DRC-2025-001309

299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111
[phone] ▪ Fax: [phone] ▪ www.energysolutions.com

April 22, 2025 CD-2025-079

Mr. Doug Hansen, Director
Division of Waste Management and Radiation Control
P.O. Box 144880
Salt Lake City, UT 84114-4880

Subject: Groundwater Quality Discharge Permit UGW450005: Response to the Request
for Information Related to a Request for Approval to Construct an Evaporation
Pond

Dear Mr. Hansen:
EnergySolutions is pleased to respond to the Request for Information1 issued by the
Director of the Division of Waste Management and Radiation Control concerning the
proposed construction of a new evaporation pond.2 The Director has requested further
details regarding the construction process and the composition of the materials to be used
in the project, to facilitate approval for its development. EnergySolutions has addressed
each of the Director’s specific inquiries in responses provided below.
Engineering:
1) The Division acknowledges the response to this RFI. After construction, it is
suggested that EnergySolutions adequately maintain and observe these vents
during the facilitation of the Pond. The Division shall inspect this aspect of the
Pond per Best Available Technology (BAT) inspections post-construction
under a separate letterhead.
EnergySolutions’ Response: EnergySolutions will maintain and observe the vents
during the Pond’s in-service operation.
9) Located in the “2024 Evaporation Pond CQA/QC Plan” under
INTRODUCTION, third paragraph, item #6 notes, “Lift thickness
measurement can be made by means of the grade pole method or by the GPS
survey method utilized during the 2024 Class A West Phase 6 Final Cover
project.” The letter sent to EnergySolutions (DRC-2024-006508) regarding
GPS requirement to be utilized in the 2024 Class A West Phase 6 Final Cover

1 Hansen, J.D. “RFI to the Request for Approval to Construct an Evaporation Pond Ground Water Quality
Discharge Permit (Permit) UGW450005 Radioactive Material License UT 2300249 (RML).” (DRC-
2025-001040). Letter to Mathew R. Schon of EnergySolutions from Douglas J. Hansen of the Division of
Waste Management and Radiation Control. April 9, 2025.
2 Anderson, J. “Groundwater Quality Discharge Permit UGW450005; Radioactive Material License UT
2300249: Request for Approval to Construct an Evaporation Pond.” (CD-2024-080). Letter to Douglas J.
Hansen of the Division of Waste Management and Radiation Control from Jonathan Anderson of
EnergySolutions. April 10, 2024.
Mr. Doug Hansen
CD-2025-079
April 22, 2025
Page 2 of 19

299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111
[phone] ▪ Fax: [phone] ▪ www.energysolutions.com

Project restricted the use of those methods to that project. Should
EnergySolutions choose to utilize similar methods prescribed during that
construction process, they should be treated under a separate submittal.
Please revise this page within the submission to omit the consideration of the
2024 Class A West Phase 6 Final Cover Project.
EnergySolutions’ Response: The reference to the GPS survey method of the 2024
Class A West Phase 6 Final Cover Project has been removed from the 2024
Evaporation Pond CQA/QC Plan. Clay Subgrade Lift thickness will be measured
by the grade pole method described in Specification 17 of the 2024 Evaporation
Pond CQA/QC Plan. A copy of the revised 2024 Evaporation Pond CQA/QC Plan
and the relevant specifications in red line strikeout form are attached.
10) Section 2.2.7 of the “2024 Evaporation Pond CQA/QC Plan” discusses the
sequence of construction of the new groundwater wells. The subsection notes
the wells “will be considered for installation during or following the
construction of the Pond.” The Division has internally discussed this sequence
and requests EnergySolutions to construct the wells prior to construction to
allow for adequate baseline groundwater testing prior to construction. Please
revise the submission or respond to this RFI suggesting alternatives with
justification.
EnergySolutions’ Response: Whereas EnergySolutions prefers to install the wells
post pond construction to avoid any risk damaging the wells during construction,
EnergySolutions will plan to install the wells as soon as possible, pending the
availability of a qualified driller. The installation of the wells and the protection of
the wells during pond construction will be closely coordinated with the General
Contractor and all Subcontractors. At a minimum the wells will be identified with
high visibility materials but will also be protected to the extent practicable with
protective barriers. A copy of the revised 2024 Evaporation Pond CQA/QC Plan
and the relevant specifications in red line strikeout form are attached.
11) Please provide the minimum requirement for Non-Destructive Seam Testing
within Specification 40.
EnergySolutions’ Response: Specification 40 of the CQA/QC Plan has been
updated to include the word “all” and read that, “Where practicable, all production
welding using the fusion method shall be tested using the “Seam Air Pressure
Test” (ASTM D 5820)…” The intent of this revision is to require all fusion welds
be tested using an air pressure testing methodology, unless an air pressure test
cannot be performed; in which case the seam shall be tested by the “Vacuum Test”
(ASTM D5641). The actual number of tests is not quantified, because it is directly
dependent upon the number of seams created during construction. A panel layout
plan will be provided prior to installation by the Geosynthetics Contractor (i.e. a
subcontractor to the General Contractor) and approved per the CQA/QC Plan
Specification 28 by Quality Control (QC) and Quality Assurance (QA) contractors.
Mr. Doug Hansen
CD-2025-079
April 22, 2025
Page 3 of 19

299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111
[phone] ▪ Fax: [phone] ▪ www.energysolutions.com

All welds will be examined by QC and QA contractors. All testing results will be
documented and reported to the Director in the As-Built Report. A copy of the
revised 2024 Evaporation Pond CQA/QC Plan and the relevant specifications in
red line strikeout form are attached.

The following Engineering RFIs can be found within the original submission letter
(DRC-2024-005275; CD-2024-080):

12) Engineering Drawing Sheet 23003 C04 displays cross-section C “SPILLWAY
CROSS-SECTION.” The 60 mil HDPE primary liner appears to be installed
at the crest of the embankment at the spillway by means of “BATTEN &
BOLT.” Please provide clarification to the intention of this design or revise
the drawing to justify why EnergySolutions feels that this design would not
pose as a weak point in the liner system due to this portion of the liner not
being tied into the anchor trench.
EnergySolutions’ Response: Clarifications have been made to Section C,
Engineering Drawing 24003-C04(1) that depict the geosynthetic layers anchored in
the trench below the concrete spillway. It should be recognized that previously
constructed EnergySolutions Pond HDPE liners are observed to have continued to
function successfully without cracking 17-30 years after construction with a
similar methodology and design as proposed for the proposed spillway of the 2024
Evaporation Pond. For example, no signs of cracking or stresses are observable in
the batten and bolt connection of the HDPE to the NW Corner Pond constructed in
2007 (as shown below). The batten and bolt connection from the Primary HDPE
liner for the 2024 Pond will direct any unlikely overflow of water over the
spillway.
Mr. Doug Hansen
CD-2025-079
April 22, 2025
Page 4 of 19

299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111
[phone] ▪ Fax: [phone] ▪ www.energysolutions.com

13) Engineering Drawing Sheet 23003 C05 displays Detail 6 “APRON DETAIL.”
The leader indicated that CLEAN SAND FILL shall be placed and compacted
under the interface of the liner and concrete apron. The Division is uncertain
as to whether this area may be subjected to erosion and degradation due to
the high use in the area in which the sand can migrate between the
geosynthetic layers. Please provide justifications for the intention of this
design that would alleviate the concern for sediment migration under this
liner.
EnergySolutions’ Response: Clarifications have been added to Cross-Section J and
Detail 6 of Drawing 24003-C05(1) to show that the 80 mil Textured HDPE Apron
covering the clean sand fill placed against the concrete transfer pad will be fully
welded around the sand to contain it therein by either extrusion welds or the batten
and bolt to the Transfer Pad’s concrete face to prevent the accidental erosion of the
sand fill therethrough. The purpose of the clean sand fill is primarily to provide a
smooth transition from the transfer pad slope down to the Pond as well as help
minimize stresses to the 80 mil Textured HDPE rubsheet.

Figure 1: NW Corner Pond Spillway Batten and Bolt example, constructed in 2007 as
depicted on April 14, 2025.
Mr. Doug Hansen
CD-2025-079
April 22, 2025
Page 5 of 19

299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111
[phone] ▪ Fax: [phone] ▪ www.energysolutions.com

14) Engineering Drawing Sheet 23003 C06 displays cross-section H “SUMP
CROSS SECTION.” It appears that the Drainage Net will be punctured to
allow the HDPE Pipe to travel through the liner. Please provide a justification
for the intention of this design that also addresses the potential for sediment
migration under this liner.
EnergySolutions’ Response: Clarifications have been added to Cross-Section H of
Drawing 24003-C06(1) that depict that the10” Ø HDPE Leak Detection System
Pipe will rest upon the Secondary 60 mil LLDPE Liner minimizing any potential
voids between the Pipe and the LLDPE liner. The HDPE Drainage Net will be
placed tightly adjacent to the 10” Ø HDPE Leak Detection System Pipe and then
extend over the Pipe section that extends into the sump. An example of this
construction from the NW Corner Pond construction is shown below. Once the 60
mil HDPE Primary Liner is deployed and welded the Geosynthetic layers create a
sealed system. Appropriate care will be taken to remove sediments and the like
during construction.

Figure 2: Example of HDPE Drainage Net placement adjacent
and over the Leak Detection Pipe near the sump.
Mr. Doug Hansen
CD-2025-079
April 22, 2025
Page 6 of 19

299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111
[phone] ▪ Fax: [phone] ▪ www.energysolutions.com

15) Engineering Drawing Sheet 23003 C06 displays Cross-Section H “SUMP
CROSS SECTION.” The CONCRETE FOOTING appears to be resting on
the liner.
a. This design assumes that the liner trench depth must be adjusted at this
area based on the dimensions called out in Detail 9 on Engineering
Drawing Sheet 24003 C07. Please clarify the construction methodologies
that will result in this product. Please include information regarding the
concrete placement or pre-cast concrete installation and earthwork
modifications if applicable.
EnergySolutions’ Response: Drawing 24003-C03(0) depicts the proven anchor
trench design utilitized for other EnergySolutions ponds and describes the
anchor trench depth requirement is a minimum 3 feet deep to properly anchor
the Geosynthetic Layers (including a rubsheet layer for protection) and will
accommodate the 3.5-foot minimum height of the leak detection piping
concrete footing. Specification 9 of the CQA/QC Plan requires anchor trench
backfilling in 12-inch uncompacted lifts. Therefore, the anchor trench in the
location of the leak detection pipe anchor will need to be excavated to at least
4.5 feet deep so that a first specified compacted lift of backfill can be anchored
over the placed Geosynthetic Layers prior to casting (in place) the leak
detection pipe concrete footing. Once properly cured, the remainder of the
trench will be backfilled per the CQA/QC Plan including around the concrete
footing. Settlement is not expected in this area and proper curing time will be
allowed during construction. EnergySolutions is not aware of any issues with
the concrete footings of the other ponds nor the Geosynthetic Layers in those
areas. Drawing 24003-C06(1) has been updated to specify the increase in
depth at this location to allow for at least one 12-inch thick uncompacted lift
that is then compacted per the CQA/QC Plan over the Geosynthetics Layers.
b. The Division is uncertain whether the liner will be subjected to potential
differential settlement or differential liner material deformation due to the
change in geotechnical material utilized within the anchor trench. Please
provide justification to alleviate this uncertainty or revise the design.
EnergySolutions’ Response: At minimum of 12-inches of uncompacted lift will
be placed and compacted as specified over the Geosynthetics Layers in the
anchor trench and under the leak detection system concrete piping footing.
EnergySolutions has not observed settlement of concrete footings with its other
ponds nor the Geosynthetic Layers in those areas and it is expected that the
required compaction will help to alleviate that potential.

Mr. Doug Hansen
CD-2025-079
April 22, 2025
Page 7 of 19
299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111
[phone] ▪ Fax: [phone] ▪ www.energysolutions.com
Environmental:
2)The Division acknowledges the responses to the RFI and sub-sections.
b.The Division agrees with the construction methodologies for protecting
Soil Station S-24; however, EnergySolutions might consider relocating and
re-establishing this Soil Station in a similar manner to Station F-35R. If
EnergySolutions should choose to relocate this Soil Station, please revise
the appropriate drawings to address this RFI.
EnergySolutions’ Response: EnergySolutions will relocate and re-establish Soil
Station S-24, renamed to Soil Station S-24R, in a similar manner to F-35, prior
to relocation of the Restricted Area Boundary. The new location will be re-
established outside of the Restricted Area Boundary, consistent with all other
soil stations, and Drawing 24003-L03(1) and the CQA/QC Plan have been
updated to reflect this.
Within 30 days of completion of construction of the new 2024 Evaporation Pond
EnergySolutions will submit a set of “As-Built” drawings for the Director’s review (per
License Condition 48.C). The As-Built drawings will be marked as “As-Built” in the
final entry in the revision block and will indicate as-built conditions as they exist upon
construction completion. In an effort to make available additional evaporative storage
capacity for operation of the new East Side Rotary Facility, EnergySolutions requests that
the Director complete the review and authorize construction on or before May 31, 2025.
Should there be any questions regarding this request, please feel free to contact me at
[phone].
Sincerely,
Mathew R. Schon
Manager, Groundwater and Environmental Program
enclosures
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.
299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111
[phone] ▪ Fax: [phone] ▪ www.energysolutions.com
EXHIBIT A
Engineering Drawings 24003 L03

299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111
[phone] ▪ Fax: [phone] ▪ www.energysolutions.com

EXHIBIT B

Revision 2 of the Construction Quality Assurance / Quality

Control Plan for the 2024 Evaporation Pond

2024 EVAPORATION POND

CONSTRUCTION CQA/QC PLAN

REVISION 2 APRIL 14, 2025
EnergySolutions, LLC 2024 Evaporation Pond CQA/QC Plan
April 14, 2025 Page 1 of 14 Revision 2
2024 EVAPORATION POND CONSTRUCTION QA/QC PLAN

Table of Contents
INTRODUCTION .......................................................................................................................... 2
1.0 ORGANIZATION, RESPONSIBILITY AND AUTHORITY .......................................... 3
2.0 SCOPE OF WORK ............................................................................................................. 6
3.0 EQUIPMENT CALIBRATION ....................................................................................... 10
4.0 CHANGE CONTROL PROCEDURES ........................................................................... 10
5.0 DOCUMENTATION ....................................................................................................... 11
6.0 PROJECT SUBMITTAL AND HOLD POINTS ..............................................................13 7.0 TEST FAILURE PROTOCAL ..........................................................................................14
TABLE 1 - CQA/QC ACTIVITIES
Work Elements: General Requirements ......................................................................................................1 Foundation Preparation ....................................................................................................5 Clay Subgrade Placement .................................................................................................7
Geomembrane Liner ......................................................................................................10 Leak Detection System ..................................................................................................21 Thermoplastic Pipe ........................................................................................................25 Appendix 1: Test Methods .............................................................................................................28

Appendix 2: Forms ........................................................................................................................30 Appendix 3: Material Specifications .............................................................................................46

EnergySolutions, LLC 2024 Evaporation Pond CQA/QC Plan
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INTRODUCTION
EnergySolutions has developed this Construction Quality Assurance/Quality Control (CQA/QC)
Plan to ensure that construction activities comply with the applicable state and federal regulations, engineering plans and specifications, and good engineering practice. This CQA/QC Plan identifies inspection requirements and responsibilities for various
construction elements of the 2024 Evaporation Pond that have been designated by the engineer
of record as being important for proper function of the completed project. For the project to function as intended and to meet the applicable regulatory requirements, the following components must be tested and or inspected as indicated:

1. The pond liner and associated geosynthetics must be placed, welded, inspected and tested in conformance with standard industry standards. Prior to placement of the liner system, the subgrade must be inspected to ensure that it meets the specified design requirements and liner manufacturer requirements.

2. Pipe must be placed and tested in conformance with the design requirements to result in a watertight conveyance, and leak containment system. This includes joining of pipe, pipe penetrations, and pressure testing as specified, as well as minimum cover and protection of the pipe.

3. The pond leak detection system must flow to a common point where a pump and pressure sensor are able to measure and evacuate water that may enter the system. The overall leak detection and alarm system shall be tested prior to putting the pond into service.
4. The clay liner is required to meet the following criteria.
a. Only Unified Soil Classification of CL or ML-CL soil material shall be allowed (with ML soils not allowed). b. At least 85 percent of soil particles pass a No. 200 sieve. c. Plasticity Index (PI) shall range from 10 to 25.
d. Liquid Limit (LL) shall range from 30 to 50.
e. The compacted clay layer has minimum thickness of 1 foot. The first lift of uncompacted material shall be no greater than 12 inches and succeeding lifts shall not exceed 9 inches loose thickness. f. Compaction of at least 95 percent of the Standard Proctor Density (ASTM D-698)
shall be achieved.
g. Moisture content, at the time of placement, shall be between 0.5% below optimum and 5.0 percentage points over optimum plus as determined by ASTM D-4643 or ASTM D-2216. h. Testing of the compacted clay layer shall be performed in accordance with the
specifications and requirements contained in the attached Table 1.

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5. Final grading of the pond bottom area, along the flow line (“center” of the pond bottom), leak detection sump, and key control points shall be within ±0.1 feet of the design elevation, measured on a maximum 50 ft grid and at key control points.
6. Lift thickness measurement will be made by means of the grade pole method as
described in Specification 17 of Table 1- QA/QC ACTIVITIES. 7. Berms around the pond must meet or exceed the design elevations, minimum cross section, and material and compaction requirements. Horizontal control at grade breaks
may vary from design, if the variance(s) does not result in a clay liner thickness less than
1 ft, a slope in excess of 3:1, and do not disrupt flow to the pond leak detection sump. Berms and pond sides shall be verified at key control points. 8. The pond spillway shall meet the design dimensions, elevations and specifications
indicated on the drawings.
1.0 ORGANIZATION, RESPONSIBILITY AND AUTHORITY
1.1 EnergySolutions is both the owner and operator of its South Clive, Utah facility.
Responsibility for the design, construction, operation, and closure of the facility rests with EnergySolutions alone. 1.2 The Construction QA/QC organization for the project is as follows:

1.2.1 General Manager of Clive The General Manager of Clive reports to the Vice President of Fixed Facilities and is responsible for the oversight of site operations, including waste acceptance, sampling,
management and disposal: laboratory, engineering and health physics activities, and
carrying out activities efficiently and safely in accordance with design specifications, quality assurance program requirements, and all applicable regulations. 1.2.2 Director of Quality Assurance (DQA)

The DQA reports on Clive related issues to the General Manager of Clive and supervises the site Quality Assurance Specialist, Quality Assurance contractor(s) (i.e. Geosynthetics QA), and the Quality Assurance activities. The DQA is responsible for ensuring that the quality assurance requirements outlined in this plan are implemented. The reporting relationships allow the DQA sufficient authority and autonomy to implement and direct
the Quality Assurance Program (QAP); identify quality problems and verify implementation of solutions independent of undue influences and responsibilities, such as costs and schedules.
The DQA coordinates implementation of the CQA/QC Plan with the Clive Facility
Engineer. The DQA has the authority to stop any aspect of the work that is not in compliance with the CQA/QC Plan. After work has been stopped by the DQA, corrective action(s) shall be determined by the Clive Facility Engineer and approved by
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the DQA. Corrective actions must be undertaken to correct any defective work. Specific responsibilities of the DQA include: a. Ensure that the CQA/QC Plan is implemented, and a satisfactory level of
quality is maintained in construction QC activities;
b. Train QA staff on QA requirements and procedures; c. Schedule, coordinate, and ensure timely completion of QA assessment activities with the construction QC Group; d. Verify that construction QC personnel properly complete and document
all on-site observations and tests required to ensure compliance with the
CQA/QC Plan; e. Document any non-conforming and/or suspected non-conforming work, and document resolution of non-conforming work; f. Ensure that any changes in approved drawings and specifications follow
the change control procedures described herein and that, when
appropriate, approval from the cognizant regulatory agency has been obtained prior to the implementation of the change. 1.2.3 Regulatory Affairs Director (OWM)

The Regulatory Affairs Director (OWM) reports on Clive related compliance and permitting issues to the General Manager of Clive, supervises environmental and document control issues, and reports and interacts directly with the Utah Division of Waste Management and Radiation Control (Director) on behalf of the Clive Site.
1.2.4 Clive Facility Engineer The Clive Facility Engineer reports to the General Manager of Clive and supervises the Clive site Engineering and Quality Control personnel. The Clive Facility Engineer is
responsible for the management of facility design; including landfill construction,
engineering support, site structural engineering, soil mechanics and materials. Reviews and approves, with Environmental, Compliance and QA oversight, those designs and specifications. Initiates and provides design solutions to non-conformance or quality problems encountered during construction. The Clive Facility Engineer has the authority
to make minor changes in accordance with Section 3.0 below. The Clive Facility
Engineer shall be a Utah Registered Professional Engineer. The Clive Facility Engineer has been assigned the specific responsibility of overseeing the overall construction of the project. The Clive Facility Engineer shall oversee completion of the As-Built Drawings.
The Clive Facility Engineer may assume the roles and responsibilities of the Project Engineer, Project Manager and/or Quality Control Manager where specified in the CQA/QC Plan and project documents and as needed.

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1.2.5 Project Engineer The Project Engineer reports to the Clive Facility Engineer and is responsible for the following tasks:
a. Prepare the drawings, specifications and other documents for the construction.
b. Inspect construction activities to ensure the construction is in accordance with the project plans and specifications. c. Assist the Clive Facility Engineer in design solutions to non-conformance or quality problems encountered during construction.
d. Review proposed design, engineering, or construction changes and submit these
changes to the Clive Facility Engineer for approval, as appropriate, in accordance with Section 3.0 below. 1.2.6 Project Manager

The Project Manager is responsible for overseeing production, scheduling, and coordination activities associated with construction. The Project Manager reports directly to the Clive Facility Engineer. During construction, the Project Manager shall regularly inspect the construction site. In the extended absence of the Project Manager,
the Clive Facility Engineer shall delegate the duties of the Project Manager. The Project
Engineer may also perform the duties of the Project Manager. The Project Manager has the authority to stop any aspect of the work that is not in compliance with the CQA/QC Plan. After work has been stopped by the Project Manager, work can only be resumed with the documented approval of the corrective
action by the Clive Facility Engineer. 1.2.7 Quality Control Manager
The Quality Control Manager or designee shall implement and direct the QC portions of
this Plan; identify quality control problems; initiate, recommend, or provide quality control solutions. The Quality Control Manager reports to the Clive Facility Engineer but may also report directly to the Director of Quality Assurance.
QC testing of (geo)synthetic layers shall be performed by the (Geo)Synthetics
Contractor’s personnel. 2.0 SCOPE OF WORK 2.1 Project Purpose
The purpose of the 2024 Evaporation Pond (Pond) is to increase the overall water management capacity at the EnergySolutions Clive Facility, particularly with the addition of the East Side Rotary Facility and in anticipation of the eventual removal of the 2000 Evaporation Pond for waste placement cell space. The Pond is designed and constructed in the same fashion as the
2000 and NW Corner Evaporation Ponds and very similarly to several other evaporation ponds located and operated at the Clive Facility.
EnergySolutions, LLC 2024 Evaporation Pond CQA/QC Plan
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Please note that all pond construction activities shall be performed in accordance with the project plans and this project CQA/QC Plan. The Owner will provide all surveying and QC testing services, unless otherwise noted in the CQA/QC Plan or by contract.
2.2 Site Preparation
The following items will be included with construction of the Pond. 2.2.0 Removal of existing Security Fence and Gate: Remove and salvage approximately
550 LF of 6’ high chain link installed on T-posts and gate as needed for construction
access. Security Fencing (i.e. along the northern side of the project) will be retained during construction and removed after construction of new Restricted (RMA) Area fencing.
2.2.1 Construction of New Restricted Area Fence: Install approximately 800 LF of new
7’ high chain link fence on T-posts before completion of project. Use salvaged fencing material to the extent possible. Grade and/or add fill for drainage as shown in the drawings.
2.2.2 Addition of underground Power Line: Install approximately 600 LF of
underground power line to support the leak detection system and any further monitoring items. Power source to be from an existing power source to be determined. 2.2.3 Clearing and Grubbing: The Pond area (including berm) of approximately
150,000 sf will be cleared and grubbed removing at least 6 inches of the native materials,
scarifying to a depth of 8 inches, moisture conditioning to within 2% of optimum, and compacting to at least 95% of standard dry density, ASTM D698. Remove and stockpile (approximately 3,400 yd3 of topsoil), to a location approximately 500 feet to the east of the Pond construction site and separate from other stockpiles. Coordinate with the Owner
and remove any other debris and dispose of in the appropriate garbage receptacle.
2.2.4 Construction of temporary Construction Fencing: Install approximately 1,000 LF of 4’ tall high visibility construction fence installed no closer than 3 feet from the Restricted Area fence.

2.2.5 Gamma Monitoring Station F-35: Station F-35 will remain at its Restricted Area fenceline location on the western side of the project during construction and an additional temporary Gamma monitoring station will be positioned near the south side of the project during construction. Station F-35R will be relocated to the east side of the project area along the new Restricted Area fence when the Pond is incorporated into the restricted
area. 2.2.6 Existing Soil Monitoring Station S-24: EnergySolutions will collect a soil sample from Soil Monitoring Station S-24 prior to construction and then be moved to outside of the Restricted Area (i.e. to the other side of the adjacent road to the east of the Pond) and
renamed Soil Station S-24R prior to moving the Restricted Area fence when the Pond is incorporated into the restricted area.
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2.2.7 New Groundwater Wells: A proposed down gradient well located approximately 52 feet northeast of the northeastern corner of the Pond and proposed upgradient well located approximately 60 feet southwest of the southwestern corner of the Pond will be considered for installation during or following the construction of the Pond.

2.2.8 New Stormwater and Gray Water Pipeline(s): a new pipeline will be permitted and installed following or in conjunction with this Pond project as referred to in the Drawings.
2.3 Clay Borrow Mining
Clay borrow for the Pond clay subgrade and berms will be available from two sources. The two primary clay (CL or ML-CL) sources will be from the pond excavation itself and from a borrow pit located south of the Pond in the Clive site’s Section 5 area. It is anticipated that
approximately 9,400 yd3 of clay material will be required to construction the pond and pad
foundations, berms and clay subgrade. The Owner will provide QC personnel to supervise the clay borrow activities. Clay from Pond Excavation: It is estimated that excavation of the Pond area will yield
approximately 40,000 cy of native clay and sandy soils from which approximately 7,000 yd3 of
suitable clay is expected within a 4-foot to 9-foot depth during the pond excavation. Excavate and stockpile the suitable clay for reuse and stockpile the remaining excavated spoils to the east of the project as directed by the Owner. Clay from the Section 5 Borrow Pit: Clear and grub an area of approximately 7,400 ft2.
Stockpile topsoil (~200 yd3) adjacent to and north of the borrow pit. Excavate and stockpile suitable clay material (~2,200 yd3) as directed by the Owner. The round-trip haul distance from the Section 5 Borrow Pit to the project is approximately three miles.
2.4 Excavation
Excavate the Pond to the limits and depths indicated on the plans. Separate suitable clay material from unsuitable material and dispose of as discussed above and dispose of as previously described with Owner’s permission. Total excavation volume is estimated at 40,000 yd3, with
approximately 7,000 yd3 of suitable clay and 33,000 yd3 of unsuitable material. 2.5 Foundation Preparation Once foundation (~130,000 ft2) grade is established, compact the pond foundation to 95% of the
Standard Proctor with a minimum of two passes with a smooth drum vibratory or sheep-foot type
compactor. Over-excavation (greater than one foot below design elevation) shall be backfilled with native soil materials and compacted per the CQA/QC Plan. 2.6 Clay Subgrade Construction

After the Pond foundation (excavation) has been inspected, tested and approved, place a minimum of 1 ft of compacted clay to the lift thicknesses and by the grade stake or GPS survey methods specified in this CQA/QC Plan. Clay subgrade shall be compacted to at least 95% of
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the Standard Proctor. The area of the 1 ft of clay subgrade is approximately 130,000 ft2 and the volume of the compacted clay is approximately 5,800 yd3. 2.7 Berm Construction

After the clay subgrade has been completed, construct the clay berm around the perimeter of the Pond (~1,500 LF) as shown on the plans. The berm shall be constructed with suitable clay, as specified in the CQA/QC Plan, and placed in loose lifts not to exceed 9” in thickness. The berms shall be compacted to at least 95% of the Standard Proctor at Optimum (+/- 2%) moisture. The
compacted volume of the berms is approximately 3,200 yd3.
2.8 Liner Surface Preparation Prepare the surface (~130,000 ft2) of the clay subgrade and the berms for the installation of the
geosynthetic materials. The surface shall be free of rocks and debris that could damage the liner,
and shall be smooth drum rolled and generally regular, per the CQA/QC Plan. 2.9 Anchor Trenches
Excavate approximately 1,400 LF of trench (~5 ft wide by minimum 3 ft deep) for the anchoring
of the geosynthetics. The corners of the inside edge shall be rounded to prevent damage to the geosynthetic materials. Backfill the trenches, after the installation of the geosynthetics, with loose lifts not exceeding 12” in thickness compacted to at least 90% of the Standard Proctor for the first lift and to at least 95% of the Standard Proctor for subsequent lifts per the CQA/QC Plan.
2.10 Geosynthetic Installation Install, inspect and test approximately 130,000 ft2 of 60 mil smooth LLDPE secondary liner,
approximately 130,000 ft2 of HDPE drainage net material for the leak detection drain layer, and
approximately 130,000 ft2 of 60 mil smooth HDPE primary liner material per the project plans and this CQA/QC Plan. Install and inspect approximately 2,500 ft2 of 80 mil textured HDPE liner for rub sheets at the water transfer facility and inlet pipelines. Install and inspect approximately 1,000 ft2 of 60 mil textured HDPE liner for a rub sheet under the withdrawal pipe
section of the leak detection system as shown on the plans. All geosynthetic materials shall be
approved, handled, inspected, tested and installed per the manufacturer’s recommendation and per this CQA/QC Plan. The owner may substitute 80 mil textured HDPE for the specified 60 mil textured HDPE liner as needed. 2.11 Pond Leak Detection System
Construct a leak detection sump with drain rock and collection piping as shown on the project plans. The work includes the installation of approximately 85 ft of 10” DR 17 HDPE pipe with a custom elbow at the base of the pond slope, approximately 30 ft of perforated Sch 80 PVC pipe
with fittings, approximately 15 yd3 of clean granular fill (provided by Owner) wrapped in
approximately 1,000 ft2 of 8 oz non-woven geotextile. A higher mass per unit area nonwoven geotextile may be used if approved provided the specifications of GRI-GT12a and GRI-GT13a are obtained.
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Also, included is the construction of a concrete footing to anchor the 10” pipe and a concrete trough for the discharge pipe, per the project plans. Provide and install a pressure transducer and submersible pump within the 10” pipe and connect to discharge piping and instrumentation, as
shown on the project plans.
2.12 Piping, Valves and Fittings Provide and install approximately 95 LF of 1” CPVC pipe with three or more 90-degree elbows.
Connect 1” pipe to the submersible pump with a section of flex hose as shown on the drawings.
Install a positive displacement flow meter at the location shown in the plans. Owner to recommend or provide further guidance on the pump and flow meter. 2.13 Electrical

Owner or contractor to install approximately 600 LF of underground 1” PVC conduit and power line between an existing power source (i.e. to the northeast of the Pond) and the Pond leak detection system to provide power to the system. Install a new weatherproof 120V, 20-Amp GFCI outlet and miscellaneous electrical equipment at the Pond leak detection system. Test the
new line leak detection system for proper operation.
2.14 Spillway, Water Offload Station Pad, and Leak Detection Concrete Construct a reinforced concrete spillway, water offload station pad, and leak detection pipe
support footings per the project plans including the CQA/QC Plan. The estimated total amount
of concrete is 55 cy and must meet a minimum compressive strength of 3,500 psi. The granular fill below the concrete and reinforcement to be provided and placed per the project plans including the CQA/QC Plan.
2.15 Final Grading
Finish grade the areas around the Pond and pipelines to match the surrounding area grade and to drain away from any structures and the restricted area boundary.
2.16 Cleanup
Clean up and dispose of all construction debris. The Contractor will provide a trash receptacle. Remove all remaining construction materials. In general, the Contractor is responsible to leave a clean site free of trash, debris, and left over construction materials. Prior to final payment, the
Owner will inspect the construction site for compliance with this requirement. 3.0 EQUIPMENT CALIBRATION Measuring and testing equipment (M&TE) shall be calibrated at intervals specified by the
manufacturer and/or specifications and shall at least be calibrated on an annual basis.
Before using measuring and testing equipment on the project, the QC Manager shall provide the CQAO with the calibration documentation. Upon request, the QC Manager shall provide copies
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of the calibration documentation to the CQAO. The Original calibration documentation of in-house M&TE shall be filed in accordance with department procedures (ENG 1.1). A copy of the contractor’s synthetics testing M&TE calibrations shall be filed with the project documentation.
4.0 CHANGE CONTROL PROCEDURES
4.1 The need may arise for a design, engineering, or construction change to the project. Therefore, change control procedures have been established to ensure the design analysis remains valid upon incorporation of the change.
4.2 The general change control procedure is as follows: a. A change request may be initiated by, including but not limited to, the GM, a contractor, DQA, Quality Assurance Specialist, Project Manager, Project
Engineer, Clive Facility Engineer, OWM, or representatives of the Utah Division
of Waste Management and Radiation Control (Director). b. All proposed design, engineering, or construction changes shall be reviewed for applicability by the Project Engineer. After consultation with the Clive Facility
Engineer as well as other personnel (i.e. DQA, contractor, GM, OWM, etc.), and
if determined to be justified by the Project Engineer, the scope of the change shall be subject to the same design control measures as those applied to the original design.
c. The Project Engineer shall submit the change for approval to the Clive Facility
Engineer. The Clive Facility Engineer, with the concurrence of the DQA. GM, and OWM, determines if the change is a: 1) minor change which does not require formal approval from the Director; or, 2) major change which requires formal approval from the Director. Minor and major changes are described as follows:

1) Minor changes are defined as all changes that are not major changes. Minor changes may be implemented immediately and shall be documented as outlined in items d, e, and f in this section. The Director shall be notified of the change within 24 hours of implementation. The
Director will determine whether written notification is required.
2) Major changes are defined as changes which conflict with applicable licensing or permits, this CQA/QC Plan, or the project drawings. Major changes shall be reviewed by the GM, Clive Facility Engineer, the DQA,
and the OWM. EnergySolutions shall receive Director approval prior to
implementation of major changes. d. Upon approval, the Project Manager shall communicate the change to all affected construction, QC, and QA personnel. The Project Manager may issue an
amendment to the applicable documents and submit the amendment to the DQA
(or designee) for distribution to critical personnel (as defined below). The Project Manager may also communicate the change via a Field Directive distributed to critical personnel.
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e. As-built drawings of the project shall reflect all changes made to the project drawings.
5.0 DOCUMENTATION
5.1 Documentation of construction and inspection activities associated with the CQA/QC Plan shall consist of construction QA/QC forms and As-Built Drawings. All records shall be indexed, identifiable, retrievable and shall become a part of the permanent construction record.
5.2 Records may be corrected or updated when a change is accomplished or reviewed and approved by the originator or by the department manager or supervisor, as indicated on the organizational chart.
Records are corrected by:
a. lining out the original entry; b. entering the correction immediately adjacent to the original entry; c. having the individual making the correction initial and date the line-out; obtaining
approval initials and dates from the original signatory for the changes; and
d. all dates are to be the actual dates of the review action being performed. Records are updated by:
a. incorporating the additional data;
b. having the individual incorporating the data initial and date the data adjacent to entry; and c. obtaining approval initials and dates from the original signatory for the changes.
Any changes made to the original document subsequent to QC and/or QA review must be
reviewed and approved by the QC and/or QA reviewer. The reviewer shall indicate approval of the changes by documenting the review on the corrected original document. 5.3 Construction QA/QC Forms

Documentation requirements associated with CQA/QC activities are described in Table 1. The level of detail provided on each individual form shall be sufficient to demonstrate all work elements were conducted in accordance with the requirements described in Table 1. Any non-conforming or suspected non-conforming work and corrective actions to be taken shall also be documented.
Each form shall be signed and dated by the individual completing the form. The signature date shall be the date on which the form was reviewed and approved. Example forms are included in Appendix 2 to this CQA/QC Plan. These forms identify the minimum documentation required.
These forms may be revised if the revision does not adversely affect the overall content of the
individual form. 5.4 As-Built Report
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Within 30 days of completion of 2024 Evaporation Pond construction and prior to bringing the pond into service, EnergySolutions shall submit an As-Built report for the project. This As-Built report shall address the following issues and provide the following information:
a. Materials used in construction, test results, inspections, and certifications for the
following 1) Site Preparation and Foundation 2) Clay Liner 3) Geomembranes
4) Drainage Nets
5) Geotextiles 6) Leak Detection System 7) Berms 8) Anchor Trenches
9) Concrete structures
b. Engineering drawings showing as-constructed conditions, including deviations from as-designed and as-approved conditions.
c. Results of topographic survey of the foundation surface prior to construction of the Clay Liner and of the final Clay Liner surface.
d. Demonstration that the required Clay Liner design and constructions specifications were
met.
e. Documentation: 1) That final grading of the foundation and the Clay Liner was completed to meet design grades and approved construction tolerances.
2) That foundation and Clay Liner final grades were verified using construction
grade GPS equipment (accuracy of ±0.1 ft). 3) That the drainage rock in the leak detection system and wrapped within the geotextile satisfied specifications for such materials. 4) Of the disposition of the HDPE destructive seam samples taken from every 500
feet of seam.
5) Of tests performed, testing frequencies, and test results for all materials used in construction of the Pond.
f. All other information required to provide reasonable assurance that the construction of the 2024 Evaporation Pond will allow the Pond to perform as required to protect
underlying soils and groundwater at the facility from radioactive contaminants. 6.0 PROJECT SUBMITTAL AND HOLD POINTS The following submittals and hold points shall be satisfied and documented.
6.1 Pipe:
• Hold to verify that specified materials are supplied.
• Hold on pipe placement for QA to inspect the trench bottom bedding and compaction.
• Hold for QA to inspect the first pipe welding operation.
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• Hold on trench backfill to allow for pipe slope verifications and inspections by QA and QC. 6.2 Geotextile:

• Submittal: Quality Control Certificates, and unique identification number, for each roll of material shall be submitted, reviewed and approved.
• Hold on geotextile placement until the secondary HDPE surface has been accepted, the rub sheet placed, and the surface inspected for removal of all foreign material, (to be
verified by QA).
6.3 Granular Fill:
• Hold on granular fill placement until compliance with the rock specification has been
checked, and that the PVC pipe in the sump has been inspected by QA. 6.4 HDPE Liner:
• Submittal: Quality Control Certificates, and unique identification number, for each roll
of material shall be submitted, reviewed and approved.
• Hold on HDPE liner placement until material compliance with the CQA Plan has been verified by QA.
• Hold on HDPE liner placement until equipment certification compliance with the CQA Plan has been verified by QA.
• Hold on secondary HDPE liner placement until all foundation and clay test data have
been reviewed, the surface inspected, and the survey has been approved by QA and the Geosynthetics Contractor.
• Hold on secondary HDPE liner installation until the joint inspection with the Division has been completed. The inspection will confirm that final grading meets the approved grade
control and minimizes the number, size and depth of “bird baths”.
• Hold on drainage net and primary HDPE liner placement until the secondary HDPE surface and the surface around the sump have been inspected for removal of all foreign material (specifically gravel chips), (to be verified by QA).
7.0 TEST FAILURE PROTOCAL
In general, the protocol for failed tests shall be as follows: 7.1 Earthwork
• The QC Technician(s) performing the tests shall notify the Project Manager of any tests with failing results. In addition, failed test documentation shall be retained in the project files.
• The QC Technician(s) will also notify the contractor of the failed test(s).
• The Project Manager will direct the contractor to rework or repair the failed lot (for earthwork).
• The rework or repaired lot will be retested, and the test results will be reported to the
Project Manager.
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• If the results pass, the Project Manager will authorize subsequent work to proceed.
• If the results fail, the Project Manager will again direct the contractor to rework or repair until passing results are achieved.
7.2 Geosynthetics The geosynthetics QC failed test protocol is detailed the in CQA/QC Activities Work Elements. In general, all failed tests are documented, and the work is repaired, retested, and documented.
7.3 Dual Walled Pipes
Pressure testing and certification of the dual walled pipelines shall follow the testing procedures detailed in the Test Methods provided in Appendix 1.
CQA/QC PLAN FOR 2024 EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT - GENERAL REQUIREMENTS
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 1 of 49 Revision: 2

1) All geosynthetic materials shall be managed, installed, tested, and repaired in accordance with the manufacturer’s instructions, unless the requirements herein are more
restrictive. Likewise, QC and QA requirements for geosynthetic materials shall be in accordance with the manufacturer’s instructions, unless the requirements herein are
more restrictive. 2) BERMS: Satisfactory material shall be defined as CL or CL-ML soils based on the Unified Soil
Classification System.

3) Berms shall be constructed to the dimensions indicated on the drawings. Berms shall be constructed in lifts, with a maximum loose
thickness of nine inches and shall be compacted to a minimum of 95 percent of a standard proctor at Optimum (±2%) moisture.

Obtain and review all manufacturers’ instructions and recommendations prior to the start of the project. Provide all materials to the Project Manager and the QA Inspector.

Perform laboratory classification tests (ASTM D 2487) and a standard proctor (ASTM D 698) at a rate of 1 test per lot.
A lot is defined as 3,000 cubic yards (compacted) of specified material. Record the location of the proctor and classification sample on the "Sampling Log.”

Survey the berms at 100-foot intervals and key points. Conduct in-place density tests (ASTM D 6938) at a rate of one test per lot, per lift, and record the results on
the "Field Density Test" form. A lot is
defined as a maximum of 150 linear feet of placed berm material. Test locations shall be chosen based on random numbers.

(Geosynthetics QA) Verify that QC has obtained and reviewed all manufacturer’s instructions and recommendations prior to the start of the project, and that all the necessary forms are available and ready
for use.
Verify that classification tests and standard proctor tests have been performed every 3,000 cubic yards of
compacted material.

Review all survey results. Review all density test results to ensure lifts were placed in 9” loose lifts, compacted to 95% of a standard proctor and one test
performed at a maximum of one every
150 linear feet.

CQA/QC PLAN FOR 2024 EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT - GENERAL REQUIREMENTS
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 2 of 49 Revision: 2

Approve lots that meet the specified
compaction. Lots that fail shall be reworked and retest until required specifications have been met.

4) NUCLEAR DENSITY/MOISTURE GAUGE CALIBRATION: Each nuclear density gauge shall have current (annual) manufacturer calibration, performed in accordance with the manufacturer’s specifications, prior
to use on the project.
Ensure that manufacturer’s calibration records are on file.

Verify that the calibration records are updated and on file.

5) FORMS: Appendix 2 to this
CQA/QC Plan provides examples of
forms to be used to document required testing and inspections. Actual documentation may be provided on contractor supplied
forms, so long as all the minimum
information shown on the example forms is provided.

6) ANCHOR TRENCHES: Excavate per the drawings taking care to watch for any underlying utilities in the area. The inside face (the face closest to the centerline of the pond) of the
anchor trench shall be rounded.
Inspect the completed anchor trenches prior to placement of geosynthetic materials. Document the condition of the anchor trench on the Daily Construction Report.

CQA/QC PLAN FOR 2024 EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT - GENERAL REQUIREMENTS
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 3 of 49 Revision: 2
7) Geosynthetic materials shall extend at
a minimum to the intersection of the base of the anchor trench and the outside face of the anchor trench.
8) Seaming of geosynthetic layers shall extend at a minimum to the intersection of the inside face of the
anchor trench and the base of the anchor trench. 9) The anchor trench shall be backfilled in 12-inch uncompacted lifts. The
first lift shall be compacted to 90% of a standard proctor. All subsequent lifts shall be compacted to a minimum of 95% of a standard proctor (ASTM D 698).

10) SPILLWAY AND DISCHARGE PIPE TROUGH: Constructed per
the drawings. Concrete to be
Inspect geosynthetic material placement
in the anchor trenches prior to backfilling. Document the condition of the anchor trench on the Daily Construction Report Inform the Project Engineer and the QA Inspector of any
deviations.
Conduct in-place density tests (ASTM D 6938) at a rate of one test per lift per lot
and record the results on the "Field Density Test" form. A Lot is defined as a maximum of 500 linear feet of placed backfill material. Test locations shall be chosen based on random numbers.

Approve lots that meet the specified moisture and compaction. Lots that fail shall be reworked and retest
until required specifications have been
met. Verify construction per the drawings and record. Test one set of air entrainment
(informational), slump (informational),
(Geosynthetics QA) Inspect geosynthetic
material placement in the anchor trenches prior to backfilling.

Verify that the density tests were performed at least every 500 linear feet.
Verify the first lift was compacted to 90% of a standard proctor and all subsequent lifts were compacted to 95% of a standard proctor.
CQA/QC PLAN FOR 2024 EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT - GENERAL REQUIREMENTS
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 4 of 49 Revision: 2
minimum 3500 psi strength,
chamfered edges, and broom finish. Reinforcement to be #4 epoxy coated ASTM A615, Grade 60 bars with
minimum 3” clearance to concrete surface. Placed as specified in the drawings. Granular fill and drain rock,
minimum 6” depth of free draining and compacted (no density testing).

temperature (informational), and
compressive strength (7 day, two 14 days, 28 day and one hold). Verify and record.
Verify and record.
CQA/QC PLAN FOR 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT - FOUNDATION PREPARATION
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 5 of 49 Revision: 2
11) EXCAVATION: Excavation shall be
made to the grades and dimensions prescribed in the Construction Drawings. Any significant over-excavation (greater than one foot below design elevation) shall be
backfilled with native soil materials in maximum 12-inch loose lifts and compacted to a minimum of 95% of a standard proctor.
Observe excavation at least once per
week. Record observations and corrective actions taken (where required) on the "Daily Construction Report". In areas of over-excavation, conduct in-
place density tests (ASTM D 6938) for backfill lifts at a rate of one test per lot per area of significant over-excavation and record the results on the "Field Density Test" form. A lot is defined as a
maximum of 10,000 square feet of a specified type of material. Test locations shall be chosen based on random numbers.
Approve lots that meet the specified compaction. Lots that fail shall be reworked and retest until required specifications have been
met.

12) FOUNDATION COMPACTION:
Compact the foundation by using a
smooth drum vibratory and/or sheep foot type soil compactor with a minimum weight of 20,000 pounds. The entire surface shall be compacted
with a minimum of two passes. If
rutting greater that two inches is present, the ruts shall be filled, and/or
Conduct in-place density tests (ASTM D
6938) at a rate of one test per lot and
record the results on the "Field Density Test" form. A lot is defined as a maximum of 10,000 square feet of a specified type of material. Test locations shall be chosen based on random
numbers.
The Quality Assurance review for
foundation preparation shall consist of a
final surface inspection and verification that the tests were performed at the correct frequency.

CQA/QC PLAN FOR 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT - FOUNDATION PREPARATION
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 6 of 49 Revision: 2
the soil shall be replaced and
recompacted.

13) FINAL GRADING: Foundation shall be at or below grade.
Approve lots that meet the specified
moisture and compaction. Lots that fail shall be reworked and retest until required specifications have been met.
A minimum of one proctor (ASTM D 698) shall be performed for each material type. Record the location of the sample on the "Sampling Log.”
Survey foundation at key points identified on Engineering drawings. Final survey measurements shall be documented and provided to the Project
Engineer and QA Inspector. Approve foundation that meets the design specifications.
Lots that fail shall be reworked and
surveyed until required grade has been met.

Review the final survey data. Verify the frequency of the survey points.

14) FOUNDATION APPROVAL: The foundation shall be approved by the Project Engineer, and QA Inspector. Prepare a copy of the “Notice of
Acceptance” for the project file.

Obtain the signed “Notice of Acceptance” from the QA Inspector or Project Engineer before construction of the clay liner begins.

Verify that a copy of the “Notice of Acceptance” has been signed by the indicated parties.
CQA/QC PLAN FOR 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT - CLAY SUBGRADE PLACEMENT
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 7 of 49 Revision: 2
15) CLAY SUBGRADE MATERIAL:
Satisfactory material shall be defined as CL or CL-ML soils based on the Unified Soil Classification System, with at least 85% of soil particles passing a No. 200 screen, a PI range
from 10 to 25, and a LL range from 30 to 50. 16) LIFT BONDING: Lifts shall be
compacted with a sheep-foot or tamping type compactor/roller. No smooth surfaces shall exist between clay subgrade lifts. If necessary, scarify the smooth surface to a depth
of two inches (2”) prior to placing the next clay subgrade lift. 17) LIFT THICKNESS: Pond clay subgrade shall be placed in at least
two lifts. The first lift of
uncompacted material shall be no greater than 12 inches and succeeding lifts shall not exceed 9 inches loose thickness.
Thickness for the lifts shall be established by the grade pole method by installing grade poles on at least a 70-foot grid and at all key points.
The grade poles shall not be installed
Perform laboratory classification tests
(ASTM D 2487), plastic index/liquid limit/plastic limit tests (ASTM D 4318), and a standard proctor (ASTM D 698) at a rate of 1 test per lot. A lot is defined as 3,000 cubic yards (compacted) of
specified material. Record the location of the proctor and classification sample on the "Sampling Log.” Verify that the surface of the previously
compacted clay subgrade lift has been roughened as required. Record observations on the "Daily Construction Report.”
Verify that the required lift thickness is achieved as follows:
a. Ensure that the required frequency
for placement of grade poles has been met. b. Compare soil level with the marked level on the grade poles.
c. Use a string line where necessary
between poles to check for high spots. d. Define out of specification areas and advise the contractor to rework those areas.
e. Review areas reworked and approve
Verify that classification tests and
standard proctor tests have been performed every 3,000 cubic yards of compacted material.

CQA/QC PLAN FOR 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT - CLAY SUBGRADE PLACEMENT
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 8 of 49 Revision: 2
deeper than six inches into the
underlying clay subgrade. After the lift thickness has been approved by QC, the grade poles shall be removed and accounted for by Quality Control.
OR Survey to determine lift thickness following the process detailed in
specified in paragraph 6 of page 3 of the Introduction section.
18) COMPACTION: Clay subgrade material shall be compacted to at least 95.0% of a standard Proctor (ASTM D 698) with moisture content
between 0.5% below optimum and
5.0 percentage points over optimum.

the areas meeting criteria.
f. Continue "b" through "d" above until all areas meet criteria. g. Indicate areas meeting criteria in the "Daily Construction Reports." h. Account for all grade stakes.
OR a. Verify the Control Point and b. Verify the GPS guided equipment to
Verify correct set-up and operation of GPS equipment.
Conduct in-place density (ASTM D 6938) and dry back moisture content (ASTM D 4643 or D 2216) tests at a rate of one test per lot and record the results
on the "Field Density Test" form. A lot
is defined as 200 cubic yards (compacted) of a single lift. The test location shall be chosen based on random numbers within each lot.
Approve lots that meet the specified moisture and compaction. Lots that fail shall be reworked and retest
until required specifications have been

Verify density test were performed every
200 cubic yards (compacted).
Verify the clay subgrade was compacted to 95% of a standard proctor and the moisture content is between 0.5% below
optimum and 5 percentage points over
optimum.
CQA/QC PLAN FOR 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT - CLAY SUBGRADE PLACEMENT
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 9 of 49 Revision: 2
met.

19) UNSUITABLE MATERIAL: Remove unsuitable material as
defined in the geosynthetics
manufacturer’s recommendations if any is encountered.

20) FINAL GRADING: Final grading in the bottom of the pond, the leak detection sump, and key control
points shall be within ±0.1 ft of the
design grade. Final grade elevations for all other locations (pond sides, top of berm, etc.) shall be from grade to 0.5 feet above grade and must not create slopes steeper than 3:1 nor
disrupt the drainage to the leak detection sump (i.e., no localized ponding). Perform a joint inspection, with the Director, of the final clay subgrade surface prior to installation
of geosynthetic materials.
Define areas of unsuitable material and direct its removal. Observe the areas once
the unsuitable material has been
removed. Report corrective action on the "Daily Construction Report.” Notify the Project Engineer and QA of any unsuitable material.

Survey the final clay subgrade surface on the bottom of the pond area and at key control points on a 50 ft grid. Survey
final grade locations for all other areas at
key control points. Final survey measurements shall be documented and provided to the Project Engineer and QA Inspector.

a. Indicate where the clay subgrade final surface meets design lines and grades. b. Rework and resurvey areas not
meeting the specified grade until the area
is approved.
Visually inspect the area for unsuitable material.

Review the final survey data. Verify the elevations and frequency of the survey points.
CQA/QC PLAN 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT – GEOMEMBRANE LINER
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 10 of 49 Revision: 2
21) GEOMEMBRANE LINER
SURFACE PREPARATION: Final grading and finishing efforts on the liner subgrade shall meet the geosynthetic liner manufacturer’s recommendations. In addition, the
surface shall be generally regular (i.e.,
≤ a one-inch vertical drop). The surface shall be smooth drum rolled.
The QC personnel of the Geosynthetics
Contractor shall observe and approve, in writing, the surfaces which form the subgrade for the geomembrane liners.
(Geosynthetics QA for all geomembrane
sections) Verify that an approval, in writing, has been obtained from the Geosynthetics Contractor. An example of project forms is provided in Appendix 2.

22) PROHIBITION OF VEHICLES ON LINER: Under no circumstances
are vehicles allowed on the liner, both during and after installation. This ban includes ATVs and similar small, motorized vehicles.
23) CERTIFICATION REQUIREMENTS: Prior to geomembrane liner installation, QA and QC personnel shall review and approve:

24) Quality Control Certificates: Each roll of geomembrane liner shall have a unique identification number. QC certificates shall be provided by the
manufacturer for all rolls to be used on the project. Geomembrane liner whose certificates indicate material which does not meet specification

Review geomembrane liner certificates. Forward acceptable liner certificates to QA for approval.

Review geomembrane certificates prior to allowing liner to be deployed. Document approval of each roll of
geomembrane liner on the “HDPE Liner Roll Approval Form” or equivalent form. Document approval of polymer raw material on the “Polymer Raw Material
CQA/QC PLAN 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT – GEOMEMBRANE LINER
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 11 of 49 Revision: 2
shall be marked conspicuously and
removed from the construction area.
Approval Form.” Provide copies of these
forms to QC personnel.
25) Welding Rod Certification: The
welding rod manufacturer shall
provide certification that the rod is of the same polymer as the sheet.
26) Tensile Testing Machine Calibration:
The field tensiometer shall have been calibrated within the last year.
Review welding rod certificates. Forward
acceptable welding rod certificates to QA
for approval.
Obtain and review a copy of the
tensiometer calibration and route to the project file.
Document approval of the welding rod on
the “Welding Rod Approval Form.”
Provide copies to QC personnel.
Verify that the calibration is current, and
for the specific machine.

27) MANAGEMENT OF GEOMEMBRANE LINER AND WELDING ROD: Geomembrane liner and welding rod shall be stored in accordance with the
manufacturer’s instructions for protection from temperature extremes, weather, and other potential damaging conditions. Provide copies
of the manufacturer’s instructions to
QC and QA personnel.

Ensure that nonconforming liner materials or welding rod are not used on the project: a. Together with QA personnel, observe the condition of each roll of
geomembrane liner and welding rod. b. Ensure the mil thickness is marked conspicuously on each roll of liner. c. Mark conspicuously any rolls of liner
or welding rod that based on observation
or measurement do not conform to the specifications and/or appear to be damaged and remove them from the construction area.
d. Ensure that each roll of liner has
been accepted by QA prior to allowing it to be deployed by comparing the "HDPE Liner Roll Approval Form" or equivalent

Ensure that nonconforming geomembrane liner materials or welding rod are not used on the project: a. Together with QC personnel, observe the condition of the geomembrane liner
and welding rod. b. Observe that the mil thickness is marked conspicuously on each roll of liner.
c. Compare the rolls of liners deployed
with the rolls designated for acceptance.
CQA/QC PLAN 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT – GEOMEMBRANE LINER
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 12 of 49 Revision: 2
form with the rolls of liners.
e. Document deployment of the accepted rolls on the "Panel Inspection Form.” f. Ensure that each roll or package of welding rod has been accepted by QA
prior to allowing it to be used by comparing the "Welding Rod Approval Form" with the rolls or packages of welding rod as they are opened or prepared for use.

28) GEOMEMBRANE LINER PLACEMENT: Prior to installation,
the Geosynthetics Contractor shall
provide a panel layout plan. The plan shall minimize the number of seams that run parallel to the toe of the side slopes within five feet distance from the toe and minimize the number and
length of seams in high stress areas of the sump. The geomembrane panels shall be placed such that the up-slope panel overlaps the down-slope panel. The panel layout plan shall be
reviewed and approved by the Project Engineer and QA.
Review and approve a copy of the panel layout plan with the Project Manager and
QA.
Review and approve the panel layout plan.

29) The geomembrane liner is to be placed as closely as practical to its particular panel layout plan. The
Observe that the geomembrane liner is placed in accordance with the approved panel layout plan and these
Verify that the geomembrane liner is placed in accordance with the approved panel layout plan and these
CQA/QC PLAN 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT – GEOMEMBRANE LINER
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 13 of 49 Revision: 2
Project Engineer shall approve all
changes to the panel layout plan. The as-built drawing shall reflect modifications to the panel layout plan. Moreover, all foreign material shall be removed, and all destructive
and non-destructive testing shall be completed from any surface to be covered. Sandbags, or other means that will not damage the geomembrane liner, will be used to
minimize damage due to wind uplift, and liner material shall not be placed when winds exceed 20 mph or as provided by manufacturer’s recommendations.

specifications. specifications. Verify that the Project
Engineer has approved any changes to the panel layout plan.
30) Geomembrane rolls are to be inspected as they are unwound for
holes, blisters, thin spots, undispersed
raw materials, or any signs of contamination by foreign material. All defects shall be repaired in accordance with specification 44.

Observe the geomembrane liner, as the rolls are unwound. Mark the roll number
conspicuously on the panel and then
more closely inspect the panel for defects. Mark defective areas found for repair or removal. Record results of inspection on the "Panel Inspection
Form.” Record that defective areas were
repaired on the same form. Review results with the Project Engineer and QA.
Observe the rolls as they are unwound and document any defects and repairs.
31) WELDING: Field welding is to be
accomplished by either the fusion method or the extrusion welding method. All welding and testing shall

CQA/QC PLAN 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT – GEOMEMBRANE LINER
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 14 of 49 Revision: 2
be performed in accordance with the
manufacturer’s instructions unless the requirements herein are more restrictive. 32) Prior to any welding (with either
method) at the beginning of the shift and after lunch or dinner breaks, a pre-weld test shall be run for each technician/equipment combination.

33) In the case of extrusion welding, six coupons shall be taken after cooling. three coupons shall be tested for
shear, and three for peel.
34) In the case of the fusion method, six coupons shall be taken after cooling. three coupons shall be tested for
shear. The inner and outer seams of

Perform pre-weld testing and record
results on "Welding Machine Operation Log" form or equivalent form. Ensure problems are corrected and actions taken to correct problems are recorded on the above indicated form. Record the starting
and stopping times associated with the operation of each welding machine on the above indicated form. Ensure that the welding machines remain
energized (on) with power available throughout the period of welding. If power becomes unavailable or the machine is turned off or otherwise is allowed to cool, another pre-weld
certification test must be run.

Observe pre-weld testing. Review results
recorded on the "Welding Machine Operation Log" form for accuracy and completeness. Ensure problems are corrected and actions taken to correct problems are recorded. Report
deficiencies (if any) to QC personnel and the Project Engineer.

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WORK ELEMENT – GEOMEMBRANE LINER
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 15 of 49 Revision: 2
the remaining three coupons shall
each be tested for peel. The inner seam is the seam which cannot be seen from the top surface of the liner. 35) In addition, at the discretion of the
QA Inspector, a pre-weld test may be required prior to welding key seams. 36) If any pre-weld test fails, then an additional pre-weld sample shall be
made and tested. After any second pre-weld test failure, two consecutive pre-weld samples must be made, tested and have passing results before that technician/equipment is put into
production welding. 37) If an extrudate welding unit has not been used for more than 15 minutes, the unit shall be run until overheated
extrudate is removed prior to
seaming. 38) Seams shall be clean, dry, and have adequate overlap (minimum three
inches for extrusion welding; four inches for fusion welding) prior to welding.

Observe all seams immediately prior to welding to ensure compliance with the
specifications. Verify that corrective action has been taken (where required) and record observations on the Seam Inspection Form.

Randomly, observe seams prior to welding to ensure compliance with the
specifications. Review QC documentation of welding. Report deficiencies (if any) to QC personnel and Project Engineer.

CQA/QC PLAN 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT – GEOMEMBRANE LINER
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 16 of 49 Revision: 2
39) Grinding: Care shall be exercised
such that excessive grinding of the liner does not occur as part of the extrusion welding technique. Excessive grinding is defined as one fourth inch (1/4) or more of grind
marks showing after the weld is in place, or in the opinion of QA personnel any exposed grind marks that are sufficiently deep to be 10% or greater of the liner nominal thickness.
If excessive grinding takes place, then the seam in that area shall be considered defective, and a cap bead shall be placed over the entire seam where the excessive grinding is
observed. A cap bead is defined as one additional welding bead parallel to the seam weld, as long as the additional welding bead covers the area of excess grinding. If the
additional welding bead does not
cover the area of excessive grinding, then a liner cap shall be placed over that portion of the seam where the welding bead does not cover the area
of excessive grinding. Grind down
any sharp bead protrusions/edges.
Observe the full length of each seam
welded by the extrusion welding technique for excessive grinding. Ensure that corrective actions (where required) are accomplished and record observations on the "Seam Inspection Form.”
Observe the full length of each extrusion
welded seam for excessive grinding. Report deficiencies (if any) to QC personnel and the Project Engineer. Verify that corrective action has been taken (where required).
40) Non-Destructive Seam Testing:
Where practicable, all production welding using the fusion method shall
Perform the non-destructive testing and
document the results of the non-destructive seam testing on the "Seam
Observe the test. Verify that failing
seams are repaired in accordance with specification 44. Review daily the "Seam
CQA/QC PLAN 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT – GEOMEMBRANE LINER
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 17 of 49 Revision: 2
be tested using the "Seam Air
Pressure Test.” All fusion seams not tested by the "Seam Air Pressure Test" (ASTM D 5820) and all seams welded by the extrusion method shall be tested by the “Vacuum Test”
(ASTM D 5641). The seam also may be divided into sections and each section tested separately.
Inspection Form.”
Should a seam fail the seam air pressure test, the seam may be inspected for leaks, by soaping and pressurizing the seam and checking for bubbles. Any leaks found
may be sealed by extrusion welding and the seam retested.
Inspection Form" or equivalent form.
41) Destructive Seam Testing: The installed liner shall be destructively tested. One sample for destructive testing shall be cut from seams at a
rate of one test for every 500 feet. QA
personnel shall determine the location of the samples. As near as practical, samples shall be located near the start or end of seams. Samples shall be approximately 36 inches long by 12
inches wide, with the seam roughly centered in the 12-inch dimension and numbered to allow traceability. Sample locations and numbers shall
be included on the as-built drawings.

Obtain samples for destructive testing (ASTM D 638) at the intervals indicated. Number and then remove each destructive test sampled. Record
sampling locations on the "Seam
Inspection Form". Document the test results on the "Destructive Testing" form. Divide the sample into three approximately 12-inch x 12-inch
samples, one of which is to be tested by
QC personnel on-site using a calibrated tensiometer. The remaining two samples shall be provided to QA. Provide sample locations and numbers to the Project Engineer for inclusion on the as-built
drawings.
Notify QC of destructive sampling locations. Review daily the “Seam Inspection” and "Destructive Testing" or equivalent forms prepared by QC
personnel. Resolve any discrepancies
with QC personnel. Archive one sample as directed by the Project Engineer.
42) The pass/fail criteria for destructive
testing shall follow the guidelines
below:

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WORK ELEMENT – GEOMEMBRANE LINER
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 18 of 49 Revision: 2
43) Test Criterion for Production Seams
and Geomembrane Liner Tie-Ins: Film Tear Bond (FTB) and meet the minimum specified values in the Required Geomembrane Liner Seam Properties table found in Appendix 3
of this CQA/QC Plan. Yield in the sheet material or breaks at the seam edges are considered FTB.

44) The criterion for field testing of peel
and shear is FTB. Partial peel
failures of ≤ 10% are acceptable if the primary mode of failure is FTB.

Perform field peel and shear testing on
coupons taken from the destructive samples noted above. Record the results of the field testing on the "Destructive Testing" form. When the laboratory test results are received, attach the results of
the laboratory testing to the same form. If either a field or laboratory sample fails the destructive testing then the entire length of the seam, from which the destructive sample has been taken, shall
be repaired in accordance with specification 45. Alternatively, the area of the defective seam may be isolated by the following procedure:
a. Two destructive test samples shall be taken from the same seam at least 10 feet from each side of the original sample. These coupons shall be field tested for peel and shear.

b. If any one of those coupons fail to meet the passing criteria, then the entire seam must be capped in accordance with specification 45.
Observe the field peel and shear testing
conducted by QC personnel. Determine based on the pass/fail criteria whether the field peel and shear tests have passed or failed. Review the "Destructive Testing" or equivalent form to ensure that the
results are immediately and accurately recorded. Ensure that the destructive testing is completed in accordance with
specification. Accompany QC personnel and designate required repairs or additional sampling locations. Review daily the "Destructive Testing" form prepared by QC personnel. Resolve any
discrepancies with QC personnel. Compare laboratory testing results with the acceptance criteria to ensure that the welds met the criteria. Review the above
indicated forms to ensure that laboratory
results have been recorded. Ensure that areas with failing test results are repaired in accordance with the specifications.
CQA/QC PLAN 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT – GEOMEMBRANE LINER
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 19 of 49 Revision: 2

45) GEOMEMBRANE LINER REPAIRS: All geomembrane liner repairs shall be performed in accordance with the manufacturer’s
instructions. This includes repairs for holes, failed extrusion welded seams, failed fusion seams, destructive samples, and
seaming wrinkles. 46) SANDBAGGING OF GEOMEMBRANE LINERS:
During installation of the geomembrane liners, the contractor shall protect the panels and unanchored liner from wind (70 mph) uplift by placing sandbags (~50 lb.
each) along the edges of the liner at a
maximum spacing of 2 ft center to center. The contractor shall monitor anticipated weather conditions and adjust protective measures as needed.
The sandbags on the final/primary
surface (i.e., 60 mil smooth HPDE) liner layer shall be left in place to continue to ballast down the geomembrane liner system until the
Pond can be put into use.

Perform vacuum tests (ASTM D 5641) on the seams of all patches, caps, and beads. Where defective results are obtained; require, verify, and record that
seams are repaired and retested. Record results on the geomembrane liner sheet adjacent to the cap or patch. Record and document observations on the "Seam Inspection Form” or equivalent form.
Observe daily the placement of sandbags for compliance with this specification.
Require deficiencies to be corrected and report deficiencies to the Project Manager. Document on the “Daily Construction Report” that sandbag placement has been observed and any
deficiencies were reported.

Inspect caps and patches prior to welding. Observe seams for excessive grinding. Observe the vacuum testing performed by QC personnel. Where
defective results are obtained, require, and verify that seams are repaired and retested. Review results with Project Engineer.
Review QC “Daily Construction Reports” to verify that QC is conducting
daily observations, and reporting deficiencies as needed. Record review findings and corrective actions taken (where required) in the “Daily Quality Assurance Report”.
CQA/QC PLAN 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT – GEOMEMBRANE LINER
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 20 of 49 Revision: 2

CQA/QC PLAN FOR 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT – LEAK DETECTION SYSTEM
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 21 of 49 Revision: 2
47) GRANULAR FILL: Granular fill shall be clean rock with 100% passing a 2.5-inch U.S. sieve and a minimum of 90% passing a 1.5-inch U.S. sieve. Clean rock shall be
defined as material having no more than 10.0% passing the number 40 sieve, and free from all other material not of the same mineralogical nature.
Perform a visual inspection to determine compliance. If compliance is not obvious, perform one laboratory gradation test (ASTM C 136) on a representative sample of the rock
material. Record compliance on the "Daily Construction Report" form.
(Geosynthetics QA sections) Inspect the granular material and review the sieve analysis if it was performed.

48) RUB SHEET: The sump rub sheet shall be installed throughout the sump area prior to granular fill placement.

49) DRAINAGE PIPE: The drainage pipe shall be in place and inspected prior to placement of granular fill into the Sump.
50) )PERMEABILITY: Granular fill shall have permeability of greater than or equal to 1 x 10-2 cm/sec.

51) THICKNESS: The thickness of granular fill shall be approximately one foot. Thickness shall be
established by installing grade poles.
The grade poles shall be marked at the appropriate depth to establish the
Verify that the sump rub sheet has been installed.

Verify that the drainage pipe has been installed. Verify that all connections and inlet holes are completed as required. Document inspections on the Daily
Construction Report
Perform a laboratory or field permeability test on the approved granular fill and record results.

Verify the required thickness is achieved as follows: a. Ensure that grade poles have been properly marked and located.
b. Compare granular fill levels with the marked level on the grade poles.

Verify that the inspections are being performed as required.
Verify that the results meet specification.
CQA/QC PLAN FOR 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT – LEAK DETECTION SYSTEM
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 22 of 49 Revision: 2
thickness. After the thickness has been checked and approved by QC personnel, the grade poles shall be removed. Grade poles shall be numbered and accounted for after
removal to ensure that all grade poles have been removed. OR Survey to determine thickness.

c. Use a string line where necessary between the poles to check for high or low spots.
52) NONWOVEN GEOTEXTILE
WRAP: The granular fill within the
sump shall be placed on and wrapped with an 8 oz. nonwoven geotextile wrap (refer to Appendix 3 for material specifications) as shown on
the plans. Geotextile overlaps shall
be 12 inches at a minimum.

53) CERTIFICATION REQUIREMENTS: Prior to installation, the manufacturer shall
provide quality control certificates
(roll and polymer raw materials) pertaining to the drainage net. The
Observe placement geotextile for
compliance with the specifications.
Require deficiencies to be corrected prior to covering with liner. Document on the “Daily Construction Report.”

Review QC certificates. Forward acceptable QC certificates to QA for approval. Mark conspicuously rolls not
meeting specification and require that
they be removed from the construction area.
Observe areas daily for compliance with
the specifications. Report deficiencies (if
any) to QC personnel and the Project Engineer. Record findings of observations, review, and corrective actions taken (where required) in the
"Daily Quality Assurance Report.”
Document approval of placed drainage geotextile on the “Daily Quality Assurance Report.” Review QC certificates prior to allowing
liner to be deployed.
Document approval of each roll of drainage net on the “Drainage Net Approval Form.” Provide copies of this
form to QC personnel.
CQA/QC PLAN FOR 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT – LEAK DETECTION SYSTEM
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 23 of 49 Revision: 2
material properties and frequencies of testing are specified in Appendix 3 to this CQA/QC Plan. Each roll must have a unique manufacturing identification number that shall be
recorded.
54) MANAGEMENT OF DRAINAGE
NET: Drainage net shall not be used
on the project until it has been accepted by the QA Inspector. Acceptance of the material shall be based on receipt and approval of the required certificates, and visual
observation of the condition of each roll of drainage net. The drainage net shall be stored in accordance with the manufacturer’s instructions for protection from temperature
extremes, weather, and other potential damaging conditions. Provide copies of the manufacturer’s instructions to QC and QA personnel.

Observe and document the condition of
each roll of drainage net.
Ensure that each roll of drainage net has been accepted by QA personnel prior to allowing it to be deployed by comparing the "Drainage Net Approval Form" with
the rolls of drainage net.
a. Together with QC personnel, observe
the condition of each roll of drainage net.
b. Document acceptance of each roll of drainage net on the "Drainage Net Approval Form.” c. Provide QC personnel with copies of
the forms indicating acceptance of the
drainage net rolls. d. Ensure that any rolls of drainage net not meeting specifications are marked conspicuously and removed from the construction area.

55) DRAINAGE NET PLACEMENT: Prior to covering the HDPE liner with drainage net, the individual seams
and panels must be approved by the
QA Inspector. Prior to deployment of the drainage net, the underlying HDPE liner is to be clear of soil or
Verify that each panel and seam to be covered has been approved by QA. Observe and photograph the HDPE liner
prior to drainage net placement. Observe
and photograph drainage net placement.
Observe areas daily for compliance with the specifications. Report deficiencies (if any) to QC personnel and the Project
Engineer. Verify that corrective action
has been taken (where required) and recorded on the "Daily Quality Assurance Report."
CQA/QC PLAN FOR 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT – LEAK DETECTION SYSTEM
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 24 of 49 Revision: 2
unsuitable material. Following deployment, the drainage net shall be covered in a timely manner.

56) The drainage net shall be installed by hand. Adjacent rolls shall be joined by overlapping the edges by a minimum of four inches. Adjacent
rolls shall be connected by tying. The
tying material shall be a polymer braid or polymer cable ties of a different colored material than the drainage net. Ties shall be secured so as to not damage the underlying or
overlying HDPE liner.
Observe placement and joining of adjacent panels of drainage net for compliance with the specifications. Require deficiencies to be corrected prior
to covering the net. Document on the
“Daily Construction Report.”
Observe areas daily for compliance with the specifications. Report deficiencies (if any) to QC personnel and the Project Engineer. Record findings of
observations, review, and corrective
actions taken (where required) in the "Daily Quality Assurance Report.” Document approval of each placed drainage net layer on the “Daily Quality
Assurance Report.”
CQA/QC PLAN FOR 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT –THERMOLPLASTIC PIPE
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 25 of 49 Revision: 2
57) HDPE (DUAL WALL) AND PVC
PIPE REQUIREMENTS: PVC pipe and HDPE dual wall pipe shall be provided and installed in accordance with the manufacturer’s recommendations and per the
drawings. In addition, the HDPE and PVC pipe material and installation shall conform to ASTM F 1668.
Obtain and review a copy of the
manufacturer’s pipe installation recommendations and ASTM specifications prior to the start of pipeline construction. Provide a copy of the manufacturer’s pipe installation
recommendations and ASTM specifications to QA. Verify that contractor personnel have the necessary training certificates or experience for fusing the specified pipe. Verify that
piping materials are the right diameter and material per the drawings. Observe the installation of the pipelines to assure compliance with the Manufacturer’s recommendations and the ASTM
specifications.
Review the manufacturer’s pipe
installation recommendations, ASTM specifications and contractor personal training certificates or experience. Observe the pipe fusing operation and pipe installation.
58) CARRIER PIPE TESTING:
Carrier pipe shall be tested in
accordance with the method presented in Appendix 1 or ASTM F1417.

If the testing is performed by someone
other than a registered Professional
Engineer in the State of Utah, review the test procedures, observe the test, and verify the data collected.
Review the test results.

59) CONTAINMENT PIPE TESTING: Containment pipe shall be tested in accordance with the method
presented in Appendix 1 or ASTM
F1417.
If the testing is performed by someone other than a registered Professional Engineer in the State of Utah, review the
test procedures, observe the test, and
verify the data collected.
Review the test results.

CQA/QC PLAN FOR 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT –THERMOLPLASTIC PIPE
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 26 of 49 Revision: 2

60) PIPE BEDDING MATERIAL REQUIREMENTS: The HDPE Pipes shall be bedded in pea gravel. Pea gravel shall be a clean gravel with 100% passing a 1” screen, a
minimum of 95% passing a ½” screen, less than 45% passing a #4 screen and with no more than 5% passing a #100 screen. Pea gravel shall be free of foreign material that
may damage the pipe material. Pea gravel bedding shall be placed per the project construction drawings and shall have at a minimum 6” of material below and around the
pipe(s).

Perform a gradation test to verify that the supplied pea gravel meets the requirements. Also, inspect the placed gravel to make sure it is free of foreign material that may damage the pipe
material. Perform a visual inspection of the entire pipe length prior to pipe installation and prior to backfill to verify compliance
with the drawings and the minimum specification.

Verify specifications are met and record.
61) PIPE INITIAL BACKFILL
REQUIREMENT: The first 12” of
backfill shall be with roadbase material. Suitable material shall be well graded with 100% passing a 1” screen and no more than 10% passing
a #200 screen. Backfill shall be
placed in 9” loose lifts and compacted to at least 95% of Standard Proctor (ASTM D 698).
Perform a gradation test to verify that
the supplied meets the requirements.
Verify lift thickness. Perform density testing at a rate of at least 1 test per 100 LF of trench for the completed 12” thick initial backfill.

Verify specifications are met and record.

CQA/QC PLAN FOR 2024 EAST EVAPORATION POND TABLE 1 - QA/QC ACTIVITIES
WORK ELEMENT –THERMOLPLASTIC PIPE
SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 27 of 49 Revision: 2

EnergySolutions, LLC. 2024 Evaporation Pond CQA/QC Plan
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 28 of 49 Revision: 2

APPENDIX 1: TEST METHODS

ASTM C 136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates ASTM D 638 Standard Test Method for Tensile Properties of Plastics
ASTM D 698 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard
Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)) ASTM D 2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

ASTM D 2321 Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications ASTM D 2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil
Classification System) ASTM D 4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils ASTM D 4643 Standard Test Method for Determination of Water Content of Soil and Rock by the Microwave
Oven Heating ASTM D 4718 Standard Practice for Correction of Unit Weight and Water Content for Soils Containing Oversize Particles
ASTM D 5641 Standard Practice for Geomembrane Seam Evaluation by Vacuum Chamber ASTM D 5820 Standard Practice for Pressurized Air Channel Evaluation of Dual-Seamed Geomembranes ASTM D 6938 Standard Test Methods for In-Place Density and Water Content of Soil and Soil-Aggregate by
Nuclear Methods (Shallow Depth)
ASTM F 1417 Standard Practice for Installation Acceptance of Plastic Non-pressure Sewer Lines Using Low-Pressure Air
ASTM F 1668 Standard Guide for Construction Procedures for Buried Plastic Pipe

EnergySolutions, LLC. 2024 Evaporation Pond CQA/QC Plan
Date: April 14, 2025 2024 Evaporation Pond CQA/QC Plan, Page 29 of 49 Revision: 2
TEST PROCEDURE FOR CERTIFYING THE INTEGRITY OF DUAL WALL PIPELINES.
This procedure is based on ASTM F1417 but is a more rigorous testing procedure because acceptance of
the pipeline is based on a stabilized pressure standard, other than as can be justified by changes in temperatures during the test. Time versus pressure versus temperature plots will be provided as part of the test results.
1. Record ambient temperature.
2. Bring internal pipe to pressure. (4) psi. Seal annular space and note pressure in annular space. 3. Hold pressure for 20 minutes, record temperature and pressure internal pipe and annular space.
Begin test for 1 hour.
4. After 1 hour, record pressure and ambient temperature. Note if pressure rises in both internal and annular space and the ambient temperature rises, there is no leak. If there is a pressure drop in the internal pipe and increase of pressure in the annular space, and an increase in the ambient
temperature, there may be a leak in the internal pipe wall.
If the ambient temperature drops, the internal pressure drops and there is no increase in the annular space pressure, there is no leak. 4.a If there is a possible leak in the internal pipe wall, continue the test for 3 more hours, recording the
pressures and temperatures at 1/2-hour intervals. If all is stable for that period of time, the pipe
passes. If the pressure continues to drop devise a method for finding the leak and repair. 4.b If the pressures track and indicate there is no leak, proceed with testing the annular space.
5. Record ambient temperature. Bring annular space to 4 psi.
6. Hold pressure for 20 minutes record temperature and pressure internal pipe and annular space. Begin test for 1 hour.
7. After 1 hour, record pressure and ambient temperature. Note if pressure rises in both annular space
and the ambient temperature rises, there is no leak. If there is a pressure drop in the annular space, and an increase in the ambient temperature, there may be a leak in the internal pipe wall. If the ambient temperature drops, the annular space pressure drops there may be no leak but continue testing until both temperature and pressure are stable, or the pressure drop indicates there
is a leak. Find the leak and repair.
a. If repairs are made, drop the pressures to 0 psi. Allow pipe to relax for 8 hours minimum prior to making repairs.
b. Repeat the procedure for the pipe that failed.

EnergySolutions, LLC. 2024 Evaporation Pond CQA/QC Plan
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Appendix 2: Example Forms
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EnergySolutions, LLC 2024 Evaporation Pond CQA/QC Plan
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ENERGY SOLUTIONS OF UTAH, INC.
HDPE LINER ROLL APPROVAL FROM
(EC-1914)

PROJECT: LARW; MW; 11E.(2); OTHER (Specify)
DATE:

ROLL NO. ROLL AREA RESIN LOT APPROVED COMMENTS

QUALITY APPROVAL DATE

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ENERGY SOLUTIONS OF UTAH, INC.
POLYMER RAW MATERIAL APPROVAL FORM
(EC-1915)

PROJECT: LARW; Mixed Waste; 11e.(2); OTHER (Specify)

DATE:

LOT/ BATCH # APPROVED COMMENTS

QUALITY APPROVAL DATE

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ENERGYSOLUTIONS
WELDING ROD APPROVAL FORM
(EC-1916)

PROJECT: LARW; Mixed Waste; 11e.(2); OTHER (Specify)

DATE:

ROLL # APPROVED COMMENTS

QUALITY APPROVAL DATE

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ENERGYSOLUTIONS
DRAINAGE NET APPROVAL FORM
(EC-1918)

PROJECT: LARW; Mixed Waste; 11e.(2); OTHER (Specify)

DATE:

ROLL NO. ROLL AREA RESIN LOT APPROVED COMMENTS

NOTE: Approved titles include supervisor, welder, and inspector.

QUALITY APPROVAL DATE

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ENERGYSOLUTIONS
PANEL INSPECTION FORM
(EC-1919)

PROJECT: LARW; MW; 11e.(2); OTHER (Specify)

DATE:

PANEL
NUMBER
DATE
DEPLOYED
DATE
INSPECTED APPROVED
INSPECT.
BY
ROLL
NO. COMMENTS

QUALITY APPROVAL DATE

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ENERGYSOLUTIONS
DESTRUCTIVE TESTING
(EC-1920)

PROJECT: LARW; MW; 11e.(2); OTHER (Specify)

DESTRUCT NUMBER:
FIELD TESTING
DATE TEST NUMBER
FTB/ NON-FTB TESTED BY INSPECT. BY COMMENTS

LABORATORY TESTS

TEST: ACCEPTABLE UNACCEPTABLE BY:

Attach a copy of the test results.

INSPECTOR APPROVAL DATE QUALITY APPROVAL DATE

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ENERGYSOLUTIONS
SEAM INSPECTION FORM
(EC-1921)

PROJECT: LARW; Mixed Waste; 11e.(2); OTHER (Specify)

N E S W

PRE-WELD INSPECTION WELDING POST WELD INSPECTION
SEAM / PATCH # DATE ADEQUATE OVERLAP APPROVED TO WELD INSPECT. BY DATE BY MACHINE NUMBER WELD ACCEPTABLE INSPECT. BY

NON-DESTRUCTIVE TESTING DESTRUCTIVE TESTING SEAM/PATCH APPROVAL
SEAM / PATCH # DATE TEST TYPE PASS / FAIL INSPECT. BY DESTRUCT NUMBER FIELD P/F LAB P/F ACCEPTABLE INSPEC. BY

QUALITY APPROVAL DATE

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ENERGYSOLUTIONS
WELDING MACHINE OPERATION LOG
(EC-1922)

PROJECT: LARW; Mixed Waste; 11e.(2);
OTHER (SPECIFY)

MACHINE NUMBER: OPERATOR DATE:

MACHINE OPERATION
TIME MACHINE NUMBER EXTR. / TIP TEMP, (Co) TEST TYPE RESULTS START TIME STOP TIME WEATHER CONDITIONS/COMMENTS

INSPECTOR APPROVAL DATE QUALITY APPROVAL TITLE DATE

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Appendix 3: Material Specifications (Source: Geosynthetics Research Institute Specifications)
EnergySolutions, LLC 2024 Evaporation Pond CQA/QC Plan
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GEOSYNTHETIC MATERIAL SPECIFICATIONS

Material Specification
60 mil Smooth LLDPE (Source: GRI-GM17)
Color Black
Tensile Properties (min. ave.) Break Strength: 228 lb/in
Break Elongation: 800 %
Tear Resistance (min. ave.) 33 lb
Formulated Density (max.) 0.939 g/cc
Carbon Black Content 2.0 – 3.0 %
Puncture Resistance (min. ave.) 84 lb.
60 mil Smooth HDPE (Source: GRI-GM13)
Color Black
Tensile Properties (min. ave.) Yield Strength: 126 lb/in Break Strength: 228 lb/in
Tear Resistance (min. ave.) 42 lb Puncture Resistance (min. ave.) 108 lb
Formulated Density (min. ave.) 0.940 g/cc
Carbon Black Content 2.0 – 3.0 %
Stress Crack Resistance 500 hrs.
80 mil Smooth HDPE (Source: GRI-GM13)
Color Black Tensile Properties (min. ave.) Yield Strength: 168 lb/in Break Strength: 304 lb/in
Tear Resistance (min. ave.) 56 lb
Puncture Resistance (min. ave.) 144 lb
Formulated Density (min. ave.) 0.940 g/cc
Carbon Black Content 2.0 – 3.0 %
Stress Crack Resistance 500 hrs.
60 mil Textured HDPE (Source: GRI-GM13)
Color Black
Tensile Properties (min. ave.) Yield Strength: 126 lb/in
Break Strength: 90 lb/in
Tear Resistance (min. ave.) 42 lb Puncture Resistance 90 lb-
Formulated Density (min. ave.) 0.940 g/cc
Carbon Black Content 2.0 – 3.0 %
Stress Crack Resistance 500 hrs.
Asperity Height mils (min. ave.) 16 mils

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80 mil Textured HDPE (Source: GRI-GM13) Color Black
Tensile Properties (min. ave.) Yield Strength: 168 lb/in
Break Strength: 120 lb/in
Tear Resistance (min. ave.) 56 lb
Puncture Resistance 120 lb
Formulated Density (min. ave.) 0.940 g/cc
Carbon Black Content 2.0 – 3.0 %
Stress Crack Resistance 500 hrs. Asperity Height mils (min. ave.) 16 mils
Drainage Net (Source GRI-GN4)
Flow Rate/Width (Transmissivity) (min. ave.) 7 gpm/ft
Thickness (min. ave.) 200 mils
Carbon Black Content (range) 1.5 – 3.0 %
Density (min. ave.) 0.95 g/cc Tensile Strength (min. ave.) 45 lb/in

Nonwoven Geotextile (Source GRI-GT12a) Mass per unit area (min. ave.) Mass per Unit Area: 16 oz/sq. yd. Grab Strength Tensile (min. ave.) 370 lb.
Trapezoidal Tear Strength (min. ave.) 145 lb.
CBR Puncture Strength 900 lb.
Ultraviolet Resistance 70%
GEOMEMBRANE LINER SEAM PROPERTIES (SOURCE: GRI-GM19A)
REQUIRED HDPE LINER SEAM PROPERTIES(1)
ASTM D6392 60 mil SMOOTH HDPE 60 mil TEXTURED HDPE
Fusion 120 lbs/in 120 lbs/in Shear Extrusion 120 lbs/in 120 lbs/in Fusion 91 lbs/in 91 lbs/in Peel Extrusion 78 lbs/in 78 lbs/in Note: (1) Specified properties are minimums.

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REQUIRED LLDPE LINER SEAM PROPERTIES(1)
ASTM D6392 60 mil SMOOTH LLDPE
Fusion 90 lbs/in
Shear Extrusion 90 lbs/in
Fusion 75 lbs/in
Peel Extrusion 66 lbs/in Note: (1) Specified properties are minimums.

REQUIRED ALTERNATE HDPE LINER SEAM PROPERTIES(1)
ASTM D6392 80 mil SMOOTH HDPE 80 mil TEXTURED HDPE
Fusion 160 lbs/in 160 lbs/in Shear Extrusion 160 lbs/in 160 lbs/in
Fusion 121 lbs/in 121 lbs/in Peel Extrusion 104 lbs/in 104 lbs/in Note: (1) Specified properties are minimums.

Mr. Doug Hansen
CD-2025-079
April 22, 2025

299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111
[phone] ▪ Fax: [phone] ▪ www.energysolutions.com

EXHIBIT C

2024 Evaporation Pond CQA/QC Plan Redlines

299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111
[phone] ▪ Fax: [phone] ▪ www.energysolutions.com

EXHIBIT D

Engineering Drawing 24003-C04

299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111
[phone] ▪ Fax: [phone] ▪ www.energysolutions.com

EXHIBIT E

Engineering Drawing 24003-C05

299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111
[phone] ▪ Fax: [phone] ▪ www.energysolutions.com

EXHIBIT F

Engineering Drawing 24003-C06