the event that any required information is not currently available, the Permittee may select conservative assumptions for use in the required infiltration and
contaminant transport models.
c) Identifies and adequately describes all computer models used to simulate long-term
performance of the tailings cells cover system. All predictive models used shall be
publicly available computer codes that adequately represent field characteristics and physical processes at the tailings disposal site. Said description will also include specific information on model design, including, but not limited to: governing
equations and their applicability to site conditions, grid design, duration of simulation,
and selection of time steps.
d) Determines the conceptual model used and justifies why it is representative or
conservative of actual field conditions at the site. Said conceptual model will identify the physical domain(s) and geometries simulated including the tailings cell design and construction, all boundary and initial conditions assigned in the model(s), and the
shallow aquifer locations where future potential contaminant concentrations have
been predicted.
e) Justifies how the infiltration and contaminant transport problem has been adequately
conceptualized, planned, and executed to demonstrate compliance with the
requirements of Part I.D.6 of this Permit.
f) Provides, describes and justifies the following:
1) Model Results – including electronic input and output files from all infiltration,
groundwater flow and contaminant transport models used the report.
2) Model Calibration – including description of results and efforts used to
demonstrate how the model adequately reproduced field measured heads, flows,
and contaminant concentrations.
3) Steady State Conditions – including a demonstration that the models achieved a steady state condition during the simulation. This includes, but is not limited to
disclosure, evaluation and justification of water and mass balance error values
reported by the models.
4) Sensitivity Analyses –including description of various model simulations run and
evaluated to define the range of model uncertainty. Such uncertainty includes, but is not limited to: boundary and initial conditions, model input values, and spatial and temporal distribution of model parameters used in the problem domain.
5) Post-model Audit Plan – including plans to revisit the modeling effort at some
future time to re-assess its ability to represent site characteristics and predict long-
term performance of tailings cell design and construction, and groundwater
protection.
The Permittee shall complete all modeling in accordance with the requirements of Part I.H.10 and submit a final report for Executive Secretary approval. In the final report, the
Permittee may include supplemental information to justify modification of certain Permit
requirements, including, but not limited to: the number and types of groundwater
compliance monitoring parameters, tailings cell cover system engineering design and
construction specifications, tailings cell operational requirements, etc. In the event the
Part I Permit No. UGW370004
33
Executive Secretary requires additional information, the Permittee will provide all requested information within a time frame approved by the Executive Secretary. Upon
Executive Secretary approval of the final infiltration and contaminant transport report, the
Reclamation Plan may be modified to accommodate necessary changes to protect public
health and the environment.
11. Plan for Evaluation of Deep Supply Well WW-2 –the purpose of this plan is to evaluate the annular casing seal in water supply well WW-2, and to ensure adequate well casing and annular seals, in compliance with the regulations of the Utah State Engineer (UAC
R655-4-9), with special emphasis on creating both a physical barrier and hydraulic
isolation between the shallow unconfined and the deep confined aquifers. Prior to
Executive Secretary approval of this plan the Permittee shall resolve all issues within a
timeframe approved by the Executive Secretary. After Executive Secretary approval of the plan, the Permittee shall completely execute all provisions of the plan on or before decommissioning of the White Mesa mill.
12. Liner Maintenance Provisions – within 90-days of issuance of this Permit, the Permittee
shall submit Liner Maintenance Provisions to be incorporated into the existing DMT
Monitoring Plan for Executive Secretary approval. The purpose of said provisions shall
be for the equipment, material, training and procedures to be used for the timely detection
of any openings in the polymer liners, and the reliable repair and quality assurance testing of any such repairs to the polymer liners for Cells 1, 2 and 3 and the Roberts Pond.
13 <Reserved>
14. < Reserved >
15. Contingency Plan – within 180 days of issuance of this Permit, the Permittee shall
implement a Contingency Plan that provides a detailed list of actions the Permittee will
take to regain compliance with Permit limits and DMT or BAT requirements defined in Parts I.C and I.D of this Permit. At a minimum, the Contingency Plan will include, but is not limited to measures to resolve the following general categories of non-compliance:
a) Groundwater Contamination – as shown by any contaminant concentrations in
compliance monitoring wells that exceed their respective groundwater compliance
limit found in Part I.C.1 and Table 2 of this Permit.
b) Mill Discharge Violations – including unauthorized discharge or release of prohibited contaminants to the tailings cells, pursuant to Part I.C.2 and I.C.3; and
c) DMT and BAT Violations – which include several types of non-compliance,
including but not limited to:
1) Excess tailings cell wastewater pool elevation above the maximum elevations
mandated by Part I.D.3;
2) Excess head in the Tailings Cells 2 and 3 slimes drain system, pursuant to Part I.D.3 and as defined by the DMT Monitoring Plan in Part I.H.13; and
3) Excess elevation for tailings solids as required by Part I.D.3.
If after review of the plan, the Executive Secretary determines that additional information
Part I Permit No. UGW370004
34
is required, the Permittee shall provide all requested information, resolve all issues identified, and re-submit the plan for Executive Secretary review and approval within a
timeframe approved by the Executive Secretary.
16. Revised Stormwater Best Management Practices Plan - on or before May 15, 2008, the
Permittee shall submit for Executive Secretary review and approval, a revised Stormwater
Best Management Practices Plan to address the effects of Tailings Cell 4A construction and operation. Said plan shall comply with the requirements of Part I.D.10 of this permit. Upon Executive Secretary approval, the Permittee is to immediately implement all
provisions of such plans.
17. <Reserved>
18. Repair of Monitor Well MW-5 – on or before May 1, 2008, the Permittee shall submit an
As-Built report to document said repairs for Executive Secretary review and approval.
19. Cell 4A BAT Monitoring, Operations and Maintenance Plan. – the Permittee will submit an Operations and Maintenance Plan for Cell 4A for Executive Secretary review and
approval. Commencement of wastewater or tailings discharge to Cell 4A is prohibited
without prior written approval from the Executive Secretary. Said Plan shall include
requirements in Part F.3 of the Permit and include, but is not limited to the following:
a. Operation and Maintenance Procedures - including operational sequences,
transporting methods, equipment operation / maintenance, safety and emergency procedures,
b. Operation, Maintenance, Monitoring, and Recordkeeping – for evaluation of the
following in accordance with the requirements of Parts I.D.6, I.E.8, and I.F.8:
i. Leak detection system – including operational status of equipment, daily
wastewater head, daily flow rates, etc.
ii. Slimes drainage system – including operational status of equipment, daily flow rates, monthly wastewater recovery head monitoring, etc,
c. Freeboard limits on dikes – including monitoring and proper management and volume
inventory controls to prevent release of wastewater to the environment.
20. <Reserved > – QAP
21.Feedstock Material Stored Outside the Feedstock Storage Area Management Plan – within
30 days of issuance of this Permit the Permittee shall submit for Executive Secretary review and approval a management plan for the feedstock material stored outside the feedstock ore storage area.
22. QAP Revision - on or before April 30, 2008 the Permittee shall modify the QAP and
submit a revised revision for Executive Secretary review and approval. Said changes
shall require that all non – conformance with QAP requirements discovered in a given
quarterly ground water monitoring period will be corrected and reported to the Executive Secretary on or before submittal of the next quarterly ground water monitoring report as required in Part I.E.1(a).

Part II Permit No. UGW370004
35
PART II. REPORTING REQUIREMENTS
A. REPRESENTATIVE SAMPLING. Samples taken in compliance with the monitoring requirements
established under Part I shall be representative of the monitored activity.
B. ANALYTICAL PROCEDURES. Water sample analysis must be conducted according to test
procedures specified under UAC R317-6-6.3.12 unless other test procedures have been specified
in this permit.
C. PENALTIES FOR TAMPERING. The Act provides that any person who falsifies, tampers with, or knowingly renders inaccurate, any monitoring device or method required to be maintained under
this permit shall, upon conviction, be punished by a fine of not more than $10,000 per violation,
or by imprisonment for not more than six months per violation, or by both.
D. REPORTING OF MONITORING RESULTS. Monitoring results obtained during reporting periods
specified in the permit, shall be submitted to the Executive Secretary, Utah Division of Water Quality at the following address no later than the date specified following the completed reporting period:
Attention: Compliance and Monitoring Program
State of Utah
Division of Water Quality
Department of Environmental Quality Salt Lake City, Utah 84114-4870 The quarterly due dates for reporting are: June 1, September 1, December 1, and March 1.
E. COMPLIANCE SCHEDULES. Reports of compliance or noncompliance with, or any progress
reports on interim and final requirements contained in any Compliance Schedule of this permit
shall be submitted no later than 14 days following each schedule date.
F. ADDITIONAL MONITORING BY THE PERMITTEE. If the permittee monitors any pollutant more
frequently than required by this permit, using approved test procedures as specified in this permit, the results of this monitoring shall be included in the calculation and reporting of the data submitted. Such increased frequency shall also be indicated.

G. RECORDS CONTENTS.
1. Records of monitoring information shall include:
a) The date, exact place, and time of sampling, observations, or measurements:
b) The individual(s) who performed the sampling, observations, or measurements;
c) The date(s) and time(s) analyses were performed;
d) The name of the certified laboratory which performed the analyses;
e) The analytical techniques or methods used; and,
f) The results of such analyses.
H. RETENTION OF RECORDS. The permittee shall retain records of all monitoring information,
Part II Permit No. UGW370004
36
including all calibration and maintenance records and copies of all reports required by this permit, and records of all data used to complete the application for this permit, for a period of at
least five years from the date of the sample, measurement, report or application. This period may
be extended by request of the Executive Secretary at any time.
I. NOTICE OF NONCOMPLIANCE REPORTING.
1. The permittee shall verbally report any noncompliance which may endanger public health or the environment as soon as possible, but no later than 24 hours from the time the permittee first became aware of the circumstances. The report shall be made to the Utah Department of
Environmental Quality 24 hour number, [phone], or to the Division of Water Quality,
Ground Water Protection Section at [phone], during normal business hours (8:00 am
- 5:00 pm Mountain Time).
2. A written submission shall also be provided to the Executive Secretary within five days of the time that the permittee becomes aware of the circumstances. The written submission shall contain:
a) A description of the noncompliance and its cause;
b) The period of noncompliance, including exact dates and times;
c) The estimated time noncompliance is expected to continue if it has not been corrected;
and,
d) Steps taken or planned to reduce, eliminate, and prevent reoccurrence of the noncompliance.
3. Reports shall be submitted to the addresses in Part II.D, Reporting of Monitoring Results.
J. OTHER NONCOMPLIANCE REPORTING. Instances of noncompliance not required to be reported
within 5 days, shall be reported at the time that monitoring reports for Part II.D are submitted.
K. INSPECTION AND ENTRY. The permittee shall allow the Executive Secretary, or an authorized
representative, upon the presentation of credentials and other documents as may be required by law, to:
1. Enter upon the Permittee’s premises where a regulated facility or activity is located or
conducted, or where records must be kept under the conditions of the permit;
2. Have access to and copy, at reasonable times, any records that must be kept under the
conditions of this permit;
3. Inspect at reasonable times any facilities, equipment (including monitoring and control equipment), practices, or operations regulated or required under this permit; and,
4. Sample or monitor at reasonable times, for the purpose of assuring permit compliance or as
otherwise authorized by the Act, any substances or parameters at any location.
Part III Permit No. UGW370004
37
PART III. COMPLIANCE RESPONSIBILITIES
A. DUTY TO COMPLY. The permittee must comply with all conditions of this permit. Any permit
noncompliance constitutes a violation of the Act and is grounds for enforcement action; for
permit termination, revocation and re-issuance, or modification; or for denial of a permit renewal
application. The permittee shall give advance notice to the Executive Secretary of the Division
of Water Quality of any planned changes in the permitted facility or activity which may result in noncompliance with permit requirements.
B. PENALTIES FOR VIOLATIONS OF PERMIT CONDITIONS. The Act provides that any person who
violates a permit condition implementing provisions of the Act is subject to a civil penalty not to
exceed $10,000 per day of such violation. Any person who willfully or negligently violates
permit conditions is subject to a fine not exceeding $25,000 per day of violation. Any person
convicted under Section 19-5-115 of the Act a second time shall be punished by a fine not exceeding $50,000 per day. Nothing in this permit shall be construed to relieve the permittee of the civil or criminal penalties for noncompliance.
C. NEED TO HALT OR REDUCE ACTIVITY NOT A DEFENSE. It shall not be a defense for a permittee in
an enforcement action that it would have been necessary to halt or reduce the permitted activity
in order to maintain compliance with the conditions of this permit.
D. DUTY TO MITIGATE. The permittee shall take all reasonable steps to minimize or prevent any
discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment.
E. PROPER OPERATION AND MAINTENANCE. The permittee shall at all times properly operate and
maintain all facilities and systems of treatment and control (and related appurtenances) which are
installed or used by the permittee to achieve compliance with the conditions of this permit.
Proper operation and maintenance also includes adequate laboratory controls and quality
assurance procedures. This provision requires the operation of back-up or auxiliary facilities or similar systems which are installed by a permittee only when the operation is necessary to achieve compliance with the conditions of the permit.
Part IV Permit No. UGW370004
38
PART IV. GENERAL REQUIREMENTS
A. PLANNED CHANGES. The permittee shall give notice to the Executive Secretary as soon as
possible of any planned physical alterations or additions to the permitted facility. Notice is
required when the alteration or addition could significantly change the nature of the facility or
increase the quantity of pollutants discharged.
B. ANTICIPATED NONCOMPLIANCE. The permittee shall give advance notice of any planned changes in the permitted facility or activity which may result in noncompliance with permit requirements.
C. PERMIT ACTIONS. This permit may be modified, revoked and reissued, or terminated for cause.
The filing of a request by the permittee for a permit modification, revocation and re-issuance, or
termination, or a notification of planned changes or anticipated noncompliance, does not stay any
permit condition.
D. DUTY TO REAPPLY. If the permittee wishes to continue an activity regulated by this permit after the expiration date of this permit, the permittee must apply for and obtain a new permit. The
application should be submitted at least 180 days before the expiration date of this permit.
E. DUTY TO PROVIDE INFORMATION. The permittee shall furnish to the Executive Secretary, within
a reasonable time, any information which the Executive Secretary may request to determine
whether cause exists for modifying, revoking and reissuing, or terminating this permit, or to determine compliance with this permit. The permittee shall also furnish to the Executive Secretary, upon request, copies of records required to be kept by this permit.
F. OTHER INFORMATION. When the permittee becomes aware that it failed to submit any relevant
facts in a permit application, or submitted incorrect information in a permit application or any
report to the Executive Secretary, it shall promptly submit such facts or information.
G. SIGNATORY REQUIREMENTS. All applications, reports or information submitted to the Executive
Secretary shall be signed and certified.
1. All permit applications shall be signed as follows:
a) For a corporation: by a responsible corporate officer;
b) For a partnership or sole proprietorship: by a general partner or the proprietor,
respectively.
c) For a municipality, State, Federal, or other public agency: by either a principal executive
officer or ranking elected official.
2. All reports required by the permit and other information requested by the Executive Secretary shall be signed by a person described above or by a duly authorized representative of that
person. A person is a duly authorized representative only if:
a) The authorization is made in writing by a person described above and submitted to the
Executive Secretary, and,
b) The authorization specified either an individual or a position having responsibility for the overall operation of the regulated facility or activity, such as the position of plant
Part IV Permit No. UGW370004
39
manager, operator of a well or a well field, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for
environmental matters for the company. (A duly authorized representative may thus be
either a named individual or any individual occupying a named position.)
3. Changes to Authorization. If an authorization under Part IV.G.2. is no longer accurate
because a different individual or position has responsibility for the overall operation of the facility, a new authorization satisfying the requirements of Part IV.G.2 must be submitted to the Executive Secretary prior to or together with any reports, information, or applications to
be signed by an authorized representative.
4. Certification. Any person signing a document under this section shall make the following
certification:
"I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my
inquiry of the person or persons who manage the system, or those persons directly
responsible for gathering the information, the information submitted is, to the best of my
knowledge and belief, true, accurate, and complete. I am aware that there are significant
penalties for submitting false information, including the possibility of fine and
imprisonment for knowing violations."
H. PENALTIES FOR FALSIFICATION OF REPORTS. The Act provides that any person who knowingly makes any false statement, representation, or certification in any record or other document
submitted or required to be maintained under this permit, including monitoring reports or reports
of compliance or noncompliance shall, upon conviction be punished by a fine of not more than
$10,000 per violation, or by imprisonment for not more than six months per violation, or by both.
I. AVAILABILITY OF REPORTS. Except for data determined to be confidential by the permittee, all reports prepared in accordance with the terms of this permit shall be available for public inspection at the offices of the Executive Secretary. As required by the Act, permit applications,
permits, effluent data, and ground water quality data shall not be considered confidential.
J. PROPERTY RIGHTS. The issuance of this permit does not convey any property rights of any sort,
or any exclusive privileges, nor does it authorize any injury to private property or any invasion of
personal rights, nor any infringement of federal, state or local laws or regulations.
K. SEVERABILITY. The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the
application of such provision to other circumstances, and the remainder of this permit, shall not
be affected thereby.
L. TRANSFERS. This permit may be automatically transferred to a new permittee if:
1. The current permittee notifies the Executive Secretary at least 30 days in advance of the proposed transfer date;
2. The notice includes a written agreement between the existing and new permittee containing a
Part IV Permit No. UGW370004
40
specific date for transfer of permit responsibility, coverage, and liability between them; and,
3. The Executive Secretary does not notify the existing permittee and the proposed new
permittee of his or her intent to modify, or revoke and reissue the permit. If this notice is not
received, the transfer is effective on the date specified in the agreement mentioned in
paragraph 2 above.
M. STATE LAWS. Nothing in this permit shall be construed to preclude the institution of any legal action or relieve the permittee from any responsibilities, liabilities, penalties established pursuant to any applicable state law or regulation under authority preserved by Section 19-5-115 of the
Act.
N. REOPENER PROVISIONS. This permit may be reopened and modified (following proper
administrative procedures) to include the appropriate limitations and compliance schedule, if
necessary, if one or more of the following events occurs:
1. If new ground water standards are adopted by the Board, the permit may be reopened and modified to extend the terms of the permit or to include pollutants covered by new standards.
The permittee may apply for a variance under the conditions outlined in R317-6-6.4(D).
2. Changes have been determined in background ground water quality.
3. The Executive Secretary determines permit modification is necessary to protect human health
or the environment.

168 North 1950 West • PO Box 144850 • Salt Lake City, UT 84114-4850 • phone [phone] • fax [phone]
T.D.D. [phone] • www.deq.utah.gov
State of Utah

Department of
Environmental Quality

Dianne R. Nielson, Ph.D.
Executive Director

DIVISION OF RADIATION
CONTROL
Dane L. Finerfrock
Director

JON M. HUNTSMAN, JR.
Governor

GARY HERBERT
Lieutenant Governor
September 28, 2007

Mr. Harold R. Roberts
Executive Vice President – U.S. Operations
Denison Mines (USA) Corporation (DUSA)
1050 Seventeenth Street
Denver, CO 80265

Dear Mr. Roberts:

Subject: June 25, 2007 Division of Radiation Control, DUSA Cell 4A Relining Project Design
Approval; August 31, 2007 Geosyntec Consultants, GCL Liner Hydration Demonstration
Letter Report with proposed GCL Hydration Plan Modifications; September 18, 2007
DRC Request for Additional Information; September 20, 2007 Geosyntec Consultants,
GCL Hydration Demonstration, Response to DRC Request for Information; September
26, 2007 DRC Email Requesting Revised Specifications; September 27, 2007 Geosyntec
Consultants, Revised Technical Specifications and CQA Plan for GCL Hydration.
Revised GCL Hydration Plan Approval

We received a letter report from Geosyntec Consultants dated August 31, 2007. The original goal of the
hydration project was to determine the duration needed by a flexible membrane liner (FML) covered
geosynthetic clay liner (GCL) in contact with the subgrade on-site, to attain a fresh water pre-hydrated
moisture content (MC) of 140%. Original estimates were that this MC would be reached between 2 and 6-
weeks. This hydration did not occur during 4-week demonstration project. DUSA recognized the test pad
study did not yield their desired results, and initiated a laboratory study. This study tested the specific
GCL product (Cetco) to be installed, to determine the product’s permeability to acid at the various MCs.
The Division of Radiation Control (DRC) responded to the letter report above by letter dated September
18, 2007 requesting additional information.

On September 20, 2007 we received a response letter from Geosyntec Consultants (GSC) to this request.
Via this response letter, GSC transmitted a letter dated September 19, 2007 from John M. Allen of TRI
Environmental, and responded to other concerns raised by DRC. The TRI letter conveyed data from acid
permeability test results. DRC’s concerns over GCL hydration loses through evaporation and subgrade soil
suction were also addressed.

In a telephone conversation on September 21, 2007 between Mr. Greg Corcoran of GSC and David Rupp
of this office, the matter was further discussed. It was noted that 75% MC for the GCL yields the lowest
acid permeability for the greatest number of pore volumes tested, i.e. 2.3 X 10-8 cm/sec., and that all the
Mr. Harold Roberts
September 28, 2007
Page 2

pre-hydrated MCs for 50, 75, 100 and 140% MC yielded acid permeability results that were fairly close in
magnitude for each pore discharge volume studied.

Subsequently several email exchanges occurred, analyzing and agreeing to frequency of adding water to
the subgrade, the rate of adding water to the GCL, and how to test for final GCL hydration results. DRC
requested by email of September 26, 2007 that the specifications be formally revised to reflect the final
criteria.

On September 27, 2007 GSC electronically transmitted revised Technical Specifications and Revised
Construction Quality Assurance Plan for the Construction of the Cell 4A Lining System both covers dated
September 2007 respectively. Individual pages of the specification are now labeled as 27 September 2007,
and individual pages of the quality assurance plan as 07 09 27/09:56.

These documents revise the required frequency of moistening the subgrade to be the day before GCL
placement (to preclude soil suction and mud generation). Fresh water is be added to the GCL at a rate of
1/8-inch prior to being covered by flexible membrane liner (FML) within two hours (to make allowance for
evaporation). The target GCL MC is 75%. However, test results showing the GCL is hydrated above 50%
MC are acceptable. Samples of the GCL will be taken at a rate of one sample for every previously
specified four destructive secondary FML liner seam samples. This corresponds to about 1 GCL MC being
tested per acre. GCL MC will be determined by a certified laboratory. GCL samples will be taken from
the opening through the secondary FML created by the seam sampling cuts.

This alternative GCL hydration plan is hereby approved. This alternative method of GCL hydration
satisfies the condition four of DRC’s Design Approval letter dated June 25, 2007. The remaining
conditions remain in force. If you have any questions on the above, please contact Dave Rupp of this
office.

Sincerely,

Dane Finerfrock
Director

DAR: dr

Cc: Greg Cocoran, P.E., Geosyntec Consulting Engineers
Britt Quinby, P.E., URS Corp.

F:\Rad Control\IUC\Cell 4A\GCL Hydration\ GCL Hydr Mod APR Sept 2007
File: IUC 05.01.d3 Cell 4A Construction

Prepared for
Denison Mines (USA) Corp.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
TECHNICAL SPECIFICATIONS FOR
THE CONSTRUCTION OF CELL 4B
LINING SYSTEM
WHITE MESA MILL
BLANDING, UTAH
Prepared by

10875 Rancho Bernardo Rd., Suite 200
San Diego, CA 92127
Project Number SC0349
December 2007
Revised January 2009
Revised August 2009

SC0349.TechnicalSpecifications4B.F.20090807.docx iii December 2007
Revised January 2009 Revised August 2009
TABLE OF CONTENTS

Section 01010 — Summary of Work
Section 01025 — Measurement & Payment
Section 01300 — Submittals
Section 01400 — Quality Control
Section 01500 — Construction Facilities
Section 01505 — Mobilization / Demobilization
Section 01560 — Temporary Controls
Section 01700 — Contract Closeout
Section 02070 — Well Abandonment
Section 02200 — Earthwork
Section 02220 — Subgrade Preparation
Section 02225 — Drainage Aggregate
Section 02616 — Polyvinyl Chloride (PVC) Pipe
Section 02770 — Geomembrane
Section 02771 — Geotextile
Section 02772 — Geosynthetic Clay Liner
Section 02773 — Geonet
Section 03400 — Cast-In-Place Concrete

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SECTION 01010 SUMMARY OF WORK
PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. The Work generally involves the placement and compaction of fill, preparation of subgrade, installation of geosynthetic liner system, and associated piping. B. The Work will generally consist of: 1. Initial topographic survey;
2. Mass excavation and fill placement and compaction;
3. Subgrade preparation;
4. Anchor trench and leak detection system trench excavation;
5. Installation of needle-punched geosynthetic clay liner (GCL) consisting of woven and nonwoven geotextiles;
6. Installation of 60-mil high density polyethylene (HDPE) secondary geomembrane;
7. Installation of leak detection system 4-inch and 18-inch polyvinyl chloride (PVC) pipe and fittings;
8. Installation of aggregate within leak detection system pipe trench and sump;
9. Installation of 300-mil geonet;
10. Installation of 60-mil HDPE primary geomembrane;
11. Installation of 16 oz./SY nonwoven geotextile cushion;
12. Installation of slimes drain 4-inch and 18-inch PVC pipe and fittings;
13. Installation of aggregate around slimes drain and within sump; and
14. Installation of strip composite drainage layer.
1.02 CONTRACTOR’S RESPONSIBILITIES A. Start, layout, construct, and complete the construction of the Cell 4B lining system (the Project) in accordance with the Technical Specifications, CQA Plan, and Drawings (Contract Documents). B. Provide a competent site superintendent, capable of reading and understanding the Construction Documents, who shall receive instructions from the Construction Manager. C. Establish means, techniques, and procedures for constructing and otherwise executing the Work. D. Establish and maintain proper Health and Safety practices for the duration of the Project. E. Except as otherwise specified, furnish the following and pay the cost thereof: 1. Labor, superintendent, and products.
2. Construction supplies, equipment, tools, and machinery.
3. Water, electricity, and other utilities required for construction.
4. Other facilities and services necessary to properly execute and complete the Work.

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5. A Registered Land Surveyor, licensed in the State of Utah, to survey and layout the Work, and to certify as-built Record Drawings. F. Pay cost of legally required sales, consumer, and use taxes and governmental fees. G. Perform Work in accordance with codes, ordinances, rules, regulations, orders, and other legal requirements of governmental bodies and public agencies bearing on performance of the Work. H. Forward submittals and communications to the Construction Manager. Where applicable, the Construction Manager will coordinate submittals and communications with the representatives who will give approvals and directions through the Construction Manager. I. Maintain order, safe practices, and proper conduct at all times among Contractor's employees. The Owner, and its authorized representative, may require that disciplinary action be taken against an employee of the Contractor for disorderly, improper, or unsafe conduct. Should an employee of the Contractor be dismissed from his duties for misconduct, incompetence, or unsafe practice, or combination thereof, that employee shall not be rehired for the duration of the Work. J. Coordinate the Work with the utilities, private utilities, and/or other parties performing work on or adjacent to the Site. Eliminate or minimize delays in the Work and conflicts with those utilities or contractors. Coordinate activities with the Construction Manager. Schedule private utility and public utility work relying on survey points, lines, and grades established by the Contractor to occur immediately after those points, lines, and grades have been established. K. Coordinate activities of the several trades, suppliers, and subcontractors, if any, performing the Work. 1.03 NOTIFICATION A. The Contractor shall notify the Construction Manager in writing if he elects to subcontract, sublet, or reassign any portion of the Work. This shall be done at the time the bid is submitted. The written statement shall describe the portion of the Work to be performed by the Subcontractor and shall include an indication, by reference if desired by the Construction Manager, that the Subcontractor is particularly experienced and equipped to perform that portion of the Work. No portion of the Work shall be subcontracted, sublet, or reassigned without written permission of the Construction Manager. Consent to subcontract, sublet, or reassign any portion of the Work by the Construction Manager shall not be considered as a testimony of the Construction Manager as to the qualifications of the Subcontractor and shall not be construed to relieve the Contractor of any responsibilities for completion of the Work. 1.04 CONFORMANCE A. Work shall conform to the Technical Specifications, Construction Quality Assurance (CQA) Plan, and Drawings that form a part of these Contract Documents. B. Omissions from the Technical Specifications, CQA Plan, and Drawings or the misdescription of details of the Work which are necessary to carry out the intent of the Contract Documents, are customarily performed and shall not relieve the Contractor from performing such omitted or misdescribed details of the Work, but they shall be performed as if fully and correctly set forth and described in the Technical Specifications, CQA Plan, and Drawings. 1.05 DEFINITIONS A. OWNER – The term Owner means the Denison Mines (USA) Corp. for whom the Work is to be provided.

Cell 4BLining System Construction Summary of Work
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B. CONSTRUCTION MANAGER – The term Construction Manager means the firm responsible for project administration and project documentation control. All formal documents will be submitted to the Construction Manager for proper distribution and/or review. During the period of Work the Construction Manager will act as an authorized representative of the Owner. C. DESIGN ENGINEER – The term Design Engineer means the firm responsible for the design and preparation of the Construction Documents. The Design Engineer is responsible for approving all design changes, modifications, or clarifications encountered during construction. The Design Engineer reports directly to the Owner. D. CQA ENGINEER – The term CQA Engineer refers to the firm responsible for CQA related monitoring and testing activities. The CQA Engineer’s authorized personnel will include CQA Engineer-of-Record and Lead CQA Monitor. The CQA Engineer may also perform construction quality control (CQC) work as appropriate. The CQA Engineer reports directly to the Owner. E. CONTRACTOR – The term Contractor means the firm that is responsible for the Work. The Contractor's responsibilities include the Work of any and all of the subcontractors and suppliers. The Contractor reports directly to the Construction Manager. All subcontractors report directly to the Contractor. F. SURVEYOR – The term Surveyor means the firm that will perform the survey and provide as-built Record Drawings for the Work. The Surveyor shall be a Registered Land Surveyor, licensed to practice in the State of Utah. The Surveyor is employed by and reports directly to the Contractor. G. SITE – The term Site refers to all approved staging areas, and all areas where the Work is to be performed, both public and private owned. H. WORK – The term Work means the entire completed construction, or various separately identifiable parts thereof, required to be furnished under the Contract Documents. Work includes any and all labor, services, materials, equipment, tools, supplies, and facilities required by the Contract Documents and necessary for the completion of the project. Work is the result of performing services, furnishing labor, and furnishing and incorporating materials and equipment into the construction, all as required by the Contract Documents. I. DAY – A calendar day on which weather and other conditions not under the control of the Contractor will permit construction operations to proceed for the major part of the day with the normal working force engaged in performing the controlling item or items of Work which would be in progress at that time. J. CONTRACT DOCUMENTS – Contract Documents consist of the Technical Specifications, CQA Plan, and Drawings. 1.06 CONTRACT TIMES A. The time stated for completion and substantial completion shall be in accordance with the Contract Times specified in the Agreement. Extensions to the Contract Time of performance shall be granted for those days when the Contractor is unable to work due to adverse weather conditions or as a result of abnormal conditions. Extension of time of performance based on adverse weather conditions shall be granted when requested by the Contractor and reviewed in writing by the Construction Manager. All requests for extensions of time by the Contractor based on adverse weather conditions must be submitted in writing to the Construction Manager within five (5) working days of the time in question. No claims for damages shall be made by the Contractor for delays.

Cell 4BLining System Construction Summary of Work
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B. Contractor shall adhere to the schedule provided in the Contract. Unapproved extensions to the schedule will result in the Contractor paying liquidated damages in the amount of $4,000 per day to cover costs associated with Construction Management and construction oversight. 1.07 CONTRACTOR USE OF WORK SITE A. Confine Site operations to areas permitted by law, ordinances, permits, and the Contract Documents. The Contractor shall ensure that all persons under his control (including Subcontractors and their workers and agents) are kept within the boundaries of the Site and shall be responsible for any acts of trespass or damage to property by persons who are under his control. Consider the safety of the Work, and that of people and property on and adjacent to work Site, when determining amount, location, movement, and use of materials and equipment on work Site. B. The Contractor shall be responsible for protecting private and public property including pavements, drainage culverts, electricity, highway, telephone, and similar property and shall make good of, or pay for, all damage caused thereto. Control of erosion throughout the project is of prime importance and is the responsibility of the Contractor. The Contractor shall provide and maintain all necessary measures to control erosion during progress of the Work to the satisfaction of the Construction Manager and all applicable laws and regulations, and shall remove such measures and collected debris upon completion of the project. All provisions for erosion and sedimentation control apply equally to all areas of the Work. C. The Contractor shall promptly notify the Construction Manager in writing of any subsurface or latent physical conditions at the Site that differ materially from those indicated or referred to in the Contract Documents. Construction Manager will promptly review those conditions and advise Owner in writing if further investigations or tests are necessary. If the Construction Manager finds that the results of such investigations or tests indicate that there are subsurface and latent physical conditions which differ materially from those intended in the Contract Documents, and which could not reasonably have been anticipated by Contractor, a Change Order shall be issued incorporating the necessary revisions. D. At no time shall the Contractor interfere with operations of businesses on or in the vicinity of the Site. Should the Contractor need to work outside the regular working hours, the Contractor is required to submit a written request and obtain approval by the Construction Manager. 1.08 PRESERVATION OF SCIENTIFIC INFORMATION A. Federal and State legislation provides for the protection, preservation, and collection of data having scientific, prehistoric, historical, or archaeological value (including relics and specimens) that might otherwise be lost due to alteration of the terrain as a result of any construction work. If evidence of such information is discovered during the course of the Work, the Contractor shall notify the Construction Manager immediately, giving the location and nature of the findings. Written confirmation shall be forwarded within two (2) working days. B. The Contractor shall exercise care so as not to damage artifacts uncovered during excavation operations, and shall provide such cooperation and assistance as may be necessary to preserve the findings for removal or other disposition by the Construction Manager or Government agency. C. Where appropriate, by reason of a discovery, the Construction Manager may order delays in the time of performance, or changes in the Work, or both. If such delays, or changes, or both, are ordered, the time of performance and contract price shall be adjusted in accordance with the applicable clauses of the Contract.

Cell 4BLining System Construction Summary of Work
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01010-5 December 2007Revised January 2009Revised August 2009
1.09 MEASUREMENT AND PAYMENT A. Measurement for Work will be according to the work items listed in Section 01025 of these Specifications. 1.10 EXISTING UTILITIES A. The Contractor shall be responsible for locating, uncovering, protecting, flagging, and identifying all existing utilities encountered while performing the Work. The Contractor shall request that Underground Service Alert (USA) locate and identify the existing utilities. The request shall be made 48 hours in advance. B. Costs resulting from damage to utilities shall be borne by the Contractor. Costs of damage shall include repair and compensation for incidental costs resulting from the unscheduled loss of utility service to affected parties. C. The Contractor shall immediately stop work and notify the Construction Manager of all utilities encountered and damaged. The Contractor shall also Survey the exact location of any utilities encountered during construction. 1.11 CONTRACTOR QUALIFICATIONS A. The Contractor, and all subcontractors, shall be licensed at the time of bidding, and throughout the period of the Contract, by the State of Utah to do the type of work required under terms of these Contract Documents. By submitting a bid, the Contractor certifies that he is skilled, competent, and knowledgeable on the nature, extent and inherent conditions of the Work to be performed and has been regularly engaged in the general class and type of work called for in these Contract Documents and meets the qualifications required in these Specifications. B. The Construction Manager shall disqualify a bidder that either cannot provide references, or if the references cannot substantiate the Contractor's qualifications. C. By submission of a bid for this Project, the Contractor acknowledges that he is thoroughly familiar with the Site conditions. 1.12 INTERPRETATION OF TECHNICAL SPECIFICATIONS, CQA PLAN, AND DRAWINGS A. Should it appear that the Work to be done or any matters relative thereto are not sufficiently detailed or explained in the Technical Specifications, CQA Plan, and/or Drawings, the Design Engineer will further explain or clarify, as may be necessary. In the event of any questions arising respecting the true meaning of the Contract Documents, the matter shall be referred to the Design Engineer, whose decision thereon shall be final.

Cell 4BLining System Construction Summary of Work
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01010-6 December 2007Revised January 2009Revised August 2009
1.13 HEALTH AND SAFETY A. The Contractor shall be responsible for health and safety of its own crew, subcontractors, suppliers, and visitors. The Contractor shall adhere to the Contractor Safety Rules for the Site. 1.14 GENERAL REQUIREMENTS A. SURVEYING – The Surveyor shall be responsible for all surveying required to layout and control the Work. Surveying shall be conducted such that all applicable standards required by the State of California. B. PERMITS – The Contractor shall be required to obtain permits in accordance with construction of the facility. C. SEDIMENTATION, EROSION CONTROL, AND DEWATERING – Contractor shall comply with all laws, ordinances, and permits for controlling erosion, water pollution, and dust emissions resulting from construction activities; the Contractor shall be responsible for any fines imposed due to noncompliance. The Contractor shall perform work in accordance with the Storm Water Pollution Prevention Plan (SWPPP) provided by the Owner. The Contractor shall pump all water generated from dewatering into Cell 3, as directed by the Construction Manager. D. PROTECTION OF EXISTING SERVICES AND WELLS – The Contractor shall exercise care to avoid disturbing or damaging the existing monitor wells, electrical poles and lines, permanent below-ground utilities, permanent drainage structures, and temporary utilities and structures. When the Work requires the Contractor to be near or to cross locations of known utilities, the Contractor shall carefully uncover, support, and protect these utilities and shall not cut, damage, or otherwise disturb them without prior authorization from the Construction Manager. All utilities or wells damaged by the Contractor shall be immediately repaired by the Contractor to the satisfaction of the Construction Manager at no additional cost. E. BURNING – The use of open fires for any reason is prohibited. F. TEMPORARY ROADS – The Contractor shall be responsible for constructing and maintaining all temporary roads and lay down areas that the Contractor may require in the execution of the Work. G. CONSTRUCTION WATER – The Contractor shall obtain water from the Owner for construction and dust control. The Contractor shall not add substances (such as soap) to construction water. H. COOPERATION – The Contractor shall cooperate with all other parties engaged in project-related activities to the greatest extent possible. Disputes or problems should be referred to the Construction Manager for resolution. I. FAMILIARIZATION – The Contractor is responsible for becoming familiar with all aspects of the Work prior to performing the Work. J. SAFEGUARDS – The Contractor shall provide and use all personnel safety equipment, barricades, guardrails, signs, lights, flares, and flagmen as required by Occupational Safety and Health Administration (OSHA), state, or local codes and ordinances. No excavations deeper than 4 feet with side slopes steeper than 2:1 (horizontal:vertical) shall be made without the prior approval of the Design Engineer and the Construction Manager. When shoring is required, the design and inspection of such shoring shall be the Contractor’s responsibility and shall be subject to the review of the Design Engineer and Construction Manager prior to use. No personnel shall work within or next to an excavation requiring shoring until such shoring has been installed, inspected, and approved by an engineer registered in the State of Utah. The Contractor shall be

Cell 4BLining System Construction Summary of Work
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01010-7 December 2007Revised January 2009Revised August 2009
responsible for any fines imposed due to violation of any laws and regulations relating to the safety of the Contractor’s personnel. K. CLEAN-UP – The Contractor shall be responsible for general housekeeping during construction. Upon completion of the Work, the Contractor shall remove all of his equipment, facilities, construction materials, and trash. All disturbed surface areas shall be re-paved, re-vegetated, or otherwise put into the pre-existing condition before performing the Work, or a condition satisfactory to the Construction Manager. L. SECURITY – The Contractor is responsible for the safety and condition of all of his tools and equipment. M. ACCEPTANCE OF WORK – The Contractor shall retain ownership and responsibility for all Work until accepted by Construction Manager. Construction Manager will accept ownership and responsibility for the Work: (i) when all Work is completed; and (ii) after the Contractor has submitted all required documentation, including manufacturing quality control documentation and manufacturing certifications. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT NOT USED. [END OF SECTION]

Cell 4B Lining System Construction Measurement and Payment
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01025-1 December 2007Revised January 2009Revised August 2009
SECTION 01025 MEASUREMENT AND PAYMENT PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. This section covers measurement and payment criteria applicable to the Work performed under lump sum and unit price payment methods, and non-payment for rejected work. 1.02 RELATED SECTIONS A. This section relates to all other sections of the contract. 1.03 AUTHORITY A. Measurement methods delineated in the individual specification sections are intended to complement the criteria of this section. In the event of conflict, the requirements of the individual specification section shall govern. B. A surveyor, licensed in the State of Utah, hired by the Contractor will take all measurements and compute quantities accordingly. All measurements, cross-sections, and quantities shall be stamped and certified by the licensed surveyor and submitted to the Construction Manager. The Construction Manager maintains the right to provide additional measurements and calculation of quantities to verify measurements and quantities submitted by the Contractor. 1.04 UNIT QUANTITIES SPECIFIED A. Quantities and measurements indicated in the Bid Schedule are for bidding and contract purposes only. Quantities and measurements supplied or placed in the Work and verified by the Construction Manager shall determine payment. If the actual work requires more or fewer quantities than those quantities indicated, the Contractor shall provide the required quantities at the lump sum and unit prices contracted unless modified elsewhere in these Contract Documents. B. Utah sales tax shall be included in each bid item as appropriate. 1.05 MEASUREMENT OF QUANTITIES A. Measurement by Volume: Measurement shall be by the cubic dimension using mean lengths, widths, and heights or thickness, or by average end area method as measured by the surveyor. All measurement shall be the difference between the original ground surface and the design (“neat-line”) dimensions and grades. B. Measurement by Area: Measurement shall be by the square dimension using mean lengths and widths and/or radius as measured by the surveyor. All measurement shall be the difference between the original ground surface and the design (“neat-line”) dimensions and grades. C. Linear Measurement: Measurement shall be by the linear dimension, at the item centerline or mean chord. All measurement shall be the difference between the original ground surface and the design (“neat-line”) dimensions and grades. D. Stipulated Lump Sum Measurement: Items shall be measured as a percentage by weight, volume, area, or linear means or combination, as appropriate, of a completed item or unit of Work.

Cell 4B Lining System Construction Measurement and Payment
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01025-2 December 2007Revised January 2009Revised August 2009
1.06 PAYMENT A. Payment includes full compensation for all required labor, products, tools, equipment, transportation, services, and incidentals; erection, application, or installation of an item of the Work; and all overhead and profit. Final payment for Work governed by unit prices will be made on the basis of the actual measurements and quantities accepted by the Construction Manager multiplied by the unit price for Work which is incorporated in or made necessary by the Work. B. A monthly progress payment schedule will be used to compensate the Contractor for the Work. The monthly amount to be paid to the Contractor is calculated as the percent of completed work for each bid item multiplied by the total anticipated work for that bid item minus a 10 percent retainer. C. When the Contractor has completed all Work associated with completion of the project, the remaining 10 percent retainer of the contract amount will be paid to the Contractor after filing the Notice of Completion. 1.07 NON-PAYMENT FOR REJECTED PRODUCTS A. Payment shall not be made for any of the following: 1. Products wasted or disposed of in a manner that is not acceptable.
2. Products determined as unacceptable before or after placement.
3. Products not completely unloaded from the transporting vehicle.
4. Products placed beyond the design lines, dimensions, grades, and levels of the required Work.
5. Products remaining on hand after completion of the Work.
6. Loading, hauling, and disposing of rejected Products.
7. Products rejected because of contamination (i.e. soil residues, fuel spills, solvents, etc.).
1.08 BID ITEMS A. The following bid items shall be used by the Owner and by the Contractor to bid the Work described in these bid documents.
BID
ITEM SECTION DESCRIPTION UNITS
1 01500 Construction Facilities LS
2 01505 Mobilization / Demobilization LS
3 02070 Well Abandonment LF
4 02200 Soil Excavation CY
5 02200 Rock Excavation CY
6 02200 Engineered Fill CY
7 02220 Subgrade Preparation SF
8 02220 Anchor Trench LF

Cell 4B Lining System Construction Measurement and Payment
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01025-3 December 2007Revised January 2009Revised August 2009
BID
ITEM SECTION DESCRIPTION UNITS
9 02616 4-inch PVC Pipe and Fittings LF
10 02616 18-inch PVC Pipe and Fittings LF
11 02616 Strip Drain Composite LF
12 02770 60-mil Smooth HDPE Geomembrane SF
13 02770 60-mil Textured HDPE Geomembrane SF
14 02772 Geosynthetic Clay Liner SF
15 02773 300-mil Geonet SF
16 03400 Cast-In-Place Concrete LS
17 01505 Performance Bond LS
PART 2 – PRODUCTS NOT USED.
PART 3 – EXECUTION NOT USED.
PART 4 – MEASUREMENT AND PAYMENT NOT USED.

[END OF SECTION]

Cell 4B Lining System Construction Submittals
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01300- 1 December 2007Revised January 2009Revised August 2009
SECTION 01300 SUBMITTALS
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK A. This section contains requirements for administrative and work-related submittals such as construction progress schedules, Shop Drawings, test results, operation and maintenance data, and other submittals required by Contract Documents. B. Submit required materials to the Construction Manager for proper distribution and review in accordance with requirements of the Contract Documents. 1.02 CONSTRUCTION PROGRESS SCHEDULES A. The Contractor shall prepare and submit two (2) copies of the construction progress Schedule to the Construction Manager for review within five (5) days after the effective date of Contract. B. Schedules shall be prepared in the form of a horizontal bar chart. The schedule shall include the following items. 1. A separate horizontal bar for each operation.
2. A horizontal time scale, which identifies the first workday of each week.
3. A scale with spacing to allow space for notations and future revisions.
4. Listings arranged in order of start for each item of the Work. C. The Construction Progress Schedule for construction of the Work shall include the following items where applicable. 1. Submittals: dates for beginning and completion of each major element of construction and installation dates for major items. Elements shall include, but not be limited to, the following items which are applicable: a. Mobilization schedule
b. Demobilization schedule.
c. Final site clean-up.
d. Show projected percentage of completion for each item as of first day of each week.
e. Show each individual Bid Item. D. Schedule Revisions: 1. Bi-weekly to reflect changes in progress of Work.
2. Indicate progress of each activity at submittal date.
3. Show changes occurring since the previous schedule submittal. Changes shall include the following. a. Major changes in scope.
b. Activities modified since previous submittal.

Cell 4B Lining System Construction Submittals
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01300- 2 December 2007Revised January 2009Revised August 2009
c. Revised projections of progress and completion.
d. Other identifiable changes.
4. Provide narrative report as needed to define: a. Problem areas, anticipated delays, and impact on schedule.
b. Recommended corrective action and its effect.
1.03 CONSTRUCTION WORK SCHEDULE A. The Contractor shall submit an updated 14-day work schedule at the beginning of each week by Monday morning at 8:00 a.m. The schedule shall address applicable line items from the construction project schedule with a refined level of detail for special activities. 1.04 SHOP DRAWINGS AND SAMPLES A. Shop Drawings, product data, and samples shall be submitted as required in individual Sections of the Specifications. B. The Contractor’s Responsibilities: 1. Review Shop Drawings, product data, and samples prior to submittal.
2. Determine and verify:
a. Field measurements.
b. Field construction criteria.
c. Catalog numbers and similar data.
d. Conformance with Specifications. 3. Coordinate each submittal with requirements of the Work and Contract Documents.
4. Notify the Construction Manager in writing, at the time of the submittal, of deviations from requirements of Contract Documents.
5. Begin no fabrication or Work pertaining to required submittals until return of the submittals with appropriate approval.
6. Designate dates for submittal and receipt of reviewed Shop Drawings and samples in the construction progress schedule. C. Submittals shall contain: 1. Date of submittal and dates of previous submittals.
2. Project title and number.
3. Contract identification.
4. Names of:
a. The Contractor.
b. Supplier.
c. Manufacturer.
5. Summary of items contained in the submittal.

Cell 4B Lining System Construction Submittals
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6. Identification of the product with identification numbers and the Drawing and Specification section numbers.
7. Clearly identified field dimensions.
8. Details required on the Drawings and in the Specifications.
9. Manufacturer, model number, dimensions, and clearances, where applicable.
10. Relation to adjacent or critical features of the Work or materials.
11. Applicable standards, such as ASTM or Federal Specification numbers.
12. Identification of deviations from Contract Documents.
13. Identification of revisions on re-submittals.
14. 8-inch by 3-inch blank space for the Contractor’s and proper approval stamp.
15. The Contractor’s stamp, signed, certifying review of the submittal, verification of the products, field measurements, field construction criteria, and coordination of information within the submittal with requirements of Work and Contract Documents. D. Re-submittal Requirements: 1. Re-submittal is required when corrections or changes in submittals are required by the Construction Manager, Design Engineer, or CQA Engineer. Re-submittals are required until all comments by the Construction Manager, Design Engineer, or CQA Engineer is addressed and the submittal is approved.
2. Shop Drawings and Product Data:
a. Revise initial drawings or data and resubmit as specified for initial submittal.
b. Indicate changes made other than those requested by the Construction Manager, Design Engineer, or CQA Engineer. E. Distribute reproductions of Shop Drawings and copies of product data which have been accepted by the Construction Manager to: 1. Job site file.
2. Record documents file. F. Construction Manager’s Duties: 1. Verify that review comments are technically correct and are consistent with technical and contractual requirements of the work.
2. Return submittals to the Contractor for distribution or re-submittal. G. Design Engineer’s Duties: 1. Review submittals promptly for compliance with contract documents and in accordance with the schedule.
2. Affix stamp and signature, and indicate either the requirements for re-submittal or no comments.
3. Return submittals to the Construction Manager.

Cell 4B Lining System Construction Submittals
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01300- 4 December 2007Revised January 2009Revised August 2009
H. CQA Engineer’s Duties: 1. Review submittals promptly for compliance with contract documents and in accordance with the schedule.
2. Affix stamp and signature, and indicate either the requirements for re-submittal or no comments.
3. Return submittals to the Construction Manager. 1.05 TEST RESULTS AND CERTIFICATION A. Results of tests conducted by the Contractor on materials or products shall be submitted for review. B. Certification of products shall be submitted for review. 1.06 SUBMITTAL REQUIREMENTS A. Provide complete copies of required submittals as follows. 1. Construction Work Schedule: a. Two copies of initial schedule.
b. Two copies of each revision.
2. Construction Progress Schedule: a. Two copies of initial schedule.
b. Two copies of each revision.
3. Shop Drawings: Two copies.
4. Certification Test Results: Two copies.
5. Other Required Submittals: a. Two copies, if required, for review.
b. Two copies, if required, for record.
B. Deliver the required copies of the submittals to the Construction Manager. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT NOT USED. [END OF SECTION]

Cell 4B Lining System Construction Quality Control
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01400-1 December 2007Revised January 2009Revised August 2009
SECTION 01400 QUALITY CONTROL PART 1 – GENERAL
1.01 DESCRIPTION OF WORK A. Monitor quality control over suppliers, Manufacturers, products, services, Site conditions, and workmanship, to produce Work of specified quality. B. Comply with Manufacturers' instructions, including each step in sequence. C. Should Manufacturers' instructions conflict with Technical Specifications, request clarification from Design Engineer before proceeding. D. Comply with specified standards as minimum quality for the Work except where more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship. E. Perform Work by persons qualified to produce workmanship of specified quality. 1.02 TOLERANCES A. Monitor tolerance control of installed products to produce acceptable Work. Do not permit tolerances to accumulate. B. Comply with Manufacturers' tolerances. Should Manufacturers' tolerances conflict with Technical Specifications, request clarification from Design Engineer before proceeding. C. Adjust products to appropriate dimensions; position before securing products in place. 1.03 REFERENCES A. For products or workmanship specified by association, trade, or other consensus standards, complies with requirements of the standard, except when more rigid requirements are specified or are required by applicable codes. B. Conform to reference standard by date of current issue on date of Notice to Proceed with construction, except where a specific date is established by code. C. Obtain copies of standards where required by product Specification sections. 1.04 INSPECTING AND TESTING SERVICES A. The CQA Engineer will perform construction quality assurance (CQA) inspections, tests, and other services specified in individual Sections of the Specification. B. The Contractor shall cooperate with CQA Engineer; furnish samples of materials, design mix, equipment, tools, storage, safe access, and assistance by incidental labor as requested. C. CQA testing or inspecting does not relieve Contractor, subcontractors, and suppliers from their requirements to perform quality control Work as indicated in the Technical Specifications.

Cell 4B Lining System Construction Quality Control
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01400-2 December 2007Revised January 2009Revised August 2009
PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT NOT USED.

[END OF SECTION]

Cell 4B Lining System Construction Construction Facilities
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01500-1 December 2007Revised January 2009Revised August 2009
SECTION 01500 CONSTRUCTION FACILITIES
PART 1 – GENERAL 1.01 SECTION INCLUDES A. Construction facilities include furnishing of all equipment, materials, tools, accessories, incidentals, labor, and performing all work for the installation of equipment and for construction of facilities, including their maintenance, operation, and removal, if required, at the completion of the Work under the Contract. 1.02 DESCRIPTION OF WORK A. Construction facilities include, but are not limited to, the following equipment, materials, facilities, areas, and services: 1. Parking Areas.
2. Temporary Roads.
3. Storage of Materials and Equipment.
4. Construction Equipment.
5. Temporary Sanitary Facilities.
6. Temporary Water.
7. First Aid Facilities.
8. Health and Safety.
9. Security. B. Construct/install, maintain, and operate construction facilities in accordance with the applicable federal, state, and local laws, rules, and regulations, and the Contract Documents. 1.03 GENERAL REQUIREMENTS A. Contractor is responsible for furnishing, installing, constructing, operating, maintaining, removing, and disposing of the construction facilities, as specified in this Section, and as required for the completion of the Work under the Contract. B. Contractor shall maintain construction facilities in a clean, safe, and sanitary condition at all times until completion of the Work. C. Contractor shall minimize land disturbances related to the construction facilities to the greatest extent possible and restore land, to the extent reasonable and practical, to its original contours by grading to provide positive drainage and by seeding the area to match with existing vegetation or as specified elsewhere. 1.04 TEMPORARY ROADS AND PARKING AREAS A. Temporary roads and parking areas are existing roads that are improved or new roads constructed by Contractor for convenience of Contractor in the performance of the Work under the Contract. B. Contractor shall coordinate construction with Construction Manager.

Cell 4B Lining System Construction Construction Facilities
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01500-2 December 2007Revised January 2009Revised August 2009
C. If applicable, coordinate all road construction activities with local utilities, fire, and police departments. D. Keep erosion to a minimum and maintain suitable grade and radii of curves to facilitate ease of movement of vehicles and equipment. E. Furnish and install longitudinal and cross drainage facilities, including, but not limited to, ditches, structures, pipes and the like. F. Clean equipment so that mud or dirt is not carried onto public roads. Clean up any mud or dirt transported by equipment on paved roads both on-site and off-site. 1.05 STORAGE OF MATERIALS AND EQUIPMENT A. Make arrangements for material and equipment storage areas. Locations and configurations of approved facilities are subject to the acceptance of the Construction Manager. B. Confine all operations, including storage of materials, to approved areas. Store materials in accordance with these Technical Specifications and the Construction Drawings. C. Store construction materials and equipment within boundaries of designated areas. Storage of gasoline or similar fuels must conform to state and local regulations and be limited to the areas approved for this purpose by the Construction Manager. 1.06 CONSTRUCTION EQUIPMENT A. Erect, equip, and maintain all construction equipment in accordance with all applicable statutes, laws, ordinances, rules, and regulations or other authority having jurisdiction. B. Provide and maintain scaffolding, staging, hoists, barricades, and similar equipment required for performance of the Work. Provide hoists or similar equipment with operators and signals, as required. C. Provide, maintain, and remove upon completion of the Work, all temporary rigging, scaffolding, hoisting equipment, debris boxes, barricades around openings and excavations, fences, ladders, and all other temporary work, as required for all Work hereunder. D. Construction equipment and temporary work must conform to all the requirements of state, county, and local authorities, OSHA, and underwriters that pertain to operation, safety, and fire hazard. Furnish and install all items necessary for conformity with such requirements, whether or not called for under separate Sections of these Technical Specifications. 1.07 TEMPORARY SANITARY FACILITIES A. Provide temporary sanitary facilities for use by all employees and persons engaged in the Work, including subcontractors, their employees and authorized visitors, and the Construction Manager. B. Sanitary facilities include enclosed chemical toilets and washing facilities. These facilities must meet the requirements of local public health standards. C. Locate sanitary facilities as approved by Construction Manager, and maintain in a sanitary condition during the entire course of the Work.

Cell 4B Lining System Construction Construction Facilities
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01500-3 December 2007Revised January 2009Revised August 2009
1.08 TEMPORARY WATER A. Make all arrangements for water needs from the Owner. B. Provide drinking water for all personnel at the site. 1.09 FIRST AID FACILITIES A. Provide first aid equipment and supplies to serve all Contractor personnel at the Site. 1.10 HEALTH AND SAFETY A. Provide necessary monitoring equipment and personal protective equipment in accordance with Contractor prepared Site Health and Safety Plan. 1.11 SECURITY A. Make all necessary provisions and be responsible for the security of the Work and the Site until final inspection and acceptance of the Work, unless otherwise directed by the Construction Manager. 1.12 SHUT-DOWN TIME OF SERVICE A. Do not disconnect or shut down any part of the existing utilities and services, except by express permission of Construction Manager. 1.13 MAINTENANCE A. Maintain all construction facilities, utilities, temporary roads, and the like in good working condition as required by the Construction Manager during the term of the Work. 1.14 STATUS AT COMPLETION A. Upon completion of the Work, or prior thereto, when so required by Construction Manager: 1. Repair damage to roads caused by or resulting from the Contractor's work or operations.
2. Remove and dispose of all construction facilities. Similarly, all areas utilized for temporary facilities shall be returned to near original, natural state, or as otherwise indicated or directed by the Construction Manager. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Construction Facilities as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule.

Cell 4B Lining System Construction Construction Facilities
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01500-4 December 2007Revised January 2009Revised August 2009
B. The following are considered incidental to the Work: 1. Mobilization.
2. Temporary roadways and parking areas.
3. Temporary sanitary facilities.
4. Decontamination of equipment.
5. Security.
6. Demobilization.

[END OF SECTION]

Cell 4B Lining System Construction Mobilization/Demobilization
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01505-1 December 2007Revised January 2009Revised August 2009
SECTION 01505 MOBILIZATION / DEMOBILIZATION PART 1 – GENERAL 1.01 DESCRIPTION OF WORK
A. Mobilization consists of preparatory work and operations, including but not limited to those necessary for the movement of personnel and project safety; including: adequate personnel, equipment, supplies, and incidentals to the project Site; establishment of facilities necessary for work on the project; premiums on bond and insurance for the project and for other work and operations the Contractor must perform or costs the Contractor must incur before beginning work on the project, which are not covered in other bid items. B. Demobilization consists of work and operations including, but not limited to, movement of personnel, equipment, supplies, and incidentals off-site. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL A. Providing for and complying with the requirements set forth in this Section as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule. B. The Contract Price for Mobilization/Demobilization shall include the provision for movement of equipment onto the job site; removal of all facilities and equipment at the completion of the project; permits; preparation of a Health and Safety Plan; all necessary safety measures; and all other related mobilization and demobilization costs. Price bid for mobilization shall not exceed 10 percent of the total bid for the Project. Fifty percent of the mobilization bid price, less retention, will be paid on the initial billing provided all equipment and temporary facilities are in place and bond fees paid. The remaining 50 percent of the mobilization bid price will be paid on satisfactory removal of all facilities and equipment on completion of the project. [END OF SECTION]

Cell 4B Lining System Construction Temporary Controls
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SECTION 01560 TEMPORARY CONTROLS
PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. Temporary Controls required during the term of the Contract for the protection of the environment and the health and safety of workers and general public. B. Furnishing all equipment, materials, tools, accessories, incidentals, and labor, and performing all work for the installation of equipment and construction of facilities, including their maintenance and operation during the term of the Contract. C. Temporary Controls include: 1. Dust Control.
2. Pollution Control.
3. Traffic and Safety Controls.
D. Perform Work as specified in the Technical Specifications and as required by the Construction Manager. Maintain equipment and accessories in clean, safe, and sanitary condition at all times until completion of the Work. 1.02 DUST CONTROL A. Provide dust control measures in-accordance with the Technical Specifications. Dust control measures must meet requirements of applicable laws, codes, ordinances, and permits. B. Dust control consists of transporting water, furnishing required equipment, testing of equipment, additives, accessories and incidentals, and carrying out proper and efficient measures wherever and as often as necessary to reduce dust nuisance, and to prevent dust originating from construction operations throughout the duration of the Work. 1.03 POLLUTION CONTROL A. Pollution of Waterways: 1. Perform Work using methods that prevent entrance or accidental spillage of solid or liquid matter, contaminants, debris, and other objectionable pollutants and wastes into watercourses, flowing or dry, and underground water sources.
2. Such pollutants and wastes will include, but will not be limited to, refuse, earth and earth products, garbage, cement, concrete, sewage effluent, industrial waste, hazardous chemicals, oil and other petroleum products, aggregate processing tailings, and mineral salts. B. Dispose of pollutants and wastes in accordance with applicable permit provisions or in a manner acceptable to and approved by the Construction Manager.

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C. Storage and Disposal of Petroleum Product: 1. Petroleum products covered by this Section include gasoline, diesel fuel, lubricants, and refined and used oil. During project construction, store all petroleum products in such a way as to prevent contamination of all ground and surface waters and in accordance with local, state, and federal regulations.
2. Lubricating oil may be brought into the project area in steel drums or other means, as the Contractor elects. Store used lubricating oil in steel drums, or other approved means, and return them to the supplier for disposal. Do not burn or otherwise dispose of at the Site.
3. Secondary containment shall be provided for products stored on site, in accordance with the Owner provided Storm Water Pollution Prevention Plan.
1.04 TRAFFIC AND SAFETY CONTROLS A. Post construction areas and roads with traffic control signs or devices used for protection of workmen, the public, and equipment. Signs and devices must conform to the American National Standards Institute (ANSI) Manual on Uniform Traffic Control Devices for Streets and Highways. B. Remove signs or traffic control devices after they have finished serving their purpose. It is particularly important to remove any markings on road surfaces that under conditions of poor visibility could cause a driver to turn off the road or into traffic moving in the opposite direction. C. Provide flag persons, properly equipped with International Orange protective clothing and flags, as necessary, to direct or divert pedestrian or vehicular traffic. A full-time flag person shall be required for the duration of importation of fill. D. Barricades for protection of employees must conform to the portions of the ANSI Manual on Uniform Traffic Control Devices for Streets and Highways, relating to barricades. E. Guard and protect all workers, pedestrians, and the public from excavations, construction equipment, all obstructions, and other dangerous items or areas by means of adequate railings, guard rails, temporary walks, barricades, warning signs, sirens, directional signs, overhead protection, planking, decking, danger lights, etc. F. Construct and maintain fences, planking, barricades, lights, shoring, and warning signs as required by local authorities and federal and state safety ordinances, and as required to protect all property from injury or loss and as necessary for the protection of the public, and provide walks around any obstructions made in a public place for carrying out the Work covered in this Contract. Leave all such protection in place and maintained until removal is authorized by the Construction Manager. 1.05 MAINTENANCE A. Maintain all temporary controls in good working conditions during the term of the Contract for the safe and efficient transport of equipment and supplies, and for construction of permanent works. 1.06 STATUS AT COMPLETION A. Upon completion of the Work, or prior thereto as approved by the Construction Manager, remove all temporary controls and restore disturbed areas. PART 2 – PRODUCTS NOT USED.

Cell 4B Lining System Construction Temporary Controls
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PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 TEMPORARY CONTROLS A. Temporary Controls: the measurement and payment of temporary controls shall be in accordance with and as a part of Mobilization/Demobilization, as outlined in Section 01505. [END OF SECTION]

Cell 4B Lining System Construction Contract Closeout
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SECTION 01700 CONTRACT CLOSEOUT
PART 1 – GENERAL 1.01 CLOSEOUT PROCEDURES A. Contractor shall submit written certification that the Technical Specifications, CQA Plan, and Drawings have been reviewed, Work has been inspected, and that Work is complete and in-accordance with the Technical Specifications, CQA Plan, and Drawings and ready for Owner’s inspection. 1.02 FINAL CLEANING A. Contractor shall execute final cleaning prior to final inspection. B. Contractor shall clean equipment and fixtures to a sanitary condition. C. Contractor shall remove waste and surplus materials, rubbish, and construction facilities from the construction Site. 1.03 PROJECT RECORD DOCUMENTS A. Maintain on Site, one set of the following record documents and record actual revisions to the Work. 1. Drawings.
2. Specifications.
3. Addenda.
4. Change Orders and other Modifications to the Contract.
5. Reviewed Shop Drawings, product data, and samples. B. Store Record Documents separate from documents used for construction. C. Record information concurrent with construction progress. D. Specifications: Legibly mark and record at each product Section a description of actual products installed, including the following: 1. Manufacturer's name and product model and number.
2. Product substitutions or alternates utilized.
3. Changes made by Addenda and Modifications. E. Record Documents and Shop Drawings: Legibly mark each item to record actual construction including: 1. Measured horizontal and vertical location of underground utilities and appurtenances referenced to permanent surface features.
2. Measured locations of internal utilities and appurtenances concealed in construction, referenced to visible, accessible, and permanent features of the Work.
3. Field changes of dimension and detail.

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4. Details not shown on original Construction Drawings. F. Submit record documents to the Construction Manager. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 CONTRACT CLOSEOUT A. Contract Closeout: the measurement and payment of contract close out shall be in accordance with and as part of Mobilization/Demobilization, as outlined in Section 01505.
[END OF SECTION]

Cell 4B Lining System Construction Well Abandonment
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SECTION 02070 WELL ABANDONMENT PART 1 — GENERAL 1.01 DESCRIPTION OF WORK A. Supply all equipment, materials, and labor needed to abandon one (1) 4-inch diameter polyvinyl chloride (PVC) casing groundwater monitoring well as specified herein and as indicated on the Drawings. B. Well abandonment shall be accomplished under the direct supervision of a currently licensed water well driller who shall be responsible for verification of the procedures and materials used. 1.02 RELATED SECTIONS Section 01025 – Measurement and Payment
Section 01300 – Submittals
Section 01400 – Quality Control 1.03 REFERENCES
A. Drawings. B. Construction Quality Assurance (CQA) Plan C. Latest version of the American Society for Testing and Materials (ASTM) standards: ASTM C-150 Standard Specification for Portland Cement.
D. Latest version of the American Petroleum Institute (API) standards: API - 13A Specification for Drilling-Fluid Materials
1.04 SUBMITTALS A. The Contractor shall keep detailed drilling logs for all wells abandoned, including drilling procedures, total depth of abandonment, depth to groundwater (if applicable), final depth of boring, and well destruction details, including the depths of placement of all well abandonment materials. The Contractor shall provide a minimum of 7 days advance notice prior to beginning drilling and shall submit a list of the type and quantity of materials used for well abandonment. B. The Contractor shall acquire all necessary permits and prepare and file a well abandonment report as required by the State of Utah, Division of Water Rights. PART 2 — PRODUCTS 2.01 BENTONITE A. Bentonite shall be Volclay (powdered sodium bentonite API-13A) or as otherwise approved by the Design Engineer.

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2.02 WATER A. Water used in the grout mixture shall be potable water or disinfected in accordance with R655-4-9.6.5 Utah Administrative Code (UAC). 2.03 CEMENT A. Cement shall be Portland Type I (ASTM C-150). PART 3 — EXECUTION 3.01 GENERAL A. The Contractor is responsible for obtaining all permits for the abandonment of wells and shall be responsible for following all regulatory requirements as outlined in the Administrative Rules for Water Well Drillers R655-4 UAC. B. The Contractor shall be responsible for reviewing the well construction boring log for the groundwater well to be abandoned. The original construction boring logs for the well to be abandoned are attached to the end of this Section, as Exhibit I. 3.02 DRILLING A. The Contractor shall sound and record the total depth of the well casing, depth to groundwater (if encountered), and depth of the over boring. B. Each well shall be over bored to a diameter 3 inches greater than the well casing diameter to a depth of 10 feet below the proposed Cell 4B base elevation. The exact depth of the wells shall be in accordance with the Contract Documents and as determined by the Design Engineer. 3.03 CEMENT-BENTONITE GROUT A. A cement-bentonite grout, shall be mixed for each well. The cement-bentonite grout shall have approximately 2% by weight bentonite (i.e. one 94-lbs sack of cement and two lbs. of bentonite) and be mixed with approximately 6.5 gallons of water. The cement-bentonite grout shall be mixed using a recirculating pump to form a homogeneous mixture free from lumps. B. Immediately after removing all well materials and recording the over bored depth, the slurry shall be pressure grouted into the well borehole to 10 feet below ground surface (bgs). C. The uppermost 10 feet of the abandoned well shall consist of neat cement grout or sand cement grout. D. The Contractor shall monitor the mass, volume, and level of cement-bentonite grout placed in each well borehole. These quantities shall be reported to the Construction Manager during the abandonment process. E. The cement grout or sand cement grout shall be allowed to settle. Cement grout or sand cement grout shall be added, as necessary, until the elevation of the cured and settled cement grout or sand cement grout conforms to the surface topography at the time of abandonment. PART 4 — MEASUREMENT AND PAYMENT
4.01 GENERAL

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A. Providing for and complying with the requirements for well abandonment set forth in this Section will be measured as each well; and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
1. Submittals.
2. Bentonite.
3. Water.
4. Cement.
5. Well permits.
6. Mobilization.
7. Decontamination of well abandonment equipment.
8. Disposal of decontamination materials.
9. Disposal of drill cuttings.

[END OF SECTION]

Cell 4B Lining System Construction Earthwork
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02200-1 December 2007Revised January 2009Revised August 2009
SECTION 02200 EARTHWORK
PART 1 — GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary to perform all Earthwork. The Work shall be carried out as specified herein and in accordance with the Drawings.
B. The Work shall include, but not be limited to excavating, blasting, ripping, trenching, hauling, placing, moisture conditioning, backfilling, compacting and grading. Earthwork shall conform to the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Construction Manager.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
1.03 REFERENCES
A. Drawings
B. Latest version of American Society for Testing and Materials (ASTM) standards:
ASTM D 422 Standard Method for Particle-Size Analysis of Soils
ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lb-ft/ft3 (2,700 kN-m/m3))
ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil-Aggregate by Nuclear Methods (Shallow Depth)
1.04 QUALIFICATIONS
A. The Contractor’s Site superintendent for the earthworks operations shall have supervised the construction of at least two earthwork construction projects in the last 5 years.
1.05 SUBMITTALS
A. The Contractor shall submit to the Construction Manager a description of equipment and methods proposed for excavation, and fill placement and compaction construction at least 14 days prior to the start of activities covered by this Section.
B. If rock blasting is the chosen rock removal technique, the Contractor shall submit to the Construction Manager a blast plan describing blast methods to remove rock to proposed grade. The blast plan shall include a pre-blast survey, blast schedule, seismic monitoring records, blast design and diagrams, and blast safety. The Contractor shall submit the plan to the Construction Manager at least 21 days prior to blast.
C. If the Work of this Section is interrupted for reasons other than inclement weather, the Contractor shall notify the Construction Manager a minimum of 48 hours prior to the resumption of Work.
D. If foreign borrow materials are proposed to be used for any earthwork material on this project, the Contractor shall provide the Construction Manager information regarding the source of the material. In addition, the Contractor shall provide the Construction Manager an opportunity to obtain samples for conformance testing 14 days prior to delivery of foreign borrow materials to

Cell 4B Lining System Construction Earthwork
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the Site. If conformance testing fails to meet these Specifications, the Contractor shall be responsible for reimbursing the Owner for additional conformance testing costs.
E. The Contractor shall submit as-built Record Drawing electronic files and data, to the Construction Manager, within 7 days of project substantial completion, in accordance with this Section.
1.06 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for Earthwork meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Construction Manager will be rejected and shall be repaired, or removed and replaced, by the Contractor at no additional expense to the Owner.
B. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance testing required by the Contract Documents. This monitoring and testing, including random conformance testing of construction materials and completed Work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed Work, the Contractor will be required to repair the deficiency or replace the deficient materials at no additional cost to the Owner.
PART 2 — PRODUCTS
2.01 MATERIAL
A. Fill material shall consist of on-site soil obtained from excavation or owner provided stockpile and shall be free from rock larger than 6 inches, organic or other deleterious material.
B. Rock shall consist of all hard, compacted, or cemented materials that require blasting or the use of ripping and excavating equipment larger than defined for common excavation. The excavation and removal of isolated boulders or rock fragments larger than 1 cubic yard encountered in materials otherwise conforming to the definition of common excavation shall be classified as rock excavation. The presence of isolated boulders or rock fragments larger than 1 cubic yard is not in itself sufficient to cause to change the classification of the surrounding material.
C. Rippable Soil and Rock: Material that can be ripped at more than 250 cubic yards per hour for each Caterpillar D9 dozer (or equivalent) with a single shank ripper attachment.
2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain compaction equipment as is necessary to produce the required in-place soil density and moisture content.
B. The Contractor shall furnish, operate and maintain tank trucks, pressure distributors, or other equipment designed to apply water uniformly and in controlled quantities.
C. The Contractor shall furnish, operate, and maintain miscellaneous equipment such as earth excavating equipment, earth hauling equipment, and other equipment, as necessary for Earthwork construction.
D. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the Contractor, and to the satisfaction of the Construction Manager.

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PART 3 — EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the Work in this Section, the Contractor shall become thoroughly familiar with the Site, the Site conditions, and all portions of the Work falling within this and other related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed Work of all other Sections and verify that all Work is complete to the point where the installation of the Work specified in this Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed Work of other Sections, the Construction Manager shall be notified in writing prior to commencing Work. Failure to notify the Construction Manager, or commencement of the Work of this Section, will be construed as Contractor's acceptance of the related Work of all other Sections.
3.02 SOIL EXCAVATION
A. The Contractor shall excavate materials to the limits and grades shown on the Drawings.
B. The Contractor shall rip, blast, and mechanically remove rock 6-inches below final grades shown on the Drawings.
C. All excavated material not used as fill shall be stockpiled as shown on the Drawings and in accordance with Subpart 3.05 of this Section.
3.03 ROCK EXCAVATION
A. The Contractor shall remove rock by ripping, drilling, or blasting, or as approved by Construction Manager.
B. Requirements for Blasting:
1. The Contractor shall arrange for a pre-blast survey of nearby buildings, berms, or other structures that may potentially be at risk from blasting damage. The survey method used shall be acceptable to the Contractor’s insurance company. The Contractor shall be responsible for any damage resulting from blasting. The preblast survey shall be made available for review three weeks before any blasting begins. Pre-blast surveys shall be completed by a practicing civil engineer registered in the State of Utah, who has experience in rock excavation and geotechnical design.
2. The Contractor shall submit for review the proposed methods and sequence of blasting for rock excavations. The Contractor shall identify the number, depth, and spacing of holes; stemming and number and type of delays; methods of controlling overbreak at excavation limits, procedures for monitoring the shots and recording information for each shot; and other data that may be required to control the blasting.
3. Blasting shall be done in accordance with the federal, state, or local regulatory requirements for explosives and firing of blasts. Such regulations shall not relieve the Contractor of any responsibility for damages caused by them or their employees due to the work of blasting. All blasting work must be performed or supervised by a licensed blaster who shall at all times have a license on their person and shall permit examination thereof by the Engineer or other officials having jurisdiction.

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4. The Contractor shall develop a trial blasting technique that identifies and limits the vibrations and damage at varying distances from each shot. This trial blasting information shall be collected and recorded by beginning the work at points farthest from areas to remain without damage. The Contractor can vary the hole spacing, depths and orientations, explosive types and quantities, blasting sequence, and delay patterns to obtain useful information to safeguard against damage at critical areas.
5. Establish appropriate maximum limit for peak particle velocity for each structure or facility that is adjacent to, or near blast sites. Base maximum limits on expected sensitivity of each structure or facility to blast induced vibrations and federal, state, or local regulatory requirements.
6. The Contractor shall discontinue any method of blasting which leads to overshooting or is dangerous to the berms surrounding the existing pond structures.
7. The Contractor shall install a blast warning sign to display warning signals. Sign shall indicate the following:
a. Five (5) minutes before blast: Three (3) long sounds of airhorn or siren
b. Immediately before blast: Three (3) short sounds of airhorn or siren
c. All clear signal after blast: one (1) long sound of airhorn or siren
3.04 FILL
A. Prior to fill placement, areas to receive fill shall be cleared and grubbed.
B. The fill material shall be placed to the lines and grades shown on the Drawings.
C. Soil used for fill shall meet the requirements of Subpart 2.01 of this Section.
D. Soil used for fill shall be placed in a loose lift that results in a compacted lift thickness of no greater 8 inches and compacted to 90% of the maximum density at a moisture content of between -3% and +3% of optimum moisture content, as determined by ASTM D 1557.
E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil compaction requirements.
F. During soil wetting or drying, the material shall be regularly disced or otherwise mixed so that uniform moisture conditions in the appropriate range are obtained.
3.05 STOCKPILING
A. Soil suitable for fill and excavated rock that is required to be stockpiled shall be stockpiled, separately, in areas as shown on the Drawings or as designated by the Construction Manager, and shall be free of incompatible soil, clearing debris, or other objectionable materials.
B. Stockpiles shall be no steeper than 2H:1V (Horizontal:Vertical) or other slope approved by the Design Engineer, graded to drain, sealed by tracking parallel to the slope with a dozer or other means approved by the Construction Manager, and dressed daily during periods when fill is taken from the stockpile. The Contractor shall employ temporary erosion and sediment control measures (i.e. silt fence) as directed by the Construction Manager around stockpile areas.
C. There are no compaction requirements for stockpiled materials.

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3.06 FIELD TESTING
A. The minimum frequency and details of quality control testing for Earthwork are provided below. This testing will be performed by the CQA Engineer. The Contractor shall take this testing frequency into account in planning the construction schedule.
1. The CQA Engineer will perform conformance tests on placed and compacted fill to evaluate compliance with these Specifications. The dry density and moisture content of the soil will be measured in-situ with a nuclear moisture-density gauge in accordance with ASTM D 6938. The frequency of testing will be one test per 500 cubic yards of soil place.
2. A special testing frequency will be used by the CQA Engineer when visual observations of construction performance indicate a potential problem. Additional testing will be considered when:
a. The rollers slip during rolling operation;
b. The lift thickness is greater than specified;
c. The fill is at improper and/or variable moisture content;
d. Fewer than the specified number of roller passes are made;
e. Dirt-clogged rollers are used to compact the material;
f. The rollers do not have optimum ballast; or
g. The degree of compaction is doubtful. 3. During construction, the frequency of testing will be increased by the Construction Manager in the following situations:
a. Adverse weather conditions;
b. Breakdown of equipment;
c. At the start and finish of grading;
d. If the material fails to meet Specifications; or
e. The work area is reduced.
B. Defective Areas:
1. If a defective area is discovered in the Earthwork, the CQA Engineer will evaluate the extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the CQA Engineer will determine the extent of the defective area by additional tests, observations, a review of records, or other means that the Construction Manager deems appropriate. If the defect is related to adverse Site conditions, such as overly wet soils or surface desiccation, the CQA Engineer shall define the limits and nature of the defect.
2. Once the extent and nature of a defect is determined, the Contractor shall correct the deficiency to the satisfaction of the CQA Engineer. The Contractor shall not perform additional Work in the area until the Construction Manager approves the correction of the defect.
3. Additional testing may be performed by the CQA Engineer to verify that the defect has been corrected. This additional testing will be performed before any additional Work is allowed in the area of deficiency. The cost of the additional Work and the testing shall be borne by the Contractor.

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3.07 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout and control.
3.08 CONSTRUCTION TOLERANCE
A. The Contractor shall perform the Earthwork construction to within ±0.1 vertical feet of elevations on the Drawings.
3.09 AS-BUILT SURVEY
A. For purposes of payment on Earthwork quantities, the Contractor shall conduct a comprehensive as-built survey that complies with this Section.
B. The Contractor shall produce complete electronic as-built Record Drawings in conformance with the requirements set forth in this Section. This electronic file shall be provided to the Construction Manager for verification.
C. The Contractor shall produce an electronic boundary file that accurately conforms to the project site boundary depicted on the plans or as modified during construction by approved change order. The electronic file shall be provided to the Construction Manager for verification prior to use in any earthwork computations or map generation.
D. As-built survey data shall be collected throughout the project as indicated in these Specifications. This data shall be submitted in hard-copy and American Standard Code for Information Interchange (ASCII) format. ASCII format shall include: point number, northing and easting, elevations, and descriptions of point. The ASCII format shall be as follows:
1. PPPP,NNNNNN.NNN,EEEEEE.EEE,ELEV.XXX,Description
a. Where:
ƒ P – point number
ƒ N- Northing
ƒ E – Easting
ƒ ELEV.XXX – Elevation
ƒ Description – description of the point
3.10 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect completed Work of this Section.
B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that promotes drainage of surface water away from the area and from finished Work. If threatening weather conditions are forecast, soil surfaces shall be seal-rolled at a minimum to protect finished Work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the satisfaction of the Construction Manager, at the expense of the Contractor.
PART 4 — MEASUREMENT AND PAYMENT
4.01 GENERAL
A. All earthwork quantities shall be independently verified by the Design Engineer prior to approval. The independent verification by the Design Engineer shall utilize the same basic procedures as those used by the Contractor.

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B. Any interim or soon-to-be buried (or otherwise obstructed) earthwork shall be surveyed and quantified as the project progresses to enable timely verification by the Design Engineer.
C. Providing for and complying with the requirements set forth in this Section for Soil Excavation will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based on the unit price provided on the Bid Schedule.
D. Providing for and complying with the requirements set forth in this Section for Rock Excavation will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based on the unit price provided on the Bid Schedule.
E. Providing for and complying with the requirements set forth in this Section for Fill will be measured as compacted and moisture conditioned cubic yards (CY), and payment will be based on the unit price provided on the Bid Schedule.
F. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Material samples, sampling, and testing.
• Excavation.
• Blasting, ripping, and hammering.
• Loading, and hauling.
• Scarification.
• Screening.
• Layout survey.
• Rejected material removal, retesting, handling, and repair.
• Temporary haul roads.
• Erosion control.
• Dust control.
• Spill cleanup.
• Placement, compaction, and moisture conditioning.
• Stockpiling.
• Record survey. [END OF SECTION]

Cell 4B Lining System Construction Subgrade Preparation
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SECTION 02220 SUBGRADE PREPARATION PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary to perform all Subgrade Preparation. The Work shall be carried out as specified herein and in accordance with the Drawings and the Construction Quality Assurance (CQA) Plan.
B. The Work shall include, but not be limited to placement, moisture conditioning, compaction, and grading of subgrade soil and construction of geosynthetics anchor trench. Earthwork shall conform to the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Design Engineer.
1.02 RELATED SECTIONS
Section 02200 – Earthwork
Section 02772 – Geosynthetic Clay Liner
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of American Society for Testing and Materials (ASTM) standards:
ASTM D 422 Standard Method for Particle-Size Analysis of Soils
ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))
ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
1.04 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for subgrade preparation meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Design Engineer will be rejected and shall be repaired, or removed and replaced, by the Contractor at no additional expense to the Owner.
PART 2 – PRODUCTS
2.01 SUBGRADE SOIL
A. Subgrade surface be free of protrusions larger than 0.5 inches. Any such observed particles shall be removed prior to placement of geosynthetics.
B. Subgrade surface shall be free of large desiccation cracks (ie, larger than ¼ inch) at the time of geosynthetics placement.

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C. Subgrade soil shall consist of on-site soils that are free of particles greater than 3 inches in longest dimension, deleterious, organic, and/or other soil impacts that can damage the overlying liner system.
D. The subgrade surface shall be firm and unyielding, with no abrupt elevation changes, ice, or standing water.
E. The subgrade surface shall be smooth and free of vegetation, sharp-edged rock, stones, sticks, construction debris, and other foreign matter that could contact the GCL.
F. At a minimum, the subgrade surface shall be rolled with a smooth-drum compactor of sufficient weight to remove any excessive wheel ruts greater than 1-inch or other abrupt grade changes.
2.02 ANCHOR TRENCH BACKFILL
A. Anchor trench backfill is the soil material that is placed in the anchor trench, as shown on the Drawings.
B. Where rocks are included in the anchor trench backfill, they shall be mixed with suitable excavated materials to eliminate voids.
C. Material removed during trench excavation may be utilized for anchor trench backfill, provided that all organic material, rubbish, debris, and other objectionable materials are first removed.
2.03 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain grading and compaction equipment as is necessary to produce smooth surfaces for the placement of geosynthetics and acceptable in-place soil density in the anchor trenches.
B. The Contractor shall furnish, operate, and maintain tank trucks, pressure distributors, or other equipment designed to apply water uniformly and in controlled quantities for dust control and for moisture conditioning soils to be placed as trench backfill.
C. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the Contractor, and to the satisfaction of the CQA Engineer.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work in this Section, the Contractor shall become thoroughly familiar with the Site, the Site conditions, and all portions of the work falling within this and other related Sections.
B. The Contractor shall provide for the protection of work installed in accordance with other Sections. In the event of damage to other work, the Contractor shall make repairs and replacements to the satisfaction of the CQA Engineer, at the expense of the Contractor.
3.02 SUBGRADE SOIL
A. The Contractor shall remove vegetation and roots to a minimum depth of 4-inches below ground surface in all areas where geosynthetic materials are to be installed.
B. Contractor shall grade subgrade soil to be uniform in slope, free from ruts, mounds, or depressions.

Cell 4B Lining System Construction Subgrade Preparation
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C. Prior to GCL installation, the subgrade surface shall be proof-rolled with appropriate compaction equipment to confirm subgrade stability.
D. In the case additional soil is imported on the site for subgrade use, it shall be placed in loose lifts of no more than 12 inches and compacted to 90% of the maximum density at a moisture content of between -3% and +3% of optimum moisture content, as determined by ASTM D 1557.
E. Subgrade soils shall be moisture conditioned prior to installation of overlying GCL to a wet but workable condition.
3.03 TRENCH EXCAVATION
A. The Contractor shall excavate the anchor trench to the limits and grades shown on the Drawings.
B. Excavated anchor trench materials shall be returned as backfill for the anchor trench and compacted.
C. Excavated materials not suitable for anchor trench backfill shall be stockpiled in an area as shown on the Drawings in accordance with Subpart 3.05 of this Section, or as designated by the Owner.
D. Material not suitable for anchor trench backfill shall be relocated as directed by the Owner.
3.04 TRENCH BACKFILL
A. The anchor trench backfill shall be placed to the lines and grades shown on the Drawings.
B. Soil used for anchor trench backfill shall meet the requirements of Subpart 2.02 of this Section.
C. Soil used for anchor trench backfill shall be placed in loose lifts of no more than 12 inches and compacted to 90% of maximum dry density per ASTM D 1557. Backfill shall be within -3% to +3% of optimum moisture content. The maximum permissible pre-compaction soil clod size is 6 inches.
D. The Contractor shall compact each lift of anchor trench backfill to the satisfaction of the CQA Engineer.
E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil compaction requirements.
F. During soil wetting or drying, the material shall be regularly disked or otherwise mixed so that uniform moisture conditions are obtained in the appropriate range.
3.05 STOCKPILING
A. Soil and rock materials suitable for earthworks that are required to be stockpiled shall be stockpiled in areas as shown on the Drawings or as designated by the Design Engineer, and shall be free of incompatible soil, clearing debris, vegetation, trash, large rocks, or other objectionable materials.
B. Stockpiles shall be no steeper than 2H:1V (Horizontal:Vertical) or other slope approved by the Design Engineer, graded to drain, sealed by tracking parallel to the direction of the slope with a dozer or other means approved by the Design Engineer, and dressed daily during periods when fill is taken from the stockpile. The Contractor shall employ temporary erosion and sediment control measures (i.e. silt fence) as directed by the Design Engineer around all temporary stockpile areas.
C. There are no compaction requirements for stockpiled materials.
3.06 SURVEY CONTROL

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A. The Contractor shall perform all surveys necessary for construction layout and control.
B. The Contractor shall perform as-built surveys for all completed surfaces for purposes of Record Drawing preparation. At a minimum, survey points shall be obtained at grade breaks, top of slope, toe of slope, and limits of material type.
3.07 PROTECTION OF WORK
A. The Contractor shall protect completed work of this Section.
B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that promotes drainage of surface water away from the area and from finished work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the satisfaction of the CQA Engineer, at the expense of the Contractor.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements for subgrade preparation will be measured on a square foot (SF) basis and payment will be based on the unit price as provided on the Bid Schedule.
B. Providing for and complying with the requirements for anchor trench excavation and backfill shall be measured on a lineal foot (LF) basis and payment will be based on the unit price as provided on the Bid Schedule.
C. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Material samples.
• Screening.
• Excavation, loading, and hauling.
• Temporary haul roads.
• Layout survey.
• Rejected material removal, testing, hauling, and repair.
• Erosion Control
• Dust control.
• Spill Clean-up
• Placement, compaction, and moisture conditioning.
• Stockpiling.
• Record survey. [END OF SECTION]

Cell 4B Lining System Construction Drainage Aggregate
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02225-1 December 2007Revised January 2009Revised August 2009
SECTION 02225 DRAINAGE AGGREGATE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for the installation of Drainage Aggregate. The work shall be carried out as specified herein and in accordance with the Drawings and the site Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, and placement of Drainage Aggregate (aggregate).
1.02 RELATED SECTIONS
Section 02616 – PVC Pipe
Section 02770 – Geomembrane
Section 02771 – Geotextile
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site Construction Quality Assurance (CQA) Plan
C. Latest Version of American Society for Testing and Materials (ASTM) Standards:
ASTM C 33 Standard Specification for Concrete Aggregates
ASTM C 136 Test Method for Sieve Analysis of Fine and Coarse Aggregates
ASTM D 2434 Test Method for Permeability of Granular Soils (Constant Head)
ASTM D 3042 Standard Test Method for Insoluble Residue in Carbonate Aggregates
1.04 SUBMITTALS
A. The Contractor shall submit to the Construction Manager for approval, at least 7 days prior to the start of construction, Certificates of Compliance for proposed aggregate materials. Certificates of Compliance shall include, at a minimum, typical gradation, insoluable residue content, representative sample, and source of aggregate materials.
B. The Contractor shall submit to the Construction Manager a list of equipment and technical information for equipment proposed for use in placing the aggregate material in accordance with this Section.
1.05 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed work, the Contractor will be required to repair the deficiency or replace the deficient materials.

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PART 2 – PRODUCTS
2.01 MATERIALS
A. Aggregate shall meet the requirements specified in ASTM C 33 and shall not contain limestone. Aggregate shall have a minimum permeability of 1×10-1 cm/sec when tested in accordance with ASTM D 2434. The requirements of the Aggregate are presented below:
Maximum Particle Size Percent Finer
1.0 - inch 100
No. 200 Sieve 0 to 2
B. Carbonate loss shall be no greater than 10 percent by dry weight basis when tested in accordance with ASTM D 3042.
2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain hauling, placing, and grading equipment as necessary for aggregate placement.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work in this Section, the Contractor shall become thoroughly familiar with the site, the site conditions, and all portions of the work falling within this and other related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed work of all other Sections and verify that all work is complete to the point where the installation of the work specified in this Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed work of other Sections, the Construction Manager shall be notified in writing prior to commencing work. Failure to notify the Construction Manager or commencement of the work of this Section will be construed as Contractor's acceptance of the related work of all other Sections.
3.02 PLACEMENT
A. Place after underlying geosynthetic installation is complete, including construction quality control (CQC) and CQA work.
B. Place to the lines, grades, and dimensions shown on the Drawings.
C. The subgrade of the aggregate consists of a geotextile overlying a geomembrane. The Contractor shall avoid creating large wrinkles (greater than 6-inches high), tearing, puncturing, folding, or damaging in any way the geosynthetic materials during placement of the aggregate material.
D. Damage to the geosynthetic liner system caused by the Contractor or his representatives shall be repaired by the Geosynthetic Installer, at the expense of the Contractor.
E. No density or moisture requirements are specified for placement of the aggregate material.

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3.03 FIELD TESTING
A. The minimum frequency and details of conformance testing are provided below. This testing will be performed by the CQA Engineer. The Contractor shall take this testing frequency into account in planning the construction schedule.
1. Aggregates conformance testing:
a. particle-size analyses conducted in accordance with ASTM C 136 at a frequency of one test per 5,000 yd3, minimum one per project; and
b. permeability tests conducted in accordance with ASTM D 2434 at a frequency of one test per 10,000 yd3, minimum one per project.
3.04 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout, control, and Record Drawings.
3.05 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect all work of this Section.
B. In the event of damage, the Contractor shall make repairs and replacements to the satisfaction of the CQA Engineer at no additional cost to the Owner.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Drainage Aggregate will be incidental to the PVC pipe, and payment will be based on the unit price for PVC pipe provided on the Bid Schedule.
B. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Material samples, sampling, and testing.
• Excavation, loading, and hauling.
• Placing and grading.
• Layout survey.
• Rejected material.
• Rejected material removal, re-testing, handling, and repair.
• Mobilization. [ END OF SECTION ]

Cell 4B Lining System Construction Polyvinyl Chloride Pipe
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02616-1 December 2007Revised January 2009Revised August 2009
SECTION 02616 POLYVINYL CHLORIDE (PVC) PIPE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, and equipment necessary to install perforated and solid wall polyvinyl chloride (PVC) Schedule 40 pipe and fittings, as shown on the Drawings and in accordance with the Construction Quality Assurance (CQA) Plan.
1.02 RELATED SECTIONS
Section 02225 – Drainage Aggregate
Section 02270 – Geomembrane
Section 02771 – Geotextile
Section 02772 – Geonet
1.03 REFERENCES
A. Drawings.
B. Site CQA Plan.
C. Latest version of the American Society for Testing and Materials (ASTM) standards:
ASTM D 1784 Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.
ASTM D 1785 Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80 and 120.
ASTM D 2466 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40.
ASTM D 2564 Standard Specification for Solvent Cements for Poly (Vinyl Chloride) (PVC) Plastic Pipe and Fittings.
ASTM D 2774 Practice for Underground Installation of Thermoplastic Pressure Piping.
ASTM D 2855 Standard Practice for Making Solvent-Cemented Joints with Poly (Vinyl Chloride) (PVC) Pipe and Fittings.
ASTM F 656 Standard Specification for Primers for Use in Solvent Cement Joints of Poly (Vinyl Chloride) (PVC) Plastic Pipe and Fittings.

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1.04 SUBMITTALS
A. The Contractor shall submit to the Construction Manager for approval, at least 7 days prior to installation of this material, Certificates of Compliance for the pipe and fittings to be furnished. Certificates of Compliance shall consist of a properties sheet, including specified properties measured using test methods indicated herein.
B. The Contractor shall submit to the Design Engineer, Record Drawings of the installed piping at a frequency of not less than once per every 50 feet of installed pipe and strip composite. Record Drawings shall be submitted within 7 days of completion of the record survey.
1.05 CQA MONITORING
A. The Contractor shall ensure that the materials and methods used for PVC pipe and fittings installation meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Design Engineer, will be rejected and shall be repaired or replaced by the Contractor at no additional cost to the Owner.
PART 2 – MATERIALS
2.01 PVC PIPE & FITTINGS
A. PVC pipe and fittings shall be manufactured from a PVC compound which meets the requirements of Cell Classification 12454 polyvinyl chloride as outlined in ASTM D 1784.
B. PVC pipe shall meet the requirements of ASTM D 1784 and ASTM D 1785 for Schedule 40 PVC pipe.
C. PVC fittings shall meet the requirements of ASTM D 2466.
D. Clean rework or recycle material generated by the Manufacturer's own production may be used so long as the pipe or fittings produced meet all the requirements of this Section.
E. Pipe and fittings shall be homogenous throughout and free of visible cracks, holes, foreign inclusions, or other injurious defects, being uniform in color, capacity, density, and other physical properties.
F. PVC pipe and fitting primer shall meet the requirements of ASTM F 656 and solvent cements shall meet the requirements of ASTM D 2564.
2.02 PVC PERFORATED PIPE
A. Perforated pipe shall meet the requirements listed above for solid wall pipe, unless otherwise approved by the Design Engineer. PVC pipe perforations shall be as shown on the Drawings.
2.03 STRIP COMPOSITE
A. Strip composite shall be comprised of high density polyethylene core Multi-Flow Drainage Systems 12-inch product, or Design Engineer approved equal. Consideration for equality will involve chemical resistance, compressive strength, and flow capacity. Strip composite shall be installed as shown on the Drawings.
B. Sand bags used to continuously cover the strip composite shall be comprised of woven geotextile capable of allowing liquids to pass and shall have a minimum length of 18-inches.

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C. Sand bags shall contain Utah Department of Transportation (UDOT) concrete sand having a carbonate loss of no greater than 10 percent by dry weight basis when tested in accordance with ASTM D 3042 and meeting the following gradation.
Sieve Size Percent Passing
3/8 inch 100%
No. 4 95% to 100%
No. 16 45% to 80%
No. 50 10% to 30%
No. 100 2% to 10%

D. Contractor shall monitor that sand bags shall not be overfilled to the extent that the underlying strip composite is visible.
PART 3 – PART 3 EXECUTION
3.01 PVC PIPE HANDLING
A. When shipping, delivering, and installing pipe, fittings, and accessories, do so to ensure a sound, undamaged installation. Provide adequate storage for all materials and equipment delivered to the site. PVC pipe and pipe fittings shall be handled carefully in loading and unloading so as not to damage the pipe, fittings, or underlying materials.
3.02 PVC PIPE INSTALLATION
A. PVC pipe installation shall conform to these Specifications, the Manufacturer’s recommendations, and as outlined in ASTM D 2774.
B. PVC perforated and solid wall pipe shall be installed as shown on the Drawings.
C. PVC pipe shall be inspected for cuts, scratches, or other damages prior to installation. Any pipe showing damage, which in the opinion of the CQA Engineer will affect performance of the pipe, must be removed from the site. Contractor shall replace any material found to be defective at no additional cost to the Owner.
3.03 JOINING OF PVC PIPES
A. PVC pipe and fittings shall be joined by primer and solvent-cements per ASTM D 2855.
B. All loose dirt and moisture shall be wiped from the interior and exterior of the pipe end and the interior of fittings.
C. All pipe cuts shall be square and perpendicular to the centerline of the pipe. All burrs, chips, etc., from pipe cutting shall be removed from pipe interior and exterior.
D. Pipe and fittings shall be selected so that there will be as small a deviation as possible at the joints, and so inverts present a smooth surface. Pipe and fittings that do not fit together to form a tight fit will be rejected.
3.04 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect all work of this Section.

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B. In the event of damage, the Contractor shall make all repairs and replacements necessary, to the satisfaction of the CQA Engineer.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for 4-inch PVC Pipe will be measured as in-place linear foot (LF) to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. Providing for and complying with the requirements set forth in this Section for 18-inch PVC Pipe will be measured as in-place LF to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
C. Providing for and complying with the requirements set forth in this Section for Strip Drain, including connectors and sand bags, will be measured as in-place LF to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
D. The following are considered incidental to the Work:
• Submittals.
• Quality Control.
• Shipping, handling and storage.
• Fittings.
• Drainage aggregate.
• Joining.
• Mobilization.
• Placement.
• Rejected material.
• Rejected material removal, handling, re-testing, and repair.
• Gravel and sand bags. [END OF SECTION]

Cell 4B Lining System Construction Geomembrane
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 1 December 2007Revised January 2009Revised August 2009
SECTION 02770 GEOMEMBRANE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for the installation of smooth and textured high-density polyethylene (HDPE) geomembrane, as shown on the Drawings. The work shall be performed as specified herein and in accordance with the Drawings and the site Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage, and seaming of the geomembrane.
1.02 RELATED SECTIONS
Section 02225 – Drainage Aggregate
Section 02771 – Geotextile
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of the American Society for Testing and Materials (ASTM) standards:
ASTM D 638 Standard Test Method for Tensile Properties of Plastics
ASTM D 792 Standard Test Methods for Specific Gravity (Relative Density) and Density of Plastics by Displacement
ASTM D 1505 Standard Test Methods for Density of Plastics by Density-Gradient Technique
ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics
ASTM D 4439 Terminology for Geosynthetics
ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products
ASTM D 5199 Standard Test Method for Measuring the Nominal Thickness of Geosynthetics
ASTM D 5397 Test Method for Evaluation of Stress Crack Resistance of Polyolefin Geomembranes Using Notched Constant Tensile Load Test
ASTM D 5596 Recommended Practice for Microscopical Examination of Pigment Dispersion in Plastic Compounds
ASTM D 5641 Practice for Geomembrane Seam Evaluation by Vacuum Chamber
ASTM D 5820 Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes

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ASTM D 6365 Standard Test Method for the Non-destructive Testing of Geomembrane Seams using the Spark Test.
ASTM D 6392 Standard Test Method for Determining the Integrity of Non-reinforced Geomembrane Seams Produced using Thermo-Fusion Methods.
1.04 QUALIFICATIONS
A. Geomembrane Manufacturer:
1. The Geomembrane Manufacturer shall be responsible for the production of geomembrane rolls from resin and shall have sufficient production capacity and qualified personnel to provide material meeting the requirements of this Section and the construction schedule for this project.
2. The Geomembrane Manufacturer shall have successfully manufactured a minimum of 20,000,000 square feet of polyethylene geomembrane.
B. Geosynthetics Installer:
1. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for field handling, deploying, seaming, temporarily restraining (against wind), and other aspects of the deployment and installation of the geomembrane and other geosynthetic components of the project.
2. The Geosynthetics Installer shall have successfully installed a minimum of 20,000,000 square feet of polyethylene geomembrane on previous projects with similar side slopes, bench widths, and configurations.
3. The installation crew shall have the following experience.
a. The Superintendent shall have supervised the installation of a minimum of 10,000,000 square feet of polyethylene geomembrane on at least ten (10) different projects.
b. At least one seamer shall have experience seaming a minimum of 2,000,000 square feet of polyethylene geomembrane using the same type of seaming apparatus to be used at this Site. Seamers with such experience will be designated "master seamers" and shall provide direct supervision over less experienced seamers.
c. All other seaming personnel shall have seamed at least 100,000 square feet of polyethylene geomembrane using the same type of seaming apparatus to be used at this site. Personnel who have seamed less than 100,000 square feet shall be allowed to seam only under the direct supervision of the master seamer or Superintendent.
1.05 WARRANTY
A. The Geosynthetic Manufacturer shall furnish the Owner a 20-year written warranty against defects in materials. Warranty conditions concerning limits of liability will be evaluated by, and must be acceptable to, the Owner.
B. The Geosynthetic Installer shall furnish the Owner with a 1-year written warranty against defects in workmanship. Warranty conditions concerning limits of liability will be evaluated by, and must be acceptable to, the Owner.

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1.06 SUBMITTALS
A. The Geosynthetic Installer shall submit the following documentation on the resin used to manufacture the geomembrane to the Construction Manager for approval 14 days prior to transporting any geomembrane to the Site.
1. Copies of quality control certificates issued by the resin supplier including the production dates, brand name, and origin of the resin used to manufacture the geomembrane for the project.
2. Results of tests conducted by the Geomembrane Manufacturer to verify the quality of the resin used to manufacture the geomembrane rolls assigned to the project.
3. Certification that no reclaimed polymer is added to the resin during the manufacturing of the geomembrane to be used for this project, or, if recycled polymer is used, the Manufacturer shall submit a certificate signed by the production manager documenting the quantity of recycled material, including a description of the procedure used to measure the quantity of recycled polymer.
B. The Geosynthetic Installer shall submit the following documentation on geomembrane roll production to the Construction Manager for approval 14 days prior to transporting any geomembrane to the site.
1. Quality control certificates, which shall include:
a. roll numbers and identification; and
b. results of quality control tests, including descriptions of the test methods used, outlined in Subpart 2.02 of this Section.
2. The manufacturer warranty specified in Subpart 1.05 of this Section.
C. The Geosynthetic Installer shall submit the following information to the Construction Manager for approval 14 days prior to mobilization.
1. A Panel Layout Drawing showing the installation layout and identifying geomembrane panel configurations, dimensions, details, locations of seams, as well as any variance or additional details that deviate from the Drawings. The Panel Layout Drawing shall be adequate for use as a construction plan and shall include dimensions, details, etc. The Panel Layout Drawing, as modified and/or approved by the Design Engineer, shall become Subpart of these Technical Specifications.
2. Installation schedule.
3. Copy of Geosynthetic Installer's letter of approval or license by the Geomembrane Manufacturer.
4. Installation capabilities, including:
a. information on equipment proposed for this project;
b. average daily production anticipated for this project; and
c. quality control procedures.
5. A list of completed facilities for which the Geosynthetic Installer has installed a minimum of 20,000,000 square feet of polyethylene geomembrane, in accordance with

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Subpart 1.04 of this Section. The following information shall be submitted to the Construction Manager for each facility:
a. the name and purpose of the facility, its location, and dates of installation;
b. the names of the owner, Engineer, and geomembrane manufacturer;
c. name of the supervisor of the installation crew; and
d. thickness and surface area of installed geomembrane.
6. In accordance with Subpart 1.04 of this Section, a resume of the Superintendent to be assigned to this project, including dates and duration of employment, shall be submitted at least 7 days prior to beginning geomembrane installation.
7. In accordance with Subpart 1.04 of this Section, resumes of all personnel who will perform seaming operations on this project, including dates and duration of employment, shall be submitted at least 7 days prior to beginning geomembrane installation.
D. A Certificate of Calibration less than 12 months old shall be submitted for each field tensiometer prior to installation of any geomembrane.
E. During installation, the Geosynthetic Installer shall be responsible for the timely submission to the Construction Manager of:
1. Quality control documentation; and
2. Subgrade Acceptance Certificates, signed by the Geosynthetic Installer, for each area to be covered by geosynthetic materials.
F. Upon completion of the installation, the Geosynthetic Installer shall be responsible for the submission to the Construction Manager of a warranty from the Geosynthetic Installer as specified in Subpart 1.05.B of this Section.
G. Upon completion of the installation, the Geosynthetic Installer shall be responsible for the submission to the Design Engineer of a Record Drawing showing the location and number of each panel and locations and numbers of destructive tests and repairs.
H. The Geosynthetic Installer shall submit samples and material property cut-sheets on the proposed geomembrane to the Construction Manager at least 7 days prior to delivery of this material to the site.
I. The Geosynthetic Installer shall submit the following documentation on welding rod to the Construction Manager for approval 14 days prior to transporting welding rod to the Site:
1. Quality control documentation, including lot number, welding rod spool number, and results of quality control tests on the welding rod.
2. Certification that the welding rod is compatible with the geomembrane and this Section.
1.07 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Geosynthetic Installer shall be aware of and accommodate all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the Geosynthetic Installer's materials or completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the deficient materials.

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PART 2 – PRODUCTS
2.01 GEOMEMBRANE PROPERTIES
A. The Geomembrane Manufacturer shall furnish white-or off-white-surfaced (upper side only), smooth and textured geomembrane having properties that comply with the required property values shown in Table 02770-1.
B. In addition to the property values listed in Table 02770-1, the geomembrane shall:
1. Contain a maximum of 1 percent by weight of additives, fillers, or extenders (not including carbon black and titanium dioxide).
2. Not have striations, pinholes (holes), bubbles, blisters, nodules, undispersed raw materials, or any sign of contamination by foreign matter on the surface or in the interior.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. Rolls:
1. The Geomembrane Manufacturer shall continuously monitor geomembrane during the manufacturing process for defects.
2. No geomembrane shall be accepted that exhibits any defects.
3. The Geomembrane Manufacturer shall measure and report the geomembrane thickness at regular intervals along the roll length.
4. No geomembrane shall be accepted that fails to meet the specified thickness.
5. The Geomembrane Manufacturer shall sample and test the geomembrane at a minimum of once every 50,000 square feet to demonstrate that its properties conform to the values specified in Table 02770-1. At a minimum, the following tests shall be performed:
Test Procedure
Thickness ASTM D 5199
Specific Gravity ASTM D 792 Method A or ASTM D 1505
Tensile Properties ASTM D 638
Puncture Resistance ASTM D 4833
Carbon Black ASTM D 1603
Carbon Black Dispersion ASTM D 5596
6. Tests not listed above but listed in Table 02770-1 need not be run at the one per 50,000 square feet frequency. However, the Geomembrane Manufacturer shall certify that these tests are in compliance with this Section and have been performed on a sample that is identical to the geomembrane to be used on this project. The Geosynthetic Installer shall provide the test result documentation to the Design Engineer.

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7. Any geomembrane sample that does not comply with the requirements of this Section will result in rejection of the roll from which the sample was obtained and will not be used for this project.
8. If a geomembrane sample fails to meet the quality control requirements of this Section, the Geomembrane Manufacturer shall sample and test, at the expense of the Manufacturer, rolls manufactured in the same resin batch, or at the same time, as the failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable test results is established to bound the failed roll(s).
9. Additional testing may be performed at the Geomembrane Manufacturer's discretion and expense, to isolate and more closely identify the non-complying rolls and/or to qualify individual rolls.
B. The Geomembrane Manufacturer shall permit the Design Engineer to visit the manufacturing plant for project specific visits. If possible, such visits will be prior to or during the manufacturing of the geomembrane rolls for the specific project. The Design Engineer may elect to collect conformance samples at the manufacturing facility to expedite the acceptance of the materials.
2.03 LABELING
A. Geomembrane rolls shall be labeled with the following information.
1. thickness of the material;
2. length and width of the roll;
3. name of Geomembrane Manufacturer;
4. product identification;
5. lot number; and
6. roll number.
2.04 TRANSPORTATION, HANDLING, AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the geomembrane incurred prior to and during transportation to the site.
B. Handling and care of the geomembrane at the site prior to and following installation shall be the responsibility of the Geosynthetic Installer. The Geosynthetic Installer shall be liable for all damage to the materials incurred prior to final acceptance of the liner system by the Owner.
C. Geosynthetic Installer shall be responsible for storage of the geomembrane at the site. The geomembrane shall be protected from excessive heat or cold, dirt, puncture, cutting, or other damaging or deleterious conditions. Any additional storage procedures required by the Geomembrane Manufacturer shall be the Geosynthetic Installer's responsibility. Geomembrane rolls shall not be stored or placed in a stack of more than two rolls high.
D. The geomembrane shall be delivered at least 14 days prior to the planned deployment date to allow the CQA Engineer adequate time to perform conformance testing on the geomembrane samples as described in Subpart 3.05 of this Section. If the CQA Engineer performed a visit to the manufacturing plant and performed the required conformance sampling, geomembrane can be delivered to the site within the 14 days prior to the planned deployment date as long as there is sufficient time for the CQA Engineer to complete the conformance testing and confirm that the rolls shipped to the site are in compliance with this Section.

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PART 3 – GEOMEMBRANE INSTALLATION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer shall become thoroughly familiar with all portions of the work falling within this Section.
B. Inspection:
1. The Geosynthetic Installer shall carefully inspect the installed work of all other Sections and verify that all work is complete to the point where the work of this Section may properly commence without adverse effect.
2. If the Geosynthetic Installer has any concerns regarding the installed work of other Sections, he shall notify the Construction Manager in writing prior to the start of the work of this Section. Failure to inform the Construction Manager in writing or commencing installation of the geomembrane will be construed as the Geosynthetic Installer's acceptance of the related work of all other Sections.
C. A pre-installation meeting shall be held to coordinate the installation of the geomembrane with the installation of other components of the liner system.
3.02 GEOMEMBRANE DEPLOYMENT
A. Layout Drawings:
1. The Geosynthetic Installer shall deploy the geomembrane panels in general accordance with the Panel Layout Drawing specified. The Panel Layout Drawing must be approved by the CQA Engineer prior to installation of any geomembrane.
B. Field Panel Identification:
1. A geomembrane field panel is a roll or a portion of roll cut in the field.
2. Each field panel shall be given a unique identification code (number or letter-number). This identification code shall be agreed upon by the Design Engineer and Geosynthetic Installer.
C. Field Panel Placement:
1. Field panels shall be installed, as approved or modified, at the location and positions indicated on the Panel Layout Drawing.
2. Field panels shall be placed one at a time, and each field panel shall be seamed immediately after its placement.
3. Geomembrane shall not be placed when the ambient temperature is below 32°F or above 122°F, as measured in Subpart 3.03.C.3 in this Section, unless otherwise authorized in writing by the Design Engineer.
4. Geomembrane shall not be placed during any precipitation, in the presence of excessive moisture (e.g., fog, dew), in an area of ponded water, or in the presence of wind speeds greater than 20 mph.

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5. The Geosynthetic Installer shall ensure that:
a. No vehicular traffic is allowed on the geomembrane with the exception of all terrain vehicles with a contact pressures at or lower than that exhibited by foot traffic.
b. Equipment used does not damage the geomembrane by handling, trafficking, or leakage of hydrocarbons (i.e., fuels).
c. Personnel working on the geomembrane do not smoke, wear damaging shoes, bring glass onto the geomembrane, or engage in other activities that could damage the geomembrane.
d. The method used to unroll the panels does not scratch or crimp the geomembrane and does not damage the supporting soil or geosynthetics.
e. The method used to place the panels minimizes wrinkles (especially differential wrinkles between adjacent panels). The method used to place the panels results in intimate contact between the geomembrane and adjacent components.
f. Temporary ballast and/or anchors (e.g., sand bags) are placed on the geomembrane to prevent wind uplift. Ballast methods must not damage the geomembrane.
g. The geomembrane is especially protected from damage in heavily trafficked areas.
h. Any rub sheets to facilitate seaming are removed prior to installation of subsequent panels.
6. Any field panel or portion thereof that becomes seriously damaged (torn, twisted, or crimped) shall be replaced with new material. Less serious damage to the geomembrane may be repaired, as approved by the CQA Engineer. Damaged panels or portions of damaged panels that have been rejected shall be removed from the work area and not reused.
D. If the Geosynthetic Installer intends to install geomembrane between one hour before sunset and one hour after sunrise, he shall notify the Construction Manager in writing prior to the start of the work. The Geosynthetic Installer shall indicate additional precautions that shall be taken during these installation hours. The Geosynthetic Installer shall provide proper illumination for work during this time period.
3.03 FIELD SEAMING
A. Seam Layout:
1. In corners and at odd-shaped geometric locations, the number of field seams shall be minimized. No horizontal seam shall be constructed along a slope with an inclination steeper than 10 percent. Horizontal seams shall be considered as any seam having an alignment exceeding 30 degrees from being perpendicular to the slope contour lines, unless otherwise approved by the Design Engineer. No seams shall be located in an area of potential stress concentration.
2. Seams shall not be allowed within 5 feet of the top or toe of any slope. Horizontal seams can be placed on benches, as long as they are not within 5 feet of the top or toe of slope.
B. Personnel:

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1. All personnel performing seaming operations shall be qualified as indicated in Subpart 1.04 of this Section. No seaming shall be performed unless a "master seamer" is present on-site.
C. Weather Conditions for Seaming:
1. Unless authorized in writing by the Design Engineer, seaming shall not be attempted at ambient temperatures below 32°F or above 122°F. If the Geosynthetic Installer wishes to use methods that may allow seaming at ambient temperatures below 32°F or above 122°F, the procedure must be approved by the Design Engineer.
2. A meeting will be held between the Geosynthetic Installer and Design Engineer to establish acceptable installation procedures. In all cases, the geomembrane shall be dry and protected from wind damage during installation.
3. Ambient temperatures, measured by the CQA Engineer, shall be measured between 0 and 6 inches above the geomembrane surface.
D. Overlapping:
1. The geomembrane shall be cut and/or trimmed such that all corners are rounded.
2. Geomembrane panels shall be shingled with the upslope panel placed over the down slope panel.
3. Geomembrane panels shall be sufficiently overlapped for welding and to allow peel tests to be performed on the seam. Any seams that cannot be destructively tested because of insufficient overlap shall be treated as failing seams.
E. Seam Preparation:
1. Prior to seaming, the seam area shall be clean and free of moisture, dust, dirt, debris of any kind, and foreign material.
2. If seam overlap grinding is required, the process shall be completed according to the Geomembrane Manufacturer's instructions within 20 minutes of the seaming operation and in a manner that does not damage the geomembrane. The grind depth shall not exceed ten percent of the geomembrane thickness.
3. Seams shall be aligned with the fewest possible number of wrinkles and "fishmouths."
F. General Seaming Requirements:
1. Fishmouths or wrinkles at the seam overlaps shall be cut along the ridge of the wrinkle to achieve a flat overlap, ending the cut with circular cut-out. The cut fishmouths or wrinkles shall be seamed and any portion where the overlap is insufficient shall be patched with an oval or round patch of geomembrane that extends a minimum of 6 inches beyond the cut in all directions.
2. Any electric generator shall be placed outside the area to be lined or mounted in a manner that protects the geomembrane from damage due to the weight and frame of the generator or due to fuel leakage. The electric generator shall be properly grounded.
G. Seaming Process:
1. Approved processes for field seaming are extrusion welding and double-track hot-wedge fusion welding. Only equipment identified as part of the approved submittal specified in Subpart 1.06 of this Section shall be used.

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2. Extrusion Equipment and Procedures:
a. The Geosynthetics Installer shall maintain at least one spare operable seaming apparatus on site.
b. Extrusion welding apparatuses shall be equipped with gauges giving the temperatures in the apparatuses.
c. Prior to beginning an extrusion seam, the extruder shall be purged until all heat-degraded extrudate has been removed from the barrel.
d. A smooth insulating plate or fabric shall be placed beneath the hot welding apparatus after use.
3. Fusion Equipment and Procedures:
a. The Geosynthetic Installer shall maintain at least one spare operable seaming apparatus on site.
b. Fusion-welding apparatus shall be automated vehicular-mounted devices equipped with gauges giving the applicable temperatures and speed.
c. A smooth insulating plate or fabric shall be placed beneath the hot welding apparatus after use.
H. Trial Seams:
1. Trial seams shall be made on fragment pieces of geomembrane to verify that seaming conditions are adequate. Trial seams shall be conducted on the same material to be installed and under similar field conditions as production seams. Such trial seams shall be made at the beginning of each seaming period, typically at the beginning of the day and after lunch, for each seaming apparatus used each day, but no less frequently than once every 5 hours. The trial seam sample shall be a minimum of 5 feet long by 1 foot wide (after seaming) with the seam centered lengthwise for fusion equipment and at least 3 feet long by 1 foot wide for extrusion equipment. Seam overlap shall be as indicated in Subpart 3.03.D of this Section.
2. Four coupon specimens, each 1-inch wide, shall be cut from the trial seam sample by the Geosynthetics Installer using a die cutter to ensure precise 1-inch wide coupons. The coupons shall be tested, by the Geosynthetic Installer, with the CQA Monitor present, in peel (both the outside and inside track) and in shear using an electronic readout field tensiometer in accordance with ASTM D 6392, at a strain rate of 2 inches/minute. The samples shall not exhibit failure in the seam, i.e., they shall exhibit a Film Tear Bond (FTB), which is a failure (yield) in the parent material. The required peel and shear seam strength values are listed in Table 02770-2. At no time shall specimens be soaked in water.
3. If any coupon specimen fails, the trial seam shall be considered failing and the entire operation shall be repeated. If any of the additional coupon specimens fail, the seaming apparatus and seamer shall not be accepted and shall not be used for seaming until the deficiencies are corrected and two consecutive successful trial seams are achieved.
I. Nondestructive Seam Continuity Testing:
1. The Geosynthetic Installer shall nondestructively test for continuity on all field seams over their full length. Continuity testing shall be carried out as the seaming work progresses, not at the completion of all field seaming. The Geosynthetic Installer shall

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complete any required repairs in accordance with Subpart 3.03.K of this Section. The following procedures shall apply:
a. Vacuum testing in accordance with ASTM D 5641.
b. Air channel pressure testing for double-track fusion seams in accordance with ASTM D 5820 and the following:
i. Insert needle, or other approved pressure feed device, from pressure gauge and inflation device into the air channel at one end of a double track seam.
ii. Energize the air pump and inflate air channel to a pressure between 25 and 30 pounds per square inch (psi). Close valve and sustain the pressure for not less than 5 minutes.
iii. If loss of pressure exceeds 3 psi over 5 minutes, or if the pressure does not stabilize, locate the faulty area(s) and repair seam in accordance with Subpart 3.03.K of this Section.
iv. After 5 minutes, cut the end of air channel opposite from the end with the pressure gauge and observe release of pressure to ensure air channel is not blocked. If the channel does not depressurize, find and repair the portion of the seam containing the blockage per Subpart 3.03.K of this Section. Repeat the air pressure test on the resulting segments of the original seam created by the repair and the ends of the seam.. Repeat the process until the entire length of seam has successfully passed pressure testing or contains a repair. Repairs shall also be non-destructively tested per Subpart 3.03.K.5 of this Section.
v. Remove needle, or other approved pressure feed device, and seal repair in accordance with Subpart 3.03.K of this Section.
c. Spark test seam integrity verification shall be performed in accordance with ASTM D 6365 if the seam cannot be tested using other nondestructive methods.
J. Destructive Testing:
1. Destructive seam tests shall be performed on samples collected from selected locations to evaluate seam strength and integrity. Destructive tests shall be carried out as the seaming work progresses, not at the completion of all field seaming.
2. Sampling:
a. Destructive test samples shall be collected at a minimum average frequency of one test location per 500 feet of total seam length. If after a total of 50 samples have been tested and no more than 1 sample has failed, the frequency can be increased to one per 1,000 feet. Test locations shall be determined during seaming, and may be prompted by suspicion of excess crystallinity, contamination, offset seams, or any other potential cause of imperfect seaming. The CQA Engineer will be responsible for choosing the locations. The Geosynthetic Installer shall not be informed in advance of the locations where the seam samples will be taken. The CQA Engineer reserves the right to increase the sampling frequency if observations suggest an increased frequency is warranted.

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b. The CQA Engineer shall mark the destructive sample locations. Samples shall be cut by the Geosynthetic Installer at the locations designated by the CQA Engineer as the seaming progresses in order to obtain laboratory test results before the geomembrane is covered by another material. Each sample shall be numbered and the sample number and location identified on the Panel Layout Drawing. All holes in the geomembrane resulting from the destructive seam sampling shall be immediately repaired in accordance with the repair procedures described in Subpart 3.03.K of this Section. The continuity of the new seams associated with the repaired areas shall be tested according to Subpart 3.03.I of this Section.
c. Two coupon strips of dimensions 1-inch wide and 12-inches long with the seam centered parallel to the width shall be taken from any side of the sample location. These samples shall be tested in the field in accordance with Subpart 3.03.J.3 of this Section. If these samples pass the field test, a laboratory sample shall be taken. The laboratory sample shall be at least 1-foot wide by 3.5-feet long with the seam centered along the length. The sample shall be cut into three parts and distributed as follows:
i. One portion 12-inches long to the Geosynthetic Installer.
ii. One portion 18-inches long to the Geosynthetic CQA Laboratory for testing.
iii. One portion 12-inches long to the Owner for archival storage.
3. Field Testing:
a. The two 1-inch wide strips shall be tested in the field tensiometer in the peel mode on both sides of the double track fusion welded sample. The CQA Engineer has the option to request an additional test in the shear mode. If any field test sample fails to meet the requirements in Table 02770-2, then the procedures outlined in Subpart 3.03.J.5 of this Section for a failing destructive sample shall be followed.
4. Laboratory Testing:
a. Testing by the Geosynthetics CQA Laboratory will include "Seam Strength" and "Peel Adhesion" (ASTM D 6392) with 1-inch wide strips tested at a rate of 2 inches/minute. At least 5 specimens will be tested for each test method (peel and shear). Four of the five specimens per sample must pass both the shear strength test and peel adhesion test when tested in accordance with ASTM D 6392. The minimum acceptable values to be obtained in these tests are indicated in Table 02770-2. Both the inside and outside tracks of the dual track fusion welds shall be tested in peel.
5. Destructive Test Failure:
a. The following procedures shall apply whenever a sample fails a destructive test, whether the test is conducted by the Geosynthetic CQA's laboratory, the Geosynthetic Installer laboratory, or by a field tensiometer. The Geosynthetic Installer shall have two options:
i. The Geosynthetic Installer can reconstruct the seam (e.g., remove the old seam and reseam) between any two laboratory-passed destructive test locations created by that seaming apparatus. Trial welds do not count as a passed destructive test.

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ii. The Geosynthetic Installer can trace the welding path in each direction to an intermediate location, a minimum of 10 feet from the location of the failed test, and take a small sample for an additional field test at each location. If these additional samples pass the field tests, then full laboratory samples shall be taken. These full laboratory samples shall be tested in accordance with Subpart 3.03.J.4 of this Section. If these laboratory samples pass the tests, then the seam path between these locations shall be reconstructed and nondestructively (at a minimum) tested. If a sample fails, then the process shall be repeated, i.e. another destructive sample shall be obtained and tested at a distance of at least 10 more feet in the seaming path from the failed sample. The seam path between the ultimate passing sample locations shall be reconstructed and nondestructively (at a minimum) tested. In cases where repaired seam lengths exceed 150 feet, a destructive sample shall be taken from the repaired seam and the above procedures for destructive seam testing shall be followed.
b. Whenever a sample fails destructive or non-destructive testing, the CQA Engineer may require additional destructive tests be obtained from seams that were created by the same seamer and/or seaming apparatus during the same time shift.
K. Defects and Repairs:
1. The geomembrane will be inspected before and after seaming for evidence of defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. The surface of the geomembrane shall be clean at the time of inspection. The geomembrane surface shall be swept or washed by the Installer if surface contamination inhibits inspection.
2. At observed suspected flawed location, both in seamed and non-seamed areas, shall be nondestructively tested using the methods described Subpart 3.03.I of this Section, as appropriate. Each location that fails nondestructive testing shall be marked by the CQA Engineer and repaired by the Geosynthetic Installer.
3. When seaming of a geomembrane is completed (or when seaming of a large area of a geomembrane is completed) and prior to placing overlying materials, the CQA Engineer shall identify all excessive geomembrane wrinkles. The Geosynthetic Installer shall cut and reseam all wrinkles so identified. The seams thus produced shall be tested as per all other seams.
4. Repair Procedures:
a. Any portion of the geomembrane exhibiting a flaw, or failing a destructive or nondestructive test, shall be repaired by the Geosynthetic Installer. Several repair procedures are acceptable. The final decision as to the appropriate repair procedure shall be agreed upon between the Design Engineer and the Geosynthetic Installer. The procedures available include:
i. Patching – extrusion welding a patch to repair holes larger than 1/16 inch, tears, undispersed raw materials, and contamination by foreign matter;
ii. Abrading and reseaming – applying an extrusion seam to repair very small sections of faulty extruded seams;
iii. Spot seaming – applying an extrusion bead to repair minor, localized flaws such as scratches and scuffs;

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iv. Capping – extrusion welding a geomembrane cap over long lengths of failed seams; and
v. Strip repairing – cutting out bad seams and replacing with a strip of new material seamed into place on both sides with fusion welding.
b. In addition, the following criteria shall be satisfied:
i. surfaces of the geomembrane that are to be repaired shall be abraded no more than 20 minutes prior to the repair;
ii. all surfaces must be clean and dry at the time of repair;
iii. all seaming equipment used in repair procedures must be approved by trial seaming;
iv. any other potential repair procedures shall be approved in advance, for the specific repair, by the Design Engineer;
v. patches or caps shall extend at least 6 inches beyond the edge of the defect, and all corners of patches and holes shall be rounded with a radius of at least 3 inches;
vi. extrudate shall extend a minimum of 3 inches beyond the edge of the patch; and
vii. any geomembrane below large caps shall be appropriately cut to avoid water or gas collection between the two sheets.
5. Repair Verification:
a. Repairs shall be nondestructively tested using the methods described in Subpart 3.03.I of this Section, as appropriate. Repairs that pass nondestructive testing shall be considered acceptable repairs. Repairs that failed nondestructive or destructive testing will require the repair to be reconstructed and retested until passing test results are observed. At the discretion of the CQA Engineer, destructive testing may be required on any caps.
3.04 MATERIALS IN CONTACT WITH THE GEOMEMBRANE
A. The Geosynthetic Installer shall take all necessary precautions to ensure that the geomembrane is not damaged during its installation. During the installation of other components of the liner system by the Contractor, the Contractor shall ensure that the geomembrane is not damaged. Any damage to the geomembrane caused by the Contractor shall be repaired by the Geosynthetic Installer at the expense of the Contractor.
B. Soil and aggregate materials shall not be placed over the geomembranes at ambient temperatures below 32°F or above 122°F, unless otherwise specified.
C. All attempts shall be made to minimize wrinkles in the geomembrane.
D. Construction loads permitted on the geomembrane are limited to foot traffic and all terrain vehicles with a contact pressures at or lower than that exhibited by foot traffic.
3.05 CONFORMANCE TESTING
A. Samples of the geomembrane will be removed by the CQA Engineer and sent to a Geosynthetic CQA Laboratory for testing to ensure conformance with the requirements of this Section. The

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CQA Engineer may collect samples at the manufacturing plant or from the rolls delivered to the site. The Geosynthetic Installer shall assist the CQA Engineer in obtaining conformance samples from any geomembrane rolls sampled at the site. The Geosynthetic Installer and Contractor shall account for this sampling and testing requirement in the installation schedule, including the turnaround time for laboratory results. Only materials that meet the requirements of Subpart 2.02 of this Section shall be installed.
B. Samples will be selected by the CQA Engineer in accordance with this Section and with the procedures outlined in the CQA Plan.
C. Samples will be taken at a minimum frequency of one sample per 100,000 square feet. If the Geomembrane Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of 100,000 square feet (90,000 square feet), then the Geosynthetic Installer shall pay the cost for all additional testing.
D. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with the requirements of Subpart 2.02 of this Section.
E. The following tests will be performed by the CQA Engineer:
Test Test Method
Specific Gravity ASTM D 792 or D 1505
Thickness ASTM D 5199
Tensile Properties ASTM D 638
Carbon Black Content ASTM D 1603
Carbon Black Dispersion ASTM D 5596
F. Any geomembrane that is not certified in accordance with Subpart 1.06.C of this Section, or that conformance testing indicates does not comply with Subpart 2.02 of this Section, shall be rejected. The Geosynthetic Installer shall replace the rejected material with new material.
3.06 GEOMEMBRANE ACCEPTANCE
A. The Geosynthetic Installer shall retain all ownership and responsibility for the geomembrane until accepted by the Owner.
B. The geomembrane will not be accepted by the Owner before:
1. the installation is completed;
2. all documentation is submitted;
3. verification of the adequacy of all field seams and repairs, including associated testing, is complete; and
4. all warranties are submitted.
3.07 PROTECTION OF WORK
A. The Geosynthetic Installer and Contractor shall use all means necessary to protect all work of this Section.
B. In the event of damage, the Geosynthetic Installer shall make all repairs and replacements necessary, to the satisfaction of the CQA Engineer.

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PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for 60-mil, smooth and textured HDPE geomembrane will be measured as in-place square feet (SF), as measured by the surveyor, including geomembrane in the anchor trench to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
• Submittals.
• Quality Control.
• Shipping, handling and storage.
• Deployment.
• Layout survey.
• Mobilization.
• Rejected material.
• Rejected material removal, handling, re-testing, and repair.
• Overlaps and seaming.
• Temporary anchorage.
• Pipe boots.
• Cleaning seam area.

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TABLE 02770-1 REQUIRED HDPE GEOMEMBRANE PROPERTIES
PROPERTIES QUALIFIERS UNITS
SMOOTH HDPE
SPECIFIED VALUES
TEXTURED HDPE
SPECIFIED VALUES TEST METHOD
Physical Properties
Thickness Average
Minimum
mils
mils
60
54
60
54
ASTM D 5199

Specific Gravity Minimum N/A 0.94 0.94 ASTM D 792 Method A
or ASTM D 1505
Mechanical Properties
Tensile Properties (each direction)
1. Tensile (Break) Strength
2. Elongation at Break 3. Tensile (Yield) Strength
4. Elongation at Yield

Minimum

lb/in
% lb/in
%

228
700 126
12

90
100
126
12

ASTM D 638
Puncture Minimum lb 108 90 ASTM D 4833
Environmental Properties
Carbon Black Content Range % 2-3 2 ASTM D 1603
Carbon Black Dispersion N/A none Note 1 Note 1 ASTM D 5596
Environmental Stress Crack Minimum hr 300 300 ASTM D 5397
Notes: (1) Minimum 9 of 10 in Categories 1 or 2; 10 in Categories 1, 2, or 3.

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TABLE 02770-2 REQUIRED GEOMEMBRANE SEAM PROPERTIES
PROPERTIES QUALIFIERS UNITS SPECIFIED
VALUES(3) TEST METHOD
Shear Strength(1)
Fusion minimum lb/in 120 ASTM D 6392
Extrusion minimum lb/in 120 ASTM D 6392
Peel Adhesion
FTB(2) Visual Observation
Fusion minimum lb/in 91 ASTM D 6392
Extrusion minimum lb/in 78 ASTM D 6392

Notes: (1) Also called “Bonded Seam Strength”.
(2) FTB = Film Tear Bond means that failure is in the parent material, not the seam. The maximum seam separation is 25 percent of the seam area.
(3) Four of five specimens per destructive sample must pass both the shear and peel strength tests.

[END OF SECTION]

Cell 4B Lining System Construction Geotextile
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02771-1 December 2007Revised January 2009Revised August 2009
SECTION 02771 GEOTEXTILE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for the installation of the geotextile. The work shall be carried out as specified herein and in accordance with the Drawings and the Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, and seaming of the various geotextile components of the project.
C. Geotextile shall be used between the Drainage Aggregate and Geomembrane as shown on the Drawings.
1.02 RELATED SECTIONS
Section 02200 – Earthwork
Section 02225 – Drainage Aggregate
Section 02770 – Geomembrane
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of American Society for Testing and Materials (ASTM) standards:
ASTM D 4355 Standard Test Method for Deterioration of Geotextile from Exposure to Ultraviolet Light and Water
ASTM D 4439 Terminology for Geosynthetics
ASTM D 4491 Standard Test Method for Water Permeability of Geotextile by Permittivity
ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of Geotextile
ASTM D 4632 Standard Test Method for Breaking Load and Elongation of Geotextile (Grab Method)
ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of a Geotextile
ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextile, Geomembranes, and Related Products
ASTM D 5261 Standard Test Method for Measuring Mass Per Unit Area of Geotextile

1.04 SUBMITTALS

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A. The Contractor shall submit the following information regarding the proposed geotextile to the Construction Manager for approval at least 7 days prior to geotextile delivery:
1. manufacturer and product name;
2. minimum property values of the proposed geotextile and the corresponding test procedures;
3. projected geotextile delivery dates; and
4. list of geotextile roll numbers for rolls to be delivered to the site.
B. At least 7 days prior to geotextile placement, the Contractor shall submit to the Construction Manager the Manufacturing Quality Control (MQC) certificates for each roll of geotextile. The certificates shall be signed by responsible parties employed by the geotextile manufacturer (such as the production manager). The MQC certificates shall include:
1. lot, batch, and/or roll numbers and identification;
2. MQC test results, including a description of the test methods used; and
3. Certification that the geotextile meets or exceeds the required properties of the Drawings and this Section.
1.05 CQA MONITORING
A. The Contractor shall be aware of and accommodate all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the Contractor's materials or completed work, the Contractor will be required to repair the deficiency or replace the deficient materials at no additional expense to the Owner.
PART 2 – PRODUCTS
2.01 GEOTEXTILE PROPERTIES
A. The Geotextile Manufacturer shall furnish materials that meet or exceed the criteria specified in Table 02771-1 in accordance with the minimum average roll value (MARV), as defined by ASTM D 4439.
B. The geotextile shall be nonwoven materials, suitable for use in filter/separation and cushion applications.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. The geotextile shall be manufactured with MQC procedures that meet or exceed generally accepted industry standards.
B. The Geotextile Manufacturer shall sample and test the geotextile to demonstrate that the material conforms to the requirements of these Specifications.
C. Any geotextile sample that does not comply with this Section shall result in rejection of the roll from which the sample was obtained. The Contractor shall replace any rejected rolls.
D. If a geotextile sample fails to meet the MQC requirements of this Section the Geotextile Manufacturer shall additionally sample and test, at the expense of the Manufacturer, rolls manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls

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shall continue until a pattern of acceptable test results is established to define the bounds of the failed roll(s). All the rolls pertaining to the failed rolls shall be rejected.
E. Additional sample testing may be performed, at the Geotextile Manufacturer's discretion and expense, to identify more closely the extent of non-complying rolls and/or to qualify individual rolls.
F. Sampling shall, in general, be performed on sacrificial portions of the geotextile material such that repair is not required. The Geotextile Manufacturer shall sample and test the geotextile to demonstrate that the geotextile properties conform to the values specified in Table 02771-1.
1. At a minimum, the following MQC tests shall be performed on the geotextile (results of which shall meet the requirements specified in Table 02271):
Test Procedure Frequency
Grab strength ASTM D 4632 130,000 ft2
Mass per Unit Area ASTM D 5261 130,000 ft2
Tear strength ASTM D 4533 130,000 ft2
Puncture strength ASTM D 4833 130,000 ft2
Permittivity ASTM D 4491 540,000 ft2
A.O.S. ASTM D 4751 540,000 ft2
G. The Geotextile Manufacturer shall comply with the certification and submittal requirements of this Section.
2.03 PACKING AND LABELING
A. Geotextile shall be supplied in rolls wrapped in relatively impervious and opaque protective covers.
B. Geotextile rolls shall be marked or tagged with the following information:
1. manufacturer's name;
2. product identification;
3. lot or batch number;
4. roll number; and
5. roll dimensions.
2.04 TRANSPORTATION, HANDLING, AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the geotextile incurred prior to and during transportation to the site.
B. The geotextile shall be delivered to the site at least 14 days prior to the planned deployment date to allow the CQA Engineer adequate time to perform conformance testing on the geotextile samples as described in Subpart 3.06 of this Section.

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C. Handling, unloading, storage, and care of the geotextile at the site, prior to and following installation, are the responsibility of the Contractor. The Contractor shall be liable for any damage to the materials incurred prior to final acceptance by the Owner.
D. The Contractor shall be responsible for offloading and storage of the geotextile at the site.
E. The geotextile shall be protected from sunlight, puncture, or other damaging or deleterious conditions. The geotextile shall be protected from mud, dirt, and dust. Any additional storage procedures required by the geotextile Manufacturer shall be the responsibility of the Contractor.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Contractor shall become thoroughly familiar with the site, the site conditions, and all portions of the work falling within this Section.
B. If the Contractor has any concerns regarding the installed work of other Sections or the site, the Construction Manager shall be notified, in writing, prior to commencing the work. Failure to notify the Construction Manager or commencing installation of the geotextile will be construed as Contractor's acceptance of the related work of all other Sections.
3.02 PLACEMENT
A. Geotextile installation shall not commence over other materials until CQA conformance evaluations, by the CQA Engineer, of underlying materials are complete, including evaluations of the Contractor's survey results to confirm that the previous work was constructed to the required grades, elevations, and thicknesses. Should the Contractor begin the work of this Section prior to the completion of CQA evaluations for underlying materials or this material, this shall be at the risk of removal of these materials, at the Contractor’s expense, to remedy the non-conformances. The Contractor shall account for the CQA conformance evaluations in the construction schedule.
B. The Contractor shall handle all geotextile in such a manner as to ensure it is not damaged in any way.
C. The Contractor shall take any necessary precautions to prevent damage to underlying materials during placement of the geotextile.
D. After unwrapping the geotextile from its opaque cover, the geotextile shall not be left exposed for a period in excess of 15 days unless a longer exposure period is approved in writing by the Geotextile Manufacturer.
E. The Contractor shall take care not to entrap stones, excessive dust, or moisture in the geotextile during placement.
F. The Contractor shall anchor or weight all geotextile with sandbags, or the equivalent, to prevent wind uplift.
G. The Contractor shall examine the entire geotextile surface after installation to ensure that no foreign objects are present that may damage the geotextile or adjacent layers. The Contractor shall remove any such foreign objects and shall replace any damaged geotextile.
3.03 SEAMS AND OVERLAPS
A. On slopes steeper than 10 horizontal to 1 vertical, geotextiles shall be continuous down the slope; that is, no horizontal seams are allowed. Horizontal seams shall be considered as any seam having an alignment exceeding 20 degrees from being perpendicular to the slope contour lines, unless

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otherwise approved by the Design Engineer. No horizontal seams shall be allowed within 5 feet of the top or toe of the slopes.
B. Geotextile shall be overlapped a minimum of 12-inches.
3.04 REPAIR
A. Any holes or tears in the geotextile shall be repaired using a patch made from the same geotextile. If a tear exceeds 50 percent of the width of a roll, that roll shall be removed and replaced.
3.05 PLACEMENT OF SOIL MATERIALS
A. The Contractor shall place soil materials on top of the geotextile in such a manner as to ensure that:
1. the geotextile and the underlying materials are not damaged;
2. minimum slippage occurs between the geotextile and the underlying layers during placement; and
3. excess stresses are not produced in the geotextile.
B. Equipment shall not be driven directly on the geotextile.
3.06 CONFORMANCE TESTING
A. Conformance samples of the geotextile materials will be removed by the CQA Engineer after the material has been received at the site and sent to a Geosynthetic CQA Laboratory for testing to ensure conformance with the requirements of this Section and the CQA Plan. This testing will be carried out, in accordance with the CQA Plan, prior to the start of the work of this Section.
B. Samples of each geotextile will be taken, by the CQA Engineer, at a minimum frequency of one sample per 260,000 square feet (minimum of one).
C. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with requirements of Subpart 2.01 of this Section until passing conformance test results are obtained for all material that is received at the site. This additional testing shall be performed at the expense of the Contractor.
D. The following conformance tests will be performed (results of which shall meet the requirements specified in Table 02771):
Test Procedure
Grab strength ASTM D 4632
Mass per Unit Area ASTM D 5261
Puncture strength ASTM D 4833
Permittivity ASTM D 4491
A.O.S. ASTM D 4751
E. Any geotextile that is not certified in accordance with Subpart 1.04 of this Section, or that conformance testing results do not comply with Subpart 2.01 of this Section, will be rejected. The Contractor shall replace the rejected material with new material. All other rolls that are represented by failing test results will also be rejected, unless additional testing is performed to further determine the bounds of the failed material.

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3.07 PROTECTION OF WORK
A. The Contractor shall protect all work of this Section.
B. In the event of damage, the Contractor shall make repairs and replacements to the satisfaction of the CQA Engineer at the expense of the Contractor.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Geotextile will be incidental to PVC Pipe, and payment will be based on the unit price provided for PVC Pipe on the Bid Schedule.
B. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Shipping, handling, and storage.
• Layout survey.
• Mobilization.
• Rejected material.
• Overlaps and seaming.
• Rejected material removal, handling, re-testing, and repair.
• Temporary anchorage.

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TABLE 02771-1 REQUIRED PROPERTY VALUES FOR GEOTEXTILE
PROPERTIES QUALIFIERS UNITS
SPECIFIED
VALUES
TEST
METHOD
Physical Properties
Mass per unit area Minimum oz/yd2 16 ASTM D 5261
Apparent opening size (O95) Maximum mm 0.21 ASTM D 4751
Permittivity Minimum s-1 0.5 ASTM D 4491
Grab strength Minimum lb 390 ASTM D 4632
Tear strength Minimum lb 150 ASTM D 4533
Puncture strength Minimum lb 240 ASTM D 4833
Ultraviolet Resistance @
500 hours
Minimum % 70 ASTM D 4355
[ END OF SECTION ]

Cell 4B Lining System Construction Geosynthetic Clay Liner
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02772- 1 December 2007Revised January 2009Revised August 2009
SECTION 02772 GEOSYNTHETIC CLAY LINER
PART 1 – GENERAL
1.01 SCOPE
A. The Geosynthetic Installer shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for installation of the geosynthetic clay liner (GCL). The work shall be carried out as specified herein and in accordance with the Drawings and Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage, and seaming of the GCL.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
Section 02770 – Geomembrane
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest Version American Society of Testing and Materials (ASTM) Standards:
ASTM D 5887 Test Method for Measurement of Index Flux Through Saturated Geosynthetic Clay Liner Specimens using a Flexible Wall Permeameter
ASTM D 5888 Guide for Storage and Handling of Geosynthetic Clay Liners
ASTM D 5890 Test Method for Swell Index of Clay Mineral Component of Geosynthetic Clay Liners
ASTM D 5891 Test Method for Fluid Loss of Clay Component of Geosynthetic Clay Liners
ASTM D 5993 Test Method for Measuring Mass per Unit Area of Geosynthetic Clay Liners
1.04 QUALIFICATIONS
A. GCL Manufacturer:
1. The Manufacturer shall be a well-established firm with more than five (5) years of experience in the manufacturing of GCL.
2. The GCL Manufacturer shall be responsible for the production of GCL rolls and shall have sufficient production capacity and qualified personnel to provide material meeting the requirements of this Section and the construction schedule for this project.
B. GCL Installer:
1. The Geosynthetic Installer shall install the GCL and shall meet the requirements of Section 02770 Subpart 1.04. B and this Section.
2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for field handling, deploying, temporarily restraining (against wind), and other aspects of the

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deployment and installation of the GCL and other geosynthetic components of the project.
1.05 SUBMITTALS
A. At least 7 days before transporting any GCL to the site, the Manufacturer shall provide the following documentation to the Construction Manager for approval.
1. list of material properties, including test methods utilized to analyze/confirm properties.
2. GCL samples.
3. projected delivery dates for this project.
4. Manufacturing quality control certificates for each shift's production for which GCL for the project was produced, signed by responsible parties employed by the Manufacturer (such as the production manager).
5. Manufacturer Quality Control (MQC) certificates, including:
a. roll numbers and identification; and
b. MQC results, including description of test methods used, outlined in Subpart 2.02 of this Section.
6. Certification that the GCL meets all the properties outlined in Subpart 2.01 of this Section.
1.06 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the deficient materials at no additional cost to the Owner.
PART 2 – PRODUCTS
2.01 MATERIAL PROPERTIES
A. The flux of the bentonite portion of the GCL shall be no greater than 1×10-8 m3/m2-sec, when measured in a flexible wall permeameter in accordance with ASTM D 5887 under an effective confining stress of 5 pounds per square inch (psi).
B. The GCL shall have the following minimum dimensions:
1. the minimum roll width shall be 15 feet; and
2. the linear length shall be long enough to conform with the requirements specified in this Section.
C. The bentonite used to fabricate the GCL shall be comprised of at least 88 percent sodium montmorillonite.
D. The bentonite component of the GCL shall be applied at a minimum concentration of 0.75 pound per square foot (psf), when measured at a water content of 0 percent.
E. The GCL shall meet or exceed all required property values listed in Table 02772-1.

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F. The bentonite will be adhered to the backing material(s) in a manner that prevents it from being dislodged when transported, handled, and installed in a manner prescribed by the Manufacturer. The method used to hold the bentonite in place shall not be detrimental to other components of the lining system.
G. The geotextile components of the GCL shall be woven and nonwoven and have a combined mass per unit area of 9 ounces per square yard (oz./SY).
H. The GCL shall be needle punched.
2.02 INTERFACE SHEAR TESTING
A. Interface Shear test(s) shall be performed on the proposed geosynthetic and soil components in accordance with ASTM D 5321. Tests shall be performed on several geosynthetic interfaces as outlined below.
1. Hydrated GCL and Cushion Geotextile to textured HDPE Geomembrane interface - the GCL shall be underlain by prepared subgrade compacted to 90% of the maximum dry density (ASTM D 1557) at the optimum moisture content and overlain by a textured 60-mil HDPE geomembrane and cushion geotextile. The geosynthetic components of the liner system shall be allowed to “float” (i.e., not fixed) such that the failure surface can occur between any of the interfaces.
a. The test shall evaluate the interface between the woven GCL or cushion geotextile and a textured HDPE geomembrane. Before shearing, the GCL shall be hydrated under for 48 hours. The test shall be performed at normal stresses of 100, 200, and 300 psf at a shear rate of no more than 0.04 in./min. (1 mm/min.).
b. The results of this test shall have a peak apparent friction angle in excess of 25 degrees.
2. Hydrated GCL and geonet to smooth geomembrane interface - the GCL shall be underlain by prepared subgrade compacted to 90% of the maximum dry density (ASTM D 1557) at the optimum moisture content and overlain by a smooth 60-mil HDPE geomembrane and geonet. The geosynthetic components of the liner system shall be allowed to “float” (i.e., not fixed) such that the failure surface can occur between any of the interfaces.
a. The test shall evaluate the interface between the woven GCL or geonet and a smooth HDPE geomembrane. Before shearing, the GCL shall be hydrated under a loading of 250 psf for 48 hours. The test shall be performed at normal stresses of 10, 20, and 30 psi at a shear rate of no more than 0.04 in./min. (1 mm/min.).
b. The results of this test shall have a peak apparent friction angle in excess of 10 degrees.
2.03 MANUFACTURING QUALITY CONTROL (MQC)
A. The GCL shall be manufactured with quality control procedures that meet or exceed generally accepted industry standards.
B. The Manufacturer shall sample and test the GCL to demonstrate that the material complies with the requirements of this Section.
C. Any GCL sample that does not comply with this Section will result in rejection of the roll from which the sample was obtained. The Manufacturer shall replace any rejected rolls.

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D. If a GCL sample fails to meet the quality control requirements of this Section, the Design Engineer will require that the Manufacturer sample and test, at the expense of the Manufacturer, rolls manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable test results is established to determine the bounds of the failed roll(s). All rolls pertaining to failed tests shall be rejected.
E. Additional sample testing may be performed, at the Manufacturer's discretion and expense, to more closely identify the extent of any non-complying rolls and/or to qualify individual rolls.
F. Sampling shall, in general, be performed on sacrificial portions of the GCL material such that repair is not required. The Manufacturer shall sample and test the GCL to demonstrate that its properties conform to the requirements stated herein. At a minimum, the following (MQC) tests shall be performed by the Manufacturer: dry mass per unit area (ASTM D5993) and index flux at frequencies of at least one per 50,000 square feet and one per 200,000 square feet, respectively.
G. The Manufacturer shall comply with the certification and submittal requirements of this Section.
2.04 PACKING AND LABELING
A. GCL shall be supplied in rolls wrapped in impervious and opaque protective covers.
B. GCL shall be marked or tagged with the following information:
1. Manufacturer's name;
2. product identification;
3. lot number;
4. roll number; and
5. roll dimensions.
2.05 TRANSPORTATION, HANDLING AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the GCL incurred prior to and during transportation to the site.
B. Handling, storage, and care of the GCL at the site prior to and following installation, are the responsibility of the Geosynthetic Installer, until final acceptance by the Owner.
C. The GCL shall be stored and handled in accordance with ASTM D 5888.
D. The Geosynthetic Installer shall be liable for all damage to the materials incurred prior to and during transportation to the site including hydration of the GCL prior to placement.
E. The GCL shall be on-site at least 14 days prior to the scheduled installation date to allow for completion of conformance testing described in Subpart 3.07 of this Section.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer shall carefully inspect the installed work of all other Sections and verify that all work is complete to the point where the installation of this Section may properly commence without adverse impact.
B. If the Geosynthetic Installer has any concerns regarding the installed work of other Sections, he should notify the Construction Manager in writing prior to commencing the work. Failure to

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notify the Construction Manager or commencing installation of the GCL will be construed as Geosynthetic Installer's acceptance of the related work of all other Sections.
C. A pre-installation meeting shall be held to coordinate the installation of the GCL with the installation of other components of the lining system.
3.02 SURFACE PREPARATION
A. The Geosynthetics Installer shall provide certification in writing that the surface on which the GCL will be installed is acceptable. This certification of acceptance shall be given to the Design Engineer’s representative prior to commencement of geosynthetics installation in the area under consideration. Special care shall be taken to maintain the prepared soil surface.
B. Special care shall be taken to maintain the prepared soil surface. The subgrade shall be moisture conditioned prior to installation of the GCL. GCL subgrade shall be moisture conditioned the day before installation such that the surface is workable but not dry to a depth of more than 1 inch from subgrade surface.
C. No GCL shall be placed onto an area that has been softened by precipitation or that has cracked due to desiccation. The soil surface shall be observed daily to evaluate the effects of desiccation cracking and/or softening on the integrity of the prepared subgrade.
3.03 HANDLING AND PLACEMENT
A. The Geosynthetic Installer shall handle all GCL in such a manner that it is not damaged in any way.
B. In the presence of wind, all GCL shall be sufficiently weighted with sandbags to prevent their movement.
C. Any GCL damaged by stones or other foreign objects, or by installation activities, shall be repaired in accordance with Subpart 3.06 by the Geosynthetic Installer, at the expense of the Geosynthetic Installer.
D. All GCL shall be hydrated by the Geosynthetic Installer once in place by direct spraying with water. Hydrated GCL shall be defined as greater than 50% moisture content when tested in accordance with ASTM D 2216. To monitor the hydration process, small, shallow, flat bottom containers shall be deployed on the GCL surface by the CQA Consultant during water spraying to measure the amount (depth) of water applied. Minimum depth of water will be 1/8-inch. During hot, dry periods, additional water may be required. Upon completion of the direct spraying with water, the GCL shall be covered with the overlying secondary geomembrane within 2 hours. Samples of the hydrated GCL will be obtained by the CQA Consultant from locations of destructive tests in the secondary geomembrane. GCL sample holes shall be repaired in accordance with Part 3.06 of this Section.
E. The GCL shall be installed with the woven geotextile facing up (against the overlying geomembrane).
3.04 OVERLAPS
A. On slopes steeper than 10:1 (horizontal:vertical), all GCL shall be continuous down the slope, i.e., no horizontal seams shall be allowed on the slope. Horizontal seams shall be considered as any seam having an alignment exceeding 30 degrees from being perpendicular to the slope contour lines, unless otherwise approved by the Design Engineer.
B. All GCL shall be overlapped in accordance with the Manufacturer's recommended procedures. At a minimum, along the length (i.e., the sides) of the GCL placed on slopes steeper than 10:1

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(horizontal:vertical), the overlap shall be 12 inches, and along the width (i.e., the ends) the overlap shall be 24 inches.
C. At a minimum, along the length (i.e., the sides) of the GCL placed on non-sloped areas (i.e. slopes no steeper than 10:1), the overlap shall be 6-inches, and along the width (i.e., the ends) the overlap shall be 12-inches.
3.05 MATERIALS IN CONTACT WITH THE GCL
A. Installation of other components of the liner system shall be carefully performed to avoid damage to the GCL.
B. Design Engineer approved low ground pressure equipment may be driven directly on the GCL.
C. Installation of the GCL in appurtenant areas, and connection of the GCL to appurtenances shall be made according to the Drawings. The Geosynthetic Installer shall ensure that the GCL is not damaged while working around the appurtenances.
3.06 REPAIR
A. Any holes or tears in the GCL shall be repaired by placing a GCL patch over the defect. On slopes steeper than 10 percent, the patch shall overlap the edges of the hole or tear by a minimum of 2 feet in all directions. On slopes 10 percent or flatter, the patch shall overlap the edges of the hole or tear by a minimum of 1 foot in all directions. The patch shall be secured with a Manufacturer recommended water-based adhesive.
B. Care shall be taken to remove any soil, rock, or other materials, which may have penetrated the torn GCL.
C. The patch shall not be nailed or stapled.
3.07 CONFORMANCE TESTING
A. Samples of the GCL will be removed by the CQA Engineer and sent to a Geosynthetic CQA Laboratory for testing to ensure conformance with the requirements of this Section and the CQA Plan. The Geosynthetic Installer shall assist the CQA Engineer in obtaining conformance samples. The Geosynthetic Installer shall account for this testing in the installation schedule.
B. At a minimum, the following conformance tests will be performed at a minimum frequency rate of one sample per 100,000 square feet: mass per unit area (ASTM D 5993) and bentonite moisture content (ASTM D 5993). At a minimum, the following conformance tests will be performed at a frequency of one sample per 400,000 square feet: index flux (ASTM D 5887). If the GCL Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of 100,000 square feet (90,000 square feet), then the Geosynthetic Installer shall pay the cost for all additional testing.
C. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with the requirements of Subpart 2.01 of this Section until passing conformance test results are obtained for all material that is received at the site. This additional testing shall be performed at the expense of the Geosynthetic Installer.
D. Any GCL that is not certified by the Manufacturer in accordance with Subpart 1.05 of this Section or that does not meet the requirements specified in Subpart 2.01 shall be rejected and replaced by the Geosynthetic Installer, at the expense of the Geosynthetic Installer.
3.08 PROTECTION OF WORK
A. The Geosynthetic Installer shall protect all work of this Section.

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B. In the event of damage, the Geosynthetic Installer shall immediately make all repairs and replacements necessary to the approval of the CQA Engineer, at the expense of the Geosynthetic Installer.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for GCL will be measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
• Submittals.
• Quality Control.
• Shipping, handling and storage.
• Overlaps and seaming.
• Layout survey.
• Mobilization.
• Rejected material.
• Rejected material removal, handling, re-testing, and repair.
• Overlaps and seaming.
• Temporary anchorage.
• Visqueen.
TABLE 02772-1 REQUIRED GCL PROPERTY VALUES
PROPERTIES QUALIFIERS UNITS SPECIFIED(1) VALUES TEST METHOD
Bentonite Content4 minimum lb/ft3 0.75 ASTM D 5993
Bentonite Swell Index minimum mL/2g 24 ASTM D 5890
Bentonite Fluid Loss maximum mL 18 ASTM D 5891
Hydraulic Index Flux maximum m3/m2-s 1 x 10-8 ASTM D 58873

Notes: (1) All values represent minimum average roll values (i.e., any roll in a lot should meet or exceed the values in this table).
(2) Interface shear strength testing shall be performed, by the CQA Engineer, in accordance with Part 2.02 of this Section.
(3) Hydraulic flux testing shall be performed under an effective confining stress of 5 pounds per square inch.
(4) Measured at a moisture content of 0 percent; also known as mass per unit area

[END OF SECTION]

Cell 4B Lining System Construction Geonet
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02773-1 December 2007Revised January 2009Revised August 2009
SECTION 02773 GEONET PART 1 – GENERAL
1.01 SCOPE
A. The Geosynthetic Installer shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for installation of the geonet. The work shall be carried out as specified herein and in accordance with the Drawings and Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage, and seaming of the geonet.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
Section 02225 – Drainage Aggregate
Section 02616 – Polyvinyl Chloride (PVC) Pipe
Section 02770 – Geomembrane
Section 02771 – Geotextile
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest Version American Society of Testing and Materials (ASTM) Standards:
ASTM D792 Standard Test Methods for Specific Gravity and Density of Plastics by Displacement
ASTM D1505 Standard Test Method for Density of Plastics by the Density-Gradient Technique
ASTM D1603 Standard Test Method for Carbon Black in Olefin Plastics
ASTM D4218 Standard Test Method for Determination of Carbon Black Content in Polyethylene Compounds by Muffle-Furnace Technique
ASTM D4716 Standard Test Method for Constant Head Hydraulic Transmissivity (In-Place Flow) of Geotextiles and Geotextile Related Products
ASTM D5199 Standard Test Method for Measuring Nominal Thickness of Geosynthetics
1.04 QUALIFICATIONS
A. Geonet Manufacturer:
1. The Manufacturer shall be a well-established firm with more than five (5) years of experience in the manufacturing of geonet.

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2. The Manufacturer shall be responsible for the production of geonet rolls and shall have sufficient production capacity and qualified personnel to provide material meeting the requirements of this Section and the construction schedule for this project.
B. Geonet Installer:
1. The Geosynthetic Installer shall meet the requirements of Subpart 1.04. B of Section 02770, and this Section.
2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for field handling, deploying, temporarily restraining (against wind and re-curling), and other aspects of the deployment and installation of the geonet and other geosynthetic components of the project.
1.05 SUBMITTALS
A. At least 7 days before transporting any geonet to the site, the Manufacturer shall provide the following documentation to the Construction Manager for approval.
1. list of material properties, including test methods utilized to analyze/confirm properties.
2. geonet samples.
3. projected delivery dates for this project.
4. Manufacturing Quality Control (MQC) certificates for each shift's production for which geonet for the project was produced, signed by responsible parties employed by the Manufacturer (such as the production manager). MQC certificates shall include:
a. roll numbers and identification; and
b. MQC results, including description of test methods used, outlined in Subpart 2.01 of this Section.
c. Certification that the geonet meets all the properties outlined in Subpart 2.01 of this Section.
1.06 CONSTRUCTION QUALITY ASSURANCE (CQA)
A. The Geosynthetic Installer shall ensure that the materials and methods used for producing and handling the geonet meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Design Engineer, will be rejected and shall be repaired or replaced, at the Geosynthetic Installer’s expense.
B. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the deficient materials at now additional cost to the Owner.
PART 2 – PRODUCTS
2.01 GEONET PROPERTIES
A. The Manufacturer shall furnish geonet having properties that comply with the required property values shown on Table 02773-1.

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B. In addition to documentation of the property values listed in Table 02773-1, the geonet shall contain a maximum of one percent by weight of additives, fillers, or extenders (not including carbon black) and shall not contain foaming agents or voids within the ribs of the geonet.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. The geonet shall be manufactured with MQC procedures that meet or exceed generally accepted industry standards.
B. Any geonet sample that does not comply with the Specifications will result in rejection of the roll from which the sample was obtained. The Geonet Manufacturer shall replace any rejected rolls at no additional cost to Owner.
C. If a geonet sample fails to meet the MQC requirements of this Section, then the Geonet Manufacturer shall sample and test each roll manufactured, in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable test results is established.
D. Additional sample testing may be performed, at the Geonet Manufacturer’s discretion and expense, to more closely identify any non-complying rolls and/or to qualify individual rolls.
E. Sampling shall, in general, be performed on sacrificial portions of the geonet material such that repair is not required. The Manufacturer shall sample and test the geonet, at a minimum, once every 100,000 square feet to demonstrate that its properties conform to the values specified in Table 02773-1.
F. At a minimum, the following MQC tests shall be performed:
Test Procedure
Density ASTM D 792 or D 1505
Thickness ASTM D 5199
Carbon Black Content ASTM D 1603

G. The hydraulic transmissivity test (ASTM D 4716) in Table 02773-1 need not be performed at a frequency of one per 100,000 square feet. However, the Geonet Manufacturer will certify that this test has been performed on a sample of geonet identical to the product that will be delivered to the Site. The Geonet Manufacturer shall provide test results as part of MQC documentation.
H. The Geonet Manufacturer shall comply with the certification and submittal requirements of this Section.
2.03 LABELING
A. Geonet shall be supplied in rolls labeled with the following information:
1. manufacturer’s name;
2. product identification;
3. lot number;
4. roll number; and
5. roll dimensions.

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2.04 TRANSPORTATION
A. Transportation of the geonet shall be the responsibility of the Geonet Manufacturer. The Geonet Manufacturer shall be liable for all damages to the materials incurred prior to and during transportation to the site.
B. Geonet shall be delivered to the site at least 7 days before the scheduled date of deployment to allow the CQA Engineer adequate time to inventory the geonet rolls and obtain additional conformance samples, if needed. The Geosynthetic Installer shall notify the CQA Engineer a minimum of 48 hours prior to any delivery.
2.05 HANDLING AND STORAGE
A. The Geosynthetic Manufacturer shall be responsible for handling, off-loading, storage, and care of the geonet prior to and following installation at the Site. The Geosynthetic Installer shall be liable for all damages to the materials incurred prior to final acceptance of the geonet drainage layer by the Owner.
B. The geonet shall be stored off the ground and out of direct sunlight, and shall be protected from mud and dirt. The Geosynthetic Installer shall be responsible for implementing any additional storage procedures required by the Geonet Manufacturer.
2.06 CONFORMANCE TESTING
A. Conformance testing, if required, shall be performed in accordance with the CQA Plan. The Geosynthetics installer shall assist the CQA Engineer in obtaining conformance samples, if requested. The CQA Engineer has the option of collecting samples at the manufacturing facility.
B. Passing conformance testing results, if applicable, are required before any geonet is deployed.
C. Samples shall be taken at a minimum frequency of one sample per 200,000 square feet with a minimum of one sample per lot. If the Geonet Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of 200,000 square feet (180,000 square feet), then the Geosynthetic Installer shall pay the cost for all additional testing.
D. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with the requirements of Subpart 2.01 of this Section until passing conformance test results are obtained for all material that is received at the Site. This additional testing shall be performed at the expense of the Geosynthetic Installer.
E. Any geonet that are not certified in accordance with Subpart 1.05 of this Section, or that conformance testing indicates do not comply with Subpart 2.01 of this Section, will be rejected by the CQA Engineer. The Geonet Manufacturer shall replace the rejected material with new material at no additional cost to the Owner.
PART 3 – EXECUTION
3.01 HANDLING AND PLACEMENT
A. On slopes steeper than 10:1 (horizontal:vertical), all geonet shall be continuous down the slope, i.e., no horizontal seams shall be allowed on the slope. Horizontal seams shall be considered as any seam having an alignment exceeding 20 degrees from being perpendicular to the slope contour lines, unless otherwise approved by the Design Engineer.
B. Geonet shall be placed with the machine direction perpendicular to the contour intervals (i.e. placed with machine direction in line with the direction of flow).

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C. The geonet shall be handled in such a manner as to ensure it is not damaged in any way.
D. Precautions shall be taken to prevent damage to underlying layers during placement of the geonet.
E. The geonet shall be installed in a manner that minimizes wrinkles.
F. Care shall be taken during placement of geonet to prevent dirt or excessive dust in the geonet that could cause clogging and/or damage to the adjacent materials.
3.02 JOINING AND TYING
A. Adjacent panels of geonet shall be overlapped by at least 4 inches These overlaps shall be secured by tying with nylon ties.
B. Tying shall be achieved by plastic fasteners or polymer braid. Tying devices shall be white or yellow for easy inspection. Metallic devices shall not be used.
C. Tying shall be performed at a minimum interval of every 5 feet along the geonet roll edges and 2 feet along the geonet roll ends.
3.03 REPAIR
A. Any holes or tears in the geonet shall be repaired by placing a patch extending 1 foot. beyond the edges of the hole or tear. The patch shall be placed under the panel and secured to the original geonet by tying every 6 inches with approved tying devices. If the hole or tear width across the roll is more than 50 percent of the width of the roll, then the damaged area shall be cut out and the two portions of the geonet shall be joined in accordance with the requirements of Subpart 3.02 of this Section.
3.04 PRODUCT PROTECTION
A. The Geosynthetics Installer shall use all means necessary to protect all prior work, and all materials and completed work of other Sections.
B. In the event of damage to the geonet, the Geosynthetic Installer shall immediately make all repairs per the requirements of this Section.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for geonet will be measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
• Submittals.
• Quality Control.
• Shipping, handling, and storage.
• Overlaps and seaming.
• Layout survey.
• Offloading.
• Mobilization.
• Rejected material.
• Rejected material removal, handling, re-testing, and repair.
• Temporary anchorage.

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TABLE 02773-1
REQUIRED GEONET PROPERTY VALUES

PROPERTIES QUALIFIERS UNITS SPECIFIED(1)
VALUES
TEST METHOD
Resin Density Minimum g/cc 0.94 ASTM D792 or D1505
Carbon Black Content Range % 2.0 – 3.0 ASTM D1603 or D4218
Thickness Minimum Mils 300 ASTM D5199
Transmissivity(2) Minimum m2 / sec 8 x 10-3 ASTM D4716

Notes: (1) All values (except transmissivity) represent average roll values.
(2) Transmissivity shall be measured using water at 68°F with a gradient of 0.1 under a confining pressure of 7,000 lb/ft2. The geonet
shall be placed in the testing device between 60-mil HDPE smooth geomembrane. Measurements are taken one hour after
application of confining pressure.

[ END OF SECTION ]

Cell 4B Lining System Construction Cast-in-Place Concrete
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 03400-1 December 2007Revised January 2009Revised August 2009
SECTION 03400 CAST-IN-PLACE CONCRETE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, transportation and equipment necessary to construct a cast-in-place spillway crossing as shown on the Drawings and as specified herein.
B. The Work shall include, but not be limited to, procurement, delivery, subgrade preparation, formwork, concrete placement, control joints, surface treatment, and curing.
1.02 RELATED SECTIONS
None.
1.03 REFERENCES
A. Drawings
B. Construction Quality Assurance (CQA) Plan
C. Latest version of American Concrete Institute (ACI) standards:
ACI 117 Tolerances for Concrete Construction and Materials
ACI 211.1 Selecting Proportions for Normal, Heavyweight, and Mass Concrete
ACI 301 Structural Concrete for Buildings
ACI 304R Measuring, Mixing, Transporting, and Placing Concrete
ACI 308 Standard Practice for Curing Concrete
ACI 318 Building Code Requirements for Reinforced Concrete
ACI 347R Formwork for Concrete
D. Latest version of the American Society for Testing and Materials (ASTM) standards:
ASTM A 615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement
ASTM C 33 Concrete Aggregates
ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens
ASTM C 94 Ready- Mixed Concrete
ASTM C 127 Specific Gravity and Adsorption of Coarse Aggregate
ASTM C 128 Specific Gravity and Adsorption of Fine Aggregate
ASTM C 143 Slump of Hydraulic Cement Concrete
ASTM C 150 Portland Cement

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ASTM C 171 Sheet Materials for Curing Concrete
ASTM C 192 Making and Curing Concrete Test Specimens in the Laboratory
ASTM C 309 Liquid Membrane - Forming Compounds for Curing Concrete
ASTM C 403 Time of Setting of Concrete Mixtures by Penetration Resistance
ASTM C 494 Chemical Admixtures for Concrete
ASTM C 618 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete
1.04 SUBMITTALS
A. At least 7 days prior to construction of the concrete, Contractor shall submit a mix design for the type of concrete. Submit a complete list of materials including types, brands, sources, amount of cement, fly ash, pozzolans, retardants, and admixtures, and applicable reference specifications for the following:
1. Slump design based on total gallons of water per cubic yard.
2. Type and quantity of cement.
3. Brand, type, ASTM designation, active chemical ingredients, and quantity of each admixture.
4. Compressive strength based on 28-day compression tests.
B. Delivery Tickets:
1. Provide duplicate delivery tickets with each load of concrete delivered, one for Contractor's records and one for the Construction Manager, with the following information:
a. Date and serial number of ticket.
b. Name of ready-mixed concrete plant, operator, and job location.
c. Type of cement, admixtures, if any, and brand name.
d. Cement content, in bags per cubic yard (CY) of concrete, and mix design.
e. Truck number, time loaded, and name of dispatcher.
f. Amount of concrete (CY) in load delivered.
g. Gallons of water added at job, if any, and slump of concrete after water was added.
C. Delivery
1. The Concrete Manufacturer shall be liable for all damage to the materials incurred prior to and during transportation to the Site.
1.05 MANUFACTURER QUALITY CONTROL (MQC)
A. Aggregates shall be sampled and tested in accordance with ASTM C 33.
B. Concrete test specimens shall be made, cured, and stored in conformity with ASTM C 192 and tested in conformity with ASTM C 39.
C. Slump shall be determined in accordance with ASTM C 143.

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1.06 LIMITING REQUIREMENTS
A. Unless otherwise specified, each concrete mix shall be designed and concrete shall be controlled within the following limits:
1. Concrete slump shall be kept as low as possible, consistent with proper handling and thorough compaction. Unless otherwise authorized by the Design Engineer, slump shall not exceed 5 inches.
2. The admixture content, batching method, and time of introduction to the mix shall be in accordance with the manufacturer's recommendations for minimum shrinkage and for compliance with this Section. A water-reducing admixture may be included in concrete.
PART 2 – PRODUCTS
2.01 PROPORTIONING AND DESIGN MIXES
A. Concrete shall have the following properties.
1. 3,000 pounds per square inch (psi), 28-day compressive strength.
2. Slump range of 1 to 5 inches.
3. Coarse Aggregate Gradation, ASTM C 33, Number 57 or 67.
B. Retarding admixture in proportions recommended by the manufacturer to attain additional working and setting time from 1 to 5 hours.
2.02 CONCRETE MATERIALS
A. Cement shall conform to ASTM C 150 Type II.
B. Water shall be fresh and clean, free from oils, acids, alkalis, salts, organic materials, and other substances deleterious to concrete.
C. Aggregates shall conform to ASTM C 33. Aggregates shall not contain any substance which may be deleteriously reactive with the alkalis in the cement, and shall not possess properties or constituents that are known to have specific unfavorable effects in concrete.
D. The Contractor may use a water reducing chemical admixture. The water reducing admixture shall conform to ASTM C 494, Type A. The chemical admixture shall be approved by the Design Engineer.
2.03 REINFORCING STEEL
A. The reinforcing steel shall be Grade 60 in accordance with ASTM A 615.
B. Unless otherwise noted on the Drawings, all reinforcement bars shall be No. 3 (3/8-inch diameter) in accordance with ASTM A 615 and welded wire fabric shall be sized as 6 x 6, W1.4 x W1.4.
PART 3 – EXECUTION
3.01 BATCHING, MIXING, AND TRANSPORTING CONCRETE
A. Batching shall be performed according to ASTM C 94, ACI 301, and ACI 304R, except as modified herein. Batching equipment shall be such that the concrete ingredients are consistently measured within the following tolerances: 1 percent for cement and water, 2 percent for aggregate, and 3 percent for admixtures. Concrete Manufacturer shall furnish mandatory batch ticket information for each load of ready mix concrete.

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B. Machine mixing shall be performed according to ASTM C 94 and ACI 301. Mixing shall begin within 30 minutes after the cement has been added to the aggregates. Concrete shall be placed within 90 minutes of either addition of mixing water to cement and aggregates or addition of cement to aggregates. Additional water may be added, provided that both the specified maximum slump and water-cement ratio are not exceeded. When additional water is added, an additional 30 revolutions of the mixer at mixing speed is required. Dissolve admixtures in the mixing water and mix in the drum to uniformly distribute the admixture throughout the batch.
C. Transport concrete from the mixer to the forms as rapidly as practicable. Prevent segregation or loss of ingredients. Clean transporting equipment thoroughly before each batch. Do not use aluminum pipe or chutes. Remove concrete which has segregated in transporting and dispose of as directed.
3.02 SUBGRADE PREPARATION
A. Subgrade shall be graded to the lines and elevations as shown on the Drawings.
B. Standing water, mud, debris, and foreign matter shall be removed before concrete is placed.
3.03 PLACING CONCRETE
A. Place concrete in accordance with ACI 301, ACI 318, and ACI 304R. Place concrete as soon as practicable after the forms and the reinforcement have been approved by the CQA Engineer. Do not place concrete when weather conditions prevent proper placement and consolidation, in uncovered areas during periods of precipitation, or in standing water. Prior to placing concrete, remove dirt, construction debris, water, snow, and ice from within the forms. Deposit concrete as close as practicable to the final position in the forms. Place concrete in one continuous operation from one end of the structure towards the other
B. Ensure reinforcement is not disturbed during concrete placement.
C. Do not allow concrete temperature to decrease below 50 °F while curing. Cover concrete and provide sufficient heat to maintain 50 °F minimum adjacent to both the formwork and the structure while curing. Limit the rate of cooling to 5 °F in any 1 hour and 50 °F per 24 hours after heat application.
D. Do not spread concrete with vibrators. Concrete shall be placed in final position without being moved laterally more than 5 feet.
E. When placing of concrete is temporarily halted or delayed, provide construction joints.
F. Concrete shall not be dropped a distance greater than 5 feet.
G. Place concrete with aid of internal mechanical vibrator equipment capable of 9,000 cycles/minute. Transmit vibration directly to concrete.
H. Hot Weather:
1. Comply with ACI 304R.
2. Concrete temperature shall not exceed 90°F.
3. At air temperatures of 80°F or above, keep concrete as cool as possible during placement and curing. Cool forms by water wash.
4. Evaporation reducer shall be used in accordance with manufacturer recommendations (Subpart 2.02).

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3.04 CURING AND PROTECTION
A. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury in accordance with ACI 308.
B. Immediately after placement, protect concrete from plastic shrinkage by applying evaporation reducer in accordance with manufacturer recommendations (Subpart 2.02).
C. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete (Subpart 2.02).
D. Protect from damaging mechanical disturbances, particularly load stresses, heavy shock, and excessive vibration.
E. Membrane curing compound shall be spray applied at a coverage of not more than 300 square feet per gallon. Unformed surfaces shall be covered with curing compound within 30 minutes after final finishing. If forms are removed before the end of the specified curing period, curing compound shall be immediately applied to the formed surfaces before they dry out.
F. Curing compound shall be suitably protected against abrasion during the curing period.
G. Film curing will not be allowed.
3.05 FORMS
A. Formwork shall prevent leakage of mortar and shall conform to the requirements of ACI 347R.
B. Do not disturb forms until concrete is adequately cured.
C. Form system design shall be the Contractor’s responsibility.
3.06 CONTROL JOINTS
A. Control joints shall consist of plastic strips set flush with finished surface or ¼-inch wide joints formed with a trowel immediately after pouring or cut with a diamond saw within 12 hours after pouring.
B. Control joints shall be installed in a 15 foot by 15 foot grid spacing along the slab unless otherwise approved by the Design Engineer. Control joints shall be no greater than 1 ½ inches below the surface.
3.07 SLAB FINISHES
A. Unformed surfaces of concrete shall be screeded and given an initial float finish followed by additional floating, and troweling where required.
B. Concrete shall be broom finished.
3.08 SURVEY
A. The Surveyor shall locate the features of the concrete structure. The dimensions, locations and elevations of the features shall be presented on the Surveyor’s Record Drawings.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL

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A. Providing for and complying with the requirements set forth in this Section for Cast-In-Place Concrete will be measured as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the work:
• Mobilization.
• Submittals.
• Quality Control.
• Excavation.
• Subgrade preparation.
• Concrete batching, mixing, and delivery.
• Layout and as-built Record Survey.
• Subgrade preparation.
• Reinforcing steel.
• Formwork.
• Concrete placement and finishing.
• Sawcutting and control joints.
• Rejected material removal, handling, re-testing, repair, and replacement.
[ END OF SECTION ]

Prepared for
Denison Mines (USA) Corp.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
CONSTRUCTION QUALITY
ASSURANCE PLAN FOR THE
CONSTRUCTION OF CELL 4B LINING
SYSTEM
WHITE MESA MILL
BLANDING, UTAH
Prepared by

10875 Rancho Bernardo Rd., Suite 200
San Diego, CA 92127
Project Number SC0349

December 2007
Revised January 2009
Revised August 2009

SC0349.CQAPlan4B.20090807.F.rpt.doc ii December 2007
Revised January 2009
Revised August 2009
TABLE OF CONTENTS

1. INTRODUCTION .................................................................................................... 1 
1.1 Terms of Reference ....................................................................................... 1 
1.2 Purpose and Scope of the Construction Quality Assurance Plan .................. 1 
1.3 References ..................................................................................................... 2 
1.4 Organization of the Construction Quality Assurance Plan ........................... 2 
2. DEFINITIONS RELATING TO CONSTRUCTION QUALITY ASSURANCE ... 3 
2.1 Owner ............................................................................................................ 3 
2.2 Construction Manager ................................................................................... 3 
2.3 Engineer ........................................................................................................ 4 
2.4 Contractor ...................................................................................................... 4 
2.5 Resin Supplier ............................................................................................... 5 
2.6 Manufacturers ............................................................................................... 5 
2.7 Geosynthetic Installer.................................................................................... 5 
2.8 CQA Consultant ............................................................................................ 6 
2.9 Surveyor ........................................................................................................ 7 
2.10 CQA Laboratory ............................................................................................ 7 
2.11 Lines of Communication ............................................................................... 8 
2.12 Deficiency Identification and Rectification .................................................. 8 
3. CQA CONSULTANT’S PERSONNEL AND DUTIES ........................................ 10 
3.1 Overview ..................................................................................................... 10 
3.2 CQA Personnel ............................................................................................ 10 
3.3 CQA Engineer ............................................................................................. 10 
3.4 CQA Site Manager ...................................................................................... 11 
4. SITE AND PROJECT CONTROL ......................................................................... 13 
4.1 Project Coordination Meetings ................................................................... 13 
4.1.1 Pre-Construction Meeting .............................................................. 13 
4.1.2 Progress Meetings .......................................................................... 14 
4.1.3 Problem or Work Deficiency Meeting .......................................... 14 
5. DOCUMENTATION ............................................................................................. 16 
5.1 Overview ..................................................................................................... 16 
5.2 Daily Recordkeeping ................................................................................... 16 
5.3 Construction Problems and Resolution Data Sheets ................................... 17 
5.4 Photographic Documentation ...................................................................... 18 
5.5 Design or Specifications Changes ............................................................... 18 
5.6 CQA Report ................................................................................................ 18 
6. WELL ABANDONMENT ..................................................................................... 20 
6.1 Introduction ................................................................................................. 20 
6.2 CQA Monitoring Activities ......................................................................... 20 

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6.2.1 Materials ........................................................................................ 20 
6.2.2 Well Abandonment ........................................................................ 20 
6.3 Deficiencies ................................................................................................. 20 
6.3.1 Notification .................................................................................... 21 
6.3.2 Repairs and Re-testing ................................................................... 21 
7. EARTHWORK ....................................................................................................... 22 
7.1 Introduction ................................................................................................. 22 
7.2 Earthwork Testing Activities ...................................................................... 22 
7.2.1 Sample Frequency ......................................................................... 22 
7.2.2 Sample Selection ........................................................................... 22 
7.3 CQA Monitoring Activities ......................................................................... 23 
7.3.1 Vegetation Removal ...................................................................... 23 
7.3.2 Fill .................................................................................................. 23 
7.3.3 Subgrade Soil ................................................................................. 23 
7.3.4 Fine Grading .................................................................................. 24 
7.3.5 Anchor Trench Construction ......................................................... 24 
7.4 Deficiencies ................................................................................................. 24 
7.4.1 Notification .................................................................................... 25 
7.4.2 Repairs and Re-Testing ................................................................. 25 
8. DRAINAGE AGGREGATE .................................................................................. 26 
8.1 Introduction ................................................................................................. 26 
8.2 Testing Activities ........................................................................................ 26 
8.2.1 Sample Frequency ......................................................................... 26 
8.2.2 Sample Selection ........................................................................... 27 
8.3 CQA Monitoring Activities ......................................................................... 27 
8.3.1 Drainage Aggregate ....................................................................... 27 
8.4 Deficiencies ................................................................................................. 27 
8.4.1 Notification .................................................................................... 28 
8.4.2 Repairs and Re-testing ................................................................... 28 
9. POLYVINYL CHLORIDE (PVC) PIPE AND STRIP COMPOSITE .................. 29 
9.1 Material Requirements ................................................................................ 29 
9.2 Manufacturer ............................................................................................... 29 
9.2.1 Submittals ...................................................................................... 29 
9.3 Handling and Laying ................................................................................... 29 
9.4 Perforations ................................................................................................. 30 
9.5 Joints ........................................................................................................... 30 
9.6 Strip Composite ........................................................................................... 30 
10. GEOMEMBRANE ................................................................................................. 31 
10.1 General ........................................................................................................ 31 
10.2 Geomembrane Material Conformance ........................................................ 31 

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10.2.1 Introduction ................................................................................... 31 
10.2.2 Review of Quality Control............................................................. 31 
10.2.2.1 Material Properties Certification ................................... 31 
10.2.2.2 Geomembrane Roll MQC Certification ........................ 32 
10.2.3 Conformance Testing ..................................................................... 32 
10.3 Delivery ....................................................................................................... 33 
10.3.1 Transportation and Handling ......................................................... 33 
10.3.2 Storage ........................................................................................... 33 
10.4 Geomembrane Installation .......................................................................... 34 
10.4.1 Introduction ................................................................................... 34 
10.4.2 Earthwork ...................................................................................... 34 
10.4.2.1 Surface Preparation ....................................................... 34 
10.4.2.2 Geosynthetic Termination ............................................. 35 
10.4.3 Geomembrane Placement .............................................................. 35 
10.4.3.1 Panel Identification ....................................................... 35 
10.4.3.2 Field Panel Placement ................................................... 35 
10.4.4 Field Seaming ................................................................................ 37 
10.4.4.1 Requirements of Personnel ........................................... 37 
10.4.4.2 Seaming Equipment and Products ................................ 38 
10.4.4.3 Seam Preparation .......................................................... 39 
10.4.4.4 Weather Conditions for Seaming .................................. 40 
10.4.4.5 Overlapping and Temporary Bonding .......................... 40 
10.4.4.6 Trial Seams .................................................................... 40 
10.4.4.7 General Seaming Procedure .......................................... 41 
10.4.4.8 Nondestructive Seam Continuity Testing ..................... 41 
10.4.4.9 Destructive Testing ....................................................... 43 
10.4.5 Defects and Repairs ....................................................................... 47 
10.4.5.1 Identification ................................................................. 47 
10.4.5.2 Evaluation ..................................................................... 47 
10.4.5.3 Repair Procedures ......................................................... 47 
10.4.5.4 Verification of Repairs .................................................. 48 
10.4.5.5 Large Wrinkles .............................................................. 49 
10.4.6 Lining System Acceptance ............................................................ 49 
11. GEOTEXTILE ........................................................................................................ 50 
11.1 Introduction ................................................................................................. 50 
11.2 Manufacturing ............................................................................................. 50 
11.3 Labeling ....................................................................................................... 51 
11.4 Shipment and Storage ................................................................................. 51 
11.5 Conformance Testing .................................................................................. 52 
11.5.1 Tests ............................................................................................... 52 

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11.5.2 Sampling Procedures ..................................................................... 52 
11.5.3 Test Results .................................................................................... 52 
11.5.4 Conformance Sample Failure ........................................................ 52 
11.6 Handling and Placement ............................................................................. 53 
11.7 Seams and Overlaps .................................................................................... 53 
11.8 Repair .......................................................................................................... 54 
11.9 Placement of Soil or Aggregate Materials .................................................. 54 
12. GEOSYNTHETIC CLAY LINER (GCL) .............................................................. 55 
12.1 Introduction ................................................................................................. 55 
12.2 Manufacturing ............................................................................................. 55 
12.3 Labeling ....................................................................................................... 56 
12.4 Shipment and Storage ................................................................................. 56 
12.5 Conformance Testing .................................................................................. 56 
12.5.1 Tests ............................................................................................... 56 
12.5.2 Conformance Sample Failure ........................................................ 57 
12.6 GCL Delivery and Storage .......................................................................... 58 
12.7 GCL Installation .......................................................................................... 58 
13. GEONET ................................................................................................................ 60 
13.1 Introduction ................................................................................................. 60 
13.2 Manufacturing ............................................................................................. 60 
13.3 Labeling ....................................................................................................... 60 
13.4 Shipment and Storage ................................................................................. 60 
13.5 Conformance Testing .................................................................................. 61 
13.5.1 Tests ............................................................................................... 61 
13.5.2 Sampling Procedures ..................................................................... 61 
13.5.3 Test Results .................................................................................... 61 
13.5.4 Conformance Test Failure ............................................................. 62 
13.6 Handling and Placement ............................................................................. 62 
13.7 Geonet Seams and Overlaps ........................................................................ 63 
13.8 Repair .......................................................................................................... 63 
14. CONCRETE SPILLWAY ...................................................................................... 64 
14.1 Introduction ................................................................................................. 64 
14.2 CQA Monitoring Activities ......................................................................... 64 
14.2.1 Subgrade Preparation ..................................................................... 64 
14.2.2 Liner System and Cushion Geotextile Installation ........................ 64 
14.2.3 Welded Wire Reinforcement Installation ...................................... 64 
14.2.4 Concrete Installation ...................................................................... 64 
14.2.5 Conformance Testing ..................................................................... 65 
14.3 Deficiencies ................................................................................................. 65 
14.3.1 Notification .................................................................................... 65 

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14.3.2 Repairs ........................................................................................... 65 
15. SURVEYING ......................................................................................................... 66 
15.1 Survey Control ............................................................................................ 66 
15.2 Precision and Accuracy ............................................................................... 66 
15.3 Lines and Grades ......................................................................................... 66 
15.4 Frequency and Spacing ............................................................................... 66 
15.5 Documentation ............................................................................................ 66 

TABLES

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

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1. INTRODUCTION
1.1 Terms of Reference

Geosyntec Consultants (Geosyntec) has prepared this Construction Quality Assurance
(CQA) Plan for the construction of liner systems associated with the Cell 4B Lining
System Construction at the Denison Mines (USA) Corp. (DMC) White Mesa Mill
Facility (site), located at 6425 South Highway 191, Blanding, Utah 84511. This CQA
Plan was prepared by Ms. Meghan Lithgow, E.I.T., of Geosyntec, and was reviewed by
Mr. Gregory T. Corcoran, P.E., also of Geosyntec, in general accordance with the peer
review policies of the firm.

1.2 Purpose and Scope of the Construction Quality Assurance Plan

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

This CQA Plan addresses the earthwork and geosynthetic components of the liner
system for the project. The earthwork, geosynthetic, and appurtenant components
include excavation, fill, prepared subgrade, geosynthetic clay liner (GCL),
geomembrane, geotextile, geonet, drainage aggregate, and polyvinyl chloride (PVC)
pipe. It should be emphasized that care and documentation are required in the
placement of aggregate and in the production and installation of the geosynthetic
materials installed during construction. This CQA Plan delineates procedures to be
followed for monitoring construction utilizing these materials.

The CQA monitoring activities associated with the selection, evaluation, and placement
of drainage aggregate are included in the scope of this plan. The CQA protocols
applicable to manufacturing, shipping, handling, and installing all geosynthetic
materials are also included. However, this CQA Plan does not specifically address
either installation specifications or specification of soils and geosynthetic materials as
these requirements are addressed in the Technical Specifications.

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1.3 References

The CQA Plan includes references to test procedures in the latest editions of the American
Society for Testing and Materials (ASTM).

1.4 Organization of the Construction Quality Assurance Plan

The remainder of the CQA Plan is organized as follows:

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

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

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

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

2.1 Owner

The Owner of this project is Denison Mines (USA) Corp.

2.2 Construction Manager

Responsibilities

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

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2.3 Engineer

Responsibilities

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

Qualifications

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

2.4 Contractor

Responsibilities

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

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

Qualifications

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

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2.5 Resin Supplier

Responsibilities

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

Qualifications

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

2.6 Manufacturers

Responsibilities

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

Qualifications

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

2.7 Geosynthetic Installer

Responsibilities

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

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Qualifications

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

2.8 CQA Consultant

Responsibilities

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

Qualifications

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

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

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

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2.9 Surveyor

Responsibilities

The Surveyor is a party, independent from the Contractor, Manufacturer, and
Geosynthetic Installer, that is responsible for surveying, documenting, and verifying the
location of all significant components of the Work. The Surveyor’s work is coordinated
and employed by the Contractor. The Surveyor is responsible for issuing Record
Drawings of the construction.

Qualifications

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

2.10 CQA Laboratory

Responsibilities

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

Qualifications

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

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2.11 Lines of Communication

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

2.12 Deficiency Identification and Rectification

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

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

Project Organization Chart
Denison Mines (USA) Corp.
White Mesa Mill Cell 4B

Manufacturers / Resin
Suppliers
Owner/Construction Manager
Denison Mines (USA) Corp.

Contractor /
Geosynthetic Installer

Engineer / CQA Consultant
Geosyntec Consultants
Regulatory Agency
Utah Department of
Environmental Quality

CQA Laboratory

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The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a
project specification criterion cannot be met, or unusual weather conditions hinder
work, then the CQA Engineer will develop and present to the Design Engineer
suggested solutions for approval. Major modification to the Construction Drawings,
Technical Specifications, or this CQA Plan must be provided to the regulatory agency
for review prior to implementation.

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

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3. CQA CONSULTANT’S PERSONNEL AND DUTIES
3.1 Overview

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

• earthwork;
• subgrade preparation;
• installation of geosynthetic clay liner;
• installation of geomembrane;
• installation of geonet;
• installation of drainage aggregate;
• installation of piping; and
• installation of geotextile.

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

3.2 CQA Personnel

The CQA Consultant’s personnel will include:

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

3.3 CQA Engineer

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

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

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

3.4 CQA Site Manager

The CQA Site Manager:

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

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• reviews the Geosynthetic Installer’s personnel Qualifications for
conformance with those pre-approved for work on site;
• notes onsite activities in daily field reports and reports to the CQA Engineer
and Construction Manager;
• reports unresolved deviations from the CQA Plan, Construction Drawings,
and Technical Specifications to the Construction Manager; and
• assists with the preparation of the CQA report.

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4. SITE AND PROJECT CONTROL
4.1 Project Coordination Meetings

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

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

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

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

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• soil stockpiling locations.

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

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

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

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

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

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5. DOCUMENTATION
5.1 Overview

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

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

5.2 Daily Recordkeeping

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

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

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

5.3 Construction Problems and Resolution Data Sheets

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

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

The Construction Manager will be made aware of significant recurring nonconformance
with the Construction Drawings, Technical Specifications, or CQA Plan. The cause of

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the nonconformance will be determined and appropriate changes in procedures or
specifications will be recommended. These changes will be submitted to the
Construction Manager for approval. When this type of evaluation is made, the results
will be documented and any revision to procedures or specifications will be approved
by the Contractor and Design Engineer.

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

5.4 Photographic Documentation

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

5.5 Design or Specifications Changes

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

5.6 CQA Report

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

• MQC documentation;
• a summary report describing the CQA activities and indicating compliance
with the Construction Drawings and Technical Specifications which is
signed and sealed by the CQA Engineer;

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• a summary of CQA/CQC testing, including failures, corrective measures,
and retest results;
• Contractor and Installer personnel resumes and qualifications as necessary;
• documentation that the geomembrane trial seams were performed in
accordance with the CQA Plan and Technical Specifications;
• documentation that field seams were non-destructively tested using a method
in accordance with the applicable test standards;
• documentation that nondestructive testing was monitored by the CQA
Consultant, that the CQA Consultant informed the Geosynthetic Installer of
any required repairs, and that the CQA Consultant monitored the seaming
and patching operations for uniformity and completeness;
• records of sample locations, the name of the individual conducting the tests,
and the results of tests;
• Record Drawings as provided by the Surveyor; and
• daily field reports.

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

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6. WELL ABANDONMENT
6.1 Introduction

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

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

6.2 CQA Monitoring Activities

6.2.1 Materials

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

6.2.2 Well Abandonment

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

6.3 Deficiencies

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

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6.3.1 Notification

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

6.3.2 Repairs and Re-testing

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

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7. EARTHWORK
7.1 Introduction

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

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

7.2 Earthwork Testing Activities

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

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

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

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the test results can be obtained before the material is installed. The CQA Site Manager
must document sample locations so that failing areas can be immediately isolated. The
CQA Site Manager will follow standard sampling procedures to obtain representative
samples of the proposed soil materials.

7.3 CQA Monitoring Activities

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

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

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

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

• the subgrade soil is free of protrusions larger than 0.5-inches and particles
are to be no larger than 3-inches in longest dimension;
• the subgrade soil is constructed to the lines and grades shown on the
Construction Drawings; and

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• compaction requirements are met as specified in the Technical
Specifications.
7.3.4 Fine Grading
The CQA Site Manager shall monitor and document that site re-grading performed
meets the requirements of the Technical Specifications and the Construction Drawings.
At a minimum, the CQA Site Manager shall monitor that:
• the subgrade surface is free of sharp rocks, debris, and other undesirable
materials;
• the subgrade surface is smooth and uniform by visually monitoring proof
rolling activities; and
• the subgrade surface meets the lines and grades shown on the Construction
Drawings.

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

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

7.4 Deficiencies

If a defect is discovered in the earthwork product, the CQA Site Manager will
immediately determine the extent and nature of the defect. If the defect is indicated by
an unsatisfactory test result, the CQA Site Manager will determine the extent of the
defective area by additional tests, observations, a review of records, or other means that
the CQA Site Manager deems appropriate. If the defect is related to adverse site
conditions, such as overly wet soils or non-conforming particle sizes, the CQA Manager
will define the limits and nature of the defect.

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

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

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

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8. DRAINAGE AGGREGATE
8.1 Introduction

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

8.2 Testing Activities

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

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

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

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

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

8.3 CQA Monitoring Activities

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

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

8.4 Deficiencies

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

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

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

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

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

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

9.2 Manufacturer

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

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

The CQA Consultant will document that:

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

9.3 Handling and Laying

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

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

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9.4 Perforations

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

9.5 Joints

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

9.6 Strip Composite

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

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10. GEOMEMBRANE
10.1 General

This section discusses and outlines the CQA activities to be performed for high density
polyethylene (HDPE) geomembrane installation. The CQA Site Manager will review
the Construction Drawings, Technical Specifications, and any approved Addenda
regarding this material.

10.2 Geomembrane Material Conformance

10.2.1 Introduction
The CQA Site Manager will document that the geomembrane delivered to the site meets
the requirements of the Technical Specifications prior to installation. The CQA Site
Manager will:

• review the manufacturer’s submittals for compliance with the Technical
Specifications;
• document the delivery and proper storage of geomembrane rolls; and
• conduct conformance testing of the rolls before the geomembrane is
installed.

The following sections describe the CQA activities required to verify the conformance
of geomembrane.

10.2.2 Review of Quality Control
10.2.2.1 Material Properties Certification

The Manufacturer will provide the Construction Manager and the CQA Site Manager
with the following:

• property data sheets, including, at a minimum, all specified properties,
measured using test methods indicated in the Technical Specifications, or
equivalent; and
• sampling procedures and results of testing.

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The CQA Site Manager will document that:

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

10.2.2.2 Geomembrane Roll MQC Certification

Prior to shipment, the Manufacturer will provide the Construction Manager and the
CQA Site Manager with MQC certificates for every roll of geomembrane provided.
The MQC certificates will be signed by a responsible party employed by the
Geomembrane Manufacturer, such as the production manager. The MQC certificates
shall include:

• roll numbers and identification; and
• results of MQC tests; as a minimum, results will be given for thickness,
specific gravity, carbon black content, carbon black dispersion, tensile
properties, and puncture resistance evaluated in accordance with the
methods indicated in the Technical Specifications or equivalent methods
approved by the Construction Manager.

The CQA Site Manager will document that:

• that MQC certificates have been provided at the specified frequency, and
that the certificates identify the rolls related to the roll represented by the test
results; and
• review the MQC certificates and monitor that the certified roll properties
meet the specifications.

10.2.3 Conformance Testing
The CQA Site Manager shall obtain conformance samples (at the manufacturing facility
or site) at the specified frequency and forward them to the Geosynthetics CQA
Laboratory for testing to monitor conformance to both the Technical Specifications and
the list of properties certified by the Manufacturer. The test procedures will be as
indicated in Table 3. Where optional procedures are noted in the test method, the
requirements of the Technical Specifications will prevail.

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Samples will be taken across the width of the roll and will not include the first linear
3 feet of material. Unless otherwise specified, samples will be 3 feet long by the roll
width. The CQA Site Manager will mark the machine direction on the samples with an
arrow along with the date and roll number. The required minimum sampling
frequencies are provided in Table 3.

The CQA Site Manager will examine results from laboratory conformance testing and
will report any non-conformance to the Construction Manager and the Geosynthetic
Installer. The procedures prescribed in the Technical Specifications will be followed in
the event of a failing conformance test.

10.3 Delivery

10.3.1 Transportation and Handling
The CQA will document that the transportation and handling does not pose a risk of
damage to the geomembrane.

Upon delivery of the rolls of geomembrane, the CQA Site Manager will document that
the rolls are unloaded and stored on site as required by the Technical Specifications.
Damage caused by unloading will be documented by the CQA Site Manager and the
damaged material shall not be installed.

10.3.2 Storage
The Geosynthetic Installer will be responsible for the storage of the geomembrane on
site. The Contractor will provide storage space in a location (or several locations) such
that onsite transportation and handling are optimized, if possible, to limit potential
damage.

The CQA Site Manager will document that storage of the geomembrane provides
adequate protection against sources of damage.

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10.4 Geomembrane Installation

10.4.1 Introduction
The CQA Consultant will document that the geomembrane installation is carried out in
accordance with the Construction Drawings, Technical Specifications, and
Manufacturer’s recommendations.

10.4.2 Earthwork
10.4.2.1 Surface Preparation

The CQA Site Manager will document that:

• the prepared subgrade meets the requirements of the Technical
Specifications and has been approved; and
• placement of the overlying materials does not damage, create large wrinkles,
or induce excessive tensile stress in any underlying geosynthetic materials.

The Geosynthetic Installer will certify in writing that the surface on which the
geomembrane will be installed is acceptable. The Certificate of Acceptance, as
presented in the Technical Specifications, will be signed by the Geosynthetic Installer
and given to the CQA Site Manager prior to commencement of geomembrane
installation in the area under consideration.

After the subgrade has been accepted by the Geosynthetic Installer, it will be the
Geosynthetic Installer’s responsibility to indicate to the Construction Manager any
change in the subgrade soil condition that may require repair work. If the CQA Site
Manager concurs with the Geosynthetic Installer, then the CQA Site Manager shall
monitor and document that the subgrade soil is repaired before geosynthetic installation
begins.

At any time before and during the geomembrane installation, the CQA Site Manager
will indicate to the Construction Manager locations that may not provide adequate
support to the geomembrane.

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10.4.2.2 Geosynthetic Termination

The CQA Engineer will document that the geosynthetic terminations (Anchor Trench)
have been constructed in accordance with the Construction Drawings. Backfilling above
the terminations will be conducted in accordance with the Technical Specifications.

10.4.3 Geomembrane Placement
10.4.3.1 Panel Identification

A field panel is the unit area of geomembrane which is to be seated in the field, i.e., a
field panel is a roll or a portion of roll cut in the field. It will be the responsibility of the
CQA Engineer to document that each field panel is given an “identification code”
(number or letter-number) consistent with the Panel Layout Drawing. This
identification code will be agreed upon by the Construction Manager, Geosynthetic
Installer and CQA Engineer. This field panel identification code will be as simple and
logical as possible. Roll numbers established in the manufacturing plant must be
traceable to the field panel identification code.

The CQA Engineer will establish documentation showing correspondence between roll
numbers and field panel identification codes. The field panel identification code will be
used for all CQA records.

10.4.3.2 Field Panel Placement

Location

The CQA Engineer will document that field panels are installed at the location
indicated in the Geosynthetic Installer’s Panel Layout Drawing, as approved or
modified by the Construction Manager.

Installation Schedule

Field panels may be installed using one of the following schedules:

• all field panels are placed prior to field seaming in order to protect the
subgrade from erosion by rain;

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• field panels are placed one at a time and each field panel is seamed after its
placement (in order to minimize the number of unseamed field panels
exposed to wind); and
• any combination of the above.

If a decision is reached to place all field panels prior to field seaming, it is usually
beneficial to begin at the high point area and proceed toward the low point with
“shingle” overlaps to facilitate drainage in the event of precipitation. It is also usually
beneficial to proceed in the direction of prevailing winds. Accordingly, an early
decision regarding installation scheduling should be made if and only if weather
conditions can be predicted with reasonable certainty. Otherwise, scheduling decisions
must be made during installation, in accordance with varying conditions. In any event,
the Geosynthetic Installer is fully responsible for the decision made regarding
placement procedures.

The CQA Site Manager will evaluate every change in the schedule proposed by the
Geosynthetic Installer and advise the Construction Manager on the acceptability of that
change. The CQA Site Manager will document that the condition of the subgrade soil
has not changed detrimentally during installation.

The CQA Site Manager will record the identification code, location, and date of
installation of each field panel.

Weather Conditions

Geomembrane placement will not proceed unless otherwise authorized when the
ambient temperature is below 40°F or above 122°F. In addition, wind speeds and
direction will be monitored for potential impact to geosynthetic installation.
Geomembrane placement will not be performed during any precipitation, in the
presence of excessive moisture (e.g., fog, dew), or in an area of ponded water.

The CQA Site Manager will document that the above conditions are fulfilled.
Additionally, the CQA Site Manager will document that the subgrade soil has not been
damaged by weather conditions. The Geosynthetics Installer will inform the
Construction Manager if the above conditions are not fulfilled.

Method of Placement

The CQA Site Manager will document the following:

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• equipment used does not damage the geomembrane by handling, trafficking,
excessive heat, leakage of hydrocarbons or other means;
• the surface underlying the geomembrane has not deteriorated since previous
acceptance, and is still acceptable immediately prior to geomembrane
placement;
• geosynthetic elements immediately underlying the geomembrane are clean
and free of debris;
• personnel working on the geomembrane do not smoke, wear damaging
shoes, or engage in other activities which could damage the geomembrane;
• the method used to unroll the panels does not cause scratches or crimps in
the geomembrane and does not damage the supporting soil;
• the method used to place the panels minimizes wrinkles (especially
differential wrinkles between adjacent panels); and
• adequate temporary loading or anchoring (e.g., sand bags, tires), not likely to
damage the geomembrane, has been placed to prevent uplift by wind (in case
of high winds, continuous loading, e.g., by adjacent sand bags, is
recommended along edges of panels to minimize risk of wind flow under the
panels).

The CQA Site Manager will inform the Construction Manager if the above conditions
are not fulfilled.

Damaged panels or portions of damaged panels that have been rejected will be marked
and their removal from the work area recorded by the CQA Site Manager. Repairs will
be made in accordance with procedures described in Section 9.4.5.

10.4.4 Field Seaming
This section details CQA procedures to document that seams are properly constructed
and tested in accordance with the Manufacturer’s specifications and industry standards.

10.4.4.1 Requirements of Personnel

All personnel performing seaming operations will be qualified by experience or by
successfully passing seaming tests, as outlined in the Technical Specifications. The

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most experienced seamer, the “master seamer”, will provide direct supervision over less
experienced seamers.

The Geosynthetic Installer will provide the Construction Manager and the CQA Site
Manager with a list of proposed seaming personnel and their experience records. These
documents will be reviewed by the Construction Manager and the Geosynthetics CQA
Manager.

10.4.4.2 Seaming Equipment and Products

Approved processes for field seaming are fillet extrusion welding and double-track
fusion welding.

Fillet Extrusion Process

The fillet extrusion-welding apparatus will be equipped with gauges giving the
temperature in the apparatus.

The Geosynthetic Installer will provide documentation regarding the extrusion welding
rod to the CQA Site Manager, and will certify that the extrusion welding rod is
compatible with the Technical Specification, and in any event, is comprised of the same
resin as the geomembrane.

The CQA Site Manager will log apparatus temperatures, ambient temperatures, and
geomembrane surface temperatures at appropriate intervals.

The CQA Site Manager will document that:

• the Geosynthetic Installer maintains, on site, the number of spare operable
seaming apparatus decided at the Pre-construction Meeting;
• equipment used for seaming is not likely to damage the geomembrane;
• the extruder is purged prior to beginning a seam until all heat-degraded
extrudate has been removed from the barrel;
• the electric generator is placed on a smooth base such that no damage occurs
to the geomembrane;
• a smooth insulating plate or fabric is placed beneath the hot welding
apparatus after usage; and

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• the geomembrane is protected from damage in heavily trafficked areas.

Fusion Process

The fusion-welding apparatus must be automated vehicular-mounted devices. The
fusion-welding apparatus will be equipped with gauges giving the applicable
temperatures and pressures.

The CQA Site Manager will log ambient, seaming apparatus, and geomembrane surface
temperatures as well as seaming apparatus speeds.

The CQA Site Manager will also document that:

• the Geosynthetic Installer maintains on site the number of spare operable
seaming apparatus decided at the Pre-construction Meeting;
• equipment used for seaming is not likely to damage the geomembrane;
• for cross seams, the edge of the cross seam is ground to a smooth incline
(top and bottom) prior to welding;
• the electric generator is placed on a smooth cushioning base such that no
damage occurs to the geomembrane from ground pressure or fuel leaks;
• a smooth insulating plate or fabric is placed beneath the hot welding
apparatus after usage; and
• the geomembrane is protected from damage in heavily trafficked areas.

10.4.4.3 Seam Preparation

The CQA Site Manager will document that:

• prior to seaming, the seam area is clean and free of moisture, dust, dirt,
debris, and foreign material; and
• seams are aligned with the fewest possible number of wrinkles and
“fishmouths.”

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10.4.4.4 Weather Conditions for Seaming

The normally required weather conditions for seaming are as follows unless authorized
in writing by the Design Engineer:

• seaming will only be approved between ambient temperatures of 40°F and
122°F.

If the Geosynthetic Installer wishes to use methods that may allow seaming at ambient
temperatures below 40°F or above 122°F, the Geosynthetic Installer will demonstrate
and certify that such methods produce seams which are entirely equivalent to seams
produced within acceptable temperature, and that the overall quality of the
geomembrane is not adversely affected.

The CQA Site Manager will document that these seaming conditions are fulfilled and
will advise the Geosynthetics Installer if they are not.

10.4.4.5 Overlapping and Temporary Bonding

The CQA Site Manager will document that:

• the panels of geomembrane have a finished overlap of a minimum of
3 inches for both extrusion and fusion welding;
• no solvent or adhesive bonding materials are used; and
• the procedures utilized to temporarily bond adjacent panels together does not
damage the geomembrane.

The CQA Site Manager will log appropriate temperatures and conditions, and will log
and report non-compliances to the Construction Manager.

10.4.4.6 Trial Seams

Trial seams shall be prepared with the procedures and dimensions as indicated in the
Technical Specifications. The CQA Site Manager will observe trial seam procedures
and will document the results of trial seams on trial seam logs. Each trial seam samples
will be assigned a number. The CQA Site Manager, will log the date, time, machine
temperature(s), seaming unit identification, name of the seamer, and pass or fail
description for each trial seam sample tested.

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Separate trial seaming logs shall be maintained for fusion welded and extrusion welded
trial seams.

10.4.4.7 General Seaming Procedure

Unless otherwise specified, the general production seaming procedure used by the
Geosynthetic Installer will be as follows:

• fusion-welded seams are continuous, commencing at one end to the seam
and ending at the opposite end;
• cleaning, overlap, and shingling requirements shall be maintained;
• if seaming operations are carried out at night, adequate illumination will be
provided at the Geosynthetic Installer’s expense; and
• seaming will extend to the outside edge of panels to be placed in the anchor
trench.

The CQA Site Manager shall document geomembrane seaming operations on seaming
logs. Seaming logs shall include, at a minimum:

• seam identifications (typically associated with panels being joined);
• seam starting time and date;
• seam ending time and date;
• seam length;
• identification of person performing seam; and
• identification of seaming equipment.

Separate logs shall be maintained for fusion and extrusion welded seams. In addition,
the CQA Site Manager shall monitor during seaming that:

• fusion-welded seams are continuous, commencing at one end of the seam
and ending at the opposite end; and
• cleaning, overlap, and shingling requirements are maintained.

10.4.4.8 Nondestructive Seam Continuity Testing

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Concept

The Geosynthetic Installer will non-destructively test field seams over their length
using a vacuum test unit, air pressure test (for double fusion seams only), or other
method approved by the Construction Manager. The purpose of nondestructive tests is
to check the continuity of seams. It does not provide information on seam strength.
Continuity testing will be carried out as the seaming work progresses, not at the
completion of field seaming.

The CQA Site Manager will:

• observe continuity testing;
• record location, date, name of person conducting the test, and the results of
tests; and
• inform the Geosynthetic Installer of required repairs.

The Geosynthetic Installer will complete any required repairs in accordance with
Section 10.4.5.

The CQA Site Manager will:

• observe the repair and re-testing of the repair;
• mark on the geomembrane that the repair has been made; and
• document the results.

The following procedures will apply to locations where seams cannot be non-
destructively tested:

All such seams will be cap-stripped with the same geomembrane.

• If the seam is accessible to testing equipment prior to final installation, the
seam will be non-destructively tested prior to final installation.
• If the seam cannot be tested prior to final installation, the seaming and cap-
stripping operations will be observed by the CQA Site Manager and
Geosynthetic Installer for uniformity and completeness.

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The seam number, date of observation, name of tester, and outcome of the test or
observation will be recorded by the CQA Site Manager.

Vacuum Testing

Vacuum testing shall be performed utilizing the equipment and procedures specified in
the Technical Specifications. The CQA Site Manager shall observe the vacuum testing
procedures and document that they are performed in accordance with the Technical
Specifications. The result of vacuum testing shall be recorded on the CQA seaming
logs. Results shall include, at a minimum, the personnel performing the vacuum test
and the result of the test (pass or fail), and the test date. Seams failing the vacuum test
shall be repaired in accordance with the procedures listed in the Technical
Specifications. The CQA Site Manager shall document seam repairs in the seaming
logs.

Air Pressure Testing

Air channel pressure testing shall be performed on double-track seams created with a
fusion welding device, utilizing the equipment and procedures specified in the
Technical Specifications. The CQA Site Manager shall observe the vacuum testing
procedures and document that they are performed in accordance with the Technical
Specifications. The result of air channel pressure testing shall be recorded on the CQA
seaming logs. Results shall include, at a minimum, personnel performing the air
pressure test, the starting air pressure and time, the final air pressure and time, the drop
in psi during the test, and the result of the test (pass or fail). Seams failing the air
pressure test shall be repaired in accordance with the procedures listed in the Technical
Specifications. The CQA Site Manager shall document seam repairs in the seaming
logs.

10.4.4.9 Destructive Testing

Concept

Destructive seam testing will be performed on site and at the independent CQA
laboratory in accordance with the Construction Drawings and the Technical
Specifications. Destructive seam tests will be performed at selected locations. The
purpose of these tests is to evaluate seam strength. Seam strength testing will be done
as the seaming work progresses, not at the completion of all field seaming.

Location and Frequency

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The CQA Site Manager will select locations where seam samples will be cut out for
laboratory testing. Those locations will be established as follows.

• The frequency of geomembrane seam testing is a minimum of one
destructive sample per 500 feet of weld. If after a total of 50 samples have
been tested and no more than one sample has failed, the frequency can be
increased to one per 1,000 feet.
• A minimum of one test per seaming machine over the duration of the
project.
• Additional test locations may be selected during seaming at the CQA Site
Manager’s discretion. Selection of such locations may be prompted by
suspicion of excess crystallinity, contamination, offset welds, or any other
potential cause of imperfect welding.

The Geosynthetic Installer will not be informed in advance of the locations where the
seam samples will be taken.

Sampling Procedure

Samples will be marked by the CQA Site Manager following the procedures listed in
the Technical Specifications. Preliminary samples will be taken from either side of the
marked sample and tested before obtaining the full sample per the requirements of the
Technical Specifications. Samples shall be obtained by the Geosynthetic Installer.
Samples shall be obtained as the seaming progresses in order to have laboratory test
results before the geomembrane is covered by another material. The CQA Site
Manager will:

• observe sample cutting and monitor that corners are rounded;
• assign a number to each sample, and mark it accordingly;
• record sample location on the Panel Layout Drawing; and
• record reason for taking the sample at this location (e.g., statistical routine,
suspicious feature of the geomembrane).

Holes in the geomembrane resulting from destructive seam sampling will be
immediately repaired in accordance with repair procedures described in Section 10.4.5.

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The continuity of the new seams in the repaired area will be tested in accordance with
Section 10.4.4.8.

Size and Distribution of Samples

The destructive sample will be 12 inches (0.3 meters) wide by 42 inches (1.1 meters)
long with the seam centered lengthwise. The sample will be cut into three parts and
distributed as follows:

• one portion, measuring 12 inches by 12 inches (30 centimeters (cm) by
30 cm), to the Geosynthetic Installer for field testing;
• one portion, measuring 12 inches by 18 inches (30 cm by 45 cm), for CQA
Laboratory testing; and
• one portion, measuring 12 inches by 12 inches (30 cm by 30 cm), to the
Construction Manager for archive storage.

Final evaluation of the destructive sample sizes and distribution will be made at the Pre-
Construction Meeting.

Field Testing

Field testing will be performed by the Geosynthetic Installer using a gauged
tensiometer. Prior to field testing the Geosynthetic Installer shall submit a calibration
certificate for gauge tensiometer to the CQA Consultant for review. Calibration must
have been performed within one year of use on the current project. The destructive
sample shall be tested according to the requirements of the Technical Specifications.
The specimens shall not fail in the seam and shall meet the strength requirements
outlined in the Technical Specifications. If any field test specimen fails, then the
procedures outlined in Procedures for Destructive Test Failures of this section will be
followed.

The CQA Site Manager will witness field tests and mark samples and portions with
their number. The CQA Site Manager will also document the date and time, ambient
temperature, number of seaming unit, name of seamer, welding apparatus temperatures
and pressures, and pass or fail description.

CQA Laboratory Testing

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Destructive test samples will be packaged and shipped, if necessary, under the
responsibility of the CQA Site Manager in a manner that will not damage the test
sample. The Construction Manager will be responsible for storing the archive samples.
This procedure will be outlined at the Pre-construction Meeting. Samples will be tested
by the CQA Laboratory. The CQA Laboratory will be selected by the CQA Site
Manager with the concurrence of the Design Engineer.

Testing will include “Bonded Seam Strength” and “Peel Adhesion.” The minimum
acceptable values to be obtained in these tests are given in the Technical Specifications.
At least five specimens will be tested for each test method. Specimens will be selected
alternately, by test, from the samples (i.e., peel, shear, peel, shear, and so on). A
passing test will meet the minimum required values in at least four out of five
specimens.

The CQA Laboratory will provide test results no more than 24 hours after they receive
the samples. The CQA Site Manager will review laboratory test results as soon as they
become available, and make appropriate recommendations to the Construction
Manager.

Geosynthetic Installer’s Laboratory Testing

The Geosynthetic Installer’s laboratory test results will be presented to the Construction
Manager and the CQA Site Manager for comments.

Procedures for Destructive Test Failure

The following procedures will apply whenever a sample fails a destructive test, whether
that test conducted by the CQA Laboratory, the Geosynthetic Installer’s laboratory, or
by gauged tensiometer in the field. The Geosynthetic Installer has two options:

• The Geosynthetic Installer can reconstruct the seam between two passed test
locations.
• The Geosynthetic Installer can trace the welding path to an intermediate
location at 10 feet (3 meters) minimum from the point of the failed test in
each direction and take a small sample for an additional field test at each
location. If these additional samples pass the test, then full laboratory
samples are taken. If these laboratory samples pass the tests, then the seam
is reconstructed between these locations. If either sample fails, then the

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process is repeated to establish the zone in which the seam should be
reconstructed.

Acceptable seams must be bounded by two locations from which samples passing
laboratory destructive tests have been taken. Repairs will be made in accordance with
Section 10.4.5.

The CQA Site Manager will document actions taken in conjunction with destructive test
failures.

10.4.5 Defects and Repairs
This section prescribes CQA activities to document that defects, tears, rips, punctures,
damage, or failing seams shall be repaired.

10.4.5.1 Identification

Seams and non-seam areas of the geomembrane shall be examined by the CQA Site
Manager for identification of defects, holes, blisters, undispersed raw materials and
signs of contamination by foreign matter. Because light reflected by the geomembrane
helps to detect defects, the surface of the geomembrane shall be clean at the time of
examination.

10.4.5.2 Evaluation

Potentially flawed locations, both in seam and non-seam areas, shall be non-
destructively tested using the methods described in Section 10.4.4.8 as appropriate.
Each location that fails the nondestructive testing will be marked by the CQA Site
Manager and repaired by the Geosynthetic Installer. Work will not proceed with any
materials that will cover locations which have been repaired until laboratory test results
with passing values are available.

10.4.5.3 Repair Procedures

Portions of the geomembrane exhibiting a flaw, or failing a destructive or
nondestructive test, will be repaired. Several procedures exist for the repair of these
areas. The final decision as to the appropriate repair procedure will be at the discretion
of the CQA Consultant with input from the Construction Manager and Geosynthetic
Installer. The procedures available include:

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• patching, used to repair large holes, tears, undispersed raw materials, and
contamination by foreign matter;
• grinding and re-welding, used to repair small sections of extruded seams;
• spot welding or seaming, used to repair small tears, pinholes, or other minor,
localized flaws;
• capping, used to repair large lengths of failed seams; and
• removing a bad seam and replacing with a strip of new material welded into
place (used with large lengths of fusion seams).

In addition, the following provisions will be satisfied:

• surfaces of the geomembrane which are to be repaired will be abraded no
more than 20 minutes prior to the repair;
• surfaces must be clean and dry at the time of the repair;
• all seaming equipment used in repairing procedures must be approved;
• the repair procedures, materials, and techniques will be approved in advance
by the CQA Consultant with input from the Design Engineer and
Geosynthetic Installer;
• patches or caps will extend at least 6 inches (150 millimeters (mm)) beyond
the edge of the defect, and all corners of patches will be rounded with a
radius of at least 3 inches (75 mm);
• cuts and holes to be patched shall have rounded corners; and
• the geomembrane below large caps should be appropriately cut to avoid
water or gas collection between the two sheets.

10.4.5.4 Verification of Repairs

The CQA Monitor shall monitor and document repairs. Records of repairs shall be
maintained on repair logs. Repair logs shall include, at a minimum:

• panel containing repair and approximate location on panel;
• approximate dimensions of repair;
• repair type, i.e. fusion weld or extrusion weld
• date of repair;

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• seamer making the repair; and
• results of repair non-destructive testing (pass or fail).

Each repair will be non-destructively tested using the methods described herein, as
appropriate. Repairs that pass the non-destructive test will be taken as an indication of
an adequate repair. Large caps may be of sufficient extent to require destructive test
sampling, per the requirements of the Technical Specifications. Failed tests shall be
redone and re-tested until passing test results are observed.

10.4.5.5 Large Wrinkles

When seaming of the geomembrane is completed (or when seaming of a large area of
the geomembrane liner is completed) and prior to placing overlying materials, the CQA
Site Manager will observe the geomembrane wrinkles. The CQA Site Manager will
indicate to the Geosynthetic Installer which wrinkles should be cut and re-seamed. The
seam thus produced will be tested like any other seam.

10.4.6 Lining System Acceptance
The Geosynthetic Installer and the Manufacturer(s) will retain all responsibility for the
geosynthetic materials in the liner system until acceptance by the Construction
Manager.

The geosynthetic liner system will be accepted by the Construction Manager when:

• the installation is finished;
• verification of the adequacy of all seams and repairs, including associated
testing, is complete;
• all documentation of installation is completed including the CQA Site
Manager’s acceptance report and appropriate warranties; and
• CQA report, including “as built” drawing(s), sealed by a registered
professional engineer has been received by the Construction Manager.

The CQA Site Manager will document that installation proceeded in accordance with
the Technical Specifications for the project.

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11. GEOTEXTILE
11.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the
geotextile installation. The CQA Consultant will review the Construction Drawings,
and the Technical Specifications, and any approved addenda or changes.

11.2 Manufacturing

The Manufacturer will provide the Construction Manager with a list of guaranteed
“minimum average roll value” properties (defined as the mean less two standard
deviations), for each type of geotextile to be delivered. The Manufacturer will also
provide the Construction Manager with a written quality control certification signed by
a responsible party employed by the Manufacturer that the materials actually delivered
have property “minimum average roll values” which meet or exceed all property values
guaranteed for that type of geotextile.

The quality control certificates will include:

• roll identification numbers; and
• results of MQC testing.

The Manufacturer will provide, as a minimum, test results for the following:

• mass per unit area;
• grab strength;
• tear strength;
• puncture strength;
• permittivity; and
• apparent opening size.

MQC tests shall be performed at the frequency listed in the Technical Specifications.
CQA tests on geotextile produced for the project shall be performed according to the
test methods specified and frequencies presented in Table 4.

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The CQA Site Manager will examine Manufacturer certifications to evaluate that the
property values listed on the certifications meet or exceed those specified for the
particular type of geotextile and the measurements of properties by the Manufacturer
are properly documented, test methods acceptable and the certificates have been
provided at the specified frequency properly identifying the rolls related to testing.
Deviations will be reported to the Construction Manager.

11.3 Labeling

The Manufacturer will identify all rolls of geotextile with the following:

• manufacturer’s name;
• product identification;
• lot number;
• roll number; and
• roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

11.4 Shipment and Storage

During shipment and storage, the geotextile will be protected from ultraviolet light
exposure, precipitation or other inundation, mud, dirt, dust, puncture, cutting, or any
other damaging or deleterious conditions. To that effect, geotextile rolls will be
shipped and stored in relatively opaque and watertight wrappings.

Protective wrappings will be removed less than one hour prior to unrolling the
geotextile. After the wrapping has been removed, a geotextile will not be exposed to
sunlight for more than 15 days, except for UV protection geotextile, unless otherwise
specified and guaranteed by the Manufacturer.

The CQA Site Manager will observe rolls upon delivery at the site and deviation from
the above requirements will be reported to the Geosynthetic Installer.

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11.5 Conformance Testing

11.5.1 Tests
Upon delivery of the rolls of geotextiles, the CQA Site Manager will obtain
conformance samples and forward to the Geosynthetics CQA Laboratory for testing to
evaluate conformance to Technical Specifications. Required test and testing frequency
for the geotextiles are presented in Table 4. These conformance tests will be performed
in accordance with the test methods specified in the Technical Specifications and will
be documented by the CQA Site Manager.

11.5.2 Sampling Procedures
Samples will be taken across the width of the roll and will not include the first 3 feet.
Unless otherwise specified, samples will be 3 feet long by the roll width. The CQA Site
Manager will mark the machine direction on the samples with an arrow.

Unless otherwise specified, samples will be taken at a rate as indicated in Table 4 for
geotextiles.

11.5.3 Test Results
The CQA Site Manager will examine results from laboratory conformance testing and
will report non-conformance with the Technical Specifications and this CQA Plan to the
Construction Manager.

11.5.4 Conformance Sample Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

• The Manufacturer will replace every roll of geotextile that is in
nonconformance with the Technical Specifications with a roll(s) that meets
Technical Specifications; or
• The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical
Specifications. If either of these samples fail, the numerically closest rolls
on the side of the failed sample will be tested by the CQA Laboratory.
These samples must conform to the Technical Specifications. If any of these

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samples fail, every roll of geotextile on site from this lot and every
subsequently delivered roll that is from the same lot must be tested by the
CQA Laboratory for conformance to the Technical Specifications. This
additional conformance testing will be at the expense of the Manufacturer.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

11.6 Handling and Placement

The Geosynthetic Installer will handle all geotextiles in such a manner as to document
they are not damaged in any way, and the following will be complied with:

• In the presence of wind, all geotextiles will be weighted with sandbags or
the equivalent. Such sandbags will be installed during placement and will
remain until replaced with earth cover material.
• Geotextiles will be cut using an approved geotextile cutter only. If in place,
special care must be taken to protect other materials from damage, which
could be caused by the cutting of the geotextiles.
• The Geosynthetic Installer will take all necessary precautions to prevent
damage to underlying layers during placement of the geotextile.
• During placement of geotextiles, care will be taken not to entrap in the
geotextile stones, excessive dust, or moisture that could damage the
geotextile, generate clogging of drains or filters, or hamper subsequent
seaming.
• A visual examination of the geotextile will be carried out over the entire
surface, after installation, to document that no potentially harmful foreign
objects, such as needles, are present.

The CQA Site Manager will note non-compliance and report it to the Construction
Manager.

11.7 Seams and Overlaps

All geotextiles will be continuously sewn in accordance with Technical Specifications.
Geotextiles will be overlapped 12 inches prior to seaming. No horizontal seams will be
allowed on side slopes (i.e. seams will be along, not across, the slope), except as part of
a patch.

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Sewing will be done using polymeric thread with chemical and ultraviolet resistance
properties equal to or exceeding those of the geotextile.

11.8 Repair

Holes or tears in the geotextile will be repaired as follows:

• On slopes: A patch made from the same geotextile will be double seamed
into place. Should a tear exceed 10 percent of the width of the roll, that roll
will be removed from the slope and replaced.
• Non-slopes: A patch made from the same geotextile will be spot-seamed in
place with a minimum of 6 inches (0.60 meters) overlap in all directions.

Care will be taken to remove any soil or other material that may have penetrated the
torn geotextile.

The CQA Site Manager will observe any repair, note any non-compliance with the
above requirements and report them to the Construction Manager.

11.9 Placement of Soil or Aggregate Materials

The Contractor will place all soil or aggregate materials located on top of a geotextile,
in such a manner as to document:

• no damage of the geotextile;
• minimal slippage of the geotextile on underlying layers; and
• no excess tensile stresses in the geotextile.

Non-compliance will be noted by the CQA Site Manager and reported to the
Construction Manager.

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12. GEOSYNTHETIC CLAY LINER (GCL)
12.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the
geosynthetic clay liner (GCL) installation. The CQA Consultant will review the
Construction Drawings, Technical Specifications, and approved addenda or changes.

12.2 Manufacturing

The Manufacturer will provide the Construction Manager with a list of guaranteed
“minimum average roll value” properties (defined as the mean less two standard
deviations), for the GCL to be delivered. The Manufacturer will also provide the
Construction Manager with a written quality control certification signed by a
responsible party employed by the Manufacturer that the materials actually delivered
have property “minimum average roll values” which meet or exceed all property values
guaranteed for that GCL.

The quality control certificates will include:

• roll identification numbers; and
• results of quality control testing.

The Manufacturer will provide, as a minimum, test results for the following:

• mass per unit area (bentonite content); and
• index flux.

Quality control tests must be performed, in accordance with the test methods specified
in Table 5, on GCL produced for the project.

The CQA Site Manager will examine Manufacturer certifications to verify that the
property values listed on the certifications meet or exceed those specified for the GCL
and the measurements of properties by the Manufacturer are properly documented, test
methods acceptable and the certificates have been provided at the specified frequency
properly identifying the rolls related to testing. Deviations will be reported to the
Construction Manager.

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12.3 Labeling

The Manufacturer will identify all rolls of GCL with the following:

• manufacturer’s name;
• product identification;
• lot number;
• roll number; and
• roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

12.4 Shipment and Storage

During shipment and storage, the GCL will be protected from ultraviolet light exposure,
precipitation or other inundation, mud, dirt, dust, puncture, and cutting or any other
damaging or deleterious conditions. To that effect, GCL rolls will be shipped and
stored in relatively opaque and watertight wrappings.

The CQA Site Manager will observe rolls upon delivery at the site and any deviation
from the above requirements will be reported to the Construction Manager.

12.5 Conformance Testing

12.5.1 Tests
CQA personnel will sample the GCL either during production at the
manufacturing facility or after delivery to the construction site. The samples will be
forwarded to the Geosynthetics CQA Laboratory for testing to assess conformance with
the Technical Specifications. The test methods and minimum testing frequencies are
indicated in Table 5.

Samples will be taken across the width of the roll and will not include the
first 3 ft if the sample is cut on site. Unless otherwise specified, samples will be 3 ft
long by the roll width. The CQA Consultant will mark the machine direction with an
arrow and the manufacturer's roll number on each sample.

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During GCL installation, the CQA Engineer will deploy a small container to
collect water as it is being applied to the surface of the GCL. The depth of water within
the container will be measured and compared to the requirements outlined in the
Technical Specifications. In addition, the CQA Engineer will collect 6 inch square
samples of the hydrated GCL for testing for moisture content. Samples will be
collected once the overlying secondary geomembrane is in place and taken from within
a destructive sample location. The test methods and minimum testing frequencies are
indicated in Table 5.

The CQA Site Manager will examine results from laboratory conformance
testing and will report non-conformance to the Construction Manager.

12.5.2 Conformance Sample Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

• The Manufacturer will replace every roll of GCL that is in nonconformance
with the Technical Specifications with a roll(s) that meets Technical
Specifications; or
• The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical
Specifications. If either of these samples fail, the numerically closest rolls
on the side of the failed sample will be tested by the CQA Laboratory.
These samples must conform to the Technical Specifications. If any of these
samples fail, every roll of GCL on site from this lot and every subsequently
delivered roll that is from the same lot must be tested by the CQA
Laboratory for conformance to the Technical Specifications. This additional
conformance testing will be at the expense of the Manufacturer.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

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12.6 GCL Delivery and Storage

Upon delivery to the site, the CQA Consultant will check the GCL rolls for defects
(e.g., tears, holes) and for damage. The CQA Consultant will report to the Construction
Manager and the Geosynthetics Installer:

• any rolls, or portions thereof, which should be rejected and removed from
the site because they have severe flaws; and
• any rolls which include minor repairable flaws.

The GCL rolls delivered to the site will be checked by the CQA Consultant to document
that the roll numbers correspond to those on the approved Manufacturer's quality
control certificate of compliance.

12.7 GCL Installation

The CQA Consultant will monitor and document that the GCL is installed in
accordance with the Drawings and the Technical Specifications. The Geosynthetics
Installer shall provide the CQA Consultant a certificate of subgrade acceptance prior to
the installation of the GCL as outlined in the Technical Specifications. The GCL
installation activities to be monitored and documented by the CQA Consultant include:

• monitoring that the GCL rolls are stored and handled in a manner
which does not result in any damage to the GCL;
• monitoring that the GCL is not exposed to UV radiation for extended
periods of time without prior approval;
• monitoring that the GCL are seamed in accordance with the
Technical Specifications and the Manufacturer's recommendations;
• monitoring and documenting that the GCL is installed on an
approved subgrade, free of debris, protrusions, or uneven surfaces;
• monitoring that the subgrade surface is moist to within a minimum of
1 inch from the subgrade surface;
• monitoring that the GCL is hydrated prior to installation of the
overlying geomembrane; and
• monitoring that any damage to the GCL is repaired as outlined in the
Technical Specifications.

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The CQA Site Manager will note non-compliance and report it to the
Construction Manager.

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13. GEONET
13.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the geonet
installation. The CQA Consultant will review the Construction Drawings, Technical
Specifications, and any approved addenda or changes.

13.2 Manufacturing

The Manufacturer will provide the CQA Consultant with a list of certified “minimum
average roll value” properties for the type of geonet to be delivered. The Manufacturer
will also provide the CQA Consultant with a written certification signed by a
responsible representative of the Manufacturer that the geonet actually delivered have
“minimum average roll values” properties which meet or exceed all certified property
values for that type of geonet.

The CQA Consultant will examine the Manufacturers’ certifications to document that
the property values listed on the certifications meet or exceed those specified for the
particular type of geonet. Deviations will be reported to the Construction Manager.

13.3 Labeling

The Manufacturer will identify all rolls of geonet with the following:

• Manufacturer’s name;
• product identification;
• lot number;
• roll number; and
• roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

13.4 Shipment and Storage

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During shipment and storage, the geonet will be protected from mud, dirt, dust,
puncture, cutting or any other damaging or deleterious conditions. The CQA Site
Manager will observe rolls upon delivery to the site and deviation from the above
requirements will be reported to the Construction Manager. Damaged rolls will be
rejected and replaced.

The CQA Site Manager will observe that geonet is free of dirt and dust just before
installation. The CQA Site Manager will report the outcome of this observation to the
Construction Manager, and if the geonet is judged dirty or dusty, they will be cleaned
by the Geosynthetic Installer prior to installation.

13.5 Conformance Testing

13.5.1 Tests
The geonet material will be tested for transmissivity (ASTM D 4716) and for thickness
(ASTM D 5199) at the frequencies presented in Table 6.

13.5.2 Sampling Procedures
Upon delivery of the geonet rolls, the CQA Site Manager will document that samples
are obtained from individual rolls at the frequency specified in this CQA Plan. The
geonet samples will be forwarded to the CQA Laboratory for testing to evaluate
conformance to both the Technical Specifications and the list of physical properties
certified by the Manufacturer.

Samples will be taken across the width of the roll and will not include the first
3 linear feet. Unless otherwise specified, samples will be 3 feet long by the roll width.
The CQA Consultant will mark the machine direction on the samples with an arrow.

13.5.3 Test Results
The CQA Site Manager will examine results from laboratory conformance testing and
compare results to the Technical Specifications. The criteria used to evaluate
acceptability are presented in the Technical Specifications. The CQA Site Manager will
report any nonconformance to the Construction Manager.

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13.5.4 Conformance Test Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

• The Manufacturer will replace every roll of geonet that is in
nonconformance with the Technical Specifications with a roll that meets
specifications; or
• The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical
Specifications. If either of these samples fail, the numerically closest rolls
on the side of the failed sample that is not tested, will be tested by the CQA
Laboratory. These samples must conform to the Technical Specifications. If
any of these samples fail, every roll of geonet on site from this lot and every
subsequently delivered roll that is from the same lot must be tested by the
CQA Laboratory for conformance to the Technical Specifications.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

13.6 Handling and Placement

The Geosynthetic Installer will handle all geonet in such a manner as to document they
are not damaged in any way. The Geosynthetic Installer will comply with the
following:

• If in place, special care must be taken to protect other materials from
damage, which could be caused by the cutting of the geonet.
• The Geosynthetic Installer will take any necessary precautions to prevent
damage to underlying layers during placement of the geonet.
• During placement of geonet, care will be taken to prevent entrapment of dirt
or excessive dust that could cause clogging of the drainage system, or stones
that could damage the adjacent geomembrane. If dirt or excessive dust is
entrapped in the geonet, it should be cleaned prior to placement of the next
material on top of it. In this regard, care should be taken with the handling
or sandbags, to prevent rupture or damage of the sandbag.

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• A visual examination of the geonet will be carried out over the entire
surface, after installation to document that no potentially harmful foreign
objects are present.

The CQA Site Manager will note noncompliance and report it to the Construction
Manager.

13.7 Geonet Seams and Overlaps

Adjacent geonet panels will be joined in accordance with Construction Drawings and
Technical Specifications. As a minimum, the adjacent rolls will be overlapped by at
least 4 inches and secured by tying, in accordance with the Technical Specifications.

The CQA Consultant will note any noncompliance and report it to the Construction
Manager.

13.8 Repair

Holes or tears in the geonet will be repaired by placing a patch extending 2 feet beyond
edges of the hole or tear. The patch will be secured by tying with approved tying
devices every 6 inches If the hole or tear width across the roll is more than 50 percent
of the width of the roll, the damaged area will be cut out and the two portions of the
geonet will be joined in accordance with Section 13.7.

The CQA Site Manager will observe repairs, note non-compliances with the above
requirements and report them to the Construction Manager.

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14. CONCRETE SPILLWAY
14.1 Introduction

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

• subgrade preparation;
• liner system and cushion geotextile installation;
• welded wire reinforcement installation; and
• concrete placement and finishing.

14.2 CQA Monitoring Activities

14.2.1 Subgrade Preparation
The CQA Site Manager will monitor and document that the subgrade is prepared in
accordance with the Technical Specifications and the Construction Drawings.

14.2.2 Liner System and Cushion Geotextile Installation
The CQA Site Manager shall monitor and document that the liner system components,
along with the anchor trench and cushion geotextile, are installed in accordance with the
requirements of the Technical Specifications and the Construction Drawings.

14.2.3 Welded Wire Reinforcement Installation
The CQA Site Manager shall monitor and document that the welded wire fabric
reinforcement is installed in accordance with the requirements of the Technical
Specifications and the Construction Drawings.

14.2.4 Concrete Installation
The CQA Site Manager shall test, monitor, and document that the concrete is installed
in accordance with the requirements of the Technical Specifications and the
Construction Drawings. At a minimum, the CQA Site Manager shall review the

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concrete tickets prior to installing the concrete to monitor that the concrete meets the
requirements outlined in the Technical Specifications.

14.2.5 Conformance Testing
The Contractor shall facilitate the CQA Site Manager in the collection of samples
required for testing. Compression test specimens shall be prepared by the CQA Site
Manager by the following method:

• compression test cylinders from fresh concrete in accordance with ASTM C
172 and C 31.

Compression testing shall be completed on one cylinder at 7 days, one cylinder at 14
days, and two (2) cylinders at the 28 day strength. The CQA Site Manager will
examine results from laboratory conformance testing and will report any non-
conformance with the requirements outlined in the Technical Specifications to the
Construction Manager.

14.3 Deficiencies

If a defect is discovered in the concrete spillway, the CQA Site Manager will
immediately determine the extent and nature of the defect. The CQA Site Manager will
determine the extent of the defective area by additional observations, a review of
records, or other means that the CQA Site Manager deems appropriate.

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

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

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Re-evaluations by the CQA Site Manager shall continue until the defects have been
corrected before any additional work is performed by the Contractor in the area of the
deficiency.
15. SURVEYING
15.1 Survey Control

Survey control will be performed by the Surveyor as needed. A permanent benchmark
will be established for the site(s) in a location convenient for daily tie-in. The vertical
and horizontal control for this benchmark will be established within normal land
surveying standards.

15.2 Precision and Accuracy

A wide variety of survey equipment is available for the surveying requirements for
these projects. The survey instruments used for this work should be sufficiently precise
and accurate to meet the needs of the projects.

15.3 Lines and Grades

The following structures will be surveyed to verify and document the lines and grades
achieved during construction of the Project:

• geomembrane terminations; and
• centerlines of pipes.

15.4 Frequency and Spacing

A line of survey points no further than 100 feet apart must be taken at the top of pipes
or other appurtenances to the liner.

15.5 Documentation

Field survey notes should be retained by the Land Surveyor. The findings from the
field surveys should be documented on a set of Survey Record Drawings, which shall
be provided to the Construction Manager in AutoCAD 2000 format or other suitable
format as directed by the Construction Manager.

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TABLE 1A

TEST PROCEDURES FOR THE EVALUATION OF EARTHWORK
TEST METHOD DESCRIPTION TEST STANDARD
Sieve Analysis Particle Size Distribution ASTM D 422
Modified Proctor Moisture Density Relationship ASTM D 1557
TABLE 1B MINIMUM EARTHWORK TESTING FREQUENCIES
TEST TEST METHOD FILL
Sieve Analysis ASTM D 422 1 per 20,000 CY or 1 per
material type
Modified Proctor ASTM D 1557 1 per 20,000 CY or 1 per material type
Nuclear Densometer – In-situ Moisture/Density ASTM D 6938 1 per 500 yd3

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TABLE 2A

TEST PROCEDURES FOR THE EVALUATION OF AGGREGATE

TEST METHOD DESCRIPTION TEST STANDARD
Sieve Analysis Particle Size Distribution of
Fine and Coarse Aggregates
ASTM C 136
Hydraulic Conductivity (Rigid Wall Permeameter) Permeability of Aggregates ASTM D 2434
TABLE 2B MINIMUM AGGREGATE TESTING FREQUENCIES FOR CONFORMANCE TESTING

TEST TEST METHOD DRAINAGE AGGREGATE
Sieve Analysis ASTM C 136 1 per project
Hydraulic Conductivity ASTM D 2434 1 per project

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TABLE 3

GEOMEMBRANE CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD FREQUENCY
Specific Gravity ASTM D 792 Method A or ASTM D 1505 200,000 ft2
Thickness ASTM D 5199 200,000 ft2
Tensile Strength at Yield ASTM D 638 200,000 ft2
Tensile Strength at Break ASTM D 638 200,000 ft2
Elongation at Yield ASTM D 638 200,000 ft2
Elongation at Break ASTM D 638 200,000 ft2
Carbon Black Content ASTM D 1603 200,000 ft2
Carbon Black Dispersion ASTM D 5596 200,000 ft2
Interface Shear Strength1,2 ASTM D 5321 1 per project
Notes:
1. To be performed at normal stresses of 10, 20, and 30 psi between smooth geomembrane and underlying woven side of GCL and
overlying geonet. GCL shall be hydrated for 48 hours under a normal stress of 250 psf prior to testing.
2. To be performed at normal stresses of 100, 200, and 300 psf between textured geomembrane and underlying woven side of GCL
and overlying cushion geotextile. GCL shall be hydrated for 48 hours prior to testing.

TABLE 4

GEOTEXTILE CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM FREQUENCY
Mass per Unit Area ASTM D 5261 1 test per 260,000 ft2
Grab Strength ASTM D 4632 1 test per 260,000 ft2
Puncture Resistance ASTM D 4833 1 test per 260,000 ft2
Permittivity ASTM D 4491 1 test per 260,000 ft2
Apparent Opening Size ASTM D 4751 1 test per 260,000 ft2

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TABLE 5

GCL CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM FREQUENCY
Mass per Unit Area ASTM D 5993 1 test per 100,000 ft2
Index Flux ASTM D 5887 1 test per 400,000 ft2
Bentonite Moisture Content
– Post Field Hydration
ASTM D 2216 1 test per 4 secondary
geomembrane destructive
samples

Note: Hydraulic index flux testing shall be performed under an effective confining stress of 5 pounds per square inch.

TABLE 6

GEONET CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM FREQUENCY
Thickness ASTM D 5199 1 test per 200,000 ft2
Hydraulic Transmissivity ASTM D 4716 1 test per 400,000 ft2

Note: Transmissivity shall be measured using water at 68°F with a gradient of 0.1 under a confining pressure of 7,000 lb/ft2. The
geonet shall be placed in the testing device between 60-mil smooth geomembrane. Measurements are taken one hour after
application of confining pressure.

EXHIBIT B

BLAST PLAN, PREPARED
BY KGL ASSOCIATES

1
August 6, 2009
Mr. Mark Kerr KGL and Associates Golden CO.
RE: Blanding, UT. – Evaporation cell construction for Denison Mining. Dear Mark,
Please make reference to our recent meeting at your office and to our many conversations concerning the above mentioned project. The existing situation of the conditions at the site are perfect for a successful drilling and blasting program. The right amount of overburden is on top of the rock to keep the explosive energy within the rock mass. As we have spoke of before, to remove any overburden will severely compromise
the blasting safety and efficiency.

2
The previous sketch shows the proposed evaporation cell and how it has been divided into blasting zones. The boundaries of these said zones were determined by the
total excavation depth. The overburden on top of the rock is to be left in place for the drilling and blasting. Below, please note the excavation data (Averaged) for each of the zones:
SURFACE TO FINAL SURFACE TO TOP/ROCK TOP/ROCK TO FINAL
ZONE 1 CUT – 17’ CUT – 7’ CUT – 10’
ZONE 2 CUT – 19’ CUT – 8’ CUT – 11’
ZONE 3 CUT – 16’ CUT – 8’ CUT – 8’
ZONE 4 CUT – 13’ CUT – 5’ CUT – 8’ ZONE 5 CUT – 25’ CUT – 11’ CUT – 14’

As the above chart indicates, Zone 4 has the lease amount of excavation in terms of depth. This is why this area has been chosen to test for the excavation being performed by conventional equipment. ( ripping)
BLASTING DETAILS

3
Vibration or air overpressure will not be a problem at the existing mill structures that are 3,000 ft away. A seismograph will be placed at the structure closest to the blast
for every blast that is done.
DRILLING AND BLASTING LOGISTICS

The drilling and blasting will commence in the area shown on a previous sketch toward the Northwest portion of the proposed cell. This slot will be blasted from the North excavation limits to the limits on the West side of the cell. After partial excavation of the slot, blasting will proceed in both directions,
perpendicular to the slot. This will provide the relief needed to reduce the ground vibrations at the outer limits of the cell and also direct the shots away from the other existing evaporation cells. The excavation of the shot material from one blast, shall be performed on one side
of the slot, while another blast is being prepared on the opposite side. It might be necessary to establish another area of excavation, so that the drilling and blasting operation can stay well ahead of the excavation crew.
Sincerely,
Rod A. Schuch Buckley Powder Company
1
September 9, 2009
Mr. Mark Kerr KGL and Associates Golden, CO.
RE: Blanding Utah – Evaporation cell construction for Denison Mining. Dear Mark,
Please make reference to our recent conversation. Concerns about the ground response at the existing berms that border this new construction require limitations as follows:
1) 5 inches per second when blasting further than 100 ft. from the berm. 2) 2 inches per second when blasting within 100 ft. of the berm. The seismographs should be place at or near the water line on the pond side of the Berm.

BLASTING PLAN

We will record the seismic data from a signature hole and an acceptable blasting plan for blasting close to the berm areas, will be formulated using this data. We will continue to monitor every blast and chart the seismic information to determine when to change the blasting design.

The blasting details will remain as illustrated for the first blast, as the following calculation confirms that the vibratory response will be within the limitations. This calculation was developed by the USBM to predict blast induced ground vibrations and has proven to have an acceptable level of precision.
2

This shot is located toward the Northwest end of Zone 5 and situated in the middle of the proposed cell. Once a face has been established, the pattern dimensions and
orientation of the boreholes will be changed. (Staggered pattern – 13 x 16’ and larger)

SIGNATURE HOLE

Before or after this initial blast, a single hole will be detonated and the seismic
data recorded and used in a wave form analysis program. This program utilizes super imposed linear positioning of the wave forms to promote the destructive interference of the wave forms generated by blasting. The
software was developed by Randy Wheeler of White Seismology and has proven to be
accurate and precise in calculating the sequential times for the blast that will produce the lowest PPV and the highest frequencies possible in the chosen environment. It is imperative however, that electronic detonators be utilized to duplicate the calculated times exactly.

When blasting nears the berm areas, a decision by Denison must be made in reference to the State imposed vibration restrictions. The following is an illustration of the blast hole design (decked) needed to ensure the compliance to the vibration limits.

3
As I have previously stated, the pattern and explosive loading design will change
as we approach the berm areas and we will monitor each blast to determine and predict
when these changes are needed. The above illustration represents the blast design needed at 100’ from the berm. The ‘in field’ seismic monitoring will determine if this extreme design is needed.
We will take great care in ensuring that the vibration limitations are adhered to.
Sincerely,

Rod A. Schuch Engr. Special Projects

Prepared for
Denison Mines (USA) Corp.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
CONSTRUCTION QUALITY
ASSURANCE PLAN FOR THE
CONSTRUCTION OF CELL 4B LINING
SYSTEM
WHITE MESA MILL
BLANDING, UTAH
Prepared by

10875 Rancho Bernardo Rd., Suite 200
San Diego, CA 92127
Project Number SC0349

December 2007
Revised January 2009
Revised August 2009

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TABLE OF CONTENTS

1. INTRODUCTION .................................................................................................... 1 
1.1 Terms of Reference ....................................................................................... 1 
1.2 Purpose and Scope of the Construction Quality Assurance Plan .................. 1 
1.3 References ..................................................................................................... 2 
1.4 Organization of the Construction Quality Assurance Plan ........................... 2 
2. DEFINITIONS RELATING TO CONSTRUCTION QUALITY ASSURANCE ... 3 
2.1 Owner ............................................................................................................ 3 
2.2 Construction Manager ................................................................................... 3 
2.3 Engineer ........................................................................................................ 4 
2.4 Contractor ...................................................................................................... 4 
2.5 Resin Supplier ............................................................................................... 5 
2.6 Manufacturers ............................................................................................... 5 
2.7 Geosynthetic Installer.................................................................................... 5 
2.8 CQA Consultant ............................................................................................ 6 
2.9 Surveyor ........................................................................................................ 7 
2.10 CQA Laboratory ............................................................................................ 7 
2.11 Lines of Communication ............................................................................... 8 
2.12 Deficiency Identification and Rectification .................................................. 8 
3. CQA CONSULTANT’S PERSONNEL AND DUTIES ........................................ 10 
3.1 Overview ..................................................................................................... 10 
3.2 CQA Personnel ............................................................................................ 10 
3.3 CQA Engineer ............................................................................................. 10 
3.4 CQA Site Manager ...................................................................................... 11 
4. SITE AND PROJECT CONTROL ......................................................................... 13 
4.1 Project Coordination Meetings ................................................................... 13 
4.1.1 Pre-Construction Meeting .............................................................. 13 
4.1.2 Progress Meetings .......................................................................... 14 
4.1.3 Problem or Work Deficiency Meeting .......................................... 14 
5. DOCUMENTATION ............................................................................................. 16 
5.1 Overview ..................................................................................................... 16 
5.2 Daily Recordkeeping ................................................................................... 16 
5.3 Construction Problems and Resolution Data Sheets ................................... 17 
5.4 Photographic Documentation ...................................................................... 18 
5.5 Design or Specifications Changes ............................................................... 18 
5.6 CQA Report ................................................................................................ 18 
6. WELL ABANDONMENT ..................................................................................... 20 
6.1 Introduction ................................................................................................. 20 
6.2 CQA Monitoring Activities ......................................................................... 20 

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6.2.1 Materials ........................................................................................ 20 
6.2.2 Well Abandonment ........................................................................ 20 
6.3 Deficiencies ................................................................................................. 20 
6.3.1 Notification .................................................................................... 21 
6.3.2 Repairs and Re-testing ................................................................... 21 
7. EARTHWORK ....................................................................................................... 22 
7.1 Introduction ................................................................................................. 22 
7.2 Earthwork Testing Activities ...................................................................... 22 
7.2.1 Sample Frequency ......................................................................... 22 
7.2.2 Sample Selection ........................................................................... 22 
7.3 CQA Monitoring Activities ......................................................................... 23 
7.3.1 Vegetation Removal ...................................................................... 23 
7.3.2 Fill .................................................................................................. 23 
7.3.3 Subgrade Soil ................................................................................. 23 
7.3.4 Fine Grading .................................................................................. 24 
7.3.5 Anchor Trench Construction ......................................................... 24 
7.4 Deficiencies ................................................................................................. 24 
7.4.1 Notification .................................................................................... 25 
7.4.2 Repairs and Re-Testing ................................................................. 25 
8. DRAINAGE AGGREGATE .................................................................................. 26 
8.1 Introduction ................................................................................................. 26 
8.2 Testing Activities ........................................................................................ 26 
8.2.1 Sample Frequency ......................................................................... 26 
8.2.2 Sample Selection ........................................................................... 27 
8.3 CQA Monitoring Activities ......................................................................... 27 
8.3.1 Drainage Aggregate ....................................................................... 27 
8.4 Deficiencies ................................................................................................. 27 
8.4.1 Notification .................................................................................... 28 
8.4.2 Repairs and Re-testing ................................................................... 28 
9. POLYVINYL CHLORIDE (PVC) PIPE AND STRIP COMPOSITE .................. 29 
9.1 Material Requirements ................................................................................ 29 
9.2 Manufacturer ............................................................................................... 29 
9.2.1 Submittals ...................................................................................... 29 
9.3 Handling and Laying ................................................................................... 29 
9.4 Perforations ................................................................................................. 30 
9.5 Joints ........................................................................................................... 30 
9.6 Strip Composite ........................................................................................... 30 
10. GEOMEMBRANE ................................................................................................. 31 
10.1 General ........................................................................................................ 31 
10.2 Geomembrane Material Conformance ........................................................ 31 

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10.2.1 Introduction ................................................................................... 31 
10.2.2 Review of Quality Control............................................................. 31 
10.2.2.1 Material Properties Certification ................................... 31 
10.2.2.2 Geomembrane Roll MQC Certification ........................ 32 
10.2.3 Conformance Testing ..................................................................... 32 
10.3 Delivery ....................................................................................................... 33 
10.3.1 Transportation and Handling ......................................................... 33 
10.3.2 Storage ........................................................................................... 33 
10.4 Geomembrane Installation .......................................................................... 34 
10.4.1 Introduction ................................................................................... 34 
10.4.2 Earthwork ...................................................................................... 34 
10.4.2.1 Surface Preparation ....................................................... 34 
10.4.2.2 Geosynthetic Termination ............................................. 35 
10.4.3 Geomembrane Placement .............................................................. 35 
10.4.3.1 Panel Identification ....................................................... 35 
10.4.3.2 Field Panel Placement ................................................... 35 
10.4.4 Field Seaming ................................................................................ 37 
10.4.4.1 Requirements of Personnel ........................................... 37 
10.4.4.2 Seaming Equipment and Products ................................ 38 
10.4.4.3 Seam Preparation .......................................................... 39 
10.4.4.4 Weather Conditions for Seaming .................................. 40 
10.4.4.5 Overlapping and Temporary Bonding .......................... 40 
10.4.4.6 Trial Seams .................................................................... 40 
10.4.4.7 General Seaming Procedure .......................................... 41 
10.4.4.8 Nondestructive Seam Continuity Testing ..................... 41 
10.4.4.9 Destructive Testing ....................................................... 43 
10.4.5 Defects and Repairs ....................................................................... 47 
10.4.5.1 Identification ................................................................. 47 
10.4.5.2 Evaluation ..................................................................... 47 
10.4.5.3 Repair Procedures ......................................................... 47 
10.4.5.4 Verification of Repairs .................................................. 48 
10.4.5.5 Large Wrinkles .............................................................. 49 
10.4.6 Lining System Acceptance ............................................................ 49 
11. GEOTEXTILE ........................................................................................................ 50 
11.1 Introduction ................................................................................................. 50 
11.2 Manufacturing ............................................................................................. 50 
11.3 Labeling ....................................................................................................... 51 
11.4 Shipment and Storage ................................................................................. 51 
11.5 Conformance Testing .................................................................................. 52 
11.5.1 Tests ............................................................................................... 52 

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11.5.2 Sampling Procedures ..................................................................... 52 
11.5.3 Test Results .................................................................................... 52 
11.5.4 Conformance Sample Failure ........................................................ 52 
11.6 Handling and Placement ............................................................................. 53 
11.7 Seams and Overlaps .................................................................................... 53 
11.8 Repair .......................................................................................................... 54 
11.9 Placement of Soil or Aggregate Materials .................................................. 54 
12. GEOSYNTHETIC CLAY LINER (GCL) .............................................................. 55 
12.1 Introduction ................................................................................................. 55 
12.2 Manufacturing ............................................................................................. 55 
12.3 Labeling ....................................................................................................... 56 
12.4 Shipment and Storage ................................................................................. 56 
12.5 Conformance Testing .................................................................................. 56 
12.5.1 Tests ............................................................................................... 56 
12.5.2 Conformance Sample Failure ........................................................ 57 
12.6 GCL Delivery and Storage .......................................................................... 58 
12.7 GCL Installation .......................................................................................... 58 
13. GEONET ................................................................................................................ 60 
13.1 Introduction ................................................................................................. 60 
13.2 Manufacturing ............................................................................................. 60 
13.3 Labeling ....................................................................................................... 60 
13.4 Shipment and Storage ................................................................................. 60 
13.5 Conformance Testing .................................................................................. 61 
13.5.1 Tests ............................................................................................... 61 
13.5.2 Sampling Procedures ..................................................................... 61 
13.5.3 Test Results .................................................................................... 61 
13.5.4 Conformance Test Failure ............................................................. 62 
13.6 Handling and Placement ............................................................................. 62 
13.7 Geonet Seams and Overlaps ........................................................................ 63 
13.8 Repair .......................................................................................................... 63 
14. CONCRETE SPILLWAY ...................................................................................... 64 
14.1 Introduction ................................................................................................. 64 
14.2 CQA Monitoring Activities ......................................................................... 64 
14.2.1 Subgrade Preparation ..................................................................... 64 
14.2.2 Liner System and Cushion Geotextile Installation ........................ 64 
14.2.3 Welded Wire Reinforcement Installation ...................................... 64 
14.2.4 Concrete Installation ...................................................................... 64 
14.2.5 Conformance Testing ..................................................................... 65 
14.3 Deficiencies ................................................................................................. 65 
14.3.1 Notification .................................................................................... 65 

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14.3.2 Repairs ........................................................................................... 65 
15. SURVEYING ......................................................................................................... 66 
15.1 Survey Control ............................................................................................ 66 
15.2 Precision and Accuracy ............................................................................... 66 
15.3 Lines and Grades ......................................................................................... 66 
15.4 Frequency and Spacing ............................................................................... 66 
15.5 Documentation ............................................................................................ 66 

TABLES

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

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1. INTRODUCTION
1.1 Terms of Reference

Geosyntec Consultants (Geosyntec) has prepared this Construction Quality Assurance
(CQA) Plan for the construction of liner systems associated with the Cell 4B Lining
System Construction at the Denison Mines (USA) Corp. (DMC) White Mesa Mill
Facility (site), located at 6425 South Highway 191, Blanding, Utah 84511. This CQA
Plan was prepared by Ms. Meghan Lithgow, E.I.T., of Geosyntec, and was reviewed by
Mr. Gregory T. Corcoran, P.E., also of Geosyntec, in general accordance with the peer
review policies of the firm.

1.2 Purpose and Scope of the Construction Quality Assurance Plan

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

This CQA Plan addresses the earthwork and geosynthetic components of the liner
system for the project. The earthwork, geosynthetic, and appurtenant components
include excavation, fill, prepared subgrade, geosynthetic clay liner (GCL),
geomembrane, geotextile, geonet, drainage aggregate, and polyvinyl chloride (PVC)
pipe. It should be emphasized that care and documentation are required in the
placement of aggregate and in the production and installation of the geosynthetic
materials installed during construction. This CQA Plan delineates procedures to be
followed for monitoring construction utilizing these materials.

The CQA monitoring activities associated with the selection, evaluation, and placement
of drainage aggregate are included in the scope of this plan. The CQA protocols
applicable to manufacturing, shipping, handling, and installing all geosynthetic
materials are also included. However, this CQA Plan does not specifically address
either installation specifications or specification of soils and geosynthetic materials as
these requirements are addressed in the Technical Specifications.

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1.3 References

The CQA Plan includes references to test procedures in the latest editions of the American
Society for Testing and Materials (ASTM).

1.4 Organization of the Construction Quality Assurance Plan

The remainder of the CQA Plan is organized as follows:

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

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

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

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

2.1 Owner

The Owner of this project is Denison Mines (USA) Corp.

2.2 Construction Manager

Responsibilities

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

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2.3 Engineer

Responsibilities

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

Qualifications

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

2.4 Contractor

Responsibilities

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

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

Qualifications

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

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2.5 Resin Supplier

Responsibilities

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

Qualifications

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

2.6 Manufacturers

Responsibilities

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

Qualifications

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

2.7 Geosynthetic Installer

Responsibilities

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

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Qualifications

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

2.8 CQA Consultant

Responsibilities

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

Qualifications

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

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

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

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2.9 Surveyor

Responsibilities

The Surveyor is a party, independent from the Contractor, Manufacturer, and
Geosynthetic Installer, that is responsible for surveying, documenting, and verifying the
location of all significant components of the Work. The Surveyor’s work is coordinated
and employed by the Contractor. The Surveyor is responsible for issuing Record
Drawings of the construction.

Qualifications

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

2.10 CQA Laboratory

Responsibilities

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

Qualifications

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

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2.11 Lines of Communication

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

2.12 Deficiency Identification and Rectification

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

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

Project Organization Chart
Denison Mines (USA) Corp.
White Mesa Mill Cell 4B

Manufacturers / Resin
Suppliers
Owner/Construction Manager
Denison Mines (USA) Corp.

Contractor /
Geosynthetic Installer

Engineer / CQA Consultant
Geosyntec Consultants
Regulatory Agency
Utah Department of
Environmental Quality

CQA Laboratory

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The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a
project specification criterion cannot be met, or unusual weather conditions hinder
work, then the CQA Engineer will develop and present to the Design Engineer
suggested solutions for approval. Major modification to the Construction Drawings,
Technical Specifications, or this CQA Plan must be provided to the regulatory agency
for review prior to implementation.

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

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3. CQA CONSULTANT’S PERSONNEL AND DUTIES
3.1 Overview

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

• earthwork;
• subgrade preparation;
• installation of geosynthetic clay liner;
• installation of geomembrane;
• installation of geonet;
• installation of drainage aggregate;
• installation of piping; and
• installation of geotextile.

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

3.2 CQA Personnel

The CQA Consultant’s personnel will include:

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

3.3 CQA Engineer

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

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

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

3.4 CQA Site Manager

The CQA Site Manager:

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

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• reviews the Geosynthetic Installer’s personnel Qualifications for
conformance with those pre-approved for work on site;
• notes onsite activities in daily field reports and reports to the CQA Engineer
and Construction Manager;
• reports unresolved deviations from the CQA Plan, Construction Drawings,
and Technical Specifications to the Construction Manager; and
• assists with the preparation of the CQA report.

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4. SITE AND PROJECT CONTROL
4.1 Project Coordination Meetings

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

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

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

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

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• soil stockpiling locations.

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

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

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

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

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

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5. DOCUMENTATION
5.1 Overview

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

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

5.2 Daily Recordkeeping

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

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

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

5.3 Construction Problems and Resolution Data Sheets

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

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

The Construction Manager will be made aware of significant recurring nonconformance
with the Construction Drawings, Technical Specifications, or CQA Plan. The cause of

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the nonconformance will be determined and appropriate changes in procedures or
specifications will be recommended. These changes will be submitted to the
Construction Manager for approval. When this type of evaluation is made, the results
will be documented and any revision to procedures or specifications will be approved
by the Contractor and Design Engineer.

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

5.4 Photographic Documentation

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

5.5 Design or Specifications Changes

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

5.6 CQA Report

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

• MQC documentation;
• a summary report describing the CQA activities and indicating compliance
with the Construction Drawings and Technical Specifications which is
signed and sealed by the CQA Engineer;

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• a summary of CQA/CQC testing, including failures, corrective measures,
and retest results;
• Contractor and Installer personnel resumes and qualifications as necessary;
• documentation that the geomembrane trial seams were performed in
accordance with the CQA Plan and Technical Specifications;
• documentation that field seams were non-destructively tested using a method
in accordance with the applicable test standards;
• documentation that nondestructive testing was monitored by the CQA
Consultant, that the CQA Consultant informed the Geosynthetic Installer of
any required repairs, and that the CQA Consultant monitored the seaming
and patching operations for uniformity and completeness;
• records of sample locations, the name of the individual conducting the tests,
and the results of tests;
• Record Drawings as provided by the Surveyor; and
• daily field reports.

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

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6. WELL ABANDONMENT
6.1 Introduction

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

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

6.2 CQA Monitoring Activities

6.2.1 Materials

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

6.2.2 Well Abandonment

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

6.3 Deficiencies

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

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6.3.1 Notification

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

6.3.2 Repairs and Re-testing

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

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7. EARTHWORK
7.1 Introduction

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

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

7.2 Earthwork Testing Activities

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

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

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

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the test results can be obtained before the material is installed. The CQA Site Manager
must document sample locations so that failing areas can be immediately isolated. The
CQA Site Manager will follow standard sampling procedures to obtain representative
samples of the proposed soil materials.

7.3 CQA Monitoring Activities

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

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

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

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

• the subgrade soil is free of protrusions larger than 0.5-inches and particles
are to be no larger than 3-inches in longest dimension;
• the subgrade soil is constructed to the lines and grades shown on the
Construction Drawings; and

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• compaction requirements are met as specified in the Technical
Specifications.
7.3.4 Fine Grading
The CQA Site Manager shall monitor and document that site re-grading performed
meets the requirements of the Technical Specifications and the Construction Drawings.
At a minimum, the CQA Site Manager shall monitor that:
• the subgrade surface is free of sharp rocks, debris, and other undesirable
materials;
• the subgrade surface is smooth and uniform by visually monitoring proof
rolling activities; and
• the subgrade surface meets the lines and grades shown on the Construction
Drawings.

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

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

7.4 Deficiencies

If a defect is discovered in the earthwork product, the CQA Site Manager will
immediately determine the extent and nature of the defect. If the defect is indicated by
an unsatisfactory test result, the CQA Site Manager will determine the extent of the
defective area by additional tests, observations, a review of records, or other means that
the CQA Site Manager deems appropriate. If the defect is related to adverse site
conditions, such as overly wet soils or non-conforming particle sizes, the CQA Manager
will define the limits and nature of the defect.

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

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

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

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8. DRAINAGE AGGREGATE
8.1 Introduction

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

8.2 Testing Activities

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

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

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

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

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

8.3 CQA Monitoring Activities

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

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

8.4 Deficiencies

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

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

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

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

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

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

9.2 Manufacturer

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

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

The CQA Consultant will document that:

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

9.3 Handling and Laying

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

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

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9.4 Perforations

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

9.5 Joints

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

9.6 Strip Composite

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

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10. GEOMEMBRANE
10.1 General

This section discusses and outlines the CQA activities to be performed for high density
polyethylene (HDPE) geomembrane installation. The CQA Site Manager will review
the Construction Drawings, Technical Specifications, and any approved Addenda
regarding this material.

10.2 Geomembrane Material Conformance

10.2.1 Introduction
The CQA Site Manager will document that the geomembrane delivered to the site meets
the requirements of the Technical Specifications prior to installation. The CQA Site
Manager will:

• review the manufacturer’s submittals for compliance with the Technical
Specifications;
• document the delivery and proper storage of geomembrane rolls; and
• conduct conformance testing of the rolls before the geomembrane is
installed.

The following sections describe the CQA activities required to verify the conformance
of geomembrane.

10.2.2 Review of Quality Control
10.2.2.1 Material Properties Certification

The Manufacturer will provide the Construction Manager and the CQA Site Manager
with the following:

• property data sheets, including, at a minimum, all specified properties,
measured using test methods indicated in the Technical Specifications, or
equivalent; and
• sampling procedures and results of testing.

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The CQA Site Manager will document that:

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

10.2.2.2 Geomembrane Roll MQC Certification

Prior to shipment, the Manufacturer will provide the Construction Manager and the
CQA Site Manager with MQC certificates for every roll of geomembrane provided.
The MQC certificates will be signed by a responsible party employed by the
Geomembrane Manufacturer, such as the production manager. The MQC certificates
shall include:

• roll numbers and identification; and
• results of MQC tests; as a minimum, results will be given for thickness,
specific gravity, carbon black content, carbon black dispersion, tensile
properties, and puncture resistance evaluated in accordance with the
methods indicated in the Technical Specifications or equivalent methods
approved by the Construction Manager.

The CQA Site Manager will document that:

• that MQC certificates have been provided at the specified frequency, and
that the certificates identify the rolls related to the roll represented by the test
results; and
• review the MQC certificates and monitor that the certified roll properties
meet the specifications.

10.2.3 Conformance Testing
The CQA Site Manager shall obtain conformance samples (at the manufacturing facility
or site) at the specified frequency and forward them to the Geosynthetics CQA
Laboratory for testing to monitor conformance to both the Technical Specifications and
the list of properties certified by the Manufacturer. The test procedures will be as
indicated in Table 3. Where optional procedures are noted in the test method, the
requirements of the Technical Specifications will prevail.

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Samples will be taken across the width of the roll and will not include the first linear
3 feet of material. Unless otherwise specified, samples will be 3 feet long by the roll
width. The CQA Site Manager will mark the machine direction on the samples with an
arrow along with the date and roll number. The required minimum sampling
frequencies are provided in Table 3.

The CQA Site Manager will examine results from laboratory conformance testing and
will report any non-conformance to the Construction Manager and the Geosynthetic
Installer. The procedures prescribed in the Technical Specifications will be followed in
the event of a failing conformance test.

10.3 Delivery

10.3.1 Transportation and Handling
The CQA will document that the transportation and handling does not pose a risk of
damage to the geomembrane.

Upon delivery of the rolls of geomembrane, the CQA Site Manager will document that
the rolls are unloaded and stored on site as required by the Technical Specifications.
Damage caused by unloading will be documented by the CQA Site Manager and the
damaged material shall not be installed.

10.3.2 Storage
The Geosynthetic Installer will be responsible for the storage of the geomembrane on
site. The Contractor will provide storage space in a location (or several locations) such
that onsite transportation and handling are optimized, if possible, to limit potential
damage.

The CQA Site Manager will document that storage of the geomembrane provides
adequate protection against sources of damage.

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10.4 Geomembrane Installation

10.4.1 Introduction
The CQA Consultant will document that the geomembrane installation is carried out in
accordance with the Construction Drawings, Technical Specifications, and
Manufacturer’s recommendations.

10.4.2 Earthwork
10.4.2.1 Surface Preparation

The CQA Site Manager will document that:

• the prepared subgrade meets the requirements of the Technical
Specifications and has been approved; and
• placement of the overlying materials does not damage, create large wrinkles,
or induce excessive tensile stress in any underlying geosynthetic materials.

The Geosynthetic Installer will certify in writing that the surface on which the
geomembrane will be installed is acceptable. The Certificate of Acceptance, as
presented in the Technical Specifications, will be signed by the Geosynthetic Installer
and given to the CQA Site Manager prior to commencement of geomembrane
installation in the area under consideration.

After the subgrade has been accepted by the Geosynthetic Installer, it will be the
Geosynthetic Installer’s responsibility to indicate to the Construction Manager any
change in the subgrade soil condition that may require repair work. If the CQA Site
Manager concurs with the Geosynthetic Installer, then the CQA Site Manager shall
monitor and document that the subgrade soil is repaired before geosynthetic installation
begins.

At any time before and during the geomembrane installation, the CQA Site Manager
will indicate to the Construction Manager locations that may not provide adequate
support to the geomembrane.

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10.4.2.2 Geosynthetic Termination

The CQA Engineer will document that the geosynthetic terminations (Anchor Trench)
have been constructed in accordance with the Construction Drawings. Backfilling above
the terminations will be conducted in accordance with the Technical Specifications.

10.4.3 Geomembrane Placement
10.4.3.1 Panel Identification

A field panel is the unit area of geomembrane which is to be seated in the field, i.e., a
field panel is a roll or a portion of roll cut in the field. It will be the responsibility of the
CQA Engineer to document that each field panel is given an “identification code”
(number or letter-number) consistent with the Panel Layout Drawing. This
identification code will be agreed upon by the Construction Manager, Geosynthetic
Installer and CQA Engineer. This field panel identification code will be as simple and
logical as possible. Roll numbers established in the manufacturing plant must be
traceable to the field panel identification code.

The CQA Engineer will establish documentation showing correspondence between roll
numbers and field panel identification codes. The field panel identification code will be
used for all CQA records.

10.4.3.2 Field Panel Placement

Location

The CQA Engineer will document that field panels are installed at the location
indicated in the Geosynthetic Installer’s Panel Layout Drawing, as approved or
modified by the Construction Manager.

Installation Schedule

Field panels may be installed using one of the following schedules:

• all field panels are placed prior to field seaming in order to protect the
subgrade from erosion by rain;

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• field panels are placed one at a time and each field panel is seamed after its
placement (in order to minimize the number of unseamed field panels
exposed to wind); and
• any combination of the above.

If a decision is reached to place all field panels prior to field seaming, it is usually
beneficial to begin at the high point area and proceed toward the low point with
“shingle” overlaps to facilitate drainage in the event of precipitation. It is also usually
beneficial to proceed in the direction of prevailing winds. Accordingly, an early
decision regarding installation scheduling should be made if and only if weather
conditions can be predicted with reasonable certainty. Otherwise, scheduling decisions
must be made during installation, in accordance with varying conditions. In any event,
the Geosynthetic Installer is fully responsible for the decision made regarding
placement procedures.

The CQA Site Manager will evaluate every change in the schedule proposed by the
Geosynthetic Installer and advise the Construction Manager on the acceptability of that
change. The CQA Site Manager will document that the condition of the subgrade soil
has not changed detrimentally during installation.

The CQA Site Manager will record the identification code, location, and date of
installation of each field panel.

Weather Conditions

Geomembrane placement will not proceed unless otherwise authorized when the
ambient temperature is below 40°F or above 122°F. In addition, wind speeds and
direction will be monitored for potential impact to geosynthetic installation.
Geomembrane placement will not be performed during any precipitation, in the
presence of excessive moisture (e.g., fog, dew), or in an area of ponded water.

The CQA Site Manager will document that the above conditions are fulfilled.
Additionally, the CQA Site Manager will document that the subgrade soil has not been
damaged by weather conditions. The Geosynthetics Installer will inform the
Construction Manager if the above conditions are not fulfilled.

Method of Placement

The CQA Site Manager will document the following:

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• equipment used does not damage the geomembrane by handling, trafficking,
excessive heat, leakage of hydrocarbons or other means;
• the surface underlying the geomembrane has not deteriorated since previous
acceptance, and is still acceptable immediately prior to geomembrane
placement;
• geosynthetic elements immediately underlying the geomembrane are clean
and free of debris;
• personnel working on the geomembrane do not smoke, wear damaging
shoes, or engage in other activities which could damage the geomembrane;
• the method used to unroll the panels does not cause scratches or crimps in
the geomembrane and does not damage the supporting soil;
• the method used to place the panels minimizes wrinkles (especially
differential wrinkles between adjacent panels); and
• adequate temporary loading or anchoring (e.g., sand bags, tires), not likely to
damage the geomembrane, has been placed to prevent uplift by wind (in case
of high winds, continuous loading, e.g., by adjacent sand bags, is
recommended along edges of panels to minimize risk of wind flow under the
panels).

The CQA Site Manager will inform the Construction Manager if the above conditions
are not fulfilled.

Damaged panels or portions of damaged panels that have been rejected will be marked
and their removal from the work area recorded by the CQA Site Manager. Repairs will
be made in accordance with procedures described in Section 9.4.5.

10.4.4 Field Seaming
This section details CQA procedures to document that seams are properly constructed
and tested in accordance with the Manufacturer’s specifications and industry standards.

10.4.4.1 Requirements of Personnel

All personnel performing seaming operations will be qualified by experience or by
successfully passing seaming tests, as outlined in the Technical Specifications. The

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most experienced seamer, the “master seamer”, will provide direct supervision over less
experienced seamers.

The Geosynthetic Installer will provide the Construction Manager and the CQA Site
Manager with a list of proposed seaming personnel and their experience records. These
documents will be reviewed by the Construction Manager and the Geosynthetics CQA
Manager.

10.4.4.2 Seaming Equipment and Products

Approved processes for field seaming are fillet extrusion welding and double-track
fusion welding.

Fillet Extrusion Process

The fillet extrusion-welding apparatus will be equipped with gauges giving the
temperature in the apparatus.

The Geosynthetic Installer will provide documentation regarding the extrusion welding
rod to the CQA Site Manager, and will certify that the extrusion welding rod is
compatible with the Technical Specification, and in any event, is comprised of the same
resin as the geomembrane.

The CQA Site Manager will log apparatus temperatures, ambient temperatures, and
geomembrane surface temperatures at appropriate intervals.

The CQA Site Manager will document that:

• the Geosynthetic Installer maintains, on site, the number of spare operable
seaming apparatus decided at the Pre-construction Meeting;
• equipment used for seaming is not likely to damage the geomembrane;
• the extruder is purged prior to beginning a seam until all heat-degraded
extrudate has been removed from the barrel;
• the electric generator is placed on a smooth base such that no damage occurs
to the geomembrane;
• a smooth insulating plate or fabric is placed beneath the hot welding
apparatus after usage; and

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• the geomembrane is protected from damage in heavily trafficked areas.

Fusion Process

The fusion-welding apparatus must be automated vehicular-mounted devices. The
fusion-welding apparatus will be equipped with gauges giving the applicable
temperatures and pressures.

The CQA Site Manager will log ambient, seaming apparatus, and geomembrane surface
temperatures as well as seaming apparatus speeds.

The CQA Site Manager will also document that:

• the Geosynthetic Installer maintains on site the number of spare operable
seaming apparatus decided at the Pre-construction Meeting;
• equipment used for seaming is not likely to damage the geomembrane;
• for cross seams, the edge of the cross seam is ground to a smooth incline
(top and bottom) prior to welding;
• the electric generator is placed on a smooth cushioning base such that no
damage occurs to the geomembrane from ground pressure or fuel leaks;
• a smooth insulating plate or fabric is placed beneath the hot welding
apparatus after usage; and
• the geomembrane is protected from damage in heavily trafficked areas.

10.4.4.3 Seam Preparation

The CQA Site Manager will document that:

• prior to seaming, the seam area is clean and free of moisture, dust, dirt,
debris, and foreign material; and
• seams are aligned with the fewest possible number of wrinkles and
“fishmouths.”

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10.4.4.4 Weather Conditions for Seaming

The normally required weather conditions for seaming are as follows unless authorized
in writing by the Design Engineer:

• seaming will only be approved between ambient temperatures of 40°F and
122°F.

If the Geosynthetic Installer wishes to use methods that may allow seaming at ambient
temperatures below 40°F or above 122°F, the Geosynthetic Installer will demonstrate
and certify that such methods produce seams which are entirely equivalent to seams
produced within acceptable temperature, and that the overall quality of the
geomembrane is not adversely affected.

The CQA Site Manager will document that these seaming conditions are fulfilled and
will advise the Geosynthetics Installer if they are not.

10.4.4.5 Overlapping and Temporary Bonding

The CQA Site Manager will document that:

• the panels of geomembrane have a finished overlap of a minimum of
3 inches for both extrusion and fusion welding;
• no solvent or adhesive bonding materials are used; and
• the procedures utilized to temporarily bond adjacent panels together does not
damage the geomembrane.

The CQA Site Manager will log appropriate temperatures and conditions, and will log
and report non-compliances to the Construction Manager.

10.4.4.6 Trial Seams

Trial seams shall be prepared with the procedures and dimensions as indicated in the
Technical Specifications. The CQA Site Manager will observe trial seam procedures
and will document the results of trial seams on trial seam logs. Each trial seam samples
will be assigned a number. The CQA Site Manager, will log the date, time, machine
temperature(s), seaming unit identification, name of the seamer, and pass or fail
description for each trial seam sample tested.

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Separate trial seaming logs shall be maintained for fusion welded and extrusion welded
trial seams.

10.4.4.7 General Seaming Procedure

Unless otherwise specified, the general production seaming procedure used by the
Geosynthetic Installer will be as follows:

• fusion-welded seams are continuous, commencing at one end to the seam
and ending at the opposite end;
• cleaning, overlap, and shingling requirements shall be maintained;
• if seaming operations are carried out at night, adequate illumination will be
provided at the Geosynthetic Installer’s expense; and
• seaming will extend to the outside edge of panels to be placed in the anchor
trench.

The CQA Site Manager shall document geomembrane seaming operations on seaming
logs. Seaming logs shall include, at a minimum:

• seam identifications (typically associated with panels being joined);
• seam starting time and date;
• seam ending time and date;
• seam length;
• identification of person performing seam; and
• identification of seaming equipment.

Separate logs shall be maintained for fusion and extrusion welded seams. In addition,
the CQA Site Manager shall monitor during seaming that:

• fusion-welded seams are continuous, commencing at one end of the seam
and ending at the opposite end; and
• cleaning, overlap, and shingling requirements are maintained.

10.4.4.8 Nondestructive Seam Continuity Testing

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Concept

The Geosynthetic Installer will non-destructively test field seams over their length
using a vacuum test unit, air pressure test (for double fusion seams only), or other
method approved by the Construction Manager. The purpose of nondestructive tests is
to check the continuity of seams. It does not provide information on seam strength.
Continuity testing will be carried out as the seaming work progresses, not at the
completion of field seaming.

The CQA Site Manager will:

• observe continuity testing;
• record location, date, name of person conducting the test, and the results of
tests; and
• inform the Geosynthetic Installer of required repairs.

The Geosynthetic Installer will complete any required repairs in accordance with
Section 10.4.5.

The CQA Site Manager will:

• observe the repair and re-testing of the repair;
• mark on the geomembrane that the repair has been made; and
• document the results.

The following procedures will apply to locations where seams cannot be non-
destructively tested:

All such seams will be cap-stripped with the same geomembrane.

• If the seam is accessible to testing equipment prior to final installation, the
seam will be non-destructively tested prior to final installation.
• If the seam cannot be tested prior to final installation, the seaming and cap-
stripping operations will be observed by the CQA Site Manager and
Geosynthetic Installer for uniformity and completeness.

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The seam number, date of observation, name of tester, and outcome of the test or
observation will be recorded by the CQA Site Manager.

Vacuum Testing

Vacuum testing shall be performed utilizing the equipment and procedures specified in
the Technical Specifications. The CQA Site Manager shall observe the vacuum testing
procedures and document that they are performed in accordance with the Technical
Specifications. The result of vacuum testing shall be recorded on the CQA seaming
logs. Results shall include, at a minimum, the personnel performing the vacuum test
and the result of the test (pass or fail), and the test date. Seams failing the vacuum test
shall be repaired in accordance with the procedures listed in the Technical
Specifications. The CQA Site Manager shall document seam repairs in the seaming
logs.

Air Pressure Testing

Air channel pressure testing shall be performed on double-track seams created with a
fusion welding device, utilizing the equipment and procedures specified in the
Technical Specifications. The CQA Site Manager shall observe the vacuum testing
procedures and document that they are performed in accordance with the Technical
Specifications. The result of air channel pressure testing shall be recorded on the CQA
seaming logs. Results shall include, at a minimum, personnel performing the air
pressure test, the starting air pressure and time, the final air pressure and time, the drop
in psi during the test, and the result of the test (pass or fail). Seams failing the air
pressure test shall be repaired in accordance with the procedures listed in the Technical
Specifications. The CQA Site Manager shall document seam repairs in the seaming
logs.

10.4.4.9 Destructive Testing

Concept

Destructive seam testing will be performed on site and at the independent CQA
laboratory in accordance with the Construction Drawings and the Technical
Specifications. Destructive seam tests will be performed at selected locations. The
purpose of these tests is to evaluate seam strength. Seam strength testing will be done
as the seaming work progresses, not at the completion of all field seaming.

Location and Frequency

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The CQA Site Manager will select locations where seam samples will be cut out for
laboratory testing. Those locations will be established as follows.

• The frequency of geomembrane seam testing is a minimum of one
destructive sample per 500 feet of weld. If after a total of 50 samples have
been tested and no more than one sample has failed, the frequency can be
increased to one per 1,000 feet.
• A minimum of one test per seaming machine over the duration of the
project.
• Additional test locations may be selected during seaming at the CQA Site
Manager’s discretion. Selection of such locations may be prompted by
suspicion of excess crystallinity, contamination, offset welds, or any other
potential cause of imperfect welding.

The Geosynthetic Installer will not be informed in advance of the locations where the
seam samples will be taken.

Sampling Procedure

Samples will be marked by the CQA Site Manager following the procedures listed in
the Technical Specifications. Preliminary samples will be taken from either side of the
marked sample and tested before obtaining the full sample per the requirements of the
Technical Specifications. Samples shall be obtained by the Geosynthetic Installer.
Samples shall be obtained as the seaming progresses in order to have laboratory test
results before the geomembrane is covered by another material. The CQA Site
Manager will:

• observe sample cutting and monitor that corners are rounded;
• assign a number to each sample, and mark it accordingly;
• record sample location on the Panel Layout Drawing; and
• record reason for taking the sample at this location (e.g., statistical routine,
suspicious feature of the geomembrane).

Holes in the geomembrane resulting from destructive seam sampling will be
immediately repaired in accordance with repair procedures described in Section 10.4.5.

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The continuity of the new seams in the repaired area will be tested in accordance with
Section 10.4.4.8.

Size and Distribution of Samples

The destructive sample will be 12 inches (0.3 meters) wide by 42 inches (1.1 meters)
long with the seam centered lengthwise. The sample will be cut into three parts and
distributed as follows:

• one portion, measuring 12 inches by 12 inches (30 centimeters (cm) by
30 cm), to the Geosynthetic Installer for field testing;
• one portion, measuring 12 inches by 18 inches (30 cm by 45 cm), for CQA
Laboratory testing; and
• one portion, measuring 12 inches by 12 inches (30 cm by 30 cm), to the
Construction Manager for archive storage.

Final evaluation of the destructive sample sizes and distribution will be made at the Pre-
Construction Meeting.

Field Testing

Field testing will be performed by the Geosynthetic Installer using a gauged
tensiometer. Prior to field testing the Geosynthetic Installer shall submit a calibration
certificate for gauge tensiometer to the CQA Consultant for review. Calibration must
have been performed within one year of use on the current project. The destructive
sample shall be tested according to the requirements of the Technical Specifications.
The specimens shall not fail in the seam and shall meet the strength requirements
outlined in the Technical Specifications. If any field test specimen fails, then the
procedures outlined in Procedures for Destructive Test Failures of this section will be
followed.

The CQA Site Manager will witness field tests and mark samples and portions with
their number. The CQA Site Manager will also document the date and time, ambient
temperature, number of seaming unit, name of seamer, welding apparatus temperatures
and pressures, and pass or fail description.

CQA Laboratory Testing

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Destructive test samples will be packaged and shipped, if necessary, under the
responsibility of the CQA Site Manager in a manner that will not damage the test
sample. The Construction Manager will be responsible for storing the archive samples.
This procedure will be outlined at the Pre-construction Meeting. Samples will be tested
by the CQA Laboratory. The CQA Laboratory will be selected by the CQA Site
Manager with the concurrence of the Design Engineer.

Testing will include “Bonded Seam Strength” and “Peel Adhesion.” The minimum
acceptable values to be obtained in these tests are given in the Technical Specifications.
At least five specimens will be tested for each test method. Specimens will be selected
alternately, by test, from the samples (i.e., peel, shear, peel, shear, and so on). A
passing test will meet the minimum required values in at least four out of five
specimens.

The CQA Laboratory will provide test results no more than 24 hours after they receive
the samples. The CQA Site Manager will review laboratory test results as soon as they
become available, and make appropriate recommendations to the Construction
Manager.

Geosynthetic Installer’s Laboratory Testing

The Geosynthetic Installer’s laboratory test results will be presented to the Construction
Manager and the CQA Site Manager for comments.

Procedures for Destructive Test Failure

The following procedures will apply whenever a sample fails a destructive test, whether
that test conducted by the CQA Laboratory, the Geosynthetic Installer’s laboratory, or
by gauged tensiometer in the field. The Geosynthetic Installer has two options:

• The Geosynthetic Installer can reconstruct the seam between two passed test
locations.
• The Geosynthetic Installer can trace the welding path to an intermediate
location at 10 feet (3 meters) minimum from the point of the failed test in
each direction and take a small sample for an additional field test at each
location. If these additional samples pass the test, then full laboratory
samples are taken. If these laboratory samples pass the tests, then the seam
is reconstructed between these locations. If either sample fails, then the

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process is repeated to establish the zone in which the seam should be
reconstructed.

Acceptable seams must be bounded by two locations from which samples passing
laboratory destructive tests have been taken. Repairs will be made in accordance with
Section 10.4.5.

The CQA Site Manager will document actions taken in conjunction with destructive test
failures.

10.4.5 Defects and Repairs
This section prescribes CQA activities to document that defects, tears, rips, punctures,
damage, or failing seams shall be repaired.

10.4.5.1 Identification

Seams and non-seam areas of the geomembrane shall be examined by the CQA Site
Manager for identification of defects, holes, blisters, undispersed raw materials and
signs of contamination by foreign matter. Because light reflected by the geomembrane
helps to detect defects, the surface of the geomembrane shall be clean at the time of
examination.

10.4.5.2 Evaluation

Potentially flawed locations, both in seam and non-seam areas, shall be non-
destructively tested using the methods described in Section 10.4.4.8 as appropriate.
Each location that fails the nondestructive testing will be marked by the CQA Site
Manager and repaired by the Geosynthetic Installer. Work will not proceed with any
materials that will cover locations which have been repaired until laboratory test results
with passing values are available.

10.4.5.3 Repair Procedures

Portions of the geomembrane exhibiting a flaw, or failing a destructive or
nondestructive test, will be repaired. Several procedures exist for the repair of these
areas. The final decision as to the appropriate repair procedure will be at the discretion
of the CQA Consultant with input from the Construction Manager and Geosynthetic
Installer. The procedures available include:

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• patching, used to repair large holes, tears, undispersed raw materials, and
contamination by foreign matter;
• grinding and re-welding, used to repair small sections of extruded seams;
• spot welding or seaming, used to repair small tears, pinholes, or other minor,
localized flaws;
• capping, used to repair large lengths of failed seams; and
• removing a bad seam and replacing with a strip of new material welded into
place (used with large lengths of fusion seams).

In addition, the following provisions will be satisfied:

• surfaces of the geomembrane which are to be repaired will be abraded no
more than 20 minutes prior to the repair;
• surfaces must be clean and dry at the time of the repair;
• all seaming equipment used in repairing procedures must be approved;
• the repair procedures, materials, and techniques will be approved in advance
by the CQA Consultant with input from the Design Engineer and
Geosynthetic Installer;
• patches or caps will extend at least 6 inches (150 millimeters (mm)) beyond
the edge of the defect, and all corners of patches will be rounded with a
radius of at least 3 inches (75 mm);
• cuts and holes to be patched shall have rounded corners; and
• the geomembrane below large caps should be appropriately cut to avoid
water or gas collection between the two sheets.

10.4.5.4 Verification of Repairs

The CQA Monitor shall monitor and document repairs. Records of repairs shall be
maintained on repair logs. Repair logs shall include, at a minimum:

• panel containing repair and approximate location on panel;
• approximate dimensions of repair;
• repair type, i.e. fusion weld or extrusion weld
• date of repair;

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• seamer making the repair; and
• results of repair non-destructive testing (pass or fail).

Each repair will be non-destructively tested using the methods described herein, as
appropriate. Repairs that pass the non-destructive test will be taken as an indication of
an adequate repair. Large caps may be of sufficient extent to require destructive test
sampling, per the requirements of the Technical Specifications. Failed tests shall be
redone and re-tested until passing test results are observed.

10.4.5.5 Large Wrinkles

When seaming of the geomembrane is completed (or when seaming of a large area of
the geomembrane liner is completed) and prior to placing overlying materials, the CQA
Site Manager will observe the geomembrane wrinkles. The CQA Site Manager will
indicate to the Geosynthetic Installer which wrinkles should be cut and re-seamed. The
seam thus produced will be tested like any other seam.

10.4.6 Lining System Acceptance
The Geosynthetic Installer and the Manufacturer(s) will retain all responsibility for the
geosynthetic materials in the liner system until acceptance by the Construction
Manager.

The geosynthetic liner system will be accepted by the Construction Manager when:

• the installation is finished;
• verification of the adequacy of all seams and repairs, including associated
testing, is complete;
• all documentation of installation is completed including the CQA Site
Manager’s acceptance report and appropriate warranties; and
• CQA report, including “as built” drawing(s), sealed by a registered
professional engineer has been received by the Construction Manager.

The CQA Site Manager will document that installation proceeded in accordance with
the Technical Specifications for the project.

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11. GEOTEXTILE
11.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the
geotextile installation. The CQA Consultant will review the Construction Drawings,
and the Technical Specifications, and any approved addenda or changes.

11.2 Manufacturing

The Manufacturer will provide the Construction Manager with a list of guaranteed
“minimum average roll value” properties (defined as the mean less two standard
deviations), for each type of geotextile to be delivered. The Manufacturer will also
provide the Construction Manager with a written quality control certification signed by
a responsible party employed by the Manufacturer that the materials actually delivered
have property “minimum average roll values” which meet or exceed all property values
guaranteed for that type of geotextile.

The quality control certificates will include:

• roll identification numbers; and
• results of MQC testing.

The Manufacturer will provide, as a minimum, test results for the following:

• mass per unit area;
• grab strength;
• tear strength;
• puncture strength;
• permittivity; and
• apparent opening size.

MQC tests shall be performed at the frequency listed in the Technical Specifications.
CQA tests on geotextile produced for the project shall be performed according to the
test methods specified and frequencies presented in Table 4.

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The CQA Site Manager will examine Manufacturer certifications to evaluate that the
property values listed on the certifications meet or exceed those specified for the
particular type of geotextile and the measurements of properties by the Manufacturer
are properly documented, test methods acceptable and the certificates have been
provided at the specified frequency properly identifying the rolls related to testing.
Deviations will be reported to the Construction Manager.

11.3 Labeling

The Manufacturer will identify all rolls of geotextile with the following:

• manufacturer’s name;
• product identification;
• lot number;
• roll number; and
• roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

11.4 Shipment and Storage

During shipment and storage, the geotextile will be protected from ultraviolet light
exposure, precipitation or other inundation, mud, dirt, dust, puncture, cutting, or any
other damaging or deleterious conditions. To that effect, geotextile rolls will be
shipped and stored in relatively opaque and watertight wrappings.

Protective wrappings will be removed less than one hour prior to unrolling the
geotextile. After the wrapping has been removed, a geotextile will not be exposed to
sunlight for more than 15 days, except for UV protection geotextile, unless otherwise
specified and guaranteed by the Manufacturer.

The CQA Site Manager will observe rolls upon delivery at the site and deviation from
the above requirements will be reported to the Geosynthetic Installer.

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11.5 Conformance Testing

11.5.1 Tests
Upon delivery of the rolls of geotextiles, the CQA Site Manager will obtain
conformance samples and forward to the Geosynthetics CQA Laboratory for testing to
evaluate conformance to Technical Specifications. Required test and testing frequency
for the geotextiles are presented in Table 4. These conformance tests will be performed
in accordance with the test methods specified in the Technical Specifications and will
be documented by the CQA Site Manager.

11.5.2 Sampling Procedures
Samples will be taken across the width of the roll and will not include the first 3 feet.
Unless otherwise specified, samples will be 3 feet long by the roll width. The CQA Site
Manager will mark the machine direction on the samples with an arrow.

Unless otherwise specified, samples will be taken at a rate as indicated in Table 4 for
geotextiles.

11.5.3 Test Results
The CQA Site Manager will examine results from laboratory conformance testing and
will report non-conformance with the Technical Specifications and this CQA Plan to the
Construction Manager.

11.5.4 Conformance Sample Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

• The Manufacturer will replace every roll of geotextile that is in
nonconformance with the Technical Specifications with a roll(s) that meets
Technical Specifications; or
• The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical
Specifications. If either of these samples fail, the numerically closest rolls
on the side of the failed sample will be tested by the CQA Laboratory.
These samples must conform to the Technical Specifications. If any of these

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samples fail, every roll of geotextile on site from this lot and every
subsequently delivered roll that is from the same lot must be tested by the
CQA Laboratory for conformance to the Technical Specifications. This
additional conformance testing will be at the expense of the Manufacturer.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

11.6 Handling and Placement

The Geosynthetic Installer will handle all geotextiles in such a manner as to document
they are not damaged in any way, and the following will be complied with:

• In the presence of wind, all geotextiles will be weighted with sandbags or
the equivalent. Such sandbags will be installed during placement and will
remain until replaced with earth cover material.
• Geotextiles will be cut using an approved geotextile cutter only. If in place,
special care must be taken to protect other materials from damage, which
could be caused by the cutting of the geotextiles.
• The Geosynthetic Installer will take all necessary precautions to prevent
damage to underlying layers during placement of the geotextile.
• During placement of geotextiles, care will be taken not to entrap in the
geotextile stones, excessive dust, or moisture that could damage the
geotextile, generate clogging of drains or filters, or hamper subsequent
seaming.
• A visual examination of the geotextile will be carried out over the entire
surface, after installation, to document that no potentially harmful foreign
objects, such as needles, are present.

The CQA Site Manager will note non-compliance and report it to the Construction
Manager.

11.7 Seams and Overlaps

All geotextiles will be continuously sewn in accordance with Technical Specifications.
Geotextiles will be overlapped 12 inches prior to seaming. No horizontal seams will be
allowed on side slopes (i.e. seams will be along, not across, the slope), except as part of
a patch.

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Sewing will be done using polymeric thread with chemical and ultraviolet resistance
properties equal to or exceeding those of the geotextile.

11.8 Repair

Holes or tears in the geotextile will be repaired as follows:

• On slopes: A patch made from the same geotextile will be double seamed
into place. Should a tear exceed 10 percent of the width of the roll, that roll
will be removed from the slope and replaced.
• Non-slopes: A patch made from the same geotextile will be spot-seamed in
place with a minimum of 6 inches (0.60 meters) overlap in all directions.

Care will be taken to remove any soil or other material that may have penetrated the
torn geotextile.

The CQA Site Manager will observe any repair, note any non-compliance with the
above requirements and report them to the Construction Manager.

11.9 Placement of Soil or Aggregate Materials

The Contractor will place all soil or aggregate materials located on top of a geotextile,
in such a manner as to document:

• no damage of the geotextile;
• minimal slippage of the geotextile on underlying layers; and
• no excess tensile stresses in the geotextile.

Non-compliance will be noted by the CQA Site Manager and reported to the
Construction Manager.

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12. GEOSYNTHETIC CLAY LINER (GCL)
12.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the
geosynthetic clay liner (GCL) installation. The CQA Consultant will review the
Construction Drawings, Technical Specifications, and approved addenda or changes.

12.2 Manufacturing

The Manufacturer will provide the Construction Manager with a list of guaranteed
“minimum average roll value” properties (defined as the mean less two standard
deviations), for the GCL to be delivered. The Manufacturer will also provide the
Construction Manager with a written quality control certification signed by a
responsible party employed by the Manufacturer that the materials actually delivered
have property “minimum average roll values” which meet or exceed all property values
guaranteed for that GCL.

The quality control certificates will include:

• roll identification numbers; and
• results of quality control testing.

The Manufacturer will provide, as a minimum, test results for the following:

• mass per unit area (bentonite content); and
• index flux.

Quality control tests must be performed, in accordance with the test methods specified
in Table 5, on GCL produced for the project.

The CQA Site Manager will examine Manufacturer certifications to verify that the
property values listed on the certifications meet or exceed those specified for the GCL
and the measurements of properties by the Manufacturer are properly documented, test
methods acceptable and the certificates have been provided at the specified frequency
properly identifying the rolls related to testing. Deviations will be reported to the
Construction Manager.

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12.3 Labeling

The Manufacturer will identify all rolls of GCL with the following:

• manufacturer’s name;
• product identification;
• lot number;
• roll number; and
• roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

12.4 Shipment and Storage

During shipment and storage, the GCL will be protected from ultraviolet light exposure,
precipitation or other inundation, mud, dirt, dust, puncture, and cutting or any other
damaging or deleterious conditions. To that effect, GCL rolls will be shipped and
stored in relatively opaque and watertight wrappings.

The CQA Site Manager will observe rolls upon delivery at the site and any deviation
from the above requirements will be reported to the Construction Manager.

12.5 Conformance Testing

12.5.1 Tests
CQA personnel will sample the GCL either during production at the
manufacturing facility or after delivery to the construction site. The samples will be
forwarded to the Geosynthetics CQA Laboratory for testing to assess conformance with
the Technical Specifications. The test methods and minimum testing frequencies are
indicated in Table 5.

Samples will be taken across the width of the roll and will not include the
first 3 ft if the sample is cut on site. Unless otherwise specified, samples will be 3 ft
long by the roll width. The CQA Consultant will mark the machine direction with an
arrow and the manufacturer's roll number on each sample.

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During GCL installation, the CQA Engineer will deploy a small container to
collect water as it is being applied to the surface of the GCL. The depth of water within
the container will be measured and compared to the requirements outlined in the
Technical Specifications. In addition, the CQA Engineer will collect 6 inch square
samples of the hydrated GCL for testing for moisture content. Samples will be
collected once the overlying secondary geomembrane is in place and taken from within
a destructive sample location. The test methods and minimum testing frequencies are
indicated in Table 5.

The CQA Site Manager will examine results from laboratory conformance
testing and will report non-conformance to the Construction Manager.

12.5.2 Conformance Sample Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

• The Manufacturer will replace every roll of GCL that is in nonconformance
with the Technical Specifications with a roll(s) that meets Technical
Specifications; or
• The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical
Specifications. If either of these samples fail, the numerically closest rolls
on the side of the failed sample will be tested by the CQA Laboratory.
These samples must conform to the Technical Specifications. If any of these
samples fail, every roll of GCL on site from this lot and every subsequently
delivered roll that is from the same lot must be tested by the CQA
Laboratory for conformance to the Technical Specifications. This additional
conformance testing will be at the expense of the Manufacturer.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

SC0349.CQAPlan4B.20090807.F.rpt.doc 58 December 2007
Revised January 2009
Revised August 2009
12.6 GCL Delivery and Storage

Upon delivery to the site, the CQA Consultant will check the GCL rolls for defects
(e.g., tears, holes) and for damage. The CQA Consultant will report to the Construction
Manager and the Geosynthetics Installer:

• any rolls, or portions thereof, which should be rejected and removed from
the site because they have severe flaws; and
• any rolls which include minor repairable flaws.

The GCL rolls delivered to the site will be checked by the CQA Consultant to document
that the roll numbers correspond to those on the approved Manufacturer's quality
control certificate of compliance.

12.7 GCL Installation

The CQA Consultant will monitor and document that the GCL is installed in
accordance with the Drawings and the Technical Specifications. The Geosynthetics
Installer shall provide the CQA Consultant a certificate of subgrade acceptance prior to
the installation of the GCL as outlined in the Technical Specifications. The GCL
installation activities to be monitored and documented by the CQA Consultant include:

• monitoring that the GCL rolls are stored and handled in a manner
which does not result in any damage to the GCL;
• monitoring that the GCL is not exposed to UV radiation for extended
periods of time without prior approval;
• monitoring that the GCL are seamed in accordance with the
Technical Specifications and the Manufacturer's recommendations;
• monitoring and documenting that the GCL is installed on an
approved subgrade, free of debris, protrusions, or uneven surfaces;
• monitoring that the subgrade surface is moist to within a minimum of
1 inch from the subgrade surface;
• monitoring that the GCL is hydrated prior to installation of the
overlying geomembrane; and
• monitoring that any damage to the GCL is repaired as outlined in the
Technical Specifications.

SC0349.CQAPlan4B.20090807.F.rpt.doc 59 December 2007
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Revised August 2009

The CQA Site Manager will note non-compliance and report it to the
Construction Manager.

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Revised August 2009
13. GEONET
13.1 Introduction

This section of the CQA Plan outlines the CQA activities to be performed for the geonet
installation. The CQA Consultant will review the Construction Drawings, Technical
Specifications, and any approved addenda or changes.

13.2 Manufacturing

The Manufacturer will provide the CQA Consultant with a list of certified “minimum
average roll value” properties for the type of geonet to be delivered. The Manufacturer
will also provide the CQA Consultant with a written certification signed by a
responsible representative of the Manufacturer that the geonet actually delivered have
“minimum average roll values” properties which meet or exceed all certified property
values for that type of geonet.

The CQA Consultant will examine the Manufacturers’ certifications to document that
the property values listed on the certifications meet or exceed those specified for the
particular type of geonet. Deviations will be reported to the Construction Manager.

13.3 Labeling

The Manufacturer will identify all rolls of geonet with the following:

• Manufacturer’s name;
• product identification;
• lot number;
• roll number; and
• roll dimensions.

The CQA Site Manager will examine rolls upon delivery and deviation from the above
requirements will be reported to the Construction Manager.

13.4 Shipment and Storage

SC0349.CQAPlan4B.20090807.F.rpt.doc 61 December 2007
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Revised August 2009

During shipment and storage, the geonet will be protected from mud, dirt, dust,
puncture, cutting or any other damaging or deleterious conditions. The CQA Site
Manager will observe rolls upon delivery to the site and deviation from the above
requirements will be reported to the Construction Manager. Damaged rolls will be
rejected and replaced.

The CQA Site Manager will observe that geonet is free of dirt and dust just before
installation. The CQA Site Manager will report the outcome of this observation to the
Construction Manager, and if the geonet is judged dirty or dusty, they will be cleaned
by the Geosynthetic Installer prior to installation.

13.5 Conformance Testing

13.5.1 Tests
The geonet material will be tested for transmissivity (ASTM D 4716) and for thickness
(ASTM D 5199) at the frequencies presented in Table 6.

13.5.2 Sampling Procedures
Upon delivery of the geonet rolls, the CQA Site Manager will document that samples
are obtained from individual rolls at the frequency specified in this CQA Plan. The
geonet samples will be forwarded to the CQA Laboratory for testing to evaluate
conformance to both the Technical Specifications and the list of physical properties
certified by the Manufacturer.

Samples will be taken across the width of the roll and will not include the first
3 linear feet. Unless otherwise specified, samples will be 3 feet long by the roll width.
The CQA Consultant will mark the machine direction on the samples with an arrow.

13.5.3 Test Results
The CQA Site Manager will examine results from laboratory conformance testing and
compare results to the Technical Specifications. The criteria used to evaluate
acceptability are presented in the Technical Specifications. The CQA Site Manager will
report any nonconformance to the Construction Manager.

SC0349.CQAPlan4B.20090807.F.rpt.doc 62 December 2007
Revised January 2009
Revised August 2009
13.5.4 Conformance Test Failure
The following procedure will apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:

• The Manufacturer will replace every roll of geonet that is in
nonconformance with the Technical Specifications with a roll that meets
specifications; or
• The Geosynthetic Installer will remove conformance samples for testing by
the CQA Laboratory from the closest numerical rolls on both sides of the
failed roll. These two samples must conform to the Technical
Specifications. If either of these samples fail, the numerically closest rolls
on the side of the failed sample that is not tested, will be tested by the CQA
Laboratory. These samples must conform to the Technical Specifications. If
any of these samples fail, every roll of geonet on site from this lot and every
subsequently delivered roll that is from the same lot must be tested by the
CQA Laboratory for conformance to the Technical Specifications.

The CQA Site Manager will document actions taken in conjunction with conformance
test failures.

13.6 Handling and Placement

The Geosynthetic Installer will handle all geonet in such a manner as to document they
are not damaged in any way. The Geosynthetic Installer will comply with the
following:

• If in place, special care must be taken to protect other materials from
damage, which could be caused by the cutting of the geonet.
• The Geosynthetic Installer will take any necessary precautions to prevent
damage to underlying layers during placement of the geonet.
• During placement of geonet, care will be taken to prevent entrapment of dirt
or excessive dust that could cause clogging of the drainage system, or stones
that could damage the adjacent geomembrane. If dirt or excessive dust is
entrapped in the geonet, it should be cleaned prior to placement of the next
material on top of it. In this regard, care should be taken with the handling
or sandbags, to prevent rupture or damage of the sandbag.

SC0349.CQAPlan4B.20090807.F.rpt.doc 63 December 2007
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Revised August 2009
• A visual examination of the geonet will be carried out over the entire
surface, after installation to document that no potentially harmful foreign
objects are present.

The CQA Site Manager will note noncompliance and report it to the Construction
Manager.

13.7 Geonet Seams and Overlaps

Adjacent geonet panels will be joined in accordance with Construction Drawings and
Technical Specifications. As a minimum, the adjacent rolls will be overlapped by at
least 4 inches and secured by tying, in accordance with the Technical Specifications.

The CQA Consultant will note any noncompliance and report it to the Construction
Manager.

13.8 Repair

Holes or tears in the geonet will be repaired by placing a patch extending 2 feet beyond
edges of the hole or tear. The patch will be secured by tying with approved tying
devices every 6 inches If the hole or tear width across the roll is more than 50 percent
of the width of the roll, the damaged area will be cut out and the two portions of the
geonet will be joined in accordance with Section 13.7.

The CQA Site Manager will observe repairs, note non-compliances with the above
requirements and report them to the Construction Manager.

SC0349.CQAPlan4B.20090807.F.rpt.doc 64 December 2007
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Revised August 2009
14. CONCRETE SPILLWAY
14.1 Introduction

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

• subgrade preparation;
• liner system and cushion geotextile installation;
• welded wire reinforcement installation; and
• concrete placement and finishing.

14.2 CQA Monitoring Activities

14.2.1 Subgrade Preparation
The CQA Site Manager will monitor and document that the subgrade is prepared in
accordance with the Technical Specifications and the Construction Drawings.

14.2.2 Liner System and Cushion Geotextile Installation
The CQA Site Manager shall monitor and document that the liner system components,
along with the anchor trench and cushion geotextile, are installed in accordance with the
requirements of the Technical Specifications and the Construction Drawings.

14.2.3 Welded Wire Reinforcement Installation
The CQA Site Manager shall monitor and document that the welded wire fabric
reinforcement is installed in accordance with the requirements of the Technical
Specifications and the Construction Drawings.

14.2.4 Concrete Installation
The CQA Site Manager shall test, monitor, and document that the concrete is installed
in accordance with the requirements of the Technical Specifications and the
Construction Drawings. At a minimum, the CQA Site Manager shall review the

SC0349.CQAPlan4B.20090807.F.rpt.doc 65 December 2007
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Revised August 2009
concrete tickets prior to installing the concrete to monitor that the concrete meets the
requirements outlined in the Technical Specifications.

14.2.5 Conformance Testing
The Contractor shall facilitate the CQA Site Manager in the collection of samples
required for testing. Compression test specimens shall be prepared by the CQA Site
Manager by the following method:

• compression test cylinders from fresh concrete in accordance with ASTM C
172 and C 31.

Compression testing shall be completed on one cylinder at 7 days, one cylinder at 14
days, and two (2) cylinders at the 28 day strength. The CQA Site Manager will
examine results from laboratory conformance testing and will report any non-
conformance with the requirements outlined in the Technical Specifications to the
Construction Manager.

14.3 Deficiencies

If a defect is discovered in the concrete spillway, the CQA Site Manager will
immediately determine the extent and nature of the defect. The CQA Site Manager will
determine the extent of the defective area by additional observations, a review of
records, or other means that the CQA Site Manager deems appropriate.

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

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

SC0349.CQAPlan4B.20090807.F.rpt.doc 66 December 2007
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Revised August 2009
Re-evaluations by the CQA Site Manager shall continue until the defects have been
corrected before any additional work is performed by the Contractor in the area of the
deficiency.
15. SURVEYING
15.1 Survey Control

Survey control will be performed by the Surveyor as needed. A permanent benchmark
will be established for the site(s) in a location convenient for daily tie-in. The vertical
and horizontal control for this benchmark will be established within normal land
surveying standards.

15.2 Precision and Accuracy

A wide variety of survey equipment is available for the surveying requirements for
these projects. The survey instruments used for this work should be sufficiently precise
and accurate to meet the needs of the projects.

15.3 Lines and Grades

The following structures will be surveyed to verify and document the lines and grades
achieved during construction of the Project:

• geomembrane terminations; and
• centerlines of pipes.

15.4 Frequency and Spacing

A line of survey points no further than 100 feet apart must be taken at the top of pipes
or other appurtenances to the liner.

15.5 Documentation

Field survey notes should be retained by the Land Surveyor. The findings from the
field surveys should be documented on a set of Survey Record Drawings, which shall
be provided to the Construction Manager in AutoCAD 2000 format or other suitable
format as directed by the Construction Manager.

SC0349.CQAPlan4B.20090807.F.rpt.doc 67 December 2007
Revised January 2009
Revised August 2009

TABLE 1A

TEST PROCEDURES FOR THE EVALUATION OF EARTHWORK
TEST METHOD DESCRIPTION TEST STANDARD
Sieve Analysis Particle Size Distribution ASTM D 422
Modified Proctor Moisture Density Relationship ASTM D 1557
TABLE 1B MINIMUM EARTHWORK TESTING FREQUENCIES
TEST TEST METHOD FILL
Sieve Analysis ASTM D 422 1 per 20,000 CY or 1 per
material type
Modified Proctor ASTM D 1557 1 per 20,000 CY or 1 per material type
Nuclear Densometer – In-situ Moisture/Density ASTM D 6938 1 per 500 yd3

SC0349.CQAPlan4B.20090807.F.rpt.doc 68 December 2007
Revised January 2009
Revised August 2009
TABLE 2A

TEST PROCEDURES FOR THE EVALUATION OF AGGREGATE

TEST METHOD DESCRIPTION TEST STANDARD
Sieve Analysis Particle Size Distribution of
Fine and Coarse Aggregates
ASTM C 136
Hydraulic Conductivity (Rigid Wall Permeameter) Permeability of Aggregates ASTM D 2434
TABLE 2B MINIMUM AGGREGATE TESTING FREQUENCIES FOR CONFORMANCE TESTING

TEST TEST METHOD DRAINAGE AGGREGATE
Sieve Analysis ASTM C 136 1 per project
Hydraulic Conductivity ASTM D 2434 1 per project

SC0349.CQAPlan4B.20090807.F.rpt.doc 69 December 2007
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Revised August 2009
TABLE 3

GEOMEMBRANE CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD FREQUENCY
Specific Gravity ASTM D 792 Method A or ASTM D 1505 200,000 ft2
Thickness ASTM D 5199 200,000 ft2
Tensile Strength at Yield ASTM D 638 200,000 ft2
Tensile Strength at Break ASTM D 638 200,000 ft2
Elongation at Yield ASTM D 638 200,000 ft2
Elongation at Break ASTM D 638 200,000 ft2
Carbon Black Content ASTM D 1603 200,000 ft2
Carbon Black Dispersion ASTM D 5596 200,000 ft2
Interface Shear Strength1,2 ASTM D 5321 1 per project
Notes:
1. To be performed at normal stresses of 10, 20, and 30 psi between smooth geomembrane and underlying woven side of GCL and
overlying geonet. GCL shall be hydrated for 48 hours under a normal stress of 250 psf prior to testing.
2. To be performed at normal stresses of 100, 200, and 300 psf between textured geomembrane and underlying woven side of GCL
and overlying cushion geotextile. GCL shall be hydrated for 48 hours prior to testing.

TABLE 4

GEOTEXTILE CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM FREQUENCY
Mass per Unit Area ASTM D 5261 1 test per 260,000 ft2
Grab Strength ASTM D 4632 1 test per 260,000 ft2
Puncture Resistance ASTM D 4833 1 test per 260,000 ft2
Permittivity ASTM D 4491 1 test per 260,000 ft2
Apparent Opening Size ASTM D 4751 1 test per 260,000 ft2

SC0349.CQAPlan4B.20090807.F.rpt.doc 70 December 2007
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Revised August 2009

TABLE 5

GCL CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM FREQUENCY
Mass per Unit Area ASTM D 5993 1 test per 100,000 ft2
Index Flux ASTM D 5887 1 test per 400,000 ft2
Bentonite Moisture Content
– Post Field Hydration
ASTM D 2216 1 test per 4 secondary
geomembrane destructive
samples

Note: Hydraulic index flux testing shall be performed under an effective confining stress of 5 pounds per square inch.

TABLE 6

GEONET CONFORMANCE TESTING REQUIREMENTS

TEST NAME TEST METHOD MINIMUM FREQUENCY
Thickness ASTM D 5199 1 test per 200,000 ft2
Hydraulic Transmissivity ASTM D 4716 1 test per 400,000 ft2

Note: Transmissivity shall be measured using water at 68°F with a gradient of 0.1 under a confining pressure of 7,000 lb/ft2. The
geonet shall be placed in the testing device between 60-mil smooth geomembrane. Measurements are taken one hour after
application of confining pressure.

EXHIBIT C

PROBABLE MAXIMUM
PRECIPITATION (PMP)
EVENT CALCULATION
PACKAGE

Page 1 of 5
Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09
Client: DMC Project: White Mesa Mill- Cell 4B Project/ Proposal No.: SC0349 Task No.: 02

PMP Calc 20090910Fcalc.doc
PROBABLE MAXIMUM PRECIPITATION (PMP) EVENT COMPUTATION
WHITE MESA MILL – CELL 4B
BLANDING, UTAH
OBJECTIVE
The purpose of this calculation is to evaluate the local-storm Probable Maximum
Precipitation (PMP) event for the White Mesa Mill Facility site located in Blanding,
Utah. This calculation demonstrates that the probable maximum precipitation (PMP)
event that the site will experience is 10 inches (0.83 ft) in 6 hours.
PMP COMPUTATION PROCEDURE
The Probable Maximum Precipitation (PMP) for the site was evaluated using
“Hydrometeorological Report No. 49: Probable Maximum Precipitation Estimates,
Colorado River and Great Basin Drainages” (Hansen, et. al., 1984). The use of this
method is cited in a hydrology report that was prepared as part of an agreement between
UMETCO and the Nuclear Regulatory Commission (NRC) during the permitting of
Cell 4A (UMETCO, 1990).
PROBABLE MAXIMUM PRECIPITATION EVENT CALCULATIONS
Step 1: Calculate the Average 1-hr 1-mi2 PMP for drainage using Figure 4.5

The average 1-hr 1-mi2 PMP is 8.6-in (Attachment A, 1/7)

Step 2a: Reduce the 1-hr 1-mi2 PMP event for elevation

If the lowest elevation within the drainage is above 5,000 feet (ft) above Mean Seal
Level (MSL), decrease the PMP value from Step 1 by 5% for each 1,000 ft or
proportionate fraction thereof above 5,000 ft to obtain the elevation adjusted drainage
average 1-hr 1-mi2 PMP.

The elevation of Cell 4B is 5,598 ft above MSL, which is conservatively the lowest
elevation for the completed cells 2 through 4B; therefore, it is required to interpolate

Page 2 of 5
Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09
Client: DMC Project: White Mesa Mill- Cell 4B Project/ Proposal No.: SC0349 Task No.: 02

PMP Calc 20090910Fcalc.doc
between 95% and 100% using the following equation:
ft
x
ft 598
%
000,1
%5 =; x = 3% reduction
100 % - 3 % = 97 %

Therefore, reduce the value obtained in Step 1 by 97%.

Step 2b: Multiply the number calculated in Step 1 by the number calculated in Step 2a.

8.6 inches x 0.97 = 8.3 inches

Step 3: Determine the average 6/1-hr ratio for drainage using Figure 4.7

The average 6/1-hr ratio for drainage is approximately 1.2. (Attachment A, 2/7)

Step 4: Calculate the durational variation for 6/1-hr ratio of Step 3 using Table 4.4

The durational value is determined using Table 4.4 is as follows: (Attachment A, 3/7)

Duration (hr)
¼ ½ ¾ 1 2 3 4 5 6
74 89 95 100 110 115 118 119 120 %
Step 5: Multiply step 2b by Step 4 to calculate the 1-mi2 PMP for indicated durations For example, for the ¼ hour duration: 8.3 x 0.74 = 6.1 The following numbers are calculated as follows: Duration (hr) ¼ ½ ¾ 1 2 3 4 5 6 6.1 7.4 7.9 8.3 9.1 9.5 9.8 9.9 10.0 in. Step 6: Determine the areal reduction using Figure 4.9 for the site:

Page 3 of 5
Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09
Client: DMC Project: White Mesa Mill- Cell 4B Project/ Proposal No.: SC0349 Task No.: 02

PMP Calc 20090910Fcalc.doc
First, determine the total watershed contributing to Cell 4B, including Cell 4B. The
watershed areas of the upstream Cells 2, 3, and 4A are 87 acres (ac), 83 ac, and 40 ac,
respectively and the proposed Cell 4B is 42 ac. Areas outside of these cells do not drain
to Cell 4B and are therefore not part of the watershed area.

Total acreage is 87 ac + 83 ac + 42 ac + 42 ac = 254 acres.
Next, convert this number into square miles:

2
2
2 40.0)280,5(
)1(
1
560,43254 2 mift
mixacre
ftxacre =

Using Figure 4.9, the depth ratio of ≤1 mi2 is 100 percent for each of the durations
(Attachment A, 4/7).

Step 7: Multiply the duration values in Step 5 by the areal reduction in Step 6 to
calculate the areal reduced PMP.

This step is neglected because the depth ratio is 100 percent; therefore, the values
obtained in Step 5 are not reduced.

Step 8: Calculate the incremental PMP using successive subtraction of the values in
Step 7 for the hourly durations (1 hr through 6 hr) and 15-minute incremental durations
(1/4 hr through 1 hr).

The incremental PMP is calculated in two separate steps; the incremental PMP is
calculated on the first line for the hourly increments (hours 1 through 6) and then
calculated on the second line for the 15-minute increments during the first hour of the
storm. To determine the incremental PMP, the following formula is used:
ttttotPMPPMPPMP−=++11 , where t = time
In this example, the PMP between the first interval and second interval is determined by
subtracting the PMP for interval 1 from the PMP for the second interval, as calculated
in Step 5. The following equation illustrates the calculation of the incremental PMP
between hours 0 and 1:

Page 4 of 5
Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09
Client: DMC Project: White Mesa Mill- Cell 4B Project/ Proposal No.: SC0349 Task No.: 02

PMP Calc 20090910Fcalc.doc

=−01PMPPMP 8.3 in – 0 in. = 8.3 in.
The next equation illustrates the calculation of the incremental PMP between hours 1
and 2:

=−12PMPPMP 9.1 in – 8.3 in. = 0.8 in.

This calculation is continued until the following table is completed as shown for each
PMP interval.

Duration (hr) ¼ ½ ¾ 1 2 3 4 5 6 8.3 0.8 0.4 0.2 0.1 0.1 in. 6.1 1.2 0.5 0.4 in.
Step 9: Order the incremental PMP in a sequence dictated by hourly and 15-minute
increments using Table 4.7 (Attachment 5/7) and Table 4.8 (Attachment 6/7),
respectively.

The incremental PMP calculated in Step 8 must now be arranged in a specific order to
model the runoff generated by the storm event. This order is dictated by Table 4.7 for
the hourly PMP intervals and Table 4.8 for the 15-minute PMP intervals.

The final arrangement of the numbers determined in Step 8 is as follows:

Hourly increments: 0.1 0.4 8.3 0.8 0.2 0.1 in.
15-minute increments: 6.1 1.2 0.5 0.4 in.

The storm’s 6 hour PMP runoff event is calculated by summing the incremental PMP
for each hour of the storm.
0.1 in. + 0.4 in. + 8.3 in. + 0.8 in. + 0.2 in. + 0.1 in. = 9.9 inches (10 inches).

This step is repeated to calculate the runoff generated during the first hour of the storm.
6.1 in. + 1.3 in. + 0.5 in. + 0.4 in. = 8.3 inches

Page 5 of 5
Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09
Client: DMC Project: White Mesa Mill- Cell 4B Project/ Proposal No.: SC0349 Task No.: 02

PMP Calc 20090910Fcalc.doc

Because 9.9 > 8.3, the runoff generated from the 6 hour storm (9.9 inches) is used.
CONCLUSIONS AND RECOMMENDATIONS
Our calculations are summarized in a worksheet modeled after Table 6.3A in the
Hydrometerological Report No. 49 and is provided as Attachment A, 7/7. Our analysis
determined the Probable Maximum Precipitation (PMP) event generates 10 inches (0.83
ft) over 6 hours.
REFERENCES
UMETCO Minerals Corporation, 1990, “White Mesa Mill Drainage Report for Submittal to NRC.”
Attachment A
Hansen, E. Marshall, Schwartz, Francis K., Riedel, John T., 1984.
“Hydrometeorological Report No. 49: Probable Maximum Precipitation
Estimates, Colorado River and Great Basin Drainages,” Hydrometeorological
Branch Office of Hydrology National Weather Service, U.S. Department of
Commerce, National Oceanic and Atmosphere Administration, U.S. Department
of Army Corps of Engineers, Silver Springs, Md.

Area mi2
Latitude: N 37° 31'Longitude: W 109° 30' Min. Elevation 5598 ft
1 Average 1-hr 1-mi2 (2.6-km2) PMP for
drainage [fig. 4.5]8.6 in.
2a.
Reduction for Elevation. [No adjustment for
elevations up to 5,000 feet: 5% decrease per 1,000 feet above 5,000 feet.0.97 %
b.Multiply step 1 by step 2a.8.3 in.
3.Average 6/1-hr ratio for drainage [fig 4.7]1.2
1/41/23/4123456
4 Durational variation for 6/1-hr ratio of step 3
[table 4.4]74 89 95 100 110 115 118 119 120 %
5 1-mi2 (2.6 km2) PMP for indicated durations
[step 2b x step 4]6.1 7.4 7.9 8.3 9.1 9.5 9.8 9.9 10.0
6 Areal reduction [fig. 4.9]100 100 100 100 100 100 100 100 100 %
7 Areal reduced PMP [steps 5 x 6 ]6.1 7.4 7.9 8.3 9.1 9.5 9.8 9.9 10.0 in.
8 Incremental PMP [successive subtraction in
step 7]8.3 0.8 0.4 0.2 0.1 0.1 in.
6.1 1.2 0.5 0.4 } 15-min. increments
9 Time sequence of incremental PMP to:
Hourly increments [table 4.7]0.1 0.4 8.3 0.8 0.2 0.1 in.
9.9 in.
Four largest 15-min increments [table 4.8]6.1 1.2 0.5 0.4 in
Total depth of 1st hour of storm 8.3 in.
Duration (hr)
Table 6.3A -- Local-storm PMP computation, Colorado River, Great Basin and California drainages. For drainage average depth PMP.
Total depth of 6 hour storm
0.39Drainage: White Mesa Mill Facility, Cells 2 - 4B
PMP Calculation.xlsx Attachment A, 7/7

EXHIBIT E

REVISED ACTION
LEAKAGE RATE
CALCULATION PACKAGE

EXHIBIT I

REVISED CELL 4B DESIGN
REPORT

Prepared for
Denison Mines (USA) Corp.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
CELL 4B DESIGN REPORT
WHITE MESA MILL
BLANDING, UTAH
Prepared by

10875 Rancho Bernardo Rd., Suite 200
San Diego, CA 92127
Project Number SC0349
December 2007
revised January 2009

SC0349.Design.Report4B.F.20090106.doc i December 2007
Revised January 2009
TABLE OF CONTENTS
1. INTRODUCTION ................................................................................................ 1
1.1 Objective ...................................................................................................... 1
1.2 Background .................................................................................................. 1
1.3 Report Organization .................................................................................... 1
2. BACKGROUND AND SITE CONDITIONS ...................................................... 3
2.1 Site Location ................................................................................................ 3
2.2 Climatology ................................................................................................. 3
2.3 Topography .................................................................................................. 3
2.4 Existing Soil Conditions .............................................................................. 4
2.4.1 Surface Conditions .......................................................................... 4
2.4.2 Soil Berms ....................................................................................... 4
2.4.3 Subsurface Conditions .................................................................... 4
2.5 Surface Water .............................................................................................. 5
2.6 Groundwater ................................................................................................ 5
2.7 Tailings ........................................................................................................ 5
3. DESIGN ................................................................................................................ 6
3.1 Cell Capacity and Geometry........................................................................ 6
3.2 Slope Stability ............................................................................................. 6
3.3 Earthwork .................................................................................................... 7
3.3.1 Excavation ....................................................................................... 7
3.3.2 Fill Placement ................................................................................. 7
3.3.3 Subgrade Preparation ...................................................................... 8
3.3.4 Anchor Trench ................................................................................ 8
3.4 Liner System ................................................................................................ 8
3.4.1 Slimes Drain System ....................................................................... 9
3.4.2 Primary Liner ................................................................................ 10
3.4.3 Leak Detection System ................................................................. 11
3.4.4 Secondary Composite Liner System ............................................. 12
3.4.4.1 Secondary Geomembrane Liner .................................. 12
3.4.4.2 Secondary GCL Liner .................................................. 12

TABLE OF CONTENTS (continued)

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3.5 Splash Pad.................................................................................................. 14
3.6 Emergency Spillway .................................................................................. 15
4. SUMMARY AND CONCLUSIONS ................................................................. 16
4.1 Limitations ................................................................................................. 16
5. REFERENCES ................................................................................................... 17

LIST OF FIGURES
Figure 1 Geotechnical Investigation Site Plan
Figure 2 Cross Sections
LIST OF APPENDICES
Appendix A Construction Drawings
Sheet 1 Title Sheet
Sheet 2 Site Plan
Sheet 3 Base Grading Plan
Sheet 4 Pipe Layout Plan and Details
Sheet 5 Lining System Details I
Sheet 6 Lining System Details II
Sheet 7 Lining System Details III
Appendix B Construction Quality Assurance Plan
Appendix C Project Technical Specifications
Appendix D Design Calculations
Appendix E Boring Logs and Geotechnical Laboratory Results

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1. INTRODUCTION
This report presents the results of design analyses performed in support of the Cell 4B
construction at the White Mesa Mill Facility in Blanding, Utah (site). The San Diego
office of Geosyntec Consultants, Inc. (Geosyntec) prepared this report for Denison
Mines (USA) Corp. (DMC). This report was prepared by Ms. Rebecca Flynn of
Geosyntec. Mr. Gregory Corcoran, P.E. of Geosyntec was in responsible charge and
provided senior peer review of the work presented herein in accordance with the
internal peer review policy of the firm.
1.1 Objective
The objective of this report is to present the components of Cell 4B and to demonstrate
that the proposed Cell 4B design complies with the applicable regulatory standards for
the State of Utah, the United States Nuclear Regulatory Commission, and the Federal
Environmental Protection Agency (USEPA). In particular, the design is in accordance
with the Utah Administrative Code (UAC) R317-6, and the Best Available Technology
requirements mandated by Part I.D. of existing site Ground Water Discharge
Permit No. UGW370004.
1.2 Background
Current site operations utilize Cells 1 and 3 for process liquids evaporation and disposal
of tailings and by-products from the processing operations at the site. Adjacent to the
proposed Cell 4B is Cell 4A which began construction in July 2007 and became active
in 2008. Construction of Cell 4B is expected to begin in spring 2009 to provide
additional capacity for site operations. Cell 4B will similarly be used as a tailings
disposal cell for evaporation of process liquids and final storage of solids contained in
the tailings and by-products from processing operations at the site.
1.3 Report Organization
The remainder of this design report is organized into the following sections:
• Section 2, Background and Site Conditions, presents general information on
the site and background information on the existing conditions at Cell 4B.
• Section 3, Design, presents the design for Cell 4B. The Construction
Drawings are presented in Appendix A.
• Section 4, Summary and Conclusions, presents the summary, conclusions, and
limitations of this technical design report.

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In addition to this report, Cell 4B permit documents include Construction Drawings
(Appendix A), a Construction Quality Assurance (CQA) Plan (Appendix B), Technical
Specifications (Appendix C), engineering design calculations (Appendix D), and boring
logs and geotechnical laboratory data (Appendix E).

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2. BACKGROUND AND SITE CONDITIONS
2.1 Site Location
The location of the site is shown on Sheet 1 of the Construction Drawings
(Appendix A). The site is located approximately 6 miles south of Blanding, Utah on
Highway 191. Per the Universal Transverse Mercator (UTM) Coordinate System, the
site is located at 4,159,100 meters Northing and 634,400 meters Easting.
The Mill is located on a parcel of fee land, State of Utah lease property and associated
mill site claims, covering approximately 5,415 acres. The site mill operations are
limited to approximately 50 acres located directly east of Cell 1. The existing tailings
disposal Cells (Cells 1 through 3) are approximately 370 acres. Cell 4B is located south
of the western half of Cell 3 and west of Cell 4A. The site plan is shown on Sheet 2 of
the Construction Drawings.
2.2 Climatology
The climate of southeastern Utah is classified as dry to arid. Although varying
somewhat with elevation and terrain, the climate in the vicinity of the site can be
considered as semi-arid with normal precipitation of about 13.4 in (WRCC, 2005).
Most precipitation is in the form of rain with snowfall accounting for about 30 percent
of the annual precipitation total. There are two separate rainfall seasons in the region,
the first in late summer and early autumn (August to October) and the second during the
winter months (December to March).
The average temperature in Blanding ranges from approximately 30 degrees Fahrenheit
(ºF) in January to approximately 76ºF in July. Average minimum temperatures are
approximately 18ºF in January and average maximum temperatures are approximately
91ºF in July (City-Data.com, 2007).
The mean annual relative humidity is about 44 percent and is normally highest in
January and lowest in July. The average annual Class I pan evaporation rate is 86
inches (WRCC, 2007), with the largest evaporation occurring in July. Values of pan
coefficients range from 60 percent to 81 percent. The annual lake evaporation rate for
the site is 47.6 inches and the net evaporation rate is 34.2 inches per year.
2.3 Topography
The existing topography within the Cell 4B area consists of a gently sloping grade
(approximately 2 percent) from the northwestern portion of Cell 4B to the southeastern

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portion of Cell 4B. Existing Cell 3 south and Cell 4A west berms within the proposed
Cell 4B are inclined at a slope of approximately 3 horizontal : 1 vertical (3H:1V).
2.4 Existing Soil Conditions
2.4.1 Surface Conditions
Currently, the proposed 4B Cell is undeveloped, with the exception of an unimproved
access road, and covered by native low grass and shrub vegetation. The site is bordered
to the north by the existing Cell 3, to the east by the existing Cell 4A, and to the south
and west by undeveloped lands.
The existing ground surface within the area of the proposed Cell 4B slopes gently from
northwest to south-southeast from respective elevations of approximately 5606 feet to
5570 feet, above Mean Sea Level (MSL).
2.4.2 Soil Berms
Soil berms exist on the eastern (Cell 4A) and northern (Cell 3) perimeters of the
proposed Cell 4B. These berms were constructed previously of engineering fill.
2.4.3 Subsurface Conditions
Geosyntec performed a geotechnical investigation within the proposed limits of the Cell
4B (Figure 1). The geotechnical investigation consisted of a site reconnaissance, solid
stem auger drilling, soil sampling, and geotechnical laboratory analysis of soil samples
collected.
Soils encountered during drilling operations were consistent with formations in
Southern Utah. Within the limits of the explorations, the site is underlain by surficial
windblown loess and eolian deposits and variably weathered deposits of the Dakota
Sandstone.
Loess and eolian deposits were encountered at the ground surface across the site
extending to approximate depths of 4 to 13.5 feet. The deposit is thickest along the
western portion of the site and thins to the east and southeast (Figure 2). The loess and
eolian deposits are generally homogeneous across the site consisting of firm to stiff,
yellowish red sandy clay (Unified Soil Classification System Classification CL).
Boring logs and geotechnical laboratory results are presented in Appendix E.
The Dakota Sandstone underlies the surficial deposits at depth across the entire site
area. The deposit generally exhibits a weathering rind approximately 0 to 5.5 feet thick

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consisting of dense to very dense, pale yellow to pink, silty fine sandstone with
irregular zones of caliche accumulation. The unweathered Dakota Sandstone is
encountered at approximately 6 to 15 feet below the ground surface. The deposit
generally consists of very dense, very pale brown to white, fine grained sandstone with
little silt.
2.5 Surface Water
Surface water at the facility is diverted around the Cells including Cell 4B. Surface
water run-on into Cell 4B is limited to the perimeter access road surrounding the Cell
and direct precipitation into Cell 4B.
The site has implemented a Storm Water Best Management Practices Plan in
accordance with the facility permit. All site construction activities will be performed in
accordance with the site Storm Water Best Management Practices Plan.
2.6 Groundwater
Groundwater is located at a depth of approximately 50 to 80 feet at the site. Monitoring
well WMMW-16 is currently located within the proposed Cell 4B; therefore, during
construction, WMMW-16 will be abandoned in accordance with the UAC R655-4-12.
No additional changes to the existing groundwater monitoring plan are proposed by this
project.
2.7 Tailings
Cell 4B will accept process liquids, tailings, and by-products associated with onsite
processing operations. The liquids are typically highly acidic with a pH generally
between 1 and 2. Tailings are generally comprised of ore that is ground to a maximum
grain size of approximately 28 Mesh (US #30 Sieve) (0.023 inches (0.6 millimeters)),
resulting in a fine sand and silt material.

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3. DESIGN
The liner system is designed to provide a Cell for disposal of by-products from the
onsite processing operations while protecting the groundwater beneath the site. The
liner system is designed to meet the Best Available Technology requirements of the
UAC R317-6, which require that the facility be designed to achieve the maximum
reduction of a pollutant achievable by available processes and methods taking into
account energy, public health, environmental and economic impacts, and other costs.
The liner system includes the following primary components, from top to bottom:
• Slimes drain system;
• Primary geomembrane liner;
• Leak detection system;
• Secondary geomembrane liner; and
• Geosynthetic clay liner.
These components and related design considerations are discussed below.
3.1 Cell Capacity and Geometry
The cell has been designed to accommodate storage of up to approximately 1155 acre-
feet (1.9 million cubic yards) of tailings with 3-feet of freeboard. The lowest elevation
in Cell 4B is the sump located in the southeast corner at an elevation of approximately
5,556 feet above MSL.
Interior side slopes of Cell 4B will be constructed with 2H:1V inclinations. This will
require re-grading of the western berm of Cell 4A and the southern berm of Cell 3,
which currently have exterior side slopes of 3H:1V. The proposed southern berm of
Cell 4B will have 2H:1V interior slopes and 3H:1V exterior slopes. A 15-foot wide
unpaved access road is proposed to surround Cell 4B. Cell layout is shown on
Construction Drawing Sheet 2, Site Plan.
3.2 Slope Stability
Static slope stability analyses were performed for the critical slopes for each of the four
embankments surrounding Cell 4B. Analyses were performed for both static and
pseudo-static conditions as well as addressing construction loading. In addition, slope
stability analyses were performed on a typical cross section of the interim waste/tailings
slopes. Final slope stability and operational conditions are required to maintain a
minimum factor of safety of approximately 1.5 for final berm slope conditions, 1.3 for

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interim slope conditions, and 1.1 for seismically-loaded slope conditions based on the
proposed design of the cell and its liner system. Numerous potential failure surfaces
were performed to evaluate various slip surface geometries and to identify the critical
slip surface for each cross-section and conditions.
Slope stability analyses indicate the factor of safety for each of the loading cases was
met or exceeded in the analyses performed on the four embankment slopes.
The complete calculation is presented in Appendix D.
3.3 Earthwork
Earthwork will consist of excavation, blasting, ripping, trenching, hauling, placing,
moisture conditioning, backfilling, compacting, and grading. The requirements for
earthwork for Cell 4B construction is provided in Appendix C, Section 02200 of the
Technical Specifications.
3.3.1 Excavation
Prior to excavating soils and rock for Cell 4B, vegetation will be cleared and grubbed
and surficial unsuitable materials will be removed. Excavation will proceed with the
removal of in-situ soils for placement as fill for the construction of the Cell 4B south
berm. Excess soils will be placed on Cell 3 as part of partial final closure or stockpiled
to the west of the proposed limits of Cell 4B.
Rock will be ripped, blasted, or mechanically removed and stockpiled west of Cell 4B
in a separate stockpile from the excess soil stockpile. Rock will be excavated a
minimum of 6-inches below final grade and fill will be placed, moisture conditioned,
compacted, and graded to provide a surface on which the geosynthetic liner system
components will be installed.
Leak detection system and anchor trenches will be excavated as shown on the
Construction Drawings (Appendix A).
3.3.2 Fill Placement
Along the southern perimeter of the proposed Cell 4B, a berm will be constructed of fill
with 2H:1V inside slopes and 3H:1V outer slopes. Settlement analyses have been
performed to evaluate the potential settlement of the berm and potential associated
strain that could develop in the liner system components (Appendix D). The results of
the conservative analyses indicate a maximum stress in the liner due to potential
differential settlement of 0.01 percent, which is much less than the liner components
can tolerate and is therefore acceptable.

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Construction materials used for fill will consist of onsite soils placed in compacted lifts
no greater than 8-inches and compacted to 90 percent of maximum dry density per
American Society for Testing and Materials (ASTM) standard D1557 (Modified
Proctor) at a moisture content of ±3 percent of optimum. Fill soil used in construction
of the berm will consist of onsite soils with maximum particle size of 6-inches.
3.3.3 Subgrade Preparation
Subgrade preparation includes placement, moisture conditioning, compaction, and
grading of subgrade soil. The subgrade will consist of a minimum of 6-inches of soil
material with a maximum particle size of 3-inches compacted above the rock. Subgrade
fill will be placed in loose lifts of no more than 12-inches and compacted to 90 percent
of the maximum density at a moisture content of ±3 percent of optimum moisture
content, as determined by ASTM D1557. The surface of the subgrade will have
protrusions no greater than 0.5-inches. Section 02220 of the Technical Specifications,
in Appendix C, provides the requirements for subgrade for Cell 4B construction.
3.3.4 Anchor Trench
The liner system will be anchored at the top of the slope with an anchor trench. The
anchor trench was sized to resist anticipated maximum wind uplift forces, see Anchor
Trench Capacity Calculations provided in Appendix D. The anchor trench will be
2 feet deep and 2 feet wide and filled with compacted soil, see Sheet 5 of the
Construction Drawings (Appendix A). Anchor trench backfill will be placed in
compacted lifts of no more than 8-inches and compacted to 90 percent of the maximum
density at a moisture content of ±3 percent of optimum moisture content, as determined
by ASTM D1557.
3.4 Liner System
A double liner system is proposed for Cell 4B, including a primary liner, leak detection
system, and composite secondary liner. The liner system, for both the bottom area and
side slopes, consists of (from top to bottom):
• Slimes Drain System (Cell bottom only);
• 60 mil smooth HDPE geomembrane (Primary Liner);
• 300 mil Geonet Drainage Layer (Leak Detection System);
• 60 mil smooth HDPE geomembrane;
• Geosynthetic Clay Liner (GCL); and }(Composite Secondary Liner)

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• Prepared Subgrade.
Stability analyses were conducted to evaluate the various slip surface geometries and to
identify the critical slip surfaces for two cross-sections and conditions. The analysis
determined the minimum factor of safety of 1.3 will be met during and after filling
operations. The complete calculation is located in Appendix D.
3.4.1 Slimes Drain System
A slimes drain system will be placed on top of the primary geomembrane liner in the
bottom of the cell to facilitate dewatering of the tailings prior to final reclamation of the
cell. The slimes drain system is designed to meet the performance standards in
Part I.D.6 of the Groundwater Discharge Permit. The slimes drain system will consist
of perforated 4-inch diameter schedule 40 polyvinyl chloride (PVC) pipe, concrete sand
filled sand bags, drainage aggregate, cushion geotextile, filter geotextile, and strip
composite that will provide a means to drain the tailings disposed within Cell 4B. The
slimes drain system is shown on Sheets 4, 5, 6, and 7 of the Construction Drawings
(Appendix A).
The slimes drain system is designed to remove the liquids within Cell 4B in a
reasonable time. Based on the calculations presented in Appendix D, the slimes drain is
expected to drain the tailings in approximately 5.5 years. A sump pump capable of
pumping 18.1 gallons per minute (gpm) will be required upon start-up of the slimes
drain system. The pumping rate is anticipated to decrease with time as the head within
Cell 4B decreases.
The perforated PVC pipe is designed to resist crushing and wall buckling due to the
anticipated loading associated with the maximum height of overlying tailings.
The design analyses for the pipe are presented in Appendix D, while Appendix C,
Section 02616 provides material specifications for the pipe and strip composite and
Section 02225 provides material specifications for the drainage aggregate. The strip
composite will be comprised of a 1-inch thick by 12-inch wide high density
polyethylene, or equivalent acid resistant material, wrapped in a nonwoven
polypropylene geotextile. The drainage aggregate will consist of a crushed rock that
has a carbonate content loss of no more than 10 percent by weight.
A continuous row of sand bags filled with a concrete sand meeting Utah Department of
Transportation (UDOT) standard specifications for Portland Cement Concrete will
overlie the strip composite laterals to act as an additional filter layer above the
geotextile component of the strip composite. The proposed UDOT concrete sand will
be placed in sand bags consisting of woven geotextile capable of allowing liquids to

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pass. When placed overlying the strip composite, the sand bags will have an
approximate length of 18 inches, width of 12 inches, and a height of 3 inches. This
results in a sand bag that is approximately 30 to 35 pounds and will provide sufficient
coverage over the width and ends of the strip composite to act as an additional filter
layer. The UDOT concrete sand will consist of sand that has a carbonate content loss of
no more than 10 percent by weight.
The cushion geotextile that is to be installed beneath the drainage aggregate
surrounding the PVC pipe is designed to protect the underlying primary high density
polyethylene (HDPE) geomembrane from puncture due to the drainage aggregate and
the anticipated loading associated with the maximum height of overlying tailings. The
design analyses for the cushion geotextile are presented in Appendix D, while
Appendix C, Section 02771 provides material specifications. Overlying the drainage
aggregate will be a woven geotextile, as shown on the Construction Drawings
(Appendix A), that will serve to separate the tailings and the drainage aggregate.
The Slimes Drain sump will include a side slope riser pipe to allow installation of a
submersible pump for manual collection of liquids in the sump. The sump and riser
pipes are shown on Sheet 6 of the Construction Drawings (Appendix A).
3.4.2 Primary Liner
The primary liner will consist of a smooth 60-mil HDPE geomembrane.
The geomembrane will have a white surface that will limit geomembrane movement
and the creation of wrinkles due to temperature variations. HDPE geomembrane was
selected due to its high resistance to chemical degradation and ability to retain
durability in an acidic environment. The limit of the liner system (both primary and
secondary) and details are shown on Sheets 2, 3, and 4 of the Construction Drawings
(Appendix A).
Tension due to wind up lift was analyzed for the 60-mil HDPE geomembrane.
Based on the analysis, the geomembrane anchor trench has been sized to accommodate
the loading associated with a wind speed of 25 miles per hour and a slope length of
approximately 92 feet. The design analyses for the HDPE liner are presented in
Appendix D.
The HDPE geomembrane will be constructed in accordance with the current standard of
practice for geomembrane liner installation, as outlined in the site Technical
Specifications (Appendix C, Section 02770) and the site CQA Plan (Appendix B).
Seams will be welded to provide a continuous geomembrane liner. Testing during
construction will include both non-destructive and destructive testing, as outlined in the

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Technical Specifications and CQA Plan. Upon completion of construction, the
geomembrane manufacturer will provide a 20-year warranty for the geomembrane.
3.4.3 Leak Detection System
The leak detection system (LDS) will underlie the primary liner and is designed to
collect potential leakage through the primary liner and convey the liquid to the sump for
manual detection through monitoring of sump levels. The LDS consists of a 300-mil
thick geonet and a network of gravel trenches throughout the bottom of Cell 4B.
The trenches will contain a 4-inch diameter perforated schedule 40 PVC pipe, drainage
aggregate, and a cushion geotextile, which will drain to a sump located in the southwest
corner of the cell. The trenches will aid in rapidly conveying leakage to the LDS sump.
The LDS is shown on Sheets 4, 5 and 6 of the Construction Drawings (Appendix A).
The Action Leakage Rate (ALR) was calculated for the LDS in accordance with Part
254.302 of the USEPA Code of Federal Regulations. The ALR was calculated to be
581 gallons per day per acre and the total travel time for liquids entering the geonet
LDS layer to travel from the leak to the LDS piping system was estimated to be
approximately 17 hours. Assuming a worst case scenario under which all the primary
geomembrane defects are located at the high end of the leakage collection layer slope,
the liquid head on the secondary liner does not exceed 0.006 inches (0.15 mm), well
below the required maximum limit of 12 inches (1-foot). The geonet provides sufficient
flow rate to accommodate the ALR. The complete ALR calculation is located in
Appendix D and Section 02773 of Appendix C provides material specifications for the
geonet.
The perforated PVC pipe is designed to resist crushing and wall buckling due to the
anticipated loading associated with the maximum height of overlying tailings.
Pipe strength analysis indicated the 4-inch PVC pipe with a maximum allowable
deflection of 7.5 percent will have the ability to resist the anticipated maximum load
associated with a tailing deposit height of 45 feet. The design analysis for the pipe is
presented in Appendix D, while Appendix C, Section 02616 provides material
specifications for the pipe and Section 02225 provides material specifications for the
drainage aggregate.
The cushion geotextile is designed to protect the underlying secondary HDPE
geomembrane from puncture due to the drainage aggregate and the anticipated loading
associated with the maximum height of overlying tailings. Puncture analysis indicated
a 16 ounce per square yard (oz./yd2) cushion geotextile and ¾-inch maximum particle
size would provide puncture protection for the 60-mil HDPE smooth geomembrane.

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The design analyses for the cushion geotextile are presented in Appendix D, while
Appendix C, Section 02771 provides material specifications.
The LDS sump will include a side slope riser pipe and submersible pump to allow for
manual collection of liquids in the LDS sump. The LDS sump and riser pipes are
shown on Sheet 6 of the Construction Drawings (Appendix A).
3.4.4 Secondary Composite Liner System
The primary purpose of the secondary liner is to provide a flow barrier so that potential
leakage through the primary liner will collect on top of the secondary liner then flow
through the LDS to the LDS sump for manual collection. The secondary liner also
provides an added hydraulic barrier against leakage to the subsurface soils and
groundwater. The secondary liner consists of a composite liner that includes a 60-mil
HDPE geomembrane overlying a GCL.
3.4.4.1 Secondary Geomembrane Liner
The geomembrane component of the secondary liner system will consist of a smooth
60-mil HDPE geomembrane and will meet the same criteria as the primary liner
geomembrane (Section 3.3.2). The limit of the liner system (both primary and
secondary) and details are shown on Sheets 3, 5, and 6 of the Construction Drawings
(Appendix A).
3.4.4.2 Secondary GCL Liner
The GCL component of the secondary liner system consists of bentonite sandwiched
between two geotextile layers that are subsequently needle-punched together to form a
single composite hydraulic barrier material. The GCL is approximately 0.2-inches thick
with a hydraulic conductivity on the order of 1×10-9 cm per second (cm/s) (Daniel and
Scranton, 1996).
Since 1986, GCLs have been increasingly used as an alternative to compacted clay
liners (CCLs) on containment projects due to their low cost, ease of
construction/placement, and resistance to freeze-thaw and wet-dry cycles. In general,
the USEPA and the containment industry accept that GCLs are hydraulically equivalent
to a minimum of 2 feet of compacted clay liner consisting of 1×10-7 cm/s soil materials.

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For Cell 4A design, Geosyntec demonstrated that a secondary composite liner system
consisting of a 60-mil HDPE geomembrane overlying a GCL has equivalent or better
fluid migration characteristics when compared with a secondary composite liner system
consisting of a 60-mil HDPE geomembrane overlying a CCL having a saturated
hydraulic conductivity less than 1×10-7 cm/s (Geosyntec, 2006). This analysis
accounted for the loading conditions and anticipated liquid head on the secondary liner
system, the amount of flow through the secondary liner system with CCL was evaluated
to be 4.37 times greater than flow through the secondary liner system with GCL for a
liquid head of 0.20 inches, which is more than the calculated Cell 4B liquid head (0.006
inches). Therefore, in terms of limiting fluid flow through the composite secondary
liner system, the secondary liner system containing a GCL performs better than the
secondary liner system containing a CCL.
The following site specific conditions must be considered prior to use of a GCL in place
of CCL (Koerner and Daniel, 1993):
• Puncture Resistance: While CCLs naturally provide greater puncture
resistance than GCLs due to their inherent thickness, proper subgrade
preparation and design of the geotextile components of the GCL can result in
protection from puncture. The geotextile components of the GCL for Cell 4B
are designed to protect the overlying secondary HDPE geomembrane from
puncture due to protrusions from the subgrade and the anticipated loading
associated with the maximum height of overlying tailings. The puncture
protection analysis of the GCL indicated that a 3 oz/yd2 geotextile and
6 oz/yd2 geotextile above and below (respectively) the GCL and a maximum
subgrade protrusion height of ½-inch will provide puncture protection for the
secondary HDPE geomembrane. The design analyses for the geotextile
components of the GCL are presented in Appendix D, while Appendix C,
Section 02772 provides material specifications.
• Hydraulic Conductivity: Due to the acidic nature of the fluid to be stored in
the cell, Geosyntec conducted hydraulic conductivity testing on hydrated
specimens of GCL for the Cell 4A project (Geosyntec 2007) and Cell 4B
project. Based on the results, the GCL will not be hydrated prior to
deployment of the overlying secondary geomembrane.
• Chemical Adsorption Capacity: Due to the thickness of a CCL, the chemical
adsorption capacity of a CCL is greater than that of a GCL. However,
adsorption capacity is only relevant in the short term and not considered a
parameter for steady-state analyses.

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• Stability: The internal strength of a GCL can be significantly lower than that
of a CCL, especially at high confinement stresses. This reduced strength can
have significant effects on stability, especially at disposal facilities with high
waste slopes and the potential for seismic activity. Strength of the GCL and
its effects on stability are not a concern at Cell 4B due to the low confining
stresses expected and geometry of the cell. Waste deposits will not be placed
above the elevation of the perimeter road. Since no above grade slopes will be
present, there are no long term destabilizing forces on the liner system.
• Construction Issues: For the Cell 4B liner system, GCLs may be considered
superior to the CCLs with respect to construction issues. Construction of
GCLs is typically much quicker and is more easily placed than a CCL, which
requires moisture conditioning and compaction for placement. Further, CQA
testing for a GCL is much simpler and less affected by interpretation of field
staff than that for a CCL, which requires careful control of material type,
moisture conditions, clod size, maximum particle size, lift thickness, etc.
• Physical/Mechanical Issues: Physical and mechanical issues include items
such as the effect of freeze/thaw and wetting/drying cycles. CCLs may
undergo significant increases in hydraulic conductivity as a result of
freeze/thaw. Existing laboratory data suggests that GCLs do not undergo
increases in hydraulic conductivity as a result of freeze/thaw. CCLs are also
known to form desiccation cracks upon drying which can result in significant
increases in hydraulic conductivity. This increase drastically jeopardizes the
effectiveness of the CCL as a barrier layer. Available laboratory data on
GCLs indicates that upon re-hydration after desiccation, GCLs swell and the
cracks developed during drying cycles are ‘self-healed’. Due to the arid
environment at the site, GCL performance in the Cell 4B liner system with
respect to physical and mechanical issues is expected to be superior to that of
a CCL.
Based on review of the above site-specific considerations, a GCL is considered superior
to a CCL for use in the secondary composite liner system.
3.5 Splash Pad
Approximately ten splash pads will be constructed to allow filling of Cell 4B without
damaging the liner system. The splash pads consist of an additional geomembrane
placed along the side slope of the Cell extending a minimum of 5 feet from the toe of
the slope. The geomembrane will protect the underlying liner system from contact with
the inlet pipes. A cross section of a typical splash pad is shown on Sheet 6 of the
Construction Drawings (Appendix A).

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Revised January 2009

15
3.6 Emergency Spillway
An emergency spillway will be constructed between Cells 4A and 4B. The spillway
will be approximately 4 feet deep with 8H:1V approach pads that will allow traffic
moving along the top of the berm to pass through the spillway (when dry). The
spillway will consist of a 6-inch thick reinforced concrete pad, designed to withstand
loadings from pick-up truck traffic, see Concrete Calculations provided in Appendix D.
The spillway is designed to handle the Probable Maximum Precipitation (PMP) for a 6
hour storm event for the site, see Spillway Calculations provided in Appendix D. The
Cell 4B liner will extend beneath the concrete as shown on Sheet 7 of the Construction
Drawings (Appendix A). In addition, a 100’ wide splash pad will be installed overlying
the primary geomembrane liner beneath the emergency spillway exit.

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Revised January 2009

17
5. REFERENCES
City-Data.com, 2007. Blanding, Utah. Available at: www.city-data.com/city/Blanding-
Utah.html.
Daniel, D.E., and Scranton, H.G. (1996), “Report of 1995 Workshop of Geosynthetic
Clay Liners,” EPA/600/R-96/149, June, 93 pgs.
Geosyntec (2006), “Cell 4A Lining System Design Report for the White Mesa Mill,
Blanding, Utah,” Prepared for International Uranium (USA) Corporation,
January, 2006.
Koerner, R.M. and Daniel, D.E. (1993) “Technical Equivalency Assessment of GCLs to
CCLs.” “Proc. Seventy Annual GRI Seminar, Geosynthetic Research Institute,
Philadelphia, PA.”
Western Regional Climate Center (WRCC), 2005. Based on data from 12/8/1904 to
3/31/2005 at Blanding, Utah weather station (420738).
WRCC, 2007. Monthly Average Pan Evaporation Rate for Mexican Hat, Utah.
Available at: www.wrcc.dri.edu/htmlfiles/westevap.final.html#utah

EXHIBIT D

REVISED COMPARISON OF
FLOW THROUGH COMPACTED
CLAY LINER AND
GEOSYNTHETIC CLAY LINER
CALCULATION PACKAGE

EXHIBIT C

REVISED PIPE STRENGTH
ANALYSIS CALCULATION
PACKAGE

EXHIBIT A

REVISED SECTION 02200
OF THE TECHNICAL
SPECIFICATIONS

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SECTION 02200 EARTHWORK
PART 1 — GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary to perform all Earthwork. The Work shall be carried out as specified herein and in accordance with the Drawings.
B. The Work shall include, but not be limited to excavating, blasting, ripping, trenching, hauling, placing, moisture conditioning, backfilling, compacting and grading. Earthwork shall conform to the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Construction Manager.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
1.03 REFERENCES
A. Drawings
B. Latest version of American Society for Testing and Materials (ASTM) standards:
ASTM D 422 Standard Method for Particle-Size Analysis of Soils
ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lb-ft/ft3 (2,700 kN-m/m3))
ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil-Aggregate by Nuclear Methods (Shallow Depth)
1.04 QUALIFICATIONS
A. The Contractor’s Site superintendent for the earthworks operations shall have supervised the construction of at least two earthwork construction projects in the last 5 years.
1.05 SUBMITTALS
A. The Contractor shall submit to the Construction Manager a description of equipment and methods proposed for excavation, and fill placement and compaction construction at least 14 days prior to the start of activities covered by this Section.
B. If rock blasting is the chosen rock removal technique, the Contractor shall submit to the Construction Manager a blast plan describing blast methods to remove rock to proposed grade. The blast plan shall include a pre-blast survey, blast schedule, seismic monitoring records, blast design and diagrams, and blast safety. The Contractor shall submit the plan to the Construction Manager at least 21 days prior to blast.
C. If the Work of this Section is interrupted for reasons other than inclement weather, the Contractor shall notify the Construction Manager a minimum of 48 hours prior to the resumption of Work.
D. If foreign borrow materials are proposed to be used for any earthwork material on this project, the Contractor shall provide the Construction Manager information regarding the source of the material. In addition, the Contractor shall provide the Construction Manager an opportunity to obtain samples for conformance testing 14 days prior to delivery of foreign borrow materials to

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the Site. If conformance testing fails to meet these Specifications, the Contractor shall be responsible for reimbursing the Owner for additional conformance testing costs.
E. The Contractor shall submit as-built Record Drawing electronic files and data, to the Construction Manager, within 7 days of project substantial completion, in accordance with this Section.
1.06 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for Earthwork meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Construction Manager will be rejected and shall be repaired, or removed and replaced, by the Contractor at no additional expense to the Owner.
B. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance testing required by the Contract Documents. This monitoring and testing, including random conformance testing of construction materials and completed Work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed Work, the Contractor will be required to repair the deficiency or replace the deficient materials at no additional cost to the Owner.
PART 2 — PRODUCTS
2.01 MATERIAL
A. Fill material shall consist of on-site soil obtained from excavation or owner provided stockpile and shall be free from rock larger than 6 inches, organic or other deleterious material.
B. Rock shall consist of all hard, compacted, or cemented materials that require blasting or the use of ripping and excavating equipment larger than defined for common excavation. The excavation and removal of isolated boulders or rock fragments larger than 1 cubic yard encountered in materials otherwise conforming to the definition of common excavation shall be classified as rock excavation. The presence of isolated boulders or rock fragments larger than 1 cubic yard is not in itself sufficient to cause to change the classification of the surrounding material.
C. Rippable Soil and Rock: Material that can be ripped at more than 250 cubic yards per hour for each Caterpillar D9 dozer (or equivalent) with a single shank ripper attachment.
2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain compaction equipment as is necessary to produce the required in-place soil density and moisture content.
B. The Contractor shall furnish, operate and maintain tank trucks, pressure distributors, or other equipment designed to apply water uniformly and in controlled quantities.
C. The Contractor shall furnish, operate, and maintain miscellaneous equipment such as earth excavating equipment, earth hauling equipment, and other equipment, as necessary for Earthwork construction.
D. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the Contractor, and to the satisfaction of the Construction Manager.

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PART 3 — EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the Work in this Section, the Contractor shall become thoroughly familiar with the Site, the Site conditions, and all portions of the Work falling within this and other related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed Work of all other Sections and verify that all Work is complete to the point where the installation of the Work specified in this Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed Work of other Sections, the Construction Manager shall be notified in writing prior to commencing Work. Failure to notify the Construction Manager, or commencement of the Work of this Section, will be construed as Contractor's acceptance of the related Work of all other Sections.
3.02 SOIL EXCAVATION
A. The Contractor shall excavate materials to the limits and grades shown on the Drawings.
B. The Contractor shall rip, blast, and mechanically remove rock 6-inches below final grades shown on the Drawings.
C. All excavated material not used as fill shall be stockpiled as shown on the Drawings and in accordance with Subpart 3.05 of this Section.
3.03 ROCK EXCAVATION
A. The Contractor shall remove rock by ripping, drilling, or blasting, or as approved by Construction Manager.
B. Requirements for Blasting:
1. The Contractor shall arrange for a pre-blast survey of nearby buildings, berms, or other structures that may potentially be at risk from blasting damage. The survey method used shall be acceptable to the Contractor’s insurance company. The Contractor shall be responsible for any damage resulting from blasting. The preblast survey shall be made available for review three weeks before any blasting begins. Pre-blast surveys shall be completed by a practicing civil engineer registered in the State of Utah, who has experience in rock excavation and geotechnical design.
2. The Contractor shall submit for review the proposed methods and sequence of blasting for rock excavations. The Contractor shall identify the number, depth, and spacing of holes; stemming and number and type of delays; methods of controlling overbreak at excavation limits, procedures for monitoring the shots and recording information for each shot; and other data that may be required to control the blasting.
3. Blasting shall be done in accordance with the federal, state, or local regulatory requirements for explosives and firing of blasts. Such regulations shall not relieve the Contractor of any responsibility for damages caused by them or their employees due to the work of blasting. All blasting work must be performed or supervised by a licensed blaster who shall at all times have a license on their person and shall permit examination thereof by the Engineer or other officials having jurisdiction.

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4. The Contractor shall develop a trial blasting technique that identifies and limits the vibrations and damage at varying distances from each shot. This trial blasting information shall be collected and recorded by beginning the work at points farthest from areas to remain without damage. The Contractor can vary the hole spacing, depths and orientations, explosive types and quantities, blasting sequence, and delay patterns to obtain useful information to safeguard against damage at critical areas.
5. Establish appropriate maximum limit for peak particle velocity for each structure or facility that is adjacent to, or near blast sites. Base maximum limits on expected sensitivity of each structure or facility to blast induced vibrations and federal, state, or local regulatory requirements. In areas of blasting within 100 feet from the top of the existing berms, the blasting peak particle velocities (PPV) shall not exceed 2 inches per second.
6. The Contractor shall discontinue any method of blasting which leads to overshooting or is dangerous to the berms surrounding the existing pond structures.
7. The Contractor shall install a blast warning sign to display warning signals. Sign shall indicate the following:
a. Five (5) minutes before blast: Three (3) long sounds of airhorn or siren
b. Immediately before blast: Three (3) short sounds of airhorn or siren
c. All clear signal after blast: one (1) long sound of airhorn or siren
3.04 FILL
A. Prior to fill placement, areas to receive fill shall be cleared and grubbed.
B. The fill material shall be placed to the lines and grades shown on the Drawings.
C. Soil used for fill shall meet the requirements of Subpart 2.01 of this Section.
D. Soil used for fill shall be placed in a loose lift that results in a compacted lift thickness of no greater 8 inches and compacted to 90% of the maximum density at a moisture content of between -3% and +3% of optimum moisture content, as determined by ASTM D 1557.
E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil compaction requirements.
F. During soil wetting or drying, the material shall be regularly disced or otherwise mixed so that uniform moisture conditions in the appropriate range are obtained.
3.05 STOCKPILING
A. Soil suitable for fill and excavated rock that is required to be stockpiled shall be stockpiled, separately, in areas as shown on the Drawings or as designated by the Construction Manager, and shall be free of incompatible soil, clearing debris, or other objectionable materials.
B. Stockpiles shall be no steeper than 2H:1V (Horizontal:Vertical) or other slope approved by the Design Engineer, graded to drain, sealed by tracking parallel to the slope with a dozer or other means approved by the Construction Manager, and dressed daily during periods when fill is taken from the stockpile. The Contractor shall employ temporary erosion and sediment control measures (i.e. silt fence) as directed by the Construction Manager around stockpile areas.
C. There are no compaction requirements for stockpiled materials.

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3.06 FIELD TESTING
A. The minimum frequency and details of quality control testing for Earthwork are provided below. This testing will be performed by the CQA Engineer. The Contractor shall take this testing frequency into account in planning the construction schedule.
1. The CQA Engineer will perform conformance tests on placed and compacted fill to evaluate compliance with these Specifications. The dry density and moisture content of the soil will be measured in-situ with a nuclear moisture-density gauge in accordance with ASTM D 6938. The frequency of testing will be one test per 500 cubic yards of soil place.
2. A special testing frequency will be used by the CQA Engineer when visual observations of construction performance indicate a potential problem. Additional testing will be considered when:
a. The rollers slip during rolling operation;
b. The lift thickness is greater than specified;
c. The fill is at improper and/or variable moisture content;
d. Fewer than the specified number of roller passes are made;
e. Dirt-clogged rollers are used to compact the material;
f. The rollers do not have optimum ballast; or
g. The degree of compaction is doubtful. 3. During construction, the frequency of testing will be increased by the Construction Manager in the following situations:
a. Adverse weather conditions;
b. Breakdown of equipment;
c. At the start and finish of grading;
d. If the material fails to meet Specifications; or
e. The work area is reduced.
B. Defective Areas:
1. If a defective area is discovered in the Earthwork, the CQA Engineer will evaluate the extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the CQA Engineer will determine the extent of the defective area by additional tests, observations, a review of records, or other means that the Construction Manager deems appropriate. If the defect is related to adverse Site conditions, such as overly wet soils or surface desiccation, the CQA Engineer shall define the limits and nature of the defect.
2. Once the extent and nature of a defect is determined, the Contractor shall correct the deficiency to the satisfaction of the CQA Engineer. The Contractor shall not perform additional Work in the area until the Construction Manager approves the correction of the defect.
3. Additional testing may be performed by the CQA Engineer to verify that the defect has been corrected. This additional testing will be performed before any additional Work is allowed in the area of deficiency. The cost of the additional Work and the testing shall be borne by the Contractor.

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3.07 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout and control.
3.08 CONSTRUCTION TOLERANCE
A. The Contractor shall perform the Earthwork construction to within ±0.1 vertical feet of elevations on the Drawings.
3.09 AS-BUILT SURVEY
A. For purposes of payment on Earthwork quantities, the Contractor shall conduct a comprehensive as-built survey that complies with this Section.
B. The Contractor shall produce complete electronic as-built Record Drawings in conformance with the requirements set forth in this Section. This electronic file shall be provided to the Construction Manager for verification.
C. The Contractor shall produce an electronic boundary file that accurately conforms to the project site boundary depicted on the plans or as modified during construction by approved change order. The electronic file shall be provided to the Construction Manager for verification prior to use in any earthwork computations or map generation.
D. As-built survey data shall be collected throughout the project as indicated in these Specifications. This data shall be submitted in hard-copy and American Standard Code for Information Interchange (ASCII) format. ASCII format shall include: point number, northing and easting, elevations, and descriptions of point. The ASCII format shall be as follows:
1. PPPP,NNNNNN.NNN,EEEEEE.EEE,ELEV.XXX,Description
a. Where:
ƒ P – point number
ƒ N- Northing
ƒ E – Easting
ƒ ELEV.XXX – Elevation
ƒ Description – description of the point
3.10 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect completed Work of this Section.
B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that promotes drainage of surface water away from the area and from finished Work. If threatening weather conditions are forecast, soil surfaces shall be seal-rolled at a minimum to protect finished Work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the satisfaction of the Construction Manager, at the expense of the Contractor.
PART 4 — MEASUREMENT AND PAYMENT
4.01 GENERAL
A. All earthwork quantities shall be independently verified by the Design Engineer prior to approval. The independent verification by the Design Engineer shall utilize the same basic procedures as those used by the Contractor.

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B. Any interim or soon-to-be buried (or otherwise obstructed) earthwork shall be surveyed and quantified as the project progresses to enable timely verification by the Design Engineer.
C. Providing for and complying with the requirements set forth in this Section for Soil Excavation will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based on the unit price provided on the Bid Schedule.
D. Providing for and complying with the requirements set forth in this Section for Rock Excavation will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based on the unit price provided on the Bid Schedule.
E. Providing for and complying with the requirements set forth in this Section for Fill will be measured as compacted and moisture conditioned cubic yards (CY), and payment will be based on the unit price provided on the Bid Schedule.
F. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Material samples, sampling, and testing.
• Excavation.
• Blasting, ripping, and hammering.
• Loading, and hauling.
• Scarification.
• Screening.
• Layout survey.
• Rejected material removal, retesting, handling, and repair.
• Temporary haul roads.
• Erosion control.
• Dust control.
• Spill cleanup.
• Placement, compaction, and moisture conditioning.
• Stockpiling.
• Record survey. [END OF SECTION]

Prepared for
Denison Mines (USA) Corp.
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
TECHNICAL SPECIFICATIONS FOR
THE CONSTRUCTION OF CELL 4B
LINING SYSTEM
WHITE MESA MILL
BLANDING, UTAH
Prepared by

10875 Rancho Bernardo Rd., Suite 200
San Diego, CA 92127
Project Number SC0349
December 2007
Revised January 2009
Revised August 2009

SC0349.TechnicalSpecifications4B.F.20090807.docx iii December 2007
Revised January 2009 Revised August 2009
TABLE OF CONTENTS

Section 01010 — Summary of Work
Section 01025 — Measurement & Payment
Section 01300 — Submittals
Section 01400 — Quality Control
Section 01500 — Construction Facilities
Section 01505 — Mobilization / Demobilization
Section 01560 — Temporary Controls
Section 01700 — Contract Closeout
Section 02070 — Well Abandonment
Section 02200 — Earthwork
Section 02220 — Subgrade Preparation
Section 02225 — Drainage Aggregate
Section 02616 — Polyvinyl Chloride (PVC) Pipe
Section 02770 — Geomembrane
Section 02771 — Geotextile
Section 02772 — Geosynthetic Clay Liner
Section 02773 — Geonet
Section 03400 — Cast-In-Place Concrete

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SECTION 01010 SUMMARY OF WORK
PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. The Work generally involves the placement and compaction of fill, preparation of subgrade, installation of geosynthetic liner system, and associated piping. B. The Work will generally consist of: 1. Initial topographic survey;
2. Mass excavation and fill placement and compaction;
3. Subgrade preparation;
4. Anchor trench and leak detection system trench excavation;
5. Installation of needle-punched geosynthetic clay liner (GCL) consisting of woven and nonwoven geotextiles;
6. Installation of 60-mil high density polyethylene (HDPE) secondary geomembrane;
7. Installation of leak detection system 4-inch and 18-inch polyvinyl chloride (PVC) pipe and fittings;
8. Installation of aggregate within leak detection system pipe trench and sump;
9. Installation of 300-mil geonet;
10. Installation of 60-mil HDPE primary geomembrane;
11. Installation of 16 oz./SY nonwoven geotextile cushion;
12. Installation of slimes drain 4-inch and 18-inch PVC pipe and fittings;
13. Installation of aggregate around slimes drain and within sump; and
14. Installation of strip composite drainage layer.
1.02 CONTRACTOR’S RESPONSIBILITIES A. Start, layout, construct, and complete the construction of the Cell 4B lining system (the Project) in accordance with the Technical Specifications, CQA Plan, and Drawings (Contract Documents). B. Provide a competent site superintendent, capable of reading and understanding the Construction Documents, who shall receive instructions from the Construction Manager. C. Establish means, techniques, and procedures for constructing and otherwise executing the Work. D. Establish and maintain proper Health and Safety practices for the duration of the Project. E. Except as otherwise specified, furnish the following and pay the cost thereof: 1. Labor, superintendent, and products.
2. Construction supplies, equipment, tools, and machinery.
3. Water, electricity, and other utilities required for construction.
4. Other facilities and services necessary to properly execute and complete the Work.

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5. A Registered Land Surveyor, licensed in the State of Utah, to survey and layout the Work, and to certify as-built Record Drawings. F. Pay cost of legally required sales, consumer, and use taxes and governmental fees. G. Perform Work in accordance with codes, ordinances, rules, regulations, orders, and other legal requirements of governmental bodies and public agencies bearing on performance of the Work. H. Forward submittals and communications to the Construction Manager. Where applicable, the Construction Manager will coordinate submittals and communications with the representatives who will give approvals and directions through the Construction Manager. I. Maintain order, safe practices, and proper conduct at all times among Contractor's employees. The Owner, and its authorized representative, may require that disciplinary action be taken against an employee of the Contractor for disorderly, improper, or unsafe conduct. Should an employee of the Contractor be dismissed from his duties for misconduct, incompetence, or unsafe practice, or combination thereof, that employee shall not be rehired for the duration of the Work. J. Coordinate the Work with the utilities, private utilities, and/or other parties performing work on or adjacent to the Site. Eliminate or minimize delays in the Work and conflicts with those utilities or contractors. Coordinate activities with the Construction Manager. Schedule private utility and public utility work relying on survey points, lines, and grades established by the Contractor to occur immediately after those points, lines, and grades have been established. K. Coordinate activities of the several trades, suppliers, and subcontractors, if any, performing the Work. 1.03 NOTIFICATION A. The Contractor shall notify the Construction Manager in writing if he elects to subcontract, sublet, or reassign any portion of the Work. This shall be done at the time the bid is submitted. The written statement shall describe the portion of the Work to be performed by the Subcontractor and shall include an indication, by reference if desired by the Construction Manager, that the Subcontractor is particularly experienced and equipped to perform that portion of the Work. No portion of the Work shall be subcontracted, sublet, or reassigned without written permission of the Construction Manager. Consent to subcontract, sublet, or reassign any portion of the Work by the Construction Manager shall not be considered as a testimony of the Construction Manager as to the qualifications of the Subcontractor and shall not be construed to relieve the Contractor of any responsibilities for completion of the Work. 1.04 CONFORMANCE A. Work shall conform to the Technical Specifications, Construction Quality Assurance (CQA) Plan, and Drawings that form a part of these Contract Documents. B. Omissions from the Technical Specifications, CQA Plan, and Drawings or the misdescription of details of the Work which are necessary to carry out the intent of the Contract Documents, are customarily performed and shall not relieve the Contractor from performing such omitted or misdescribed details of the Work, but they shall be performed as if fully and correctly set forth and described in the Technical Specifications, CQA Plan, and Drawings. 1.05 DEFINITIONS A. OWNER – The term Owner means the Denison Mines (USA) Corp. for whom the Work is to be provided.

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B. CONSTRUCTION MANAGER – The term Construction Manager means the firm responsible for project administration and project documentation control. All formal documents will be submitted to the Construction Manager for proper distribution and/or review. During the period of Work the Construction Manager will act as an authorized representative of the Owner. C. DESIGN ENGINEER – The term Design Engineer means the firm responsible for the design and preparation of the Construction Documents. The Design Engineer is responsible for approving all design changes, modifications, or clarifications encountered during construction. The Design Engineer reports directly to the Owner. D. CQA ENGINEER – The term CQA Engineer refers to the firm responsible for CQA related monitoring and testing activities. The CQA Engineer’s authorized personnel will include CQA Engineer-of-Record and Lead CQA Monitor. The CQA Engineer may also perform construction quality control (CQC) work as appropriate. The CQA Engineer reports directly to the Owner. E. CONTRACTOR – The term Contractor means the firm that is responsible for the Work. The Contractor's responsibilities include the Work of any and all of the subcontractors and suppliers. The Contractor reports directly to the Construction Manager. All subcontractors report directly to the Contractor. F. SURVEYOR – The term Surveyor means the firm that will perform the survey and provide as-built Record Drawings for the Work. The Surveyor shall be a Registered Land Surveyor, licensed to practice in the State of Utah. The Surveyor is employed by and reports directly to the Contractor. G. SITE – The term Site refers to all approved staging areas, and all areas where the Work is to be performed, both public and private owned. H. WORK – The term Work means the entire completed construction, or various separately identifiable parts thereof, required to be furnished under the Contract Documents. Work includes any and all labor, services, materials, equipment, tools, supplies, and facilities required by the Contract Documents and necessary for the completion of the project. Work is the result of performing services, furnishing labor, and furnishing and incorporating materials and equipment into the construction, all as required by the Contract Documents. I. DAY – A calendar day on which weather and other conditions not under the control of the Contractor will permit construction operations to proceed for the major part of the day with the normal working force engaged in performing the controlling item or items of Work which would be in progress at that time. J. CONTRACT DOCUMENTS – Contract Documents consist of the Technical Specifications, CQA Plan, and Drawings. 1.06 CONTRACT TIMES A. The time stated for completion and substantial completion shall be in accordance with the Contract Times specified in the Agreement. Extensions to the Contract Time of performance shall be granted for those days when the Contractor is unable to work due to adverse weather conditions or as a result of abnormal conditions. Extension of time of performance based on adverse weather conditions shall be granted when requested by the Contractor and reviewed in writing by the Construction Manager. All requests for extensions of time by the Contractor based on adverse weather conditions must be submitted in writing to the Construction Manager within five (5) working days of the time in question. No claims for damages shall be made by the Contractor for delays.

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B. Contractor shall adhere to the schedule provided in the Contract. Unapproved extensions to the schedule will result in the Contractor paying liquidated damages in the amount of $4,000 per day to cover costs associated with Construction Management and construction oversight. 1.07 CONTRACTOR USE OF WORK SITE A. Confine Site operations to areas permitted by law, ordinances, permits, and the Contract Documents. The Contractor shall ensure that all persons under his control (including Subcontractors and their workers and agents) are kept within the boundaries of the Site and shall be responsible for any acts of trespass or damage to property by persons who are under his control. Consider the safety of the Work, and that of people and property on and adjacent to work Site, when determining amount, location, movement, and use of materials and equipment on work Site. B. The Contractor shall be responsible for protecting private and public property including pavements, drainage culverts, electricity, highway, telephone, and similar property and shall make good of, or pay for, all damage caused thereto. Control of erosion throughout the project is of prime importance and is the responsibility of the Contractor. The Contractor shall provide and maintain all necessary measures to control erosion during progress of the Work to the satisfaction of the Construction Manager and all applicable laws and regulations, and shall remove such measures and collected debris upon completion of the project. All provisions for erosion and sedimentation control apply equally to all areas of the Work. C. The Contractor shall promptly notify the Construction Manager in writing of any subsurface or latent physical conditions at the Site that differ materially from those indicated or referred to in the Contract Documents. Construction Manager will promptly review those conditions and advise Owner in writing if further investigations or tests are necessary. If the Construction Manager finds that the results of such investigations or tests indicate that there are subsurface and latent physical conditions which differ materially from those intended in the Contract Documents, and which could not reasonably have been anticipated by Contractor, a Change Order shall be issued incorporating the necessary revisions. D. At no time shall the Contractor interfere with operations of businesses on or in the vicinity of the Site. Should the Contractor need to work outside the regular working hours, the Contractor is required to submit a written request and obtain approval by the Construction Manager. 1.08 PRESERVATION OF SCIENTIFIC INFORMATION A. Federal and State legislation provides for the protection, preservation, and collection of data having scientific, prehistoric, historical, or archaeological value (including relics and specimens) that might otherwise be lost due to alteration of the terrain as a result of any construction work. If evidence of such information is discovered during the course of the Work, the Contractor shall notify the Construction Manager immediately, giving the location and nature of the findings. Written confirmation shall be forwarded within two (2) working days. B. The Contractor shall exercise care so as not to damage artifacts uncovered during excavation operations, and shall provide such cooperation and assistance as may be necessary to preserve the findings for removal or other disposition by the Construction Manager or Government agency. C. Where appropriate, by reason of a discovery, the Construction Manager may order delays in the time of performance, or changes in the Work, or both. If such delays, or changes, or both, are ordered, the time of performance and contract price shall be adjusted in accordance with the applicable clauses of the Contract.

Cell 4BLining System Construction Summary of Work
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01010-5 December 2007Revised January 2009Revised August 2009
1.09 MEASUREMENT AND PAYMENT A. Measurement for Work will be according to the work items listed in Section 01025 of these Specifications. 1.10 EXISTING UTILITIES A. The Contractor shall be responsible for locating, uncovering, protecting, flagging, and identifying all existing utilities encountered while performing the Work. The Contractor shall request that Underground Service Alert (USA) locate and identify the existing utilities. The request shall be made 48 hours in advance. B. Costs resulting from damage to utilities shall be borne by the Contractor. Costs of damage shall include repair and compensation for incidental costs resulting from the unscheduled loss of utility service to affected parties. C. The Contractor shall immediately stop work and notify the Construction Manager of all utilities encountered and damaged. The Contractor shall also Survey the exact location of any utilities encountered during construction. 1.11 CONTRACTOR QUALIFICATIONS A. The Contractor, and all subcontractors, shall be licensed at the time of bidding, and throughout the period of the Contract, by the State of Utah to do the type of work required under terms of these Contract Documents. By submitting a bid, the Contractor certifies that he is skilled, competent, and knowledgeable on the nature, extent and inherent conditions of the Work to be performed and has been regularly engaged in the general class and type of work called for in these Contract Documents and meets the qualifications required in these Specifications. B. The Construction Manager shall disqualify a bidder that either cannot provide references, or if the references cannot substantiate the Contractor's qualifications. C. By submission of a bid for this Project, the Contractor acknowledges that he is thoroughly familiar with the Site conditions. 1.12 INTERPRETATION OF TECHNICAL SPECIFICATIONS, CQA PLAN, AND DRAWINGS A. Should it appear that the Work to be done or any matters relative thereto are not sufficiently detailed or explained in the Technical Specifications, CQA Plan, and/or Drawings, the Design Engineer will further explain or clarify, as may be necessary. In the event of any questions arising respecting the true meaning of the Contract Documents, the matter shall be referred to the Design Engineer, whose decision thereon shall be final.

Cell 4BLining System Construction Summary of Work
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01010-6 December 2007Revised January 2009Revised August 2009
1.13 HEALTH AND SAFETY A. The Contractor shall be responsible for health and safety of its own crew, subcontractors, suppliers, and visitors. The Contractor shall adhere to the Contractor Safety Rules for the Site. 1.14 GENERAL REQUIREMENTS A. SURVEYING – The Surveyor shall be responsible for all surveying required to layout and control the Work. Surveying shall be conducted such that all applicable standards required by the State of California. B. PERMITS – The Contractor shall be required to obtain permits in accordance with construction of the facility. C. SEDIMENTATION, EROSION CONTROL, AND DEWATERING – Contractor shall comply with all laws, ordinances, and permits for controlling erosion, water pollution, and dust emissions resulting from construction activities; the Contractor shall be responsible for any fines imposed due to noncompliance. The Contractor shall perform work in accordance with the Storm Water Pollution Prevention Plan (SWPPP) provided by the Owner. The Contractor shall pump all water generated from dewatering into Cell 3, as directed by the Construction Manager. D. PROTECTION OF EXISTING SERVICES AND WELLS – The Contractor shall exercise care to avoid disturbing or damaging the existing monitor wells, electrical poles and lines, permanent below-ground utilities, permanent drainage structures, and temporary utilities and structures. When the Work requires the Contractor to be near or to cross locations of known utilities, the Contractor shall carefully uncover, support, and protect these utilities and shall not cut, damage, or otherwise disturb them without prior authorization from the Construction Manager. All utilities or wells damaged by the Contractor shall be immediately repaired by the Contractor to the satisfaction of the Construction Manager at no additional cost. E. BURNING – The use of open fires for any reason is prohibited. F. TEMPORARY ROADS – The Contractor shall be responsible for constructing and maintaining all temporary roads and lay down areas that the Contractor may require in the execution of the Work. G. CONSTRUCTION WATER – The Contractor shall obtain water from the Owner for construction and dust control. The Contractor shall not add substances (such as soap) to construction water. H. COOPERATION – The Contractor shall cooperate with all other parties engaged in project-related activities to the greatest extent possible. Disputes or problems should be referred to the Construction Manager for resolution. I. FAMILIARIZATION – The Contractor is responsible for becoming familiar with all aspects of the Work prior to performing the Work. J. SAFEGUARDS – The Contractor shall provide and use all personnel safety equipment, barricades, guardrails, signs, lights, flares, and flagmen as required by Occupational Safety and Health Administration (OSHA), state, or local codes and ordinances. No excavations deeper than 4 feet with side slopes steeper than 2:1 (horizontal:vertical) shall be made without the prior approval of the Design Engineer and the Construction Manager. When shoring is required, the design and inspection of such shoring shall be the Contractor’s responsibility and shall be subject to the review of the Design Engineer and Construction Manager prior to use. No personnel shall work within or next to an excavation requiring shoring until such shoring has been installed, inspected, and approved by an engineer registered in the State of Utah. The Contractor shall be

Cell 4BLining System Construction Summary of Work
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01010-7 December 2007Revised January 2009Revised August 2009
responsible for any fines imposed due to violation of any laws and regulations relating to the safety of the Contractor’s personnel. K. CLEAN-UP – The Contractor shall be responsible for general housekeeping during construction. Upon completion of the Work, the Contractor shall remove all of his equipment, facilities, construction materials, and trash. All disturbed surface areas shall be re-paved, re-vegetated, or otherwise put into the pre-existing condition before performing the Work, or a condition satisfactory to the Construction Manager. L. SECURITY – The Contractor is responsible for the safety and condition of all of his tools and equipment. M. ACCEPTANCE OF WORK – The Contractor shall retain ownership and responsibility for all Work until accepted by Construction Manager. Construction Manager will accept ownership and responsibility for the Work: (i) when all Work is completed; and (ii) after the Contractor has submitted all required documentation, including manufacturing quality control documentation and manufacturing certifications. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT NOT USED. [END OF SECTION]

Cell 4B Lining System Construction Measurement and Payment
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01025-1 December 2007Revised January 2009Revised August 2009
SECTION 01025 MEASUREMENT AND PAYMENT PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. This section covers measurement and payment criteria applicable to the Work performed under lump sum and unit price payment methods, and non-payment for rejected work. 1.02 RELATED SECTIONS A. This section relates to all other sections of the contract. 1.03 AUTHORITY A. Measurement methods delineated in the individual specification sections are intended to complement the criteria of this section. In the event of conflict, the requirements of the individual specification section shall govern. B. A surveyor, licensed in the State of Utah, hired by the Contractor will take all measurements and compute quantities accordingly. All measurements, cross-sections, and quantities shall be stamped and certified by the licensed surveyor and submitted to the Construction Manager. The Construction Manager maintains the right to provide additional measurements and calculation of quantities to verify measurements and quantities submitted by the Contractor. 1.04 UNIT QUANTITIES SPECIFIED A. Quantities and measurements indicated in the Bid Schedule are for bidding and contract purposes only. Quantities and measurements supplied or placed in the Work and verified by the Construction Manager shall determine payment. If the actual work requires more or fewer quantities than those quantities indicated, the Contractor shall provide the required quantities at the lump sum and unit prices contracted unless modified elsewhere in these Contract Documents. B. Utah sales tax shall be included in each bid item as appropriate. 1.05 MEASUREMENT OF QUANTITIES A. Measurement by Volume: Measurement shall be by the cubic dimension using mean lengths, widths, and heights or thickness, or by average end area method as measured by the surveyor. All measurement shall be the difference between the original ground surface and the design (“neat-line”) dimensions and grades. B. Measurement by Area: Measurement shall be by the square dimension using mean lengths and widths and/or radius as measured by the surveyor. All measurement shall be the difference between the original ground surface and the design (“neat-line”) dimensions and grades. C. Linear Measurement: Measurement shall be by the linear dimension, at the item centerline or mean chord. All measurement shall be the difference between the original ground surface and the design (“neat-line”) dimensions and grades. D. Stipulated Lump Sum Measurement: Items shall be measured as a percentage by weight, volume, area, or linear means or combination, as appropriate, of a completed item or unit of Work.

Cell 4B Lining System Construction Measurement and Payment
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01025-2 December 2007Revised January 2009Revised August 2009
1.06 PAYMENT A. Payment includes full compensation for all required labor, products, tools, equipment, transportation, services, and incidentals; erection, application, or installation of an item of the Work; and all overhead and profit. Final payment for Work governed by unit prices will be made on the basis of the actual measurements and quantities accepted by the Construction Manager multiplied by the unit price for Work which is incorporated in or made necessary by the Work. B. A monthly progress payment schedule will be used to compensate the Contractor for the Work. The monthly amount to be paid to the Contractor is calculated as the percent of completed work for each bid item multiplied by the total anticipated work for that bid item minus a 10 percent retainer. C. When the Contractor has completed all Work associated with completion of the project, the remaining 10 percent retainer of the contract amount will be paid to the Contractor after filing the Notice of Completion. 1.07 NON-PAYMENT FOR REJECTED PRODUCTS A. Payment shall not be made for any of the following: 1. Products wasted or disposed of in a manner that is not acceptable.
2. Products determined as unacceptable before or after placement.
3. Products not completely unloaded from the transporting vehicle.
4. Products placed beyond the design lines, dimensions, grades, and levels of the required Work.
5. Products remaining on hand after completion of the Work.
6. Loading, hauling, and disposing of rejected Products.
7. Products rejected because of contamination (i.e. soil residues, fuel spills, solvents, etc.).
1.08 BID ITEMS A. The following bid items shall be used by the Owner and by the Contractor to bid the Work described in these bid documents.
BID
ITEM SECTION DESCRIPTION UNITS
1 01500 Construction Facilities LS
2 01505 Mobilization / Demobilization LS
3 02070 Well Abandonment LF
4 02200 Soil Excavation CY
5 02200 Rock Excavation CY
6 02200 Engineered Fill CY
7 02220 Subgrade Preparation SF
8 02220 Anchor Trench LF

Cell 4B Lining System Construction Measurement and Payment
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01025-3 December 2007Revised January 2009Revised August 2009
BID
ITEM SECTION DESCRIPTION UNITS
9 02616 4-inch PVC Pipe and Fittings LF
10 02616 18-inch PVC Pipe and Fittings LF
11 02616 Strip Drain Composite LF
12 02770 60-mil Smooth HDPE Geomembrane SF
13 02770 60-mil Textured HDPE Geomembrane SF
14 02772 Geosynthetic Clay Liner SF
15 02773 300-mil Geonet SF
16 03400 Cast-In-Place Concrete LS
17 01505 Performance Bond LS
PART 2 – PRODUCTS NOT USED.
PART 3 – EXECUTION NOT USED.
PART 4 – MEASUREMENT AND PAYMENT NOT USED.

[END OF SECTION]

Cell 4B Lining System Construction Submittals
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01300- 1 December 2007Revised January 2009Revised August 2009
SECTION 01300 SUBMITTALS
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK A. This section contains requirements for administrative and work-related submittals such as construction progress schedules, Shop Drawings, test results, operation and maintenance data, and other submittals required by Contract Documents. B. Submit required materials to the Construction Manager for proper distribution and review in accordance with requirements of the Contract Documents. 1.02 CONSTRUCTION PROGRESS SCHEDULES A. The Contractor shall prepare and submit two (2) copies of the construction progress Schedule to the Construction Manager for review within five (5) days after the effective date of Contract. B. Schedules shall be prepared in the form of a horizontal bar chart. The schedule shall include the following items. 1. A separate horizontal bar for each operation.
2. A horizontal time scale, which identifies the first workday of each week.
3. A scale with spacing to allow space for notations and future revisions.
4. Listings arranged in order of start for each item of the Work. C. The Construction Progress Schedule for construction of the Work shall include the following items where applicable. 1. Submittals: dates for beginning and completion of each major element of construction and installation dates for major items. Elements shall include, but not be limited to, the following items which are applicable: a. Mobilization schedule
b. Demobilization schedule.
c. Final site clean-up.
d. Show projected percentage of completion for each item as of first day of each week.
e. Show each individual Bid Item. D. Schedule Revisions: 1. Bi-weekly to reflect changes in progress of Work.
2. Indicate progress of each activity at submittal date.
3. Show changes occurring since the previous schedule submittal. Changes shall include the following. a. Major changes in scope.
b. Activities modified since previous submittal.

Cell 4B Lining System Construction Submittals
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01300- 2 December 2007Revised January 2009Revised August 2009
c. Revised projections of progress and completion.
d. Other identifiable changes.
4. Provide narrative report as needed to define: a. Problem areas, anticipated delays, and impact on schedule.
b. Recommended corrective action and its effect.
1.03 CONSTRUCTION WORK SCHEDULE A. The Contractor shall submit an updated 14-day work schedule at the beginning of each week by Monday morning at 8:00 a.m. The schedule shall address applicable line items from the construction project schedule with a refined level of detail for special activities. 1.04 SHOP DRAWINGS AND SAMPLES A. Shop Drawings, product data, and samples shall be submitted as required in individual Sections of the Specifications. B. The Contractor’s Responsibilities: 1. Review Shop Drawings, product data, and samples prior to submittal.
2. Determine and verify:
a. Field measurements.
b. Field construction criteria.
c. Catalog numbers and similar data.
d. Conformance with Specifications. 3. Coordinate each submittal with requirements of the Work and Contract Documents.
4. Notify the Construction Manager in writing, at the time of the submittal, of deviations from requirements of Contract Documents.
5. Begin no fabrication or Work pertaining to required submittals until return of the submittals with appropriate approval.
6. Designate dates for submittal and receipt of reviewed Shop Drawings and samples in the construction progress schedule. C. Submittals shall contain: 1. Date of submittal and dates of previous submittals.
2. Project title and number.
3. Contract identification.
4. Names of:
a. The Contractor.
b. Supplier.
c. Manufacturer.
5. Summary of items contained in the submittal.

Cell 4B Lining System Construction Submittals
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6. Identification of the product with identification numbers and the Drawing and Specification section numbers.
7. Clearly identified field dimensions.
8. Details required on the Drawings and in the Specifications.
9. Manufacturer, model number, dimensions, and clearances, where applicable.
10. Relation to adjacent or critical features of the Work or materials.
11. Applicable standards, such as ASTM or Federal Specification numbers.
12. Identification of deviations from Contract Documents.
13. Identification of revisions on re-submittals.
14. 8-inch by 3-inch blank space for the Contractor’s and proper approval stamp.
15. The Contractor’s stamp, signed, certifying review of the submittal, verification of the products, field measurements, field construction criteria, and coordination of information within the submittal with requirements of Work and Contract Documents. D. Re-submittal Requirements: 1. Re-submittal is required when corrections or changes in submittals are required by the Construction Manager, Design Engineer, or CQA Engineer. Re-submittals are required until all comments by the Construction Manager, Design Engineer, or CQA Engineer is addressed and the submittal is approved.
2. Shop Drawings and Product Data:
a. Revise initial drawings or data and resubmit as specified for initial submittal.
b. Indicate changes made other than those requested by the Construction Manager, Design Engineer, or CQA Engineer. E. Distribute reproductions of Shop Drawings and copies of product data which have been accepted by the Construction Manager to: 1. Job site file.
2. Record documents file. F. Construction Manager’s Duties: 1. Verify that review comments are technically correct and are consistent with technical and contractual requirements of the work.
2. Return submittals to the Contractor for distribution or re-submittal. G. Design Engineer’s Duties: 1. Review submittals promptly for compliance with contract documents and in accordance with the schedule.
2. Affix stamp and signature, and indicate either the requirements for re-submittal or no comments.
3. Return submittals to the Construction Manager.

Cell 4B Lining System Construction Submittals
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01300- 4 December 2007Revised January 2009Revised August 2009
H. CQA Engineer’s Duties: 1. Review submittals promptly for compliance with contract documents and in accordance with the schedule.
2. Affix stamp and signature, and indicate either the requirements for re-submittal or no comments.
3. Return submittals to the Construction Manager. 1.05 TEST RESULTS AND CERTIFICATION A. Results of tests conducted by the Contractor on materials or products shall be submitted for review. B. Certification of products shall be submitted for review. 1.06 SUBMITTAL REQUIREMENTS A. Provide complete copies of required submittals as follows. 1. Construction Work Schedule: a. Two copies of initial schedule.
b. Two copies of each revision.
2. Construction Progress Schedule: a. Two copies of initial schedule.
b. Two copies of each revision.
3. Shop Drawings: Two copies.
4. Certification Test Results: Two copies.
5. Other Required Submittals: a. Two copies, if required, for review.
b. Two copies, if required, for record.
B. Deliver the required copies of the submittals to the Construction Manager. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT NOT USED. [END OF SECTION]

Cell 4B Lining System Construction Quality Control
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01400-1 December 2007Revised January 2009Revised August 2009
SECTION 01400 QUALITY CONTROL PART 1 – GENERAL
1.01 DESCRIPTION OF WORK A. Monitor quality control over suppliers, Manufacturers, products, services, Site conditions, and workmanship, to produce Work of specified quality. B. Comply with Manufacturers' instructions, including each step in sequence. C. Should Manufacturers' instructions conflict with Technical Specifications, request clarification from Design Engineer before proceeding. D. Comply with specified standards as minimum quality for the Work except where more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship. E. Perform Work by persons qualified to produce workmanship of specified quality. 1.02 TOLERANCES A. Monitor tolerance control of installed products to produce acceptable Work. Do not permit tolerances to accumulate. B. Comply with Manufacturers' tolerances. Should Manufacturers' tolerances conflict with Technical Specifications, request clarification from Design Engineer before proceeding. C. Adjust products to appropriate dimensions; position before securing products in place. 1.03 REFERENCES A. For products or workmanship specified by association, trade, or other consensus standards, complies with requirements of the standard, except when more rigid requirements are specified or are required by applicable codes. B. Conform to reference standard by date of current issue on date of Notice to Proceed with construction, except where a specific date is established by code. C. Obtain copies of standards where required by product Specification sections. 1.04 INSPECTING AND TESTING SERVICES A. The CQA Engineer will perform construction quality assurance (CQA) inspections, tests, and other services specified in individual Sections of the Specification. B. The Contractor shall cooperate with CQA Engineer; furnish samples of materials, design mix, equipment, tools, storage, safe access, and assistance by incidental labor as requested. C. CQA testing or inspecting does not relieve Contractor, subcontractors, and suppliers from their requirements to perform quality control Work as indicated in the Technical Specifications.

Cell 4B Lining System Construction Quality Control
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01400-2 December 2007Revised January 2009Revised August 2009
PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT NOT USED.

[END OF SECTION]

Cell 4B Lining System Construction Construction Facilities
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01500-1 December 2007Revised January 2009Revised August 2009
SECTION 01500 CONSTRUCTION FACILITIES
PART 1 – GENERAL 1.01 SECTION INCLUDES A. Construction facilities include furnishing of all equipment, materials, tools, accessories, incidentals, labor, and performing all work for the installation of equipment and for construction of facilities, including their maintenance, operation, and removal, if required, at the completion of the Work under the Contract. 1.02 DESCRIPTION OF WORK A. Construction facilities include, but are not limited to, the following equipment, materials, facilities, areas, and services: 1. Parking Areas.
2. Temporary Roads.
3. Storage of Materials and Equipment.
4. Construction Equipment.
5. Temporary Sanitary Facilities.
6. Temporary Water.
7. First Aid Facilities.
8. Health and Safety.
9. Security. B. Construct/install, maintain, and operate construction facilities in accordance with the applicable federal, state, and local laws, rules, and regulations, and the Contract Documents. 1.03 GENERAL REQUIREMENTS A. Contractor is responsible for furnishing, installing, constructing, operating, maintaining, removing, and disposing of the construction facilities, as specified in this Section, and as required for the completion of the Work under the Contract. B. Contractor shall maintain construction facilities in a clean, safe, and sanitary condition at all times until completion of the Work. C. Contractor shall minimize land disturbances related to the construction facilities to the greatest extent possible and restore land, to the extent reasonable and practical, to its original contours by grading to provide positive drainage and by seeding the area to match with existing vegetation or as specified elsewhere. 1.04 TEMPORARY ROADS AND PARKING AREAS A. Temporary roads and parking areas are existing roads that are improved or new roads constructed by Contractor for convenience of Contractor in the performance of the Work under the Contract. B. Contractor shall coordinate construction with Construction Manager.

Cell 4B Lining System Construction Construction Facilities
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01500-2 December 2007Revised January 2009Revised August 2009
C. If applicable, coordinate all road construction activities with local utilities, fire, and police departments. D. Keep erosion to a minimum and maintain suitable grade and radii of curves to facilitate ease of movement of vehicles and equipment. E. Furnish and install longitudinal and cross drainage facilities, including, but not limited to, ditches, structures, pipes and the like. F. Clean equipment so that mud or dirt is not carried onto public roads. Clean up any mud or dirt transported by equipment on paved roads both on-site and off-site. 1.05 STORAGE OF MATERIALS AND EQUIPMENT A. Make arrangements for material and equipment storage areas. Locations and configurations of approved facilities are subject to the acceptance of the Construction Manager. B. Confine all operations, including storage of materials, to approved areas. Store materials in accordance with these Technical Specifications and the Construction Drawings. C. Store construction materials and equipment within boundaries of designated areas. Storage of gasoline or similar fuels must conform to state and local regulations and be limited to the areas approved for this purpose by the Construction Manager. 1.06 CONSTRUCTION EQUIPMENT A. Erect, equip, and maintain all construction equipment in accordance with all applicable statutes, laws, ordinances, rules, and regulations or other authority having jurisdiction. B. Provide and maintain scaffolding, staging, hoists, barricades, and similar equipment required for performance of the Work. Provide hoists or similar equipment with operators and signals, as required. C. Provide, maintain, and remove upon completion of the Work, all temporary rigging, scaffolding, hoisting equipment, debris boxes, barricades around openings and excavations, fences, ladders, and all other temporary work, as required for all Work hereunder. D. Construction equipment and temporary work must conform to all the requirements of state, county, and local authorities, OSHA, and underwriters that pertain to operation, safety, and fire hazard. Furnish and install all items necessary for conformity with such requirements, whether or not called for under separate Sections of these Technical Specifications. 1.07 TEMPORARY SANITARY FACILITIES A. Provide temporary sanitary facilities for use by all employees and persons engaged in the Work, including subcontractors, their employees and authorized visitors, and the Construction Manager. B. Sanitary facilities include enclosed chemical toilets and washing facilities. These facilities must meet the requirements of local public health standards. C. Locate sanitary facilities as approved by Construction Manager, and maintain in a sanitary condition during the entire course of the Work.

Cell 4B Lining System Construction Construction Facilities
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01500-3 December 2007Revised January 2009Revised August 2009
1.08 TEMPORARY WATER A. Make all arrangements for water needs from the Owner. B. Provide drinking water for all personnel at the site. 1.09 FIRST AID FACILITIES A. Provide first aid equipment and supplies to serve all Contractor personnel at the Site. 1.10 HEALTH AND SAFETY A. Provide necessary monitoring equipment and personal protective equipment in accordance with Contractor prepared Site Health and Safety Plan. 1.11 SECURITY A. Make all necessary provisions and be responsible for the security of the Work and the Site until final inspection and acceptance of the Work, unless otherwise directed by the Construction Manager. 1.12 SHUT-DOWN TIME OF SERVICE A. Do not disconnect or shut down any part of the existing utilities and services, except by express permission of Construction Manager. 1.13 MAINTENANCE A. Maintain all construction facilities, utilities, temporary roads, and the like in good working condition as required by the Construction Manager during the term of the Work. 1.14 STATUS AT COMPLETION A. Upon completion of the Work, or prior thereto, when so required by Construction Manager: 1. Repair damage to roads caused by or resulting from the Contractor's work or operations.
2. Remove and dispose of all construction facilities. Similarly, all areas utilized for temporary facilities shall be returned to near original, natural state, or as otherwise indicated or directed by the Construction Manager. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Construction Facilities as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule.

Cell 4B Lining System Construction Construction Facilities
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01500-4 December 2007Revised January 2009Revised August 2009
B. The following are considered incidental to the Work: 1. Mobilization.
2. Temporary roadways and parking areas.
3. Temporary sanitary facilities.
4. Decontamination of equipment.
5. Security.
6. Demobilization.

[END OF SECTION]

Cell 4B Lining System Construction Mobilization/Demobilization
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01505-1 December 2007Revised January 2009Revised August 2009
SECTION 01505 MOBILIZATION / DEMOBILIZATION PART 1 – GENERAL 1.01 DESCRIPTION OF WORK
A. Mobilization consists of preparatory work and operations, including but not limited to those necessary for the movement of personnel and project safety; including: adequate personnel, equipment, supplies, and incidentals to the project Site; establishment of facilities necessary for work on the project; premiums on bond and insurance for the project and for other work and operations the Contractor must perform or costs the Contractor must incur before beginning work on the project, which are not covered in other bid items. B. Demobilization consists of work and operations including, but not limited to, movement of personnel, equipment, supplies, and incidentals off-site. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL A. Providing for and complying with the requirements set forth in this Section as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule. B. The Contract Price for Mobilization/Demobilization shall include the provision for movement of equipment onto the job site; removal of all facilities and equipment at the completion of the project; permits; preparation of a Health and Safety Plan; all necessary safety measures; and all other related mobilization and demobilization costs. Price bid for mobilization shall not exceed 10 percent of the total bid for the Project. Fifty percent of the mobilization bid price, less retention, will be paid on the initial billing provided all equipment and temporary facilities are in place and bond fees paid. The remaining 50 percent of the mobilization bid price will be paid on satisfactory removal of all facilities and equipment on completion of the project. [END OF SECTION]

Cell 4B Lining System Construction Temporary Controls
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SECTION 01560 TEMPORARY CONTROLS
PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. Temporary Controls required during the term of the Contract for the protection of the environment and the health and safety of workers and general public. B. Furnishing all equipment, materials, tools, accessories, incidentals, and labor, and performing all work for the installation of equipment and construction of facilities, including their maintenance and operation during the term of the Contract. C. Temporary Controls include: 1. Dust Control.
2. Pollution Control.
3. Traffic and Safety Controls.
D. Perform Work as specified in the Technical Specifications and as required by the Construction Manager. Maintain equipment and accessories in clean, safe, and sanitary condition at all times until completion of the Work. 1.02 DUST CONTROL A. Provide dust control measures in-accordance with the Technical Specifications. Dust control measures must meet requirements of applicable laws, codes, ordinances, and permits. B. Dust control consists of transporting water, furnishing required equipment, testing of equipment, additives, accessories and incidentals, and carrying out proper and efficient measures wherever and as often as necessary to reduce dust nuisance, and to prevent dust originating from construction operations throughout the duration of the Work. 1.03 POLLUTION CONTROL A. Pollution of Waterways: 1. Perform Work using methods that prevent entrance or accidental spillage of solid or liquid matter, contaminants, debris, and other objectionable pollutants and wastes into watercourses, flowing or dry, and underground water sources.
2. Such pollutants and wastes will include, but will not be limited to, refuse, earth and earth products, garbage, cement, concrete, sewage effluent, industrial waste, hazardous chemicals, oil and other petroleum products, aggregate processing tailings, and mineral salts. B. Dispose of pollutants and wastes in accordance with applicable permit provisions or in a manner acceptable to and approved by the Construction Manager.

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C. Storage and Disposal of Petroleum Product: 1. Petroleum products covered by this Section include gasoline, diesel fuel, lubricants, and refined and used oil. During project construction, store all petroleum products in such a way as to prevent contamination of all ground and surface waters and in accordance with local, state, and federal regulations.
2. Lubricating oil may be brought into the project area in steel drums or other means, as the Contractor elects. Store used lubricating oil in steel drums, or other approved means, and return them to the supplier for disposal. Do not burn or otherwise dispose of at the Site.
3. Secondary containment shall be provided for products stored on site, in accordance with the Owner provided Storm Water Pollution Prevention Plan.
1.04 TRAFFIC AND SAFETY CONTROLS A. Post construction areas and roads with traffic control signs or devices used for protection of workmen, the public, and equipment. Signs and devices must conform to the American National Standards Institute (ANSI) Manual on Uniform Traffic Control Devices for Streets and Highways. B. Remove signs or traffic control devices after they have finished serving their purpose. It is particularly important to remove any markings on road surfaces that under conditions of poor visibility could cause a driver to turn off the road or into traffic moving in the opposite direction. C. Provide flag persons, properly equipped with International Orange protective clothing and flags, as necessary, to direct or divert pedestrian or vehicular traffic. A full-time flag person shall be required for the duration of importation of fill. D. Barricades for protection of employees must conform to the portions of the ANSI Manual on Uniform Traffic Control Devices for Streets and Highways, relating to barricades. E. Guard and protect all workers, pedestrians, and the public from excavations, construction equipment, all obstructions, and other dangerous items or areas by means of adequate railings, guard rails, temporary walks, barricades, warning signs, sirens, directional signs, overhead protection, planking, decking, danger lights, etc. F. Construct and maintain fences, planking, barricades, lights, shoring, and warning signs as required by local authorities and federal and state safety ordinances, and as required to protect all property from injury or loss and as necessary for the protection of the public, and provide walks around any obstructions made in a public place for carrying out the Work covered in this Contract. Leave all such protection in place and maintained until removal is authorized by the Construction Manager. 1.05 MAINTENANCE A. Maintain all temporary controls in good working conditions during the term of the Contract for the safe and efficient transport of equipment and supplies, and for construction of permanent works. 1.06 STATUS AT COMPLETION A. Upon completion of the Work, or prior thereto as approved by the Construction Manager, remove all temporary controls and restore disturbed areas. PART 2 – PRODUCTS NOT USED.

Cell 4B Lining System Construction Temporary Controls
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PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 TEMPORARY CONTROLS A. Temporary Controls: the measurement and payment of temporary controls shall be in accordance with and as a part of Mobilization/Demobilization, as outlined in Section 01505. [END OF SECTION]

Cell 4B Lining System Construction Contract Closeout
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SECTION 01700 CONTRACT CLOSEOUT
PART 1 – GENERAL 1.01 CLOSEOUT PROCEDURES A. Contractor shall submit written certification that the Technical Specifications, CQA Plan, and Drawings have been reviewed, Work has been inspected, and that Work is complete and in-accordance with the Technical Specifications, CQA Plan, and Drawings and ready for Owner’s inspection. 1.02 FINAL CLEANING A. Contractor shall execute final cleaning prior to final inspection. B. Contractor shall clean equipment and fixtures to a sanitary condition. C. Contractor shall remove waste and surplus materials, rubbish, and construction facilities from the construction Site. 1.03 PROJECT RECORD DOCUMENTS A. Maintain on Site, one set of the following record documents and record actual revisions to the Work. 1. Drawings.
2. Specifications.
3. Addenda.
4. Change Orders and other Modifications to the Contract.
5. Reviewed Shop Drawings, product data, and samples. B. Store Record Documents separate from documents used for construction. C. Record information concurrent with construction progress. D. Specifications: Legibly mark and record at each product Section a description of actual products installed, including the following: 1. Manufacturer's name and product model and number.
2. Product substitutions or alternates utilized.
3. Changes made by Addenda and Modifications. E. Record Documents and Shop Drawings: Legibly mark each item to record actual construction including: 1. Measured horizontal and vertical location of underground utilities and appurtenances referenced to permanent surface features.
2. Measured locations of internal utilities and appurtenances concealed in construction, referenced to visible, accessible, and permanent features of the Work.
3. Field changes of dimension and detail.

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4. Details not shown on original Construction Drawings. F. Submit record documents to the Construction Manager. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 CONTRACT CLOSEOUT A. Contract Closeout: the measurement and payment of contract close out shall be in accordance with and as part of Mobilization/Demobilization, as outlined in Section 01505.
[END OF SECTION]

Cell 4B Lining System Construction Well Abandonment
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SECTION 02070 WELL ABANDONMENT PART 1 — GENERAL 1.01 DESCRIPTION OF WORK A. Supply all equipment, materials, and labor needed to abandon one (1) 4-inch diameter polyvinyl chloride (PVC) casing groundwater monitoring well as specified herein and as indicated on the Drawings. B. Well abandonment shall be accomplished under the direct supervision of a currently licensed water well driller who shall be responsible for verification of the procedures and materials used. 1.02 RELATED SECTIONS Section 01025 – Measurement and Payment
Section 01300 – Submittals
Section 01400 – Quality Control 1.03 REFERENCES
A. Drawings. B. Construction Quality Assurance (CQA) Plan C. Latest version of the American Society for Testing and Materials (ASTM) standards: ASTM C-150 Standard Specification for Portland Cement.
D. Latest version of the American Petroleum Institute (API) standards: API - 13A Specification for Drilling-Fluid Materials
1.04 SUBMITTALS A. The Contractor shall keep detailed drilling logs for all wells abandoned, including drilling procedures, total depth of abandonment, depth to groundwater (if applicable), final depth of boring, and well destruction details, including the depths of placement of all well abandonment materials. The Contractor shall provide a minimum of 7 days advance notice prior to beginning drilling and shall submit a list of the type and quantity of materials used for well abandonment. B. The Contractor shall acquire all necessary permits and prepare and file a well abandonment report as required by the State of Utah, Division of Water Rights. PART 2 — PRODUCTS 2.01 BENTONITE A. Bentonite shall be Volclay (powdered sodium bentonite API-13A) or as otherwise approved by the Design Engineer.

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2.02 WATER A. Water used in the grout mixture shall be potable water or disinfected in accordance with R655-4-9.6.5 Utah Administrative Code (UAC). 2.03 CEMENT A. Cement shall be Portland Type I (ASTM C-150). PART 3 — EXECUTION 3.01 GENERAL A. The Contractor is responsible for obtaining all permits for the abandonment of wells and shall be responsible for following all regulatory requirements as outlined in the Administrative Rules for Water Well Drillers R655-4 UAC. B. The Contractor shall be responsible for reviewing the well construction boring log for the groundwater well to be abandoned. The original construction boring logs for the well to be abandoned are attached to the end of this Section, as Exhibit I. 3.02 DRILLING A. The Contractor shall sound and record the total depth of the well casing, depth to groundwater (if encountered), and depth of the over boring. B. Each well shall be over bored to a diameter 3 inches greater than the well casing diameter to a depth of 10 feet below the proposed Cell 4B base elevation. The exact depth of the wells shall be in accordance with the Contract Documents and as determined by the Design Engineer. 3.03 CEMENT-BENTONITE GROUT A. A cement-bentonite grout, shall be mixed for each well. The cement-bentonite grout shall have approximately 2% by weight bentonite (i.e. one 94-lbs sack of cement and two lbs. of bentonite) and be mixed with approximately 6.5 gallons of water. The cement-bentonite grout shall be mixed using a recirculating pump to form a homogeneous mixture free from lumps. B. Immediately after removing all well materials and recording the over bored depth, the slurry shall be pressure grouted into the well borehole to 10 feet below ground surface (bgs). C. The uppermost 10 feet of the abandoned well shall consist of neat cement grout or sand cement grout. D. The Contractor shall monitor the mass, volume, and level of cement-bentonite grout placed in each well borehole. These quantities shall be reported to the Construction Manager during the abandonment process. E. The cement grout or sand cement grout shall be allowed to settle. Cement grout or sand cement grout shall be added, as necessary, until the elevation of the cured and settled cement grout or sand cement grout conforms to the surface topography at the time of abandonment. PART 4 — MEASUREMENT AND PAYMENT
4.01 GENERAL

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A. Providing for and complying with the requirements for well abandonment set forth in this Section will be measured as each well; and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
1. Submittals.
2. Bentonite.
3. Water.
4. Cement.
5. Well permits.
6. Mobilization.
7. Decontamination of well abandonment equipment.
8. Disposal of decontamination materials.
9. Disposal of drill cuttings.

[END OF SECTION]

Cell 4B Lining System Construction Earthwork
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02200-1 December 2007Revised January 2009Revised August 2009
SECTION 02200 EARTHWORK
PART 1 — GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary to perform all Earthwork. The Work shall be carried out as specified herein and in accordance with the Drawings.
B. The Work shall include, but not be limited to excavating, blasting, ripping, trenching, hauling, placing, moisture conditioning, backfilling, compacting and grading. Earthwork shall conform to the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Construction Manager.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
1.03 REFERENCES
A. Drawings
B. Latest version of American Society for Testing and Materials (ASTM) standards:
ASTM D 422 Standard Method for Particle-Size Analysis of Soils
ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lb-ft/ft3 (2,700 kN-m/m3))
ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil-Aggregate by Nuclear Methods (Shallow Depth)
1.04 QUALIFICATIONS
A. The Contractor’s Site superintendent for the earthworks operations shall have supervised the construction of at least two earthwork construction projects in the last 5 years.
1.05 SUBMITTALS
A. The Contractor shall submit to the Construction Manager a description of equipment and methods proposed for excavation, and fill placement and compaction construction at least 14 days prior to the start of activities covered by this Section.
B. If rock blasting is the chosen rock removal technique, the Contractor shall submit to the Construction Manager a blast plan describing blast methods to remove rock to proposed grade. The blast plan shall include a pre-blast survey, blast schedule, seismic monitoring records, blast design and diagrams, and blast safety. The Contractor shall submit the plan to the Construction Manager at least 21 days prior to blast.
C. If the Work of this Section is interrupted for reasons other than inclement weather, the Contractor shall notify the Construction Manager a minimum of 48 hours prior to the resumption of Work.
D. If foreign borrow materials are proposed to be used for any earthwork material on this project, the Contractor shall provide the Construction Manager information regarding the source of the material. In addition, the Contractor shall provide the Construction Manager an opportunity to obtain samples for conformance testing 14 days prior to delivery of foreign borrow materials to

Cell 4B Lining System Construction Earthwork
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the Site. If conformance testing fails to meet these Specifications, the Contractor shall be responsible for reimbursing the Owner for additional conformance testing costs.
E. The Contractor shall submit as-built Record Drawing electronic files and data, to the Construction Manager, within 7 days of project substantial completion, in accordance with this Section.
1.06 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for Earthwork meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Construction Manager will be rejected and shall be repaired, or removed and replaced, by the Contractor at no additional expense to the Owner.
B. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance testing required by the Contract Documents. This monitoring and testing, including random conformance testing of construction materials and completed Work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed Work, the Contractor will be required to repair the deficiency or replace the deficient materials at no additional cost to the Owner.
PART 2 — PRODUCTS
2.01 MATERIAL
A. Fill material shall consist of on-site soil obtained from excavation or owner provided stockpile and shall be free from rock larger than 6 inches, organic or other deleterious material.
B. Rock shall consist of all hard, compacted, or cemented materials that require blasting or the use of ripping and excavating equipment larger than defined for common excavation. The excavation and removal of isolated boulders or rock fragments larger than 1 cubic yard encountered in materials otherwise conforming to the definition of common excavation shall be classified as rock excavation. The presence of isolated boulders or rock fragments larger than 1 cubic yard is not in itself sufficient to cause to change the classification of the surrounding material.
C. Rippable Soil and Rock: Material that can be ripped at more than 250 cubic yards per hour for each Caterpillar D9 dozer (or equivalent) with a single shank ripper attachment.
2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain compaction equipment as is necessary to produce the required in-place soil density and moisture content.
B. The Contractor shall furnish, operate and maintain tank trucks, pressure distributors, or other equipment designed to apply water uniformly and in controlled quantities.
C. The Contractor shall furnish, operate, and maintain miscellaneous equipment such as earth excavating equipment, earth hauling equipment, and other equipment, as necessary for Earthwork construction.
D. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the Contractor, and to the satisfaction of the Construction Manager.

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PART 3 — EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the Work in this Section, the Contractor shall become thoroughly familiar with the Site, the Site conditions, and all portions of the Work falling within this and other related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed Work of all other Sections and verify that all Work is complete to the point where the installation of the Work specified in this Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed Work of other Sections, the Construction Manager shall be notified in writing prior to commencing Work. Failure to notify the Construction Manager, or commencement of the Work of this Section, will be construed as Contractor's acceptance of the related Work of all other Sections.
3.02 SOIL EXCAVATION
A. The Contractor shall excavate materials to the limits and grades shown on the Drawings.
B. The Contractor shall rip, blast, and mechanically remove rock 6-inches below final grades shown on the Drawings.
C. All excavated material not used as fill shall be stockpiled as shown on the Drawings and in accordance with Subpart 3.05 of this Section.
3.03 ROCK EXCAVATION
A. The Contractor shall remove rock by ripping, drilling, or blasting, or as approved by Construction Manager.
B. Requirements for Blasting:
1. The Contractor shall arrange for a pre-blast survey of nearby buildings, berms, or other structures that may potentially be at risk from blasting damage. The survey method used shall be acceptable to the Contractor’s insurance company. The Contractor shall be responsible for any damage resulting from blasting. The preblast survey shall be made available for review three weeks before any blasting begins. Pre-blast surveys shall be completed by a practicing civil engineer registered in the State of Utah, who has experience in rock excavation and geotechnical design.
2. The Contractor shall submit for review the proposed methods and sequence of blasting for rock excavations. The Contractor shall identify the number, depth, and spacing of holes; stemming and number and type of delays; methods of controlling overbreak at excavation limits, procedures for monitoring the shots and recording information for each shot; and other data that may be required to control the blasting.
3. Blasting shall be done in accordance with the federal, state, or local regulatory requirements for explosives and firing of blasts. Such regulations shall not relieve the Contractor of any responsibility for damages caused by them or their employees due to the work of blasting. All blasting work must be performed or supervised by a licensed blaster who shall at all times have a license on their person and shall permit examination thereof by the Engineer or other officials having jurisdiction.

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4. The Contractor shall develop a trial blasting technique that identifies and limits the vibrations and damage at varying distances from each shot. This trial blasting information shall be collected and recorded by beginning the work at points farthest from areas to remain without damage. The Contractor can vary the hole spacing, depths and orientations, explosive types and quantities, blasting sequence, and delay patterns to obtain useful information to safeguard against damage at critical areas.
5. Establish appropriate maximum limit for peak particle velocity for each structure or facility that is adjacent to, or near blast sites. Base maximum limits on expected sensitivity of each structure or facility to blast induced vibrations and federal, state, or local regulatory requirements.
6. The Contractor shall discontinue any method of blasting which leads to overshooting or is dangerous to the berms surrounding the existing pond structures.
7. The Contractor shall install a blast warning sign to display warning signals. Sign shall indicate the following:
a. Five (5) minutes before blast: Three (3) long sounds of airhorn or siren
b. Immediately before blast: Three (3) short sounds of airhorn or siren
c. All clear signal after blast: one (1) long sound of airhorn or siren
3.04 FILL
A. Prior to fill placement, areas to receive fill shall be cleared and grubbed.
B. The fill material shall be placed to the lines and grades shown on the Drawings.
C. Soil used for fill shall meet the requirements of Subpart 2.01 of this Section.
D. Soil used for fill shall be placed in a loose lift that results in a compacted lift thickness of no greater 8 inches and compacted to 90% of the maximum density at a moisture content of between -3% and +3% of optimum moisture content, as determined by ASTM D 1557.
E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil compaction requirements.
F. During soil wetting or drying, the material shall be regularly disced or otherwise mixed so that uniform moisture conditions in the appropriate range are obtained.
3.05 STOCKPILING
A. Soil suitable for fill and excavated rock that is required to be stockpiled shall be stockpiled, separately, in areas as shown on the Drawings or as designated by the Construction Manager, and shall be free of incompatible soil, clearing debris, or other objectionable materials.
B. Stockpiles shall be no steeper than 2H:1V (Horizontal:Vertical) or other slope approved by the Design Engineer, graded to drain, sealed by tracking parallel to the slope with a dozer or other means approved by the Construction Manager, and dressed daily during periods when fill is taken from the stockpile. The Contractor shall employ temporary erosion and sediment control measures (i.e. silt fence) as directed by the Construction Manager around stockpile areas.
C. There are no compaction requirements for stockpiled materials.

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3.06 FIELD TESTING
A. The minimum frequency and details of quality control testing for Earthwork are provided below. This testing will be performed by the CQA Engineer. The Contractor shall take this testing frequency into account in planning the construction schedule.
1. The CQA Engineer will perform conformance tests on placed and compacted fill to evaluate compliance with these Specifications. The dry density and moisture content of the soil will be measured in-situ with a nuclear moisture-density gauge in accordance with ASTM D 6938. The frequency of testing will be one test per 500 cubic yards of soil place.
2. A special testing frequency will be used by the CQA Engineer when visual observations of construction performance indicate a potential problem. Additional testing will be considered when:
a. The rollers slip during rolling operation;
b. The lift thickness is greater than specified;
c. The fill is at improper and/or variable moisture content;
d. Fewer than the specified number of roller passes are made;
e. Dirt-clogged rollers are used to compact the material;
f. The rollers do not have optimum ballast; or
g. The degree of compaction is doubtful. 3. During construction, the frequency of testing will be increased by the Construction Manager in the following situations:
a. Adverse weather conditions;
b. Breakdown of equipment;
c. At the start and finish of grading;
d. If the material fails to meet Specifications; or
e. The work area is reduced.
B. Defective Areas:
1. If a defective area is discovered in the Earthwork, the CQA Engineer will evaluate the extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the CQA Engineer will determine the extent of the defective area by additional tests, observations, a review of records, or other means that the Construction Manager deems appropriate. If the defect is related to adverse Site conditions, such as overly wet soils or surface desiccation, the CQA Engineer shall define the limits and nature of the defect.
2. Once the extent and nature of a defect is determined, the Contractor shall correct the deficiency to the satisfaction of the CQA Engineer. The Contractor shall not perform additional Work in the area until the Construction Manager approves the correction of the defect.
3. Additional testing may be performed by the CQA Engineer to verify that the defect has been corrected. This additional testing will be performed before any additional Work is allowed in the area of deficiency. The cost of the additional Work and the testing shall be borne by the Contractor.

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3.07 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout and control.
3.08 CONSTRUCTION TOLERANCE
A. The Contractor shall perform the Earthwork construction to within ±0.1 vertical feet of elevations on the Drawings.
3.09 AS-BUILT SURVEY
A. For purposes of payment on Earthwork quantities, the Contractor shall conduct a comprehensive as-built survey that complies with this Section.
B. The Contractor shall produce complete electronic as-built Record Drawings in conformance with the requirements set forth in this Section. This electronic file shall be provided to the Construction Manager for verification.
C. The Contractor shall produce an electronic boundary file that accurately conforms to the project site boundary depicted on the plans or as modified during construction by approved change order. The electronic file shall be provided to the Construction Manager for verification prior to use in any earthwork computations or map generation.
D. As-built survey data shall be collected throughout the project as indicated in these Specifications. This data shall be submitted in hard-copy and American Standard Code for Information Interchange (ASCII) format. ASCII format shall include: point number, northing and easting, elevations, and descriptions of point. The ASCII format shall be as follows:
1. PPPP,NNNNNN.NNN,EEEEEE.EEE,ELEV.XXX,Description
a. Where:
ƒ P – point number
ƒ N- Northing
ƒ E – Easting
ƒ ELEV.XXX – Elevation
ƒ Description – description of the point
3.10 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect completed Work of this Section.
B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that promotes drainage of surface water away from the area and from finished Work. If threatening weather conditions are forecast, soil surfaces shall be seal-rolled at a minimum to protect finished Work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the satisfaction of the Construction Manager, at the expense of the Contractor.
PART 4 — MEASUREMENT AND PAYMENT
4.01 GENERAL
A. All earthwork quantities shall be independently verified by the Design Engineer prior to approval. The independent verification by the Design Engineer shall utilize the same basic procedures as those used by the Contractor.

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B. Any interim or soon-to-be buried (or otherwise obstructed) earthwork shall be surveyed and quantified as the project progresses to enable timely verification by the Design Engineer.
C. Providing for and complying with the requirements set forth in this Section for Soil Excavation will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based on the unit price provided on the Bid Schedule.
D. Providing for and complying with the requirements set forth in this Section for Rock Excavation will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based on the unit price provided on the Bid Schedule.
E. Providing for and complying with the requirements set forth in this Section for Fill will be measured as compacted and moisture conditioned cubic yards (CY), and payment will be based on the unit price provided on the Bid Schedule.
F. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Material samples, sampling, and testing.
• Excavation.
• Blasting, ripping, and hammering.
• Loading, and hauling.
• Scarification.
• Screening.
• Layout survey.
• Rejected material removal, retesting, handling, and repair.
• Temporary haul roads.
• Erosion control.
• Dust control.
• Spill cleanup.
• Placement, compaction, and moisture conditioning.
• Stockpiling.
• Record survey. [END OF SECTION]

Cell 4B Lining System Construction Subgrade Preparation
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SECTION 02220 SUBGRADE PREPARATION PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary to perform all Subgrade Preparation. The Work shall be carried out as specified herein and in accordance with the Drawings and the Construction Quality Assurance (CQA) Plan.
B. The Work shall include, but not be limited to placement, moisture conditioning, compaction, and grading of subgrade soil and construction of geosynthetics anchor trench. Earthwork shall conform to the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Design Engineer.
1.02 RELATED SECTIONS
Section 02200 – Earthwork
Section 02772 – Geosynthetic Clay Liner
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of American Society for Testing and Materials (ASTM) standards:
ASTM D 422 Standard Method for Particle-Size Analysis of Soils
ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))
ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
1.04 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for subgrade preparation meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Design Engineer will be rejected and shall be repaired, or removed and replaced, by the Contractor at no additional expense to the Owner.
PART 2 – PRODUCTS
2.01 SUBGRADE SOIL
A. Subgrade surface be free of protrusions larger than 0.5 inches. Any such observed particles shall be removed prior to placement of geosynthetics.
B. Subgrade surface shall be free of large desiccation cracks (ie, larger than ¼ inch) at the time of geosynthetics placement.

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C. Subgrade soil shall consist of on-site soils that are free of particles greater than 3 inches in longest dimension, deleterious, organic, and/or other soil impacts that can damage the overlying liner system.
D. The subgrade surface shall be firm and unyielding, with no abrupt elevation changes, ice, or standing water.
E. The subgrade surface shall be smooth and free of vegetation, sharp-edged rock, stones, sticks, construction debris, and other foreign matter that could contact the GCL.
F. At a minimum, the subgrade surface shall be rolled with a smooth-drum compactor of sufficient weight to remove any excessive wheel ruts greater than 1-inch or other abrupt grade changes.
2.02 ANCHOR TRENCH BACKFILL
A. Anchor trench backfill is the soil material that is placed in the anchor trench, as shown on the Drawings.
B. Where rocks are included in the anchor trench backfill, they shall be mixed with suitable excavated materials to eliminate voids.
C. Material removed during trench excavation may be utilized for anchor trench backfill, provided that all organic material, rubbish, debris, and other objectionable materials are first removed.
2.03 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain grading and compaction equipment as is necessary to produce smooth surfaces for the placement of geosynthetics and acceptable in-place soil density in the anchor trenches.
B. The Contractor shall furnish, operate, and maintain tank trucks, pressure distributors, or other equipment designed to apply water uniformly and in controlled quantities for dust control and for moisture conditioning soils to be placed as trench backfill.
C. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the Contractor, and to the satisfaction of the CQA Engineer.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work in this Section, the Contractor shall become thoroughly familiar with the Site, the Site conditions, and all portions of the work falling within this and other related Sections.
B. The Contractor shall provide for the protection of work installed in accordance with other Sections. In the event of damage to other work, the Contractor shall make repairs and replacements to the satisfaction of the CQA Engineer, at the expense of the Contractor.
3.02 SUBGRADE SOIL
A. The Contractor shall remove vegetation and roots to a minimum depth of 4-inches below ground surface in all areas where geosynthetic materials are to be installed.
B. Contractor shall grade subgrade soil to be uniform in slope, free from ruts, mounds, or depressions.

Cell 4B Lining System Construction Subgrade Preparation
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C. Prior to GCL installation, the subgrade surface shall be proof-rolled with appropriate compaction equipment to confirm subgrade stability.
D. In the case additional soil is imported on the site for subgrade use, it shall be placed in loose lifts of no more than 12 inches and compacted to 90% of the maximum density at a moisture content of between -3% and +3% of optimum moisture content, as determined by ASTM D 1557.
E. Subgrade soils shall be moisture conditioned prior to installation of overlying GCL to a wet but workable condition.
3.03 TRENCH EXCAVATION
A. The Contractor shall excavate the anchor trench to the limits and grades shown on the Drawings.
B. Excavated anchor trench materials shall be returned as backfill for the anchor trench and compacted.
C. Excavated materials not suitable for anchor trench backfill shall be stockpiled in an area as shown on the Drawings in accordance with Subpart 3.05 of this Section, or as designated by the Owner.
D. Material not suitable for anchor trench backfill shall be relocated as directed by the Owner.
3.04 TRENCH BACKFILL
A. The anchor trench backfill shall be placed to the lines and grades shown on the Drawings.
B. Soil used for anchor trench backfill shall meet the requirements of Subpart 2.02 of this Section.
C. Soil used for anchor trench backfill shall be placed in loose lifts of no more than 12 inches and compacted to 90% of maximum dry density per ASTM D 1557. Backfill shall be within -3% to +3% of optimum moisture content. The maximum permissible pre-compaction soil clod size is 6 inches.
D. The Contractor shall compact each lift of anchor trench backfill to the satisfaction of the CQA Engineer.
E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil compaction requirements.
F. During soil wetting or drying, the material shall be regularly disked or otherwise mixed so that uniform moisture conditions are obtained in the appropriate range.
3.05 STOCKPILING
A. Soil and rock materials suitable for earthworks that are required to be stockpiled shall be stockpiled in areas as shown on the Drawings or as designated by the Design Engineer, and shall be free of incompatible soil, clearing debris, vegetation, trash, large rocks, or other objectionable materials.
B. Stockpiles shall be no steeper than 2H:1V (Horizontal:Vertical) or other slope approved by the Design Engineer, graded to drain, sealed by tracking parallel to the direction of the slope with a dozer or other means approved by the Design Engineer, and dressed daily during periods when fill is taken from the stockpile. The Contractor shall employ temporary erosion and sediment control measures (i.e. silt fence) as directed by the Design Engineer around all temporary stockpile areas.
C. There are no compaction requirements for stockpiled materials.
3.06 SURVEY CONTROL

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A. The Contractor shall perform all surveys necessary for construction layout and control.
B. The Contractor shall perform as-built surveys for all completed surfaces for purposes of Record Drawing preparation. At a minimum, survey points shall be obtained at grade breaks, top of slope, toe of slope, and limits of material type.
3.07 PROTECTION OF WORK
A. The Contractor shall protect completed work of this Section.
B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that promotes drainage of surface water away from the area and from finished work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the satisfaction of the CQA Engineer, at the expense of the Contractor.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements for subgrade preparation will be measured on a square foot (SF) basis and payment will be based on the unit price as provided on the Bid Schedule.
B. Providing for and complying with the requirements for anchor trench excavation and backfill shall be measured on a lineal foot (LF) basis and payment will be based on the unit price as provided on the Bid Schedule.
C. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Material samples.
• Screening.
• Excavation, loading, and hauling.
• Temporary haul roads.
• Layout survey.
• Rejected material removal, testing, hauling, and repair.
• Erosion Control
• Dust control.
• Spill Clean-up
• Placement, compaction, and moisture conditioning.
• Stockpiling.
• Record survey. [END OF SECTION]

Cell 4B Lining System Construction Drainage Aggregate
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02225-1 December 2007Revised January 2009Revised August 2009
SECTION 02225 DRAINAGE AGGREGATE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for the installation of Drainage Aggregate. The work shall be carried out as specified herein and in accordance with the Drawings and the site Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, and placement of Drainage Aggregate (aggregate).
1.02 RELATED SECTIONS
Section 02616 – PVC Pipe
Section 02770 – Geomembrane
Section 02771 – Geotextile
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site Construction Quality Assurance (CQA) Plan
C. Latest Version of American Society for Testing and Materials (ASTM) Standards:
ASTM C 33 Standard Specification for Concrete Aggregates
ASTM C 136 Test Method for Sieve Analysis of Fine and Coarse Aggregates
ASTM D 2434 Test Method for Permeability of Granular Soils (Constant Head)
ASTM D 3042 Standard Test Method for Insoluble Residue in Carbonate Aggregates
1.04 SUBMITTALS
A. The Contractor shall submit to the Construction Manager for approval, at least 7 days prior to the start of construction, Certificates of Compliance for proposed aggregate materials. Certificates of Compliance shall include, at a minimum, typical gradation, insoluable residue content, representative sample, and source of aggregate materials.
B. The Contractor shall submit to the Construction Manager a list of equipment and technical information for equipment proposed for use in placing the aggregate material in accordance with this Section.
1.05 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed work, the Contractor will be required to repair the deficiency or replace the deficient materials.

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PART 2 – PRODUCTS
2.01 MATERIALS
A. Aggregate shall meet the requirements specified in ASTM C 33 and shall not contain limestone. Aggregate shall have a minimum permeability of 1×10-1 cm/sec when tested in accordance with ASTM D 2434. The requirements of the Aggregate are presented below:
Maximum Particle Size Percent Finer
1.0 - inch 100
No. 200 Sieve 0 to 2
B. Carbonate loss shall be no greater than 10 percent by dry weight basis when tested in accordance with ASTM D 3042.
2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain hauling, placing, and grading equipment as necessary for aggregate placement.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work in this Section, the Contractor shall become thoroughly familiar with the site, the site conditions, and all portions of the work falling within this and other related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed work of all other Sections and verify that all work is complete to the point where the installation of the work specified in this Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed work of other Sections, the Construction Manager shall be notified in writing prior to commencing work. Failure to notify the Construction Manager or commencement of the work of this Section will be construed as Contractor's acceptance of the related work of all other Sections.
3.02 PLACEMENT
A. Place after underlying geosynthetic installation is complete, including construction quality control (CQC) and CQA work.
B. Place to the lines, grades, and dimensions shown on the Drawings.
C. The subgrade of the aggregate consists of a geotextile overlying a geomembrane. The Contractor shall avoid creating large wrinkles (greater than 6-inches high), tearing, puncturing, folding, or damaging in any way the geosynthetic materials during placement of the aggregate material.
D. Damage to the geosynthetic liner system caused by the Contractor or his representatives shall be repaired by the Geosynthetic Installer, at the expense of the Contractor.
E. No density or moisture requirements are specified for placement of the aggregate material.

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3.03 FIELD TESTING
A. The minimum frequency and details of conformance testing are provided below. This testing will be performed by the CQA Engineer. The Contractor shall take this testing frequency into account in planning the construction schedule.
1. Aggregates conformance testing:
a. particle-size analyses conducted in accordance with ASTM C 136 at a frequency of one test per 5,000 yd3, minimum one per project; and
b. permeability tests conducted in accordance with ASTM D 2434 at a frequency of one test per 10,000 yd3, minimum one per project.
3.04 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout, control, and Record Drawings.
3.05 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect all work of this Section.
B. In the event of damage, the Contractor shall make repairs and replacements to the satisfaction of the CQA Engineer at no additional cost to the Owner.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Drainage Aggregate will be incidental to the PVC pipe, and payment will be based on the unit price for PVC pipe provided on the Bid Schedule.
B. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Material samples, sampling, and testing.
• Excavation, loading, and hauling.
• Placing and grading.
• Layout survey.
• Rejected material.
• Rejected material removal, re-testing, handling, and repair.
• Mobilization. [ END OF SECTION ]

Cell 4B Lining System Construction Polyvinyl Chloride Pipe
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02616-1 December 2007Revised January 2009Revised August 2009
SECTION 02616 POLYVINYL CHLORIDE (PVC) PIPE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, and equipment necessary to install perforated and solid wall polyvinyl chloride (PVC) Schedule 40 pipe and fittings, as shown on the Drawings and in accordance with the Construction Quality Assurance (CQA) Plan.
1.02 RELATED SECTIONS
Section 02225 – Drainage Aggregate
Section 02270 – Geomembrane
Section 02771 – Geotextile
Section 02772 – Geonet
1.03 REFERENCES
A. Drawings.
B. Site CQA Plan.
C. Latest version of the American Society for Testing and Materials (ASTM) standards:
ASTM D 1784 Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.
ASTM D 1785 Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80 and 120.
ASTM D 2466 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40.
ASTM D 2564 Standard Specification for Solvent Cements for Poly (Vinyl Chloride) (PVC) Plastic Pipe and Fittings.
ASTM D 2774 Practice for Underground Installation of Thermoplastic Pressure Piping.
ASTM D 2855 Standard Practice for Making Solvent-Cemented Joints with Poly (Vinyl Chloride) (PVC) Pipe and Fittings.
ASTM F 656 Standard Specification for Primers for Use in Solvent Cement Joints of Poly (Vinyl Chloride) (PVC) Plastic Pipe and Fittings.

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1.04 SUBMITTALS
A. The Contractor shall submit to the Construction Manager for approval, at least 7 days prior to installation of this material, Certificates of Compliance for the pipe and fittings to be furnished. Certificates of Compliance shall consist of a properties sheet, including specified properties measured using test methods indicated herein.
B. The Contractor shall submit to the Design Engineer, Record Drawings of the installed piping at a frequency of not less than once per every 50 feet of installed pipe and strip composite. Record Drawings shall be submitted within 7 days of completion of the record survey.
1.05 CQA MONITORING
A. The Contractor shall ensure that the materials and methods used for PVC pipe and fittings installation meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Design Engineer, will be rejected and shall be repaired or replaced by the Contractor at no additional cost to the Owner.
PART 2 – MATERIALS
2.01 PVC PIPE & FITTINGS
A. PVC pipe and fittings shall be manufactured from a PVC compound which meets the requirements of Cell Classification 12454 polyvinyl chloride as outlined in ASTM D 1784.
B. PVC pipe shall meet the requirements of ASTM D 1784 and ASTM D 1785 for Schedule 40 PVC pipe.
C. PVC fittings shall meet the requirements of ASTM D 2466.
D. Clean rework or recycle material generated by the Manufacturer's own production may be used so long as the pipe or fittings produced meet all the requirements of this Section.
E. Pipe and fittings shall be homogenous throughout and free of visible cracks, holes, foreign inclusions, or other injurious defects, being uniform in color, capacity, density, and other physical properties.
F. PVC pipe and fitting primer shall meet the requirements of ASTM F 656 and solvent cements shall meet the requirements of ASTM D 2564.
2.02 PVC PERFORATED PIPE
A. Perforated pipe shall meet the requirements listed above for solid wall pipe, unless otherwise approved by the Design Engineer. PVC pipe perforations shall be as shown on the Drawings.
2.03 STRIP COMPOSITE
A. Strip composite shall be comprised of high density polyethylene core Multi-Flow Drainage Systems 12-inch product, or Design Engineer approved equal. Consideration for equality will involve chemical resistance, compressive strength, and flow capacity. Strip composite shall be installed as shown on the Drawings.
B. Sand bags used to continuously cover the strip composite shall be comprised of woven geotextile capable of allowing liquids to pass and shall have a minimum length of 18-inches.

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C. Sand bags shall contain Utah Department of Transportation (UDOT) concrete sand having a carbonate loss of no greater than 10 percent by dry weight basis when tested in accordance with ASTM D 3042 and meeting the following gradation.
Sieve Size Percent Passing
3/8 inch 100%
No. 4 95% to 100%
No. 16 45% to 80%
No. 50 10% to 30%
No. 100 2% to 10%

D. Contractor shall monitor that sand bags shall not be overfilled to the extent that the underlying strip composite is visible.
PART 3 – PART 3 EXECUTION
3.01 PVC PIPE HANDLING
A. When shipping, delivering, and installing pipe, fittings, and accessories, do so to ensure a sound, undamaged installation. Provide adequate storage for all materials and equipment delivered to the site. PVC pipe and pipe fittings shall be handled carefully in loading and unloading so as not to damage the pipe, fittings, or underlying materials.
3.02 PVC PIPE INSTALLATION
A. PVC pipe installation shall conform to these Specifications, the Manufacturer’s recommendations, and as outlined in ASTM D 2774.
B. PVC perforated and solid wall pipe shall be installed as shown on the Drawings.
C. PVC pipe shall be inspected for cuts, scratches, or other damages prior to installation. Any pipe showing damage, which in the opinion of the CQA Engineer will affect performance of the pipe, must be removed from the site. Contractor shall replace any material found to be defective at no additional cost to the Owner.
3.03 JOINING OF PVC PIPES
A. PVC pipe and fittings shall be joined by primer and solvent-cements per ASTM D 2855.
B. All loose dirt and moisture shall be wiped from the interior and exterior of the pipe end and the interior of fittings.
C. All pipe cuts shall be square and perpendicular to the centerline of the pipe. All burrs, chips, etc., from pipe cutting shall be removed from pipe interior and exterior.
D. Pipe and fittings shall be selected so that there will be as small a deviation as possible at the joints, and so inverts present a smooth surface. Pipe and fittings that do not fit together to form a tight fit will be rejected.
3.04 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect all work of this Section.

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B. In the event of damage, the Contractor shall make all repairs and replacements necessary, to the satisfaction of the CQA Engineer.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for 4-inch PVC Pipe will be measured as in-place linear foot (LF) to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. Providing for and complying with the requirements set forth in this Section for 18-inch PVC Pipe will be measured as in-place LF to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
C. Providing for and complying with the requirements set forth in this Section for Strip Drain, including connectors and sand bags, will be measured as in-place LF to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
D. The following are considered incidental to the Work:
• Submittals.
• Quality Control.
• Shipping, handling and storage.
• Fittings.
• Drainage aggregate.
• Joining.
• Mobilization.
• Placement.
• Rejected material.
• Rejected material removal, handling, re-testing, and repair.
• Gravel and sand bags. [END OF SECTION]

Cell 4B Lining System Construction Geomembrane
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 1 December 2007Revised January 2009Revised August 2009
SECTION 02770 GEOMEMBRANE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for the installation of smooth and textured high-density polyethylene (HDPE) geomembrane, as shown on the Drawings. The work shall be performed as specified herein and in accordance with the Drawings and the site Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage, and seaming of the geomembrane.
1.02 RELATED SECTIONS
Section 02225 – Drainage Aggregate
Section 02771 – Geotextile
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of the American Society for Testing and Materials (ASTM) standards:
ASTM D 638 Standard Test Method for Tensile Properties of Plastics
ASTM D 792 Standard Test Methods for Specific Gravity (Relative Density) and Density of Plastics by Displacement
ASTM D 1505 Standard Test Methods for Density of Plastics by Density-Gradient Technique
ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics
ASTM D 4439 Terminology for Geosynthetics
ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products
ASTM D 5199 Standard Test Method for Measuring the Nominal Thickness of Geosynthetics
ASTM D 5397 Test Method for Evaluation of Stress Crack Resistance of Polyolefin Geomembranes Using Notched Constant Tensile Load Test
ASTM D 5596 Recommended Practice for Microscopical Examination of Pigment Dispersion in Plastic Compounds
ASTM D 5641 Practice for Geomembrane Seam Evaluation by Vacuum Chamber
ASTM D 5820 Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes

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ASTM D 6365 Standard Test Method for the Non-destructive Testing of Geomembrane Seams using the Spark Test.
ASTM D 6392 Standard Test Method for Determining the Integrity of Non-reinforced Geomembrane Seams Produced using Thermo-Fusion Methods.
1.04 QUALIFICATIONS
A. Geomembrane Manufacturer:
1. The Geomembrane Manufacturer shall be responsible for the production of geomembrane rolls from resin and shall have sufficient production capacity and qualified personnel to provide material meeting the requirements of this Section and the construction schedule for this project.
2. The Geomembrane Manufacturer shall have successfully manufactured a minimum of 20,000,000 square feet of polyethylene geomembrane.
B. Geosynthetics Installer:
1. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for field handling, deploying, seaming, temporarily restraining (against wind), and other aspects of the deployment and installation of the geomembrane and other geosynthetic components of the project.
2. The Geosynthetics Installer shall have successfully installed a minimum of 20,000,000 square feet of polyethylene geomembrane on previous projects with similar side slopes, bench widths, and configurations.
3. The installation crew shall have the following experience.
a. The Superintendent shall have supervised the installation of a minimum of 10,000,000 square feet of polyethylene geomembrane on at least ten (10) different projects.
b. At least one seamer shall have experience seaming a minimum of 2,000,000 square feet of polyethylene geomembrane using the same type of seaming apparatus to be used at this Site. Seamers with such experience will be designated "master seamers" and shall provide direct supervision over less experienced seamers.
c. All other seaming personnel shall have seamed at least 100,000 square feet of polyethylene geomembrane using the same type of seaming apparatus to be used at this site. Personnel who have seamed less than 100,000 square feet shall be allowed to seam only under the direct supervision of the master seamer or Superintendent.
1.05 WARRANTY
A. The Geosynthetic Manufacturer shall furnish the Owner a 20-year written warranty against defects in materials. Warranty conditions concerning limits of liability will be evaluated by, and must be acceptable to, the Owner.
B. The Geosynthetic Installer shall furnish the Owner with a 1-year written warranty against defects in workmanship. Warranty conditions concerning limits of liability will be evaluated by, and must be acceptable to, the Owner.

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1.06 SUBMITTALS
A. The Geosynthetic Installer shall submit the following documentation on the resin used to manufacture the geomembrane to the Construction Manager for approval 14 days prior to transporting any geomembrane to the Site.
1. Copies of quality control certificates issued by the resin supplier including the production dates, brand name, and origin of the resin used to manufacture the geomembrane for the project.
2. Results of tests conducted by the Geomembrane Manufacturer to verify the quality of the resin used to manufacture the geomembrane rolls assigned to the project.
3. Certification that no reclaimed polymer is added to the resin during the manufacturing of the geomembrane to be used for this project, or, if recycled polymer is used, the Manufacturer shall submit a certificate signed by the production manager documenting the quantity of recycled material, including a description of the procedure used to measure the quantity of recycled polymer.
B. The Geosynthetic Installer shall submit the following documentation on geomembrane roll production to the Construction Manager for approval 14 days prior to transporting any geomembrane to the site.
1. Quality control certificates, which shall include:
a. roll numbers and identification; and
b. results of quality control tests, including descriptions of the test methods used, outlined in Subpart 2.02 of this Section.
2. The manufacturer warranty specified in Subpart 1.05 of this Section.
C. The Geosynthetic Installer shall submit the following information to the Construction Manager for approval 14 days prior to mobilization.
1. A Panel Layout Drawing showing the installation layout and identifying geomembrane panel configurations, dimensions, details, locations of seams, as well as any variance or additional details that deviate from the Drawings. The Panel Layout Drawing shall be adequate for use as a construction plan and shall include dimensions, details, etc. The Panel Layout Drawing, as modified and/or approved by the Design Engineer, shall become Subpart of these Technical Specifications.
2. Installation schedule.
3. Copy of Geosynthetic Installer's letter of approval or license by the Geomembrane Manufacturer.
4. Installation capabilities, including:
a. information on equipment proposed for this project;
b. average daily production anticipated for this project; and
c. quality control procedures.
5. A list of completed facilities for which the Geosynthetic Installer has installed a minimum of 20,000,000 square feet of polyethylene geomembrane, in accordance with

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Subpart 1.04 of this Section. The following information shall be submitted to the Construction Manager for each facility:
a. the name and purpose of the facility, its location, and dates of installation;
b. the names of the owner, Engineer, and geomembrane manufacturer;
c. name of the supervisor of the installation crew; and
d. thickness and surface area of installed geomembrane.
6. In accordance with Subpart 1.04 of this Section, a resume of the Superintendent to be assigned to this project, including dates and duration of employment, shall be submitted at least 7 days prior to beginning geomembrane installation.
7. In accordance with Subpart 1.04 of this Section, resumes of all personnel who will perform seaming operations on this project, including dates and duration of employment, shall be submitted at least 7 days prior to beginning geomembrane installation.
D. A Certificate of Calibration less than 12 months old shall be submitted for each field tensiometer prior to installation of any geomembrane.
E. During installation, the Geosynthetic Installer shall be responsible for the timely submission to the Construction Manager of:
1. Quality control documentation; and
2. Subgrade Acceptance Certificates, signed by the Geosynthetic Installer, for each area to be covered by geosynthetic materials.
F. Upon completion of the installation, the Geosynthetic Installer shall be responsible for the submission to the Construction Manager of a warranty from the Geosynthetic Installer as specified in Subpart 1.05.B of this Section.
G. Upon completion of the installation, the Geosynthetic Installer shall be responsible for the submission to the Design Engineer of a Record Drawing showing the location and number of each panel and locations and numbers of destructive tests and repairs.
H. The Geosynthetic Installer shall submit samples and material property cut-sheets on the proposed geomembrane to the Construction Manager at least 7 days prior to delivery of this material to the site.
I. The Geosynthetic Installer shall submit the following documentation on welding rod to the Construction Manager for approval 14 days prior to transporting welding rod to the Site:
1. Quality control documentation, including lot number, welding rod spool number, and results of quality control tests on the welding rod.
2. Certification that the welding rod is compatible with the geomembrane and this Section.
1.07 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Geosynthetic Installer shall be aware of and accommodate all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the Geosynthetic Installer's materials or completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the deficient materials.

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PART 2 – PRODUCTS
2.01 GEOMEMBRANE PROPERTIES
A. The Geomembrane Manufacturer shall furnish white-or off-white-surfaced (upper side only), smooth and textured geomembrane having properties that comply with the required property values shown in Table 02770-1.
B. In addition to the property values listed in Table 02770-1, the geomembrane shall:
1. Contain a maximum of 1 percent by weight of additives, fillers, or extenders (not including carbon black and titanium dioxide).
2. Not have striations, pinholes (holes), bubbles, blisters, nodules, undispersed raw materials, or any sign of contamination by foreign matter on the surface or in the interior.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. Rolls:
1. The Geomembrane Manufacturer shall continuously monitor geomembrane during the manufacturing process for defects.
2. No geomembrane shall be accepted that exhibits any defects.
3. The Geomembrane Manufacturer shall measure and report the geomembrane thickness at regular intervals along the roll length.
4. No geomembrane shall be accepted that fails to meet the specified thickness.
5. The Geomembrane Manufacturer shall sample and test the geomembrane at a minimum of once every 50,000 square feet to demonstrate that its properties conform to the values specified in Table 02770-1. At a minimum, the following tests shall be performed:
Test Procedure
Thickness ASTM D 5199
Specific Gravity ASTM D 792 Method A or ASTM D 1505
Tensile Properties ASTM D 638
Puncture Resistance ASTM D 4833
Carbon Black ASTM D 1603
Carbon Black Dispersion ASTM D 5596
6. Tests not listed above but listed in Table 02770-1 need not be run at the one per 50,000 square feet frequency. However, the Geomembrane Manufacturer shall certify that these tests are in compliance with this Section and have been performed on a sample that is identical to the geomembrane to be used on this project. The Geosynthetic Installer shall provide the test result documentation to the Design Engineer.

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7. Any geomembrane sample that does not comply with the requirements of this Section will result in rejection of the roll from which the sample was obtained and will not be used for this project.
8. If a geomembrane sample fails to meet the quality control requirements of this Section, the Geomembrane Manufacturer shall sample and test, at the expense of the Manufacturer, rolls manufactured in the same resin batch, or at the same time, as the failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable test results is established to bound the failed roll(s).
9. Additional testing may be performed at the Geomembrane Manufacturer's discretion and expense, to isolate and more closely identify the non-complying rolls and/or to qualify individual rolls.
B. The Geomembrane Manufacturer shall permit the Design Engineer to visit the manufacturing plant for project specific visits. If possible, such visits will be prior to or during the manufacturing of the geomembrane rolls for the specific project. The Design Engineer may elect to collect conformance samples at the manufacturing facility to expedite the acceptance of the materials.
2.03 LABELING
A. Geomembrane rolls shall be labeled with the following information.
1. thickness of the material;
2. length and width of the roll;
3. name of Geomembrane Manufacturer;
4. product identification;
5. lot number; and
6. roll number.
2.04 TRANSPORTATION, HANDLING, AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the geomembrane incurred prior to and during transportation to the site.
B. Handling and care of the geomembrane at the site prior to and following installation shall be the responsibility of the Geosynthetic Installer. The Geosynthetic Installer shall be liable for all damage to the materials incurred prior to final acceptance of the liner system by the Owner.
C. Geosynthetic Installer shall be responsible for storage of the geomembrane at the site. The geomembrane shall be protected from excessive heat or cold, dirt, puncture, cutting, or other damaging or deleterious conditions. Any additional storage procedures required by the Geomembrane Manufacturer shall be the Geosynthetic Installer's responsibility. Geomembrane rolls shall not be stored or placed in a stack of more than two rolls high.
D. The geomembrane shall be delivered at least 14 days prior to the planned deployment date to allow the CQA Engineer adequate time to perform conformance testing on the geomembrane samples as described in Subpart 3.05 of this Section. If the CQA Engineer performed a visit to the manufacturing plant and performed the required conformance sampling, geomembrane can be delivered to the site within the 14 days prior to the planned deployment date as long as there is sufficient time for the CQA Engineer to complete the conformance testing and confirm that the rolls shipped to the site are in compliance with this Section.

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PART 3 – GEOMEMBRANE INSTALLATION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer shall become thoroughly familiar with all portions of the work falling within this Section.
B. Inspection:
1. The Geosynthetic Installer shall carefully inspect the installed work of all other Sections and verify that all work is complete to the point where the work of this Section may properly commence without adverse effect.
2. If the Geosynthetic Installer has any concerns regarding the installed work of other Sections, he shall notify the Construction Manager in writing prior to the start of the work of this Section. Failure to inform the Construction Manager in writing or commencing installation of the geomembrane will be construed as the Geosynthetic Installer's acceptance of the related work of all other Sections.
C. A pre-installation meeting shall be held to coordinate the installation of the geomembrane with the installation of other components of the liner system.
3.02 GEOMEMBRANE DEPLOYMENT
A. Layout Drawings:
1. The Geosynthetic Installer shall deploy the geomembrane panels in general accordance with the Panel Layout Drawing specified. The Panel Layout Drawing must be approved by the CQA Engineer prior to installation of any geomembrane.
B. Field Panel Identification:
1. A geomembrane field panel is a roll or a portion of roll cut in the field.
2. Each field panel shall be given a unique identification code (number or letter-number). This identification code shall be agreed upon by the Design Engineer and Geosynthetic Installer.
C. Field Panel Placement:
1. Field panels shall be installed, as approved or modified, at the location and positions indicated on the Panel Layout Drawing.
2. Field panels shall be placed one at a time, and each field panel shall be seamed immediately after its placement.
3. Geomembrane shall not be placed when the ambient temperature is below 32°F or above 122°F, as measured in Subpart 3.03.C.3 in this Section, unless otherwise authorized in writing by the Design Engineer.
4. Geomembrane shall not be placed during any precipitation, in the presence of excessive moisture (e.g., fog, dew), in an area of ponded water, or in the presence of wind speeds greater than 20 mph.

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5. The Geosynthetic Installer shall ensure that:
a. No vehicular traffic is allowed on the geomembrane with the exception of all terrain vehicles with a contact pressures at or lower than that exhibited by foot traffic.
b. Equipment used does not damage the geomembrane by handling, trafficking, or leakage of hydrocarbons (i.e., fuels).
c. Personnel working on the geomembrane do not smoke, wear damaging shoes, bring glass onto the geomembrane, or engage in other activities that could damage the geomembrane.
d. The method used to unroll the panels does not scratch or crimp the geomembrane and does not damage the supporting soil or geosynthetics.
e. The method used to place the panels minimizes wrinkles (especially differential wrinkles between adjacent panels). The method used to place the panels results in intimate contact between the geomembrane and adjacent components.
f. Temporary ballast and/or anchors (e.g., sand bags) are placed on the geomembrane to prevent wind uplift. Ballast methods must not damage the geomembrane.
g. The geomembrane is especially protected from damage in heavily trafficked areas.
h. Any rub sheets to facilitate seaming are removed prior to installation of subsequent panels.
6. Any field panel or portion thereof that becomes seriously damaged (torn, twisted, or crimped) shall be replaced with new material. Less serious damage to the geomembrane may be repaired, as approved by the CQA Engineer. Damaged panels or portions of damaged panels that have been rejected shall be removed from the work area and not reused.
D. If the Geosynthetic Installer intends to install geomembrane between one hour before sunset and one hour after sunrise, he shall notify the Construction Manager in writing prior to the start of the work. The Geosynthetic Installer shall indicate additional precautions that shall be taken during these installation hours. The Geosynthetic Installer shall provide proper illumination for work during this time period.
3.03 FIELD SEAMING
A. Seam Layout:
1. In corners and at odd-shaped geometric locations, the number of field seams shall be minimized. No horizontal seam shall be constructed along a slope with an inclination steeper than 10 percent. Horizontal seams shall be considered as any seam having an alignment exceeding 30 degrees from being perpendicular to the slope contour lines, unless otherwise approved by the Design Engineer. No seams shall be located in an area of potential stress concentration.
2. Seams shall not be allowed within 5 feet of the top or toe of any slope. Horizontal seams can be placed on benches, as long as they are not within 5 feet of the top or toe of slope.
B. Personnel:

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1. All personnel performing seaming operations shall be qualified as indicated in Subpart 1.04 of this Section. No seaming shall be performed unless a "master seamer" is present on-site.
C. Weather Conditions for Seaming:
1. Unless authorized in writing by the Design Engineer, seaming shall not be attempted at ambient temperatures below 32°F or above 122°F. If the Geosynthetic Installer wishes to use methods that may allow seaming at ambient temperatures below 32°F or above 122°F, the procedure must be approved by the Design Engineer.
2. A meeting will be held between the Geosynthetic Installer and Design Engineer to establish acceptable installation procedures. In all cases, the geomembrane shall be dry and protected from wind damage during installation.
3. Ambient temperatures, measured by the CQA Engineer, shall be measured between 0 and 6 inches above the geomembrane surface.
D. Overlapping:
1. The geomembrane shall be cut and/or trimmed such that all corners are rounded.
2. Geomembrane panels shall be shingled with the upslope panel placed over the down slope panel.
3. Geomembrane panels shall be sufficiently overlapped for welding and to allow peel tests to be performed on the seam. Any seams that cannot be destructively tested because of insufficient overlap shall be treated as failing seams.
E. Seam Preparation:
1. Prior to seaming, the seam area shall be clean and free of moisture, dust, dirt, debris of any kind, and foreign material.
2. If seam overlap grinding is required, the process shall be completed according to the Geomembrane Manufacturer's instructions within 20 minutes of the seaming operation and in a manner that does not damage the geomembrane. The grind depth shall not exceed ten percent of the geomembrane thickness.
3. Seams shall be aligned with the fewest possible number of wrinkles and "fishmouths."
F. General Seaming Requirements:
1. Fishmouths or wrinkles at the seam overlaps shall be cut along the ridge of the wrinkle to achieve a flat overlap, ending the cut with circular cut-out. The cut fishmouths or wrinkles shall be seamed and any portion where the overlap is insufficient shall be patched with an oval or round patch of geomembrane that extends a minimum of 6 inches beyond the cut in all directions.
2. Any electric generator shall be placed outside the area to be lined or mounted in a manner that protects the geomembrane from damage due to the weight and frame of the generator or due to fuel leakage. The electric generator shall be properly grounded.
G. Seaming Process:
1. Approved processes for field seaming are extrusion welding and double-track hot-wedge fusion welding. Only equipment identified as part of the approved submittal specified in Subpart 1.06 of this Section shall be used.

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2. Extrusion Equipment and Procedures:
a. The Geosynthetics Installer shall maintain at least one spare operable seaming apparatus on site.
b. Extrusion welding apparatuses shall be equipped with gauges giving the temperatures in the apparatuses.
c. Prior to beginning an extrusion seam, the extruder shall be purged until all heat-degraded extrudate has been removed from the barrel.
d. A smooth insulating plate or fabric shall be placed beneath the hot welding apparatus after use.
3. Fusion Equipment and Procedures:
a. The Geosynthetic Installer shall maintain at least one spare operable seaming apparatus on site.
b. Fusion-welding apparatus shall be automated vehicular-mounted devices equipped with gauges giving the applicable temperatures and speed.
c. A smooth insulating plate or fabric shall be placed beneath the hot welding apparatus after use.
H. Trial Seams:
1. Trial seams shall be made on fragment pieces of geomembrane to verify that seaming conditions are adequate. Trial seams shall be conducted on the same material to be installed and under similar field conditions as production seams. Such trial seams shall be made at the beginning of each seaming period, typically at the beginning of the day and after lunch, for each seaming apparatus used each day, but no less frequently than once every 5 hours. The trial seam sample shall be a minimum of 5 feet long by 1 foot wide (after seaming) with the seam centered lengthwise for fusion equipment and at least 3 feet long by 1 foot wide for extrusion equipment. Seam overlap shall be as indicated in Subpart 3.03.D of this Section.
2. Four coupon specimens, each 1-inch wide, shall be cut from the trial seam sample by the Geosynthetics Installer using a die cutter to ensure precise 1-inch wide coupons. The coupons shall be tested, by the Geosynthetic Installer, with the CQA Monitor present, in peel (both the outside and inside track) and in shear using an electronic readout field tensiometer in accordance with ASTM D 6392, at a strain rate of 2 inches/minute. The samples shall not exhibit failure in the seam, i.e., they shall exhibit a Film Tear Bond (FTB), which is a failure (yield) in the parent material. The required peel and shear seam strength values are listed in Table 02770-2. At no time shall specimens be soaked in water.
3. If any coupon specimen fails, the trial seam shall be considered failing and the entire operation shall be repeated. If any of the additional coupon specimens fail, the seaming apparatus and seamer shall not be accepted and shall not be used for seaming until the deficiencies are corrected and two consecutive successful trial seams are achieved.
I. Nondestructive Seam Continuity Testing:
1. The Geosynthetic Installer shall nondestructively test for continuity on all field seams over their full length. Continuity testing shall be carried out as the seaming work progresses, not at the completion of all field seaming. The Geosynthetic Installer shall

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complete any required repairs in accordance with Subpart 3.03.K of this Section. The following procedures shall apply:
a. Vacuum testing in accordance with ASTM D 5641.
b. Air channel pressure testing for double-track fusion seams in accordance with ASTM D 5820 and the following:
i. Insert needle, or other approved pressure feed device, from pressure gauge and inflation device into the air channel at one end of a double track seam.
ii. Energize the air pump and inflate air channel to a pressure between 25 and 30 pounds per square inch (psi). Close valve and sustain the pressure for not less than 5 minutes.
iii. If loss of pressure exceeds 3 psi over 5 minutes, or if the pressure does not stabilize, locate the faulty area(s) and repair seam in accordance with Subpart 3.03.K of this Section.
iv. After 5 minutes, cut the end of air channel opposite from the end with the pressure gauge and observe release of pressure to ensure air channel is not blocked. If the channel does not depressurize, find and repair the portion of the seam containing the blockage per Subpart 3.03.K of this Section. Repeat the air pressure test on the resulting segments of the original seam created by the repair and the ends of the seam.. Repeat the process until the entire length of seam has successfully passed pressure testing or contains a repair. Repairs shall also be non-destructively tested per Subpart 3.03.K.5 of this Section.
v. Remove needle, or other approved pressure feed device, and seal repair in accordance with Subpart 3.03.K of this Section.
c. Spark test seam integrity verification shall be performed in accordance with ASTM D 6365 if the seam cannot be tested using other nondestructive methods.
J. Destructive Testing:
1. Destructive seam tests shall be performed on samples collected from selected locations to evaluate seam strength and integrity. Destructive tests shall be carried out as the seaming work progresses, not at the completion of all field seaming.
2. Sampling:
a. Destructive test samples shall be collected at a minimum average frequency of one test location per 500 feet of total seam length. If after a total of 50 samples have been tested and no more than 1 sample has failed, the frequency can be increased to one per 1,000 feet. Test locations shall be determined during seaming, and may be prompted by suspicion of excess crystallinity, contamination, offset seams, or any other potential cause of imperfect seaming. The CQA Engineer will be responsible for choosing the locations. The Geosynthetic Installer shall not be informed in advance of the locations where the seam samples will be taken. The CQA Engineer reserves the right to increase the sampling frequency if observations suggest an increased frequency is warranted.

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b. The CQA Engineer shall mark the destructive sample locations. Samples shall be cut by the Geosynthetic Installer at the locations designated by the CQA Engineer as the seaming progresses in order to obtain laboratory test results before the geomembrane is covered by another material. Each sample shall be numbered and the sample number and location identified on the Panel Layout Drawing. All holes in the geomembrane resulting from the destructive seam sampling shall be immediately repaired in accordance with the repair procedures described in Subpart 3.03.K of this Section. The continuity of the new seams associated with the repaired areas shall be tested according to Subpart 3.03.I of this Section.
c. Two coupon strips of dimensions 1-inch wide and 12-inches long with the seam centered parallel to the width shall be taken from any side of the sample location. These samples shall be tested in the field in accordance with Subpart 3.03.J.3 of this Section. If these samples pass the field test, a laboratory sample shall be taken. The laboratory sample shall be at least 1-foot wide by 3.5-feet long with the seam centered along the length. The sample shall be cut into three parts and distributed as follows:
i. One portion 12-inches long to the Geosynthetic Installer.
ii. One portion 18-inches long to the Geosynthetic CQA Laboratory for testing.
iii. One portion 12-inches long to the Owner for archival storage.
3. Field Testing:
a. The two 1-inch wide strips shall be tested in the field tensiometer in the peel mode on both sides of the double track fusion welded sample. The CQA Engineer has the option to request an additional test in the shear mode. If any field test sample fails to meet the requirements in Table 02770-2, then the procedures outlined in Subpart 3.03.J.5 of this Section for a failing destructive sample shall be followed.
4. Laboratory Testing:
a. Testing by the Geosynthetics CQA Laboratory will include "Seam Strength" and "Peel Adhesion" (ASTM D 6392) with 1-inch wide strips tested at a rate of 2 inches/minute. At least 5 specimens will be tested for each test method (peel and shear). Four of the five specimens per sample must pass both the shear strength test and peel adhesion test when tested in accordance with ASTM D 6392. The minimum acceptable values to be obtained in these tests are indicated in Table 02770-2. Both the inside and outside tracks of the dual track fusion welds shall be tested in peel.
5. Destructive Test Failure:
a. The following procedures shall apply whenever a sample fails a destructive test, whether the test is conducted by the Geosynthetic CQA's laboratory, the Geosynthetic Installer laboratory, or by a field tensiometer. The Geosynthetic Installer shall have two options:
i. The Geosynthetic Installer can reconstruct the seam (e.g., remove the old seam and reseam) between any two laboratory-passed destructive test locations created by that seaming apparatus. Trial welds do not count as a passed destructive test.

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ii. The Geosynthetic Installer can trace the welding path in each direction to an intermediate location, a minimum of 10 feet from the location of the failed test, and take a small sample for an additional field test at each location. If these additional samples pass the field tests, then full laboratory samples shall be taken. These full laboratory samples shall be tested in accordance with Subpart 3.03.J.4 of this Section. If these laboratory samples pass the tests, then the seam path between these locations shall be reconstructed and nondestructively (at a minimum) tested. If a sample fails, then the process shall be repeated, i.e. another destructive sample shall be obtained and tested at a distance of at least 10 more feet in the seaming path from the failed sample. The seam path between the ultimate passing sample locations shall be reconstructed and nondestructively (at a minimum) tested. In cases where repaired seam lengths exceed 150 feet, a destructive sample shall be taken from the repaired seam and the above procedures for destructive seam testing shall be followed.
b. Whenever a sample fails destructive or non-destructive testing, the CQA Engineer may require additional destructive tests be obtained from seams that were created by the same seamer and/or seaming apparatus during the same time shift.
K. Defects and Repairs:
1. The geomembrane will be inspected before and after seaming for evidence of defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. The surface of the geomembrane shall be clean at the time of inspection. The geomembrane surface shall be swept or washed by the Installer if surface contamination inhibits inspection.
2. At observed suspected flawed location, both in seamed and non-seamed areas, shall be nondestructively tested using the methods described Subpart 3.03.I of this Section, as appropriate. Each location that fails nondestructive testing shall be marked by the CQA Engineer and repaired by the Geosynthetic Installer.
3. When seaming of a geomembrane is completed (or when seaming of a large area of a geomembrane is completed) and prior to placing overlying materials, the CQA Engineer shall identify all excessive geomembrane wrinkles. The Geosynthetic Installer shall cut and reseam all wrinkles so identified. The seams thus produced shall be tested as per all other seams.
4. Repair Procedures:
a. Any portion of the geomembrane exhibiting a flaw, or failing a destructive or nondestructive test, shall be repaired by the Geosynthetic Installer. Several repair procedures are acceptable. The final decision as to the appropriate repair procedure shall be agreed upon between the Design Engineer and the Geosynthetic Installer. The procedures available include:
i. Patching – extrusion welding a patch to repair holes larger than 1/16 inch, tears, undispersed raw materials, and contamination by foreign matter;
ii. Abrading and reseaming – applying an extrusion seam to repair very small sections of faulty extruded seams;
iii. Spot seaming – applying an extrusion bead to repair minor, localized flaws such as scratches and scuffs;

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iv. Capping – extrusion welding a geomembrane cap over long lengths of failed seams; and
v. Strip repairing – cutting out bad seams and replacing with a strip of new material seamed into place on both sides with fusion welding.
b. In addition, the following criteria shall be satisfied:
i. surfaces of the geomembrane that are to be repaired shall be abraded no more than 20 minutes prior to the repair;
ii. all surfaces must be clean and dry at the time of repair;
iii. all seaming equipment used in repair procedures must be approved by trial seaming;
iv. any other potential repair procedures shall be approved in advance, for the specific repair, by the Design Engineer;
v. patches or caps shall extend at least 6 inches beyond the edge of the defect, and all corners of patches and holes shall be rounded with a radius of at least 3 inches;
vi. extrudate shall extend a minimum of 3 inches beyond the edge of the patch; and
vii. any geomembrane below large caps shall be appropriately cut to avoid water or gas collection between the two sheets.
5. Repair Verification:
a. Repairs shall be nondestructively tested using the methods described in Subpart 3.03.I of this Section, as appropriate. Repairs that pass nondestructive testing shall be considered acceptable repairs. Repairs that failed nondestructive or destructive testing will require the repair to be reconstructed and retested until passing test results are observed. At the discretion of the CQA Engineer, destructive testing may be required on any caps.
3.04 MATERIALS IN CONTACT WITH THE GEOMEMBRANE
A. The Geosynthetic Installer shall take all necessary precautions to ensure that the geomembrane is not damaged during its installation. During the installation of other components of the liner system by the Contractor, the Contractor shall ensure that the geomembrane is not damaged. Any damage to the geomembrane caused by the Contractor shall be repaired by the Geosynthetic Installer at the expense of the Contractor.
B. Soil and aggregate materials shall not be placed over the geomembranes at ambient temperatures below 32°F or above 122°F, unless otherwise specified.
C. All attempts shall be made to minimize wrinkles in the geomembrane.
D. Construction loads permitted on the geomembrane are limited to foot traffic and all terrain vehicles with a contact pressures at or lower than that exhibited by foot traffic.
3.05 CONFORMANCE TESTING
A. Samples of the geomembrane will be removed by the CQA Engineer and sent to a Geosynthetic CQA Laboratory for testing to ensure conformance with the requirements of this Section. The

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CQA Engineer may collect samples at the manufacturing plant or from the rolls delivered to the site. The Geosynthetic Installer shall assist the CQA Engineer in obtaining conformance samples from any geomembrane rolls sampled at the site. The Geosynthetic Installer and Contractor shall account for this sampling and testing requirement in the installation schedule, including the turnaround time for laboratory results. Only materials that meet the requirements of Subpart 2.02 of this Section shall be installed.
B. Samples will be selected by the CQA Engineer in accordance with this Section and with the procedures outlined in the CQA Plan.
C. Samples will be taken at a minimum frequency of one sample per 100,000 square feet. If the Geomembrane Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of 100,000 square feet (90,000 square feet), then the Geosynthetic Installer shall pay the cost for all additional testing.
D. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with the requirements of Subpart 2.02 of this Section.
E. The following tests will be performed by the CQA Engineer:
Test Test Method
Specific Gravity ASTM D 792 or D 1505
Thickness ASTM D 5199
Tensile Properties ASTM D 638
Carbon Black Content ASTM D 1603
Carbon Black Dispersion ASTM D 5596
F. Any geomembrane that is not certified in accordance with Subpart 1.06.C of this Section, or that conformance testing indicates does not comply with Subpart 2.02 of this Section, shall be rejected. The Geosynthetic Installer shall replace the rejected material with new material.
3.06 GEOMEMBRANE ACCEPTANCE
A. The Geosynthetic Installer shall retain all ownership and responsibility for the geomembrane until accepted by the Owner.
B. The geomembrane will not be accepted by the Owner before:
1. the installation is completed;
2. all documentation is submitted;
3. verification of the adequacy of all field seams and repairs, including associated testing, is complete; and
4. all warranties are submitted.
3.07 PROTECTION OF WORK
A. The Geosynthetic Installer and Contractor shall use all means necessary to protect all work of this Section.
B. In the event of damage, the Geosynthetic Installer shall make all repairs and replacements necessary, to the satisfaction of the CQA Engineer.

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PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for 60-mil, smooth and textured HDPE geomembrane will be measured as in-place square feet (SF), as measured by the surveyor, including geomembrane in the anchor trench to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
• Submittals.
• Quality Control.
• Shipping, handling and storage.
• Deployment.
• Layout survey.
• Mobilization.
• Rejected material.
• Rejected material removal, handling, re-testing, and repair.
• Overlaps and seaming.
• Temporary anchorage.
• Pipe boots.
• Cleaning seam area.

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TABLE 02770-1 REQUIRED HDPE GEOMEMBRANE PROPERTIES
PROPERTIES QUALIFIERS UNITS
SMOOTH HDPE
SPECIFIED VALUES
TEXTURED HDPE
SPECIFIED VALUES TEST METHOD
Physical Properties
Thickness Average
Minimum
mils
mils
60
54
60
54
ASTM D 5199

Specific Gravity Minimum N/A 0.94 0.94 ASTM D 792 Method A
or ASTM D 1505
Mechanical Properties
Tensile Properties (each direction)
1. Tensile (Break) Strength
2. Elongation at Break 3. Tensile (Yield) Strength
4. Elongation at Yield

Minimum

lb/in
% lb/in
%

228
700 126
12

90
100
126
12

ASTM D 638
Puncture Minimum lb 108 90 ASTM D 4833
Environmental Properties
Carbon Black Content Range % 2-3 2 ASTM D 1603
Carbon Black Dispersion N/A none Note 1 Note 1 ASTM D 5596
Environmental Stress Crack Minimum hr 300 300 ASTM D 5397
Notes: (1) Minimum 9 of 10 in Categories 1 or 2; 10 in Categories 1, 2, or 3.

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TABLE 02770-2 REQUIRED GEOMEMBRANE SEAM PROPERTIES
PROPERTIES QUALIFIERS UNITS SPECIFIED
VALUES(3) TEST METHOD
Shear Strength(1)
Fusion minimum lb/in 120 ASTM D 6392
Extrusion minimum lb/in 120 ASTM D 6392
Peel Adhesion
FTB(2) Visual Observation
Fusion minimum lb/in 91 ASTM D 6392
Extrusion minimum lb/in 78 ASTM D 6392

Notes: (1) Also called “Bonded Seam Strength”.
(2) FTB = Film Tear Bond means that failure is in the parent material, not the seam. The maximum seam separation is 25 percent of the seam area.
(3) Four of five specimens per destructive sample must pass both the shear and peel strength tests.

[END OF SECTION]

Cell 4B Lining System Construction Geotextile
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02771-1 December 2007Revised January 2009Revised August 2009
SECTION 02771 GEOTEXTILE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for the installation of the geotextile. The work shall be carried out as specified herein and in accordance with the Drawings and the Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, and seaming of the various geotextile components of the project.
C. Geotextile shall be used between the Drainage Aggregate and Geomembrane as shown on the Drawings.
1.02 RELATED SECTIONS
Section 02200 – Earthwork
Section 02225 – Drainage Aggregate
Section 02770 – Geomembrane
Section 02773 – Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of American Society for Testing and Materials (ASTM) standards:
ASTM D 4355 Standard Test Method for Deterioration of Geotextile from Exposure to Ultraviolet Light and Water
ASTM D 4439 Terminology for Geosynthetics
ASTM D 4491 Standard Test Method for Water Permeability of Geotextile by Permittivity
ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of Geotextile
ASTM D 4632 Standard Test Method for Breaking Load and Elongation of Geotextile (Grab Method)
ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of a Geotextile
ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextile, Geomembranes, and Related Products
ASTM D 5261 Standard Test Method for Measuring Mass Per Unit Area of Geotextile

1.04 SUBMITTALS

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A. The Contractor shall submit the following information regarding the proposed geotextile to the Construction Manager for approval at least 7 days prior to geotextile delivery:
1. manufacturer and product name;
2. minimum property values of the proposed geotextile and the corresponding test procedures;
3. projected geotextile delivery dates; and
4. list of geotextile roll numbers for rolls to be delivered to the site.
B. At least 7 days prior to geotextile placement, the Contractor shall submit to the Construction Manager the Manufacturing Quality Control (MQC) certificates for each roll of geotextile. The certificates shall be signed by responsible parties employed by the geotextile manufacturer (such as the production manager). The MQC certificates shall include:
1. lot, batch, and/or roll numbers and identification;
2. MQC test results, including a description of the test methods used; and
3. Certification that the geotextile meets or exceeds the required properties of the Drawings and this Section.
1.05 CQA MONITORING
A. The Contractor shall be aware of and accommodate all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the Contractor's materials or completed work, the Contractor will be required to repair the deficiency or replace the deficient materials at no additional expense to the Owner.
PART 2 – PRODUCTS
2.01 GEOTEXTILE PROPERTIES
A. The Geotextile Manufacturer shall furnish materials that meet or exceed the criteria specified in Table 02771-1 in accordance with the minimum average roll value (MARV), as defined by ASTM D 4439.
B. The geotextile shall be nonwoven materials, suitable for use in filter/separation and cushion applications.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. The geotextile shall be manufactured with MQC procedures that meet or exceed generally accepted industry standards.
B. The Geotextile Manufacturer shall sample and test the geotextile to demonstrate that the material conforms to the requirements of these Specifications.
C. Any geotextile sample that does not comply with this Section shall result in rejection of the roll from which the sample was obtained. The Contractor shall replace any rejected rolls.
D. If a geotextile sample fails to meet the MQC requirements of this Section the Geotextile Manufacturer shall additionally sample and test, at the expense of the Manufacturer, rolls manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls

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shall continue until a pattern of acceptable test results is established to define the bounds of the failed roll(s). All the rolls pertaining to the failed rolls shall be rejected.
E. Additional sample testing may be performed, at the Geotextile Manufacturer's discretion and expense, to identify more closely the extent of non-complying rolls and/or to qualify individual rolls.
F. Sampling shall, in general, be performed on sacrificial portions of the geotextile material such that repair is not required. The Geotextile Manufacturer shall sample and test the geotextile to demonstrate that the geotextile properties conform to the values specified in Table 02771-1.
1. At a minimum, the following MQC tests shall be performed on the geotextile (results of which shall meet the requirements specified in Table 02271):
Test Procedure Frequency
Grab strength ASTM D 4632 130,000 ft2
Mass per Unit Area ASTM D 5261 130,000 ft2
Tear strength ASTM D 4533 130,000 ft2
Puncture strength ASTM D 4833 130,000 ft2
Permittivity ASTM D 4491 540,000 ft2
A.O.S. ASTM D 4751 540,000 ft2
G. The Geotextile Manufacturer shall comply with the certification and submittal requirements of this Section.
2.03 PACKING AND LABELING
A. Geotextile shall be supplied in rolls wrapped in relatively impervious and opaque protective covers.
B. Geotextile rolls shall be marked or tagged with the following information:
1. manufacturer's name;
2. product identification;
3. lot or batch number;
4. roll number; and
5. roll dimensions.
2.04 TRANSPORTATION, HANDLING, AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the geotextile incurred prior to and during transportation to the site.
B. The geotextile shall be delivered to the site at least 14 days prior to the planned deployment date to allow the CQA Engineer adequate time to perform conformance testing on the geotextile samples as described in Subpart 3.06 of this Section.

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C. Handling, unloading, storage, and care of the geotextile at the site, prior to and following installation, are the responsibility of the Contractor. The Contractor shall be liable for any damage to the materials incurred prior to final acceptance by the Owner.
D. The Contractor shall be responsible for offloading and storage of the geotextile at the site.
E. The geotextile shall be protected from sunlight, puncture, or other damaging or deleterious conditions. The geotextile shall be protected from mud, dirt, and dust. Any additional storage procedures required by the geotextile Manufacturer shall be the responsibility of the Contractor.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Contractor shall become thoroughly familiar with the site, the site conditions, and all portions of the work falling within this Section.
B. If the Contractor has any concerns regarding the installed work of other Sections or the site, the Construction Manager shall be notified, in writing, prior to commencing the work. Failure to notify the Construction Manager or commencing installation of the geotextile will be construed as Contractor's acceptance of the related work of all other Sections.
3.02 PLACEMENT
A. Geotextile installation shall not commence over other materials until CQA conformance evaluations, by the CQA Engineer, of underlying materials are complete, including evaluations of the Contractor's survey results to confirm that the previous work was constructed to the required grades, elevations, and thicknesses. Should the Contractor begin the work of this Section prior to the completion of CQA evaluations for underlying materials or this material, this shall be at the risk of removal of these materials, at the Contractor’s expense, to remedy the non-conformances. The Contractor shall account for the CQA conformance evaluations in the construction schedule.
B. The Contractor shall handle all geotextile in such a manner as to ensure it is not damaged in any way.
C. The Contractor shall take any necessary precautions to prevent damage to underlying materials during placement of the geotextile.
D. After unwrapping the geotextile from its opaque cover, the geotextile shall not be left exposed for a period in excess of 15 days unless a longer exposure period is approved in writing by the Geotextile Manufacturer.
E. The Contractor shall take care not to entrap stones, excessive dust, or moisture in the geotextile during placement.
F. The Contractor shall anchor or weight all geotextile with sandbags, or the equivalent, to prevent wind uplift.
G. The Contractor shall examine the entire geotextile surface after installation to ensure that no foreign objects are present that may damage the geotextile or adjacent layers. The Contractor shall remove any such foreign objects and shall replace any damaged geotextile.
3.03 SEAMS AND OVERLAPS
A. On slopes steeper than 10 horizontal to 1 vertical, geotextiles shall be continuous down the slope; that is, no horizontal seams are allowed. Horizontal seams shall be considered as any seam having an alignment exceeding 20 degrees from being perpendicular to the slope contour lines, unless

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otherwise approved by the Design Engineer. No horizontal seams shall be allowed within 5 feet of the top or toe of the slopes.
B. Geotextile shall be overlapped a minimum of 12-inches.
3.04 REPAIR
A. Any holes or tears in the geotextile shall be repaired using a patch made from the same geotextile. If a tear exceeds 50 percent of the width of a roll, that roll shall be removed and replaced.
3.05 PLACEMENT OF SOIL MATERIALS
A. The Contractor shall place soil materials on top of the geotextile in such a manner as to ensure that:
1. the geotextile and the underlying materials are not damaged;
2. minimum slippage occurs between the geotextile and the underlying layers during placement; and
3. excess stresses are not produced in the geotextile.
B. Equipment shall not be driven directly on the geotextile.
3.06 CONFORMANCE TESTING
A. Conformance samples of the geotextile materials will be removed by the CQA Engineer after the material has been received at the site and sent to a Geosynthetic CQA Laboratory for testing to ensure conformance with the requirements of this Section and the CQA Plan. This testing will be carried out, in accordance with the CQA Plan, prior to the start of the work of this Section.
B. Samples of each geotextile will be taken, by the CQA Engineer, at a minimum frequency of one sample per 260,000 square feet (minimum of one).
C. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with requirements of Subpart 2.01 of this Section until passing conformance test results are obtained for all material that is received at the site. This additional testing shall be performed at the expense of the Contractor.
D. The following conformance tests will be performed (results of which shall meet the requirements specified in Table 02771):
Test Procedure
Grab strength ASTM D 4632
Mass per Unit Area ASTM D 5261
Puncture strength ASTM D 4833
Permittivity ASTM D 4491
A.O.S. ASTM D 4751
E. Any geotextile that is not certified in accordance with Subpart 1.04 of this Section, or that conformance testing results do not comply with Subpart 2.01 of this Section, will be rejected. The Contractor shall replace the rejected material with new material. All other rolls that are represented by failing test results will also be rejected, unless additional testing is performed to further determine the bounds of the failed material.

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3.07 PROTECTION OF WORK
A. The Contractor shall protect all work of this Section.
B. In the event of damage, the Contractor shall make repairs and replacements to the satisfaction of the CQA Engineer at the expense of the Contractor.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for Geotextile will be incidental to PVC Pipe, and payment will be based on the unit price provided for PVC Pipe on the Bid Schedule.
B. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Shipping, handling, and storage.
• Layout survey.
• Mobilization.
• Rejected material.
• Overlaps and seaming.
• Rejected material removal, handling, re-testing, and repair.
• Temporary anchorage.

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TABLE 02771-1 REQUIRED PROPERTY VALUES FOR GEOTEXTILE
PROPERTIES QUALIFIERS UNITS
SPECIFIED
VALUES
TEST
METHOD
Physical Properties
Mass per unit area Minimum oz/yd2 16 ASTM D 5261
Apparent opening size (O95) Maximum mm 0.21 ASTM D 4751
Permittivity Minimum s-1 0.5 ASTM D 4491
Grab strength Minimum lb 390 ASTM D 4632
Tear strength Minimum lb 150 ASTM D 4533
Puncture strength Minimum lb 240 ASTM D 4833
Ultraviolet Resistance @
500 hours
Minimum % 70 ASTM D 4355
[ END OF SECTION ]

Cell 4B Lining System Construction Geosynthetic Clay Liner
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02772- 1 December 2007Revised January 2009Revised August 2009
SECTION 02772 GEOSYNTHETIC CLAY LINER
PART 1 – GENERAL
1.01 SCOPE
A. The Geosynthetic Installer shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for installation of the geosynthetic clay liner (GCL). The work shall be carried out as specified herein and in accordance with the Drawings and Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage, and seaming of the GCL.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
Section 02770 – Geomembrane
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest Version American Society of Testing and Materials (ASTM) Standards:
ASTM D 5887 Test Method for Measurement of Index Flux Through Saturated Geosynthetic Clay Liner Specimens using a Flexible Wall Permeameter
ASTM D 5888 Guide for Storage and Handling of Geosynthetic Clay Liners
ASTM D 5890 Test Method for Swell Index of Clay Mineral Component of Geosynthetic Clay Liners
ASTM D 5891 Test Method for Fluid Loss of Clay Component of Geosynthetic Clay Liners
ASTM D 5993 Test Method for Measuring Mass per Unit Area of Geosynthetic Clay Liners
1.04 QUALIFICATIONS
A. GCL Manufacturer:
1. The Manufacturer shall be a well-established firm with more than five (5) years of experience in the manufacturing of GCL.
2. The GCL Manufacturer shall be responsible for the production of GCL rolls and shall have sufficient production capacity and qualified personnel to provide material meeting the requirements of this Section and the construction schedule for this project.
B. GCL Installer:
1. The Geosynthetic Installer shall install the GCL and shall meet the requirements of Section 02770 Subpart 1.04. B and this Section.
2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for field handling, deploying, temporarily restraining (against wind), and other aspects of the

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deployment and installation of the GCL and other geosynthetic components of the project.
1.05 SUBMITTALS
A. At least 7 days before transporting any GCL to the site, the Manufacturer shall provide the following documentation to the Construction Manager for approval.
1. list of material properties, including test methods utilized to analyze/confirm properties.
2. GCL samples.
3. projected delivery dates for this project.
4. Manufacturing quality control certificates for each shift's production for which GCL for the project was produced, signed by responsible parties employed by the Manufacturer (such as the production manager).
5. Manufacturer Quality Control (MQC) certificates, including:
a. roll numbers and identification; and
b. MQC results, including description of test methods used, outlined in Subpart 2.02 of this Section.
6. Certification that the GCL meets all the properties outlined in Subpart 2.01 of this Section.
1.06 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING
A. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the deficient materials at no additional cost to the Owner.
PART 2 – PRODUCTS
2.01 MATERIAL PROPERTIES
A. The flux of the bentonite portion of the GCL shall be no greater than 1×10-8 m3/m2-sec, when measured in a flexible wall permeameter in accordance with ASTM D 5887 under an effective confining stress of 5 pounds per square inch (psi).
B. The GCL shall have the following minimum dimensions:
1. the minimum roll width shall be 15 feet; and
2. the linear length shall be long enough to conform with the requirements specified in this Section.
C. The bentonite used to fabricate the GCL shall be comprised of at least 88 percent sodium montmorillonite.
D. The bentonite component of the GCL shall be applied at a minimum concentration of 0.75 pound per square foot (psf), when measured at a water content of 0 percent.
E. The GCL shall meet or exceed all required property values listed in Table 02772-1.

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F. The bentonite will be adhered to the backing material(s) in a manner that prevents it from being dislodged when transported, handled, and installed in a manner prescribed by the Manufacturer. The method used to hold the bentonite in place shall not be detrimental to other components of the lining system.
G. The geotextile components of the GCL shall be woven and nonwoven and have a combined mass per unit area of 9 ounces per square yard (oz./SY).
H. The GCL shall be needle punched.
2.02 INTERFACE SHEAR TESTING
A. Interface Shear test(s) shall be performed on the proposed geosynthetic and soil components in accordance with ASTM D 5321. Tests shall be performed on several geosynthetic interfaces as outlined below.
1. Hydrated GCL and Cushion Geotextile to textured HDPE Geomembrane interface - the GCL shall be underlain by prepared subgrade compacted to 90% of the maximum dry density (ASTM D 1557) at the optimum moisture content and overlain by a textured 60-mil HDPE geomembrane and cushion geotextile. The geosynthetic components of the liner system shall be allowed to “float” (i.e., not fixed) such that the failure surface can occur between any of the interfaces.
a. The test shall evaluate the interface between the woven GCL or cushion geotextile and a textured HDPE geomembrane. Before shearing, the GCL shall be hydrated under for 48 hours. The test shall be performed at normal stresses of 100, 200, and 300 psf at a shear rate of no more than 0.04 in./min. (1 mm/min.).
b. The results of this test shall have a peak apparent friction angle in excess of 25 degrees.
2. Hydrated GCL and geonet to smooth geomembrane interface - the GCL shall be underlain by prepared subgrade compacted to 90% of the maximum dry density (ASTM D 1557) at the optimum moisture content and overlain by a smooth 60-mil HDPE geomembrane and geonet. The geosynthetic components of the liner system shall be allowed to “float” (i.e., not fixed) such that the failure surface can occur between any of the interfaces.
a. The test shall evaluate the interface between the woven GCL or geonet and a smooth HDPE geomembrane. Before shearing, the GCL shall be hydrated under a loading of 250 psf for 48 hours. The test shall be performed at normal stresses of 10, 20, and 30 psi at a shear rate of no more than 0.04 in./min. (1 mm/min.).
b. The results of this test shall have a peak apparent friction angle in excess of 10 degrees.
2.03 MANUFACTURING QUALITY CONTROL (MQC)
A. The GCL shall be manufactured with quality control procedures that meet or exceed generally accepted industry standards.
B. The Manufacturer shall sample and test the GCL to demonstrate that the material complies with the requirements of this Section.
C. Any GCL sample that does not comply with this Section will result in rejection of the roll from which the sample was obtained. The Manufacturer shall replace any rejected rolls.

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D. If a GCL sample fails to meet the quality control requirements of this Section, the Design Engineer will require that the Manufacturer sample and test, at the expense of the Manufacturer, rolls manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable test results is established to determine the bounds of the failed roll(s). All rolls pertaining to failed tests shall be rejected.
E. Additional sample testing may be performed, at the Manufacturer's discretion and expense, to more closely identify the extent of any non-complying rolls and/or to qualify individual rolls.
F. Sampling shall, in general, be performed on sacrificial portions of the GCL material such that repair is not required. The Manufacturer shall sample and test the GCL to demonstrate that its properties conform to the requirements stated herein. At a minimum, the following (MQC) tests shall be performed by the Manufacturer: dry mass per unit area (ASTM D5993) and index flux at frequencies of at least one per 50,000 square feet and one per 200,000 square feet, respectively.
G. The Manufacturer shall comply with the certification and submittal requirements of this Section.
2.04 PACKING AND LABELING
A. GCL shall be supplied in rolls wrapped in impervious and opaque protective covers.
B. GCL shall be marked or tagged with the following information:
1. Manufacturer's name;
2. product identification;
3. lot number;
4. roll number; and
5. roll dimensions.
2.05 TRANSPORTATION, HANDLING AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the GCL incurred prior to and during transportation to the site.
B. Handling, storage, and care of the GCL at the site prior to and following installation, are the responsibility of the Geosynthetic Installer, until final acceptance by the Owner.
C. The GCL shall be stored and handled in accordance with ASTM D 5888.
D. The Geosynthetic Installer shall be liable for all damage to the materials incurred prior to and during transportation to the site including hydration of the GCL prior to placement.
E. The GCL shall be on-site at least 14 days prior to the scheduled installation date to allow for completion of conformance testing described in Subpart 3.07 of this Section.
PART 3 – EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer shall carefully inspect the installed work of all other Sections and verify that all work is complete to the point where the installation of this Section may properly commence without adverse impact.
B. If the Geosynthetic Installer has any concerns regarding the installed work of other Sections, he should notify the Construction Manager in writing prior to commencing the work. Failure to

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notify the Construction Manager or commencing installation of the GCL will be construed as Geosynthetic Installer's acceptance of the related work of all other Sections.
C. A pre-installation meeting shall be held to coordinate the installation of the GCL with the installation of other components of the lining system.
3.02 SURFACE PREPARATION
A. The Geosynthetics Installer shall provide certification in writing that the surface on which the GCL will be installed is acceptable. This certification of acceptance shall be given to the Design Engineer’s representative prior to commencement of geosynthetics installation in the area under consideration. Special care shall be taken to maintain the prepared soil surface.
B. Special care shall be taken to maintain the prepared soil surface. The subgrade shall be moisture conditioned prior to installation of the GCL. GCL subgrade shall be moisture conditioned the day before installation such that the surface is workable but not dry to a depth of more than 1 inch from subgrade surface.
C. No GCL shall be placed onto an area that has been softened by precipitation or that has cracked due to desiccation. The soil surface shall be observed daily to evaluate the effects of desiccation cracking and/or softening on the integrity of the prepared subgrade.
3.03 HANDLING AND PLACEMENT
A. The Geosynthetic Installer shall handle all GCL in such a manner that it is not damaged in any way.
B. In the presence of wind, all GCL shall be sufficiently weighted with sandbags to prevent their movement.
C. Any GCL damaged by stones or other foreign objects, or by installation activities, shall be repaired in accordance with Subpart 3.06 by the Geosynthetic Installer, at the expense of the Geosynthetic Installer.
D. All GCL shall be hydrated by the Geosynthetic Installer once in place by direct spraying with water. Hydrated GCL shall be defined as greater than 50% moisture content when tested in accordance with ASTM D 2216. To monitor the hydration process, small, shallow, flat bottom containers shall be deployed on the GCL surface by the CQA Consultant during water spraying to measure the amount (depth) of water applied. Minimum depth of water will be 1/8-inch. During hot, dry periods, additional water may be required. Upon completion of the direct spraying with water, the GCL shall be covered with the overlying secondary geomembrane within 2 hours. Samples of the hydrated GCL will be obtained by the CQA Consultant from locations of destructive tests in the secondary geomembrane. GCL sample holes shall be repaired in accordance with Part 3.06 of this Section.
E. The GCL shall be installed with the woven geotextile facing up (against the overlying geomembrane).
3.04 OVERLAPS
A. On slopes steeper than 10:1 (horizontal:vertical), all GCL shall be continuous down the slope, i.e., no horizontal seams shall be allowed on the slope. Horizontal seams shall be considered as any seam having an alignment exceeding 30 degrees from being perpendicular to the slope contour lines, unless otherwise approved by the Design Engineer.
B. All GCL shall be overlapped in accordance with the Manufacturer's recommended procedures. At a minimum, along the length (i.e., the sides) of the GCL placed on slopes steeper than 10:1

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(horizontal:vertical), the overlap shall be 12 inches, and along the width (i.e., the ends) the overlap shall be 24 inches.
C. At a minimum, along the length (i.e., the sides) of the GCL placed on non-sloped areas (i.e. slopes no steeper than 10:1), the overlap shall be 6-inches, and along the width (i.e., the ends) the overlap shall be 12-inches.
3.05 MATERIALS IN CONTACT WITH THE GCL
A. Installation of other components of the liner system shall be carefully performed to avoid damage to the GCL.
B. Design Engineer approved low ground pressure equipment may be driven directly on the GCL.
C. Installation of the GCL in appurtenant areas, and connection of the GCL to appurtenances shall be made according to the Drawings. The Geosynthetic Installer shall ensure that the GCL is not damaged while working around the appurtenances.
3.06 REPAIR
A. Any holes or tears in the GCL shall be repaired by placing a GCL patch over the defect. On slopes steeper than 10 percent, the patch shall overlap the edges of the hole or tear by a minimum of 2 feet in all directions. On slopes 10 percent or flatter, the patch shall overlap the edges of the hole or tear by a minimum of 1 foot in all directions. The patch shall be secured with a Manufacturer recommended water-based adhesive.
B. Care shall be taken to remove any soil, rock, or other materials, which may have penetrated the torn GCL.
C. The patch shall not be nailed or stapled.
3.07 CONFORMANCE TESTING
A. Samples of the GCL will be removed by the CQA Engineer and sent to a Geosynthetic CQA Laboratory for testing to ensure conformance with the requirements of this Section and the CQA Plan. The Geosynthetic Installer shall assist the CQA Engineer in obtaining conformance samples. The Geosynthetic Installer shall account for this testing in the installation schedule.
B. At a minimum, the following conformance tests will be performed at a minimum frequency rate of one sample per 100,000 square feet: mass per unit area (ASTM D 5993) and bentonite moisture content (ASTM D 5993). At a minimum, the following conformance tests will be performed at a frequency of one sample per 400,000 square feet: index flux (ASTM D 5887). If the GCL Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of 100,000 square feet (90,000 square feet), then the Geosynthetic Installer shall pay the cost for all additional testing.
C. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with the requirements of Subpart 2.01 of this Section until passing conformance test results are obtained for all material that is received at the site. This additional testing shall be performed at the expense of the Geosynthetic Installer.
D. Any GCL that is not certified by the Manufacturer in accordance with Subpart 1.05 of this Section or that does not meet the requirements specified in Subpart 2.01 shall be rejected and replaced by the Geosynthetic Installer, at the expense of the Geosynthetic Installer.
3.08 PROTECTION OF WORK
A. The Geosynthetic Installer shall protect all work of this Section.

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B. In the event of damage, the Geosynthetic Installer shall immediately make all repairs and replacements necessary to the approval of the CQA Engineer, at the expense of the Geosynthetic Installer.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for GCL will be measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
• Submittals.
• Quality Control.
• Shipping, handling and storage.
• Overlaps and seaming.
• Layout survey.
• Mobilization.
• Rejected material.
• Rejected material removal, handling, re-testing, and repair.
• Overlaps and seaming.
• Temporary anchorage.
• Visqueen.
TABLE 02772-1 REQUIRED GCL PROPERTY VALUES
PROPERTIES QUALIFIERS UNITS SPECIFIED(1) VALUES TEST METHOD
Bentonite Content4 minimum lb/ft3 0.75 ASTM D 5993
Bentonite Swell Index minimum mL/2g 24 ASTM D 5890
Bentonite Fluid Loss maximum mL 18 ASTM D 5891
Hydraulic Index Flux maximum m3/m2-s 1 x 10-8 ASTM D 58873

Notes: (1) All values represent minimum average roll values (i.e., any roll in a lot should meet or exceed the values in this table).
(2) Interface shear strength testing shall be performed, by the CQA Engineer, in accordance with Part 2.02 of this Section.
(3) Hydraulic flux testing shall be performed under an effective confining stress of 5 pounds per square inch.
(4) Measured at a moisture content of 0 percent; also known as mass per unit area

[END OF SECTION]

Cell 4B Lining System Construction Geonet
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02773-1 December 2007Revised January 2009Revised August 2009
SECTION 02773 GEONET PART 1 – GENERAL
1.01 SCOPE
A. The Geosynthetic Installer shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for installation of the geonet. The work shall be carried out as specified herein and in accordance with the Drawings and Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage, and seaming of the geonet.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
Section 02225 – Drainage Aggregate
Section 02616 – Polyvinyl Chloride (PVC) Pipe
Section 02770 – Geomembrane
Section 02771 – Geotextile
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest Version American Society of Testing and Materials (ASTM) Standards:
ASTM D792 Standard Test Methods for Specific Gravity and Density of Plastics by Displacement
ASTM D1505 Standard Test Method for Density of Plastics by the Density-Gradient Technique
ASTM D1603 Standard Test Method for Carbon Black in Olefin Plastics
ASTM D4218 Standard Test Method for Determination of Carbon Black Content in Polyethylene Compounds by Muffle-Furnace Technique
ASTM D4716 Standard Test Method for Constant Head Hydraulic Transmissivity (In-Place Flow) of Geotextiles and Geotextile Related Products
ASTM D5199 Standard Test Method for Measuring Nominal Thickness of Geosynthetics
1.04 QUALIFICATIONS
A. Geonet Manufacturer:
1. The Manufacturer shall be a well-established firm with more than five (5) years of experience in the manufacturing of geonet.

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2. The Manufacturer shall be responsible for the production of geonet rolls and shall have sufficient production capacity and qualified personnel to provide material meeting the requirements of this Section and the construction schedule for this project.
B. Geonet Installer:
1. The Geosynthetic Installer shall meet the requirements of Subpart 1.04. B of Section 02770, and this Section.
2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for field handling, deploying, temporarily restraining (against wind and re-curling), and other aspects of the deployment and installation of the geonet and other geosynthetic components of the project.
1.05 SUBMITTALS
A. At least 7 days before transporting any geonet to the site, the Manufacturer shall provide the following documentation to the Construction Manager for approval.
1. list of material properties, including test methods utilized to analyze/confirm properties.
2. geonet samples.
3. projected delivery dates for this project.
4. Manufacturing Quality Control (MQC) certificates for each shift's production for which geonet for the project was produced, signed by responsible parties employed by the Manufacturer (such as the production manager). MQC certificates shall include:
a. roll numbers and identification; and
b. MQC results, including description of test methods used, outlined in Subpart 2.01 of this Section.
c. Certification that the geonet meets all the properties outlined in Subpart 2.01 of this Section.
1.06 CONSTRUCTION QUALITY ASSURANCE (CQA)
A. The Geosynthetic Installer shall ensure that the materials and methods used for producing and handling the geonet meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Design Engineer, will be rejected and shall be repaired or replaced, at the Geosynthetic Installer’s expense.
B. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the deficient materials at now additional cost to the Owner.
PART 2 – PRODUCTS
2.01 GEONET PROPERTIES
A. The Manufacturer shall furnish geonet having properties that comply with the required property values shown on Table 02773-1.

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B. In addition to documentation of the property values listed in Table 02773-1, the geonet shall contain a maximum of one percent by weight of additives, fillers, or extenders (not including carbon black) and shall not contain foaming agents or voids within the ribs of the geonet.
2.02 MANUFACTURING QUALITY CONTROL (MQC)
A. The geonet shall be manufactured with MQC procedures that meet or exceed generally accepted industry standards.
B. Any geonet sample that does not comply with the Specifications will result in rejection of the roll from which the sample was obtained. The Geonet Manufacturer shall replace any rejected rolls at no additional cost to Owner.
C. If a geonet sample fails to meet the MQC requirements of this Section, then the Geonet Manufacturer shall sample and test each roll manufactured, in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable test results is established.
D. Additional sample testing may be performed, at the Geonet Manufacturer’s discretion and expense, to more closely identify any non-complying rolls and/or to qualify individual rolls.
E. Sampling shall, in general, be performed on sacrificial portions of the geonet material such that repair is not required. The Manufacturer shall sample and test the geonet, at a minimum, once every 100,000 square feet to demonstrate that its properties conform to the values specified in Table 02773-1.
F. At a minimum, the following MQC tests shall be performed:
Test Procedure
Density ASTM D 792 or D 1505
Thickness ASTM D 5199
Carbon Black Content ASTM D 1603

G. The hydraulic transmissivity test (ASTM D 4716) in Table 02773-1 need not be performed at a frequency of one per 100,000 square feet. However, the Geonet Manufacturer will certify that this test has been performed on a sample of geonet identical to the product that will be delivered to the Site. The Geonet Manufacturer shall provide test results as part of MQC documentation.
H. The Geonet Manufacturer shall comply with the certification and submittal requirements of this Section.
2.03 LABELING
A. Geonet shall be supplied in rolls labeled with the following information:
1. manufacturer’s name;
2. product identification;
3. lot number;
4. roll number; and
5. roll dimensions.

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2.04 TRANSPORTATION
A. Transportation of the geonet shall be the responsibility of the Geonet Manufacturer. The Geonet Manufacturer shall be liable for all damages to the materials incurred prior to and during transportation to the site.
B. Geonet shall be delivered to the site at least 7 days before the scheduled date of deployment to allow the CQA Engineer adequate time to inventory the geonet rolls and obtain additional conformance samples, if needed. The Geosynthetic Installer shall notify the CQA Engineer a minimum of 48 hours prior to any delivery.
2.05 HANDLING AND STORAGE
A. The Geosynthetic Manufacturer shall be responsible for handling, off-loading, storage, and care of the geonet prior to and following installation at the Site. The Geosynthetic Installer shall be liable for all damages to the materials incurred prior to final acceptance of the geonet drainage layer by the Owner.
B. The geonet shall be stored off the ground and out of direct sunlight, and shall be protected from mud and dirt. The Geosynthetic Installer shall be responsible for implementing any additional storage procedures required by the Geonet Manufacturer.
2.06 CONFORMANCE TESTING
A. Conformance testing, if required, shall be performed in accordance with the CQA Plan. The Geosynthetics installer shall assist the CQA Engineer in obtaining conformance samples, if requested. The CQA Engineer has the option of collecting samples at the manufacturing facility.
B. Passing conformance testing results, if applicable, are required before any geonet is deployed.
C. Samples shall be taken at a minimum frequency of one sample per 200,000 square feet with a minimum of one sample per lot. If the Geonet Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of 200,000 square feet (180,000 square feet), then the Geosynthetic Installer shall pay the cost for all additional testing.
D. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with the requirements of Subpart 2.01 of this Section until passing conformance test results are obtained for all material that is received at the Site. This additional testing shall be performed at the expense of the Geosynthetic Installer.
E. Any geonet that are not certified in accordance with Subpart 1.05 of this Section, or that conformance testing indicates do not comply with Subpart 2.01 of this Section, will be rejected by the CQA Engineer. The Geonet Manufacturer shall replace the rejected material with new material at no additional cost to the Owner.
PART 3 – EXECUTION
3.01 HANDLING AND PLACEMENT
A. On slopes steeper than 10:1 (horizontal:vertical), all geonet shall be continuous down the slope, i.e., no horizontal seams shall be allowed on the slope. Horizontal seams shall be considered as any seam having an alignment exceeding 20 degrees from being perpendicular to the slope contour lines, unless otherwise approved by the Design Engineer.
B. Geonet shall be placed with the machine direction perpendicular to the contour intervals (i.e. placed with machine direction in line with the direction of flow).

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C. The geonet shall be handled in such a manner as to ensure it is not damaged in any way.
D. Precautions shall be taken to prevent damage to underlying layers during placement of the geonet.
E. The geonet shall be installed in a manner that minimizes wrinkles.
F. Care shall be taken during placement of geonet to prevent dirt or excessive dust in the geonet that could cause clogging and/or damage to the adjacent materials.
3.02 JOINING AND TYING
A. Adjacent panels of geonet shall be overlapped by at least 4 inches These overlaps shall be secured by tying with nylon ties.
B. Tying shall be achieved by plastic fasteners or polymer braid. Tying devices shall be white or yellow for easy inspection. Metallic devices shall not be used.
C. Tying shall be performed at a minimum interval of every 5 feet along the geonet roll edges and 2 feet along the geonet roll ends.
3.03 REPAIR
A. Any holes or tears in the geonet shall be repaired by placing a patch extending 1 foot. beyond the edges of the hole or tear. The patch shall be placed under the panel and secured to the original geonet by tying every 6 inches with approved tying devices. If the hole or tear width across the roll is more than 50 percent of the width of the roll, then the damaged area shall be cut out and the two portions of the geonet shall be joined in accordance with the requirements of Subpart 3.02 of this Section.
3.04 PRODUCT PROTECTION
A. The Geosynthetics Installer shall use all means necessary to protect all prior work, and all materials and completed work of other Sections.
B. In the event of damage to the geonet, the Geosynthetic Installer shall immediately make all repairs per the requirements of this Section.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements set forth in this Section for geonet will be measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
• Submittals.
• Quality Control.
• Shipping, handling, and storage.
• Overlaps and seaming.
• Layout survey.
• Offloading.
• Mobilization.
• Rejected material.
• Rejected material removal, handling, re-testing, and repair.
• Temporary anchorage.

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TABLE 02773-1
REQUIRED GEONET PROPERTY VALUES

PROPERTIES QUALIFIERS UNITS SPECIFIED(1)
VALUES
TEST METHOD
Resin Density Minimum g/cc 0.94 ASTM D792 or D1505
Carbon Black Content Range % 2.0 – 3.0 ASTM D1603 or D4218
Thickness Minimum Mils 300 ASTM D5199
Transmissivity(2) Minimum m2 / sec 8 x 10-3 ASTM D4716

Notes: (1) All values (except transmissivity) represent average roll values.
(2) Transmissivity shall be measured using water at 68°F with a gradient of 0.1 under a confining pressure of 7,000 lb/ft2. The geonet
shall be placed in the testing device between 60-mil HDPE smooth geomembrane. Measurements are taken one hour after
application of confining pressure.

[ END OF SECTION ]

Cell 4B Lining System Construction Cast-in-Place Concrete
SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 03400-1 December 2007Revised January 2009Revised August 2009
SECTION 03400 CAST-IN-PLACE CONCRETE
PART 1 – GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, transportation and equipment necessary to construct a cast-in-place spillway crossing as shown on the Drawings and as specified herein.
B. The Work shall include, but not be limited to, procurement, delivery, subgrade preparation, formwork, concrete placement, control joints, surface treatment, and curing.
1.02 RELATED SECTIONS
None.
1.03 REFERENCES
A. Drawings
B. Construction Quality Assurance (CQA) Plan
C. Latest version of American Concrete Institute (ACI) standards:
ACI 117 Tolerances for Concrete Construction and Materials
ACI 211.1 Selecting Proportions for Normal, Heavyweight, and Mass Concrete
ACI 301 Structural Concrete for Buildings
ACI 304R Measuring, Mixing, Transporting, and Placing Concrete
ACI 308 Standard Practice for Curing Concrete
ACI 318 Building Code Requirements for Reinforced Concrete
ACI 347R Formwork for Concrete
D. Latest version of the American Society for Testing and Materials (ASTM) standards:
ASTM A 615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement
ASTM C 33 Concrete Aggregates
ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens
ASTM C 94 Ready- Mixed Concrete
ASTM C 127 Specific Gravity and Adsorption of Coarse Aggregate
ASTM C 128 Specific Gravity and Adsorption of Fine Aggregate
ASTM C 143 Slump of Hydraulic Cement Concrete
ASTM C 150 Portland Cement

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ASTM C 171 Sheet Materials for Curing Concrete
ASTM C 192 Making and Curing Concrete Test Specimens in the Laboratory
ASTM C 309 Liquid Membrane - Forming Compounds for Curing Concrete
ASTM C 403 Time of Setting of Concrete Mixtures by Penetration Resistance
ASTM C 494 Chemical Admixtures for Concrete
ASTM C 618 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete
1.04 SUBMITTALS
A. At least 7 days prior to construction of the concrete, Contractor shall submit a mix design for the type of concrete. Submit a complete list of materials including types, brands, sources, amount of cement, fly ash, pozzolans, retardants, and admixtures, and applicable reference specifications for the following:
1. Slump design based on total gallons of water per cubic yard.
2. Type and quantity of cement.
3. Brand, type, ASTM designation, active chemical ingredients, and quantity of each admixture.
4. Compressive strength based on 28-day compression tests.
B. Delivery Tickets:
1. Provide duplicate delivery tickets with each load of concrete delivered, one for Contractor's records and one for the Construction Manager, with the following information:
a. Date and serial number of ticket.
b. Name of ready-mixed concrete plant, operator, and job location.
c. Type of cement, admixtures, if any, and brand name.
d. Cement content, in bags per cubic yard (CY) of concrete, and mix design.
e. Truck number, time loaded, and name of dispatcher.
f. Amount of concrete (CY) in load delivered.
g. Gallons of water added at job, if any, and slump of concrete after water was added.
C. Delivery
1. The Concrete Manufacturer shall be liable for all damage to the materials incurred prior to and during transportation to the Site.
1.05 MANUFACTURER QUALITY CONTROL (MQC)
A. Aggregates shall be sampled and tested in accordance with ASTM C 33.
B. Concrete test specimens shall be made, cured, and stored in conformity with ASTM C 192 and tested in conformity with ASTM C 39.
C. Slump shall be determined in accordance with ASTM C 143.

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1.06 LIMITING REQUIREMENTS
A. Unless otherwise specified, each concrete mix shall be designed and concrete shall be controlled within the following limits:
1. Concrete slump shall be kept as low as possible, consistent with proper handling and thorough compaction. Unless otherwise authorized by the Design Engineer, slump shall not exceed 5 inches.
2. The admixture content, batching method, and time of introduction to the mix shall be in accordance with the manufacturer's recommendations for minimum shrinkage and for compliance with this Section. A water-reducing admixture may be included in concrete.
PART 2 – PRODUCTS
2.01 PROPORTIONING AND DESIGN MIXES
A. Concrete shall have the following properties.
1. 3,000 pounds per square inch (psi), 28-day compressive strength.
2. Slump range of 1 to 5 inches.
3. Coarse Aggregate Gradation, ASTM C 33, Number 57 or 67.
B. Retarding admixture in proportions recommended by the manufacturer to attain additional working and setting time from 1 to 5 hours.
2.02 CONCRETE MATERIALS
A. Cement shall conform to ASTM C 150 Type II.
B. Water shall be fresh and clean, free from oils, acids, alkalis, salts, organic materials, and other substances deleterious to concrete.
C. Aggregates shall conform to ASTM C 33. Aggregates shall not contain any substance which may be deleteriously reactive with the alkalis in the cement, and shall not possess properties or constituents that are known to have specific unfavorable effects in concrete.
D. The Contractor may use a water reducing chemical admixture. The water reducing admixture shall conform to ASTM C 494, Type A. The chemical admixture shall be approved by the Design Engineer.
2.03 REINFORCING STEEL
A. The reinforcing steel shall be Grade 60 in accordance with ASTM A 615.
B. Unless otherwise noted on the Drawings, all reinforcement bars shall be No. 3 (3/8-inch diameter) in accordance with ASTM A 615 and welded wire fabric shall be sized as 6 x 6, W1.4 x W1.4.
PART 3 – EXECUTION
3.01 BATCHING, MIXING, AND TRANSPORTING CONCRETE
A. Batching shall be performed according to ASTM C 94, ACI 301, and ACI 304R, except as modified herein. Batching equipment shall be such that the concrete ingredients are consistently measured within the following tolerances: 1 percent for cement and water, 2 percent for aggregate, and 3 percent for admixtures. Concrete Manufacturer shall furnish mandatory batch ticket information for each load of ready mix concrete.

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B. Machine mixing shall be performed according to ASTM C 94 and ACI 301. Mixing shall begin within 30 minutes after the cement has been added to the aggregates. Concrete shall be placed within 90 minutes of either addition of mixing water to cement and aggregates or addition of cement to aggregates. Additional water may be added, provided that both the specified maximum slump and water-cement ratio are not exceeded. When additional water is added, an additional 30 revolutions of the mixer at mixing speed is required. Dissolve admixtures in the mixing water and mix in the drum to uniformly distribute the admixture throughout the batch.
C. Transport concrete from the mixer to the forms as rapidly as practicable. Prevent segregation or loss of ingredients. Clean transporting equipment thoroughly before each batch. Do not use aluminum pipe or chutes. Remove concrete which has segregated in transporting and dispose of as directed.
3.02 SUBGRADE PREPARATION
A. Subgrade shall be graded to the lines and elevations as shown on the Drawings.
B. Standing water, mud, debris, and foreign matter shall be removed before concrete is placed.
3.03 PLACING CONCRETE
A. Place concrete in accordance with ACI 301, ACI 318, and ACI 304R. Place concrete as soon as practicable after the forms and the reinforcement have been approved by the CQA Engineer. Do not place concrete when weather conditions prevent proper placement and consolidation, in uncovered areas during periods of precipitation, or in standing water. Prior to placing concrete, remove dirt, construction debris, water, snow, and ice from within the forms. Deposit concrete as close as practicable to the final position in the forms. Place concrete in one continuous operation from one end of the structure towards the other
B. Ensure reinforcement is not disturbed during concrete placement.
C. Do not allow concrete temperature to decrease below 50 °F while curing. Cover concrete and provide sufficient heat to maintain 50 °F minimum adjacent to both the formwork and the structure while curing. Limit the rate of cooling to 5 °F in any 1 hour and 50 °F per 24 hours after heat application.
D. Do not spread concrete with vibrators. Concrete shall be placed in final position without being moved laterally more than 5 feet.
E. When placing of concrete is temporarily halted or delayed, provide construction joints.
F. Concrete shall not be dropped a distance greater than 5 feet.
G. Place concrete with aid of internal mechanical vibrator equipment capable of 9,000 cycles/minute. Transmit vibration directly to concrete.
H. Hot Weather:
1. Comply with ACI 304R.
2. Concrete temperature shall not exceed 90°F.
3. At air temperatures of 80°F or above, keep concrete as cool as possible during placement and curing. Cool forms by water wash.
4. Evaporation reducer shall be used in accordance with manufacturer recommendations (Subpart 2.02).

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3.04 CURING AND PROTECTION
A. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury in accordance with ACI 308.
B. Immediately after placement, protect concrete from plastic shrinkage by applying evaporation reducer in accordance with manufacturer recommendations (Subpart 2.02).
C. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete (Subpart 2.02).
D. Protect from damaging mechanical disturbances, particularly load stresses, heavy shock, and excessive vibration.
E. Membrane curing compound shall be spray applied at a coverage of not more than 300 square feet per gallon. Unformed surfaces shall be covered with curing compound within 30 minutes after final finishing. If forms are removed before the end of the specified curing period, curing compound shall be immediately applied to the formed surfaces before they dry out.
F. Curing compound shall be suitably protected against abrasion during the curing period.
G. Film curing will not be allowed.
3.05 FORMS
A. Formwork shall prevent leakage of mortar and shall conform to the requirements of ACI 347R.
B. Do not disturb forms until concrete is adequately cured.
C. Form system design shall be the Contractor’s responsibility.
3.06 CONTROL JOINTS
A. Control joints shall consist of plastic strips set flush with finished surface or ¼-inch wide joints formed with a trowel immediately after pouring or cut with a diamond saw within 12 hours after pouring.
B. Control joints shall be installed in a 15 foot by 15 foot grid spacing along the slab unless otherwise approved by the Design Engineer. Control joints shall be no greater than 1 ½ inches below the surface.
3.07 SLAB FINISHES
A. Unformed surfaces of concrete shall be screeded and given an initial float finish followed by additional floating, and troweling where required.
B. Concrete shall be broom finished.
3.08 SURVEY
A. The Surveyor shall locate the features of the concrete structure. The dimensions, locations and elevations of the features shall be presented on the Surveyor’s Record Drawings.
PART 4 – MEASUREMENT AND PAYMENT
4.01 GENERAL

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A. Providing for and complying with the requirements set forth in this Section for Cast-In-Place Concrete will be measured as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the work:
• Mobilization.
• Submittals.
• Quality Control.
• Excavation.
• Subgrade preparation.
• Concrete batching, mixing, and delivery.
• Layout and as-built Record Survey.
• Subgrade preparation.
• Reinforcing steel.
• Formwork.
• Concrete placement and finishing.
• Sawcutting and control joints.
• Rejected material removal, handling, re-testing, repair, and replacement.
[ END OF SECTION ]

EXHIBIT B

SEISMIC DEFORMATION
ANALYSIS CALCULATION
PACKAGE

EXHIBIT C

REVISED PIPE STRENGTH
ANALYSIS CALCULATION
PACKAGE

EXHIBIT D

REVISED COMPARISON OF
FLOW THROUGH COMPACTED
CLAY LINER AND
GEOSYNTHETIC CLAY LINER
CALCULATION PACKAGE

EXHIBIT A

SLOPE STABILITY
ANALYSIS CALCULATION
PACKAGE