DRC-2025-002302

299 South Main Street, Suite 1700 ▪ Salt Lake City, Utah 84111 [phone] ▪ Fax: [phone] ▪ www.energysolutions.com
July 17, 2025 CD-2025-149 Mr. Doug Hansen, Director
Division of Waste Management and Radiation Control 195 North 1950 West Salt Lake City, UT 84114-4880 Subject: Federal Cell Facility Application: Responses to Round 2 Request for Information (per DRC-2025-002177)
Dear Mr. Hansen: EnergySolutions hereby responds to the Utah Division of Waste Management and Radiation Control’s June
16, 2025 (DRC-2025-002177) Requests for Information (RFI) on our Federal Cell Facility (FCF) Application. A response is provided for each request using the Director’s assigned reference number. Each RFI letter is addressed individually, with the text of the RFI quoted in bold italics followed by its response. Multiple follow-up RFI letters are addressed in this response, with each letter preceded by a solid line.
Appendix AB: Operational Period Modeling ▪ AB-10.a-1: (from DRC-2025-002177): This RFI has been rescinded. The response provided on February 21, 2025, CD-2025-037 (DRC-2025-000625) sufficiently addressed the question. As the director has determined that the information submitted in response to RFI DRC-2025-000625 is sufficient, EnergySolutions will discontinue further pursuit of a response to request AB-10.a-1.

Appendix C: Federal Cell Construction Quality Assurance / Quality Control Manual ▪ C-4: (from DRC-2025-002177): The most recent submitted version of the Federal Cell Facility
Construction Quality Assurance / Quality Control Manual (CQA Manual) includes processes and references related to the approved Radioactive Material License No. UT 2300249 (e.g., placement of ion exchange resins). Please submit a revised CQA Manual that focuses solely on the Federal Cell
operations. Revision 5 to the Federal Cell Facility Construction Quality Assurance / Quality Control Manual has been created by removing processes and references related to Radioactive Material License UT 2300249.
Mr. Doug Hansen CD-2025-149 July 17, 2025
Page 2 of 2
If you have further questions regarding these responses to the director’s request of DRC-2025-002177, please contact me at [phone]. Sincerely,

Vern C. Rogers
Director, Regulatory Affairs
Electronic 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.

Vern C.
Rogers
Digitally signed by Vern C. Rogers
DN: cn=Vern C. Rogers, o=EnergySolutions, ou=Waste Management Division,
email=[e-mail], c=US
Date: 2025.07.17 10:20:51 -06'00'
Radioactive Material License Application / Federal Cell Facility

Page C-1 Appendix C July 16, 2025
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APPENDIX C

FEDERAL CELL FACILITY CONSTRUCTION

QUALITY ASSURANCE / QUALITY CONTROL MANUAL

Radioactive Material License Application / Federal Cell Facility

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FEDERAL CELL CQA/QC MANUAL
TABLE OF CONTENTS

Work Elements:
Document Control ......................................................... Specifications 1-4 Page 3
General Requirements ................................................... Specifications 5-23 Page 4
Foundation Preparation ................................................. Specifications 24-30 Page 13
Clay Liner Borrow Material .......................................... Specifications 31-35 Page 16
Clay Liner Test Pad ....................................................... Specifications 36-38 Page 18
Clay Liner Placement .................................................... Specifications 39-55 Page 22
Depleted Uranium Waste Placement ............................. Specifications 56-64 Page 32
Fill Placement with Compactor ..................................... Specifications 65-77 Page 38
Fill Placement without Compactor ................................ Specifications 78-85 Page 44
Pre-Final Cover Settlement Monitoring ........................ Specifications 86-92 Page 47
Radon Barrier Borrow Material ..................................... Specifications 93-97 Page 51
Radon Barrier Test Pad ................................................. Specifications 98-100 Page 53
Radon Barrier Placement ............................................... Specifications 101-122 Page 57
Frost Protection Layer Placement ................................. Specifications 123-127 Page 67
Filter Zone (Side Slope) ................................................ Specifications 128-133 Page 69
Rock Erosion Barrier (Side Slope) ................................ Specifications 134-139 Page 71
Evaporative Zone Layer Placement (Top Slope) .......... Specifications 140-143 Page 73
Surface Zone Layer Material Preparation (Top Slope) . Specifications 144-147 Page 75
Surface Zone Layer Material Placement (Top Slope) ... Specifications 148-156 Page 77
Drainage Ditch Imported Borrow .................................. Specifications 157-160 Page 79
Drainage Ditches ........................................................... Specifications 161-166 Page 81
Inspection Road ............................................................. Specifications 167-171 Page 84
Permanent Chain Link Fences ....................................... Specifications 172-174 Page 86
Settlement Monitoring ................................................... Specifications 175-180 Page 90
Annual As-Built Report ................................................. Specifications 181-183 Page 92

TABLE 1 – MATERIAL SPECIFICATIONS FOR PORTLAND CEMENT CLSM Page 94

Appendix A – List of CQA/QC Documentation Forms
Appendix B – Testing Methods
Appendix C – Rock Quality Scoring
Appendix D – Final Cover Seed Mixture

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1) SCOPE: This work element applies to all
construction activities in the Federal Cell
embankment.

2) QC DOCUMENTATION APPROVAL: QC
documentation shall be approved/rejected by the
QC Supervisor and submitted to Quality Assurance.
Sign the reports indicating documentation is adequate,
correct, and has been accepted by QC. Provide QA with
copies of the documentation and obtain their signature
on the documentation indicating QA acceptance. Ensure
that corrective actions required by QA personnel are
accomplished.
Review the documentation generated by QC. Report
deficiencies to the QC Supervisor and Quality
Assurance. Verify that corrective action has been taken
(where required) and recorded on the QC
documentation. Countersign reports indicating
documentation is adequate, correct, and has been
accepted by QA. Record findings on the Daily Quality
Assurance Report.

3) QC DOCUMENTATION FILES: Original QC
documents shall be maintained. A copy shall be
saved into the electronic database.

After the QC documentation has been accepted by QA,
a copy of the original shall be saved into the electronic
database.
Periodically review the electronic database to ensure the
correct documentation is being saved.
4) QA DOCUMENTATION FILES: Original QA
documents shall be maintained. A copy shall be
saved into the electronic database.
None

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5) SCOPE: This work element applies to the Federal
Cell embankment.

6) RUNON CONTROL DURING PROJECT: The
perimeter berms shall be constructed to a minimum
of three feet above the ground elevations (GL)
shown in the engineering drawings. Berm material
will be as specified in Specification 33. The first lift
of material shall have an uncompacted thickness of
no greater than 12 inches. There is no lift thickness
specification for subsequent lifts. Elevations for the
berms between the specified ground elevations shall
be linearly interpreted between the shown
elevations. The berms shall be a minimum of four
feet wide at the top and shall be compacted to a
minimum of 90 percent of a standard Proctor.

Verify that the required berms have been constructed to
the specified dimension. Record any findings on the
Daily Construction Report. Conduct laboratory
classification (ASTM D2487) and Standard Proctor tests
(ASTM D698) at a rate of one test per 5,000 linear feet
of berm, with a minimum of one test per berm. Conduct
one density test per 300 linear feet of the first lift and
subsequent lifts of the berm to ensure that it meets
specifications. Record density tests on the Field Density
Test form.
Verify that berms have been tested and inspected by QC
personnel and that appropriate density test have been
conducted.
7) RUNOFF CONTROL DURING PROJECT:
Berms shall be constructed around the outside
Perimeter of waste placement areas to a height of
three feet. This height is measured as the elevation
above the as-built elevation of the liner protective
cover. Berms shall be a minimum of three feet wide
at the top. Berm material will be as specified in
Specification 33. The first lift of material shall have
an uncompacted thickness of no greater than 12
inches. There is no lift thickness specification for
subsequent lifts. The berm will be constructed on
top of the clay liner such that the berm is not in
contact with native ground. The berm shall be
constructed directly on top of clay liner or liner
protective cover that has been compacted to at least
90 percent of a standard Proctor. A minimum
distance of 10 feet shall be maintained between the
toe of the berm and the toe of the waste. The berms
shall be compacted to a minimum of 90 percent of
Verify that the required berms have been constructed to
the specified dimension. Record any findings on the
Daily Construction Report. Conduct laboratory
classification (ASTM D2487) and Standard Proctor tests
(ASTM D698) at a rate of one test per 5,000 linear feet
of berm, with a minimum of one test per berm. Conduct
one density test per 300 linear feet of the first lift and
subsequent lifts of the berm to ensure that the
specification is met. Record density tests on the Field
Density Test form.

Verify that the berms have been tested and inspected to
the correct criteria by QC personnel.

Review documentation to verify that the weekly access
ramp inspections have been performed.

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a standard Proctor.

Contact water shall be controlled inside the runoff
control berm system. Contact water is defined as
any storm water that falls within the runoff berm
system in the active, unfinished portions of the
embankment. Access ramps that cross runoff berms
shall be constructed and maintained to prevent such
runoff from leaving the lined portion of the
embankment.

Storm runoff for up to a 10-year, 24-hour event that
runs off from those portions of the embankment that
have been completed to final cover design shall be
managed and controlled to prevent such runoff from
contacting contaminated waste material in the
active unfinished portions of the embankment.

After the first lift of radon barrier material for an
entire side slope area (i.e., from the toe of waste to
the side slope breakover) has been pushed out to the
design lift thickness the adjacent runoff berm for
that side slope area may be removed. During
placement of this first lift of radon barrier, there is
no minimum offset to the runoff berm.

Inspect the access ramps that cross runoff berms on a
weekly basis for the presence of runoff control channels
and document the inspection on the Daily Construction
Report.

8) MONTHLY BERM INSPECTION: The berms
are to be inspected monthly. Inspect for obvious
damage to berms. Ensure berm height where roads
cross berms.
Inspect the berm on a monthly basis and document the
inspection and any corrective actions taken (if required)
on the Daily Construction Report. Marker posts
indicating the required berm height should be placed at
both sides of a road at the point where the road crosses
the berm. This is to aid in identifying damage to the
berm due to road traffic. Notify the Project Manager and
review documentation to verify any noted damage and
required repairs. After repairs are completed, re-inspect
Verify that the monthly berm inspections have been
performed and properly documented. Verify proper
installation of marker posts.
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the berm. Continue this process until the berm meets
specification.

9) BERM MAINTENANCE: The runon and runoff
berms shall be surveyed and improved, as required,
by September 1 of each year.

To insure the minimum runoff berm height is
maintained (per Specification 7), inspect and survey
waste offsets (area between the toe of runoff berms
and the toe of waste slopes), and remove any
accumulated sediment, waste and/or soil materials,
as required, by September 1 of each year.

Survey the berms at 100 foot intervals and key points
(i.e., changes in direction of the berm). Notify the
operations Manager of any noted damage and required
repairs. After repairs are completed, re-inspect the berm.
Continue this process until the berm meets specification.

Inspect and survey the runoff berms and waste offsets at
100 foot intervals and key points (i.e., changes in
direction). This can be performed in conjunction with
the annual berm survey. Notify the Operations Manager
of areas requiring removal of accumulated materials
(cleaning). After cleaning is completed, re-inspect and
re-survey, as needed, the waste offset(s). Continue this
process until the runoff berms/waste offsets meet
specification.

Verify that the berms are surveyed and improved, as
required.

Verify that waste offsets are inspected, surveyed and
cleaned, as required.
10) MOVING OR BREACHING A RUNOFF
CONTROL BERM: When moving or breaching a
berm, the work must be authorized by the QC
Supervisor prior to commencing work. A temporary
breach of a berm may be accomplished without a
temporary berm, provided the work is expected to
be completed and the berm replaced the same day.
A temporary berm will be designed to ensure runoff
is contained within the cell and approved by the
Engineering Manager.

A berm may be partially or completely breached during
cover construction (e.g., one or more of the requirements
in the Runoff Control During Project specification
above is no longer met) as long as runoff control is
maintained from potentially contaminated areas to clean
areas as approved by the Engineering Manager.
Review the work to be performed. Document the
approval to move or breach a berm on the Breach of
Berm form.

Ensure runoff control is maintained to prevent
potentially contaminated liquids running into clean
areas and document on the Daily Construction Report.
Verify that the approval to move or breach a berm has
been properly documented on the Breach of Berm form.

Review Daily Construction Reports to ensure proper
documentation.
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11) NUCLEAR DENSITY/MOISTURE GAUGE
CALIBRATION: Each nuclear density gauge
shall have current calibration, performed in
accordance with the manufacturer’s specifications,
prior to use on the project.

Check calibration labels to ensure equipment is
calibrated prior to using.

12) SAMPLING LOCATIONS FOR LOTS: For
sample locations chosen by random numbers, two
random numbers shall be employed. The first
number (X) shall be between zero and the largest
east-west distance of the lot. The second number
(Y) shall be between zero and the largest north-
south distance of the lot. The test location will be
located at X feet east and Y feet south of the north-
west corner of the lot. For a linear lot (e.g. the
intersection of lifts), a single random number shall
be generated.

Generate random numbers for each lot by using a
calculator or computer with a random number generator.
Locate the test location within five feet of the location
specified by the random numbers. If the sample location
is outside the lot, generate two new random numbers.
Verify that the test sample locations are being chosen by
random number.
13) TEST METHODS: All tests shall be performed in
accordance with the test methods specified in
Appendix B.

14) QA AUDITING: EnergySolutions shall contract
with an independent firm to perform an annual audit
of the CQA/QC program. The auditor shall:

A. audit at least 15 percent of the CQA\QC
documentation; and

B. observe QC procedures for field
density/moisture tests, classification tests,
Proctors, permeability tests, and surveying.

The audits must be coordinated so that field
activities are audited. Each audit shall include
observations of field activities that occur while the
Schedule times with the QA auditor to observe the
specified testing. Cooperate with QA auditor in the
review of QC documentation.
Cooperate with QA auditor in the review of QC
documentation. Verify that a copy of the report has been
submitted to the Director.
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auditor is on-site. A copy of the auditor’s report
shall be submitted to the Director of the Division of
Waste Management and Radiation Control
(Director).

15) TEST FAILURE PROTOCOL: Unless otherwise
specified in this Manual, any failing test shall be
addressed as follows:

A. Document the failing test result in applicable
QC records.

B. Notify construction personnel of the failing test
result and re-work as needed.

C. After re-work is complete, re-test and
document results.

D. If the re-test results pass, approve the work.

E. If the re-test results fail, require further re-work
until passing results are achieved.

F. Any circumstance where re-work is not desired
or possible shall be documented on a
Nonconformance Report (NCR). Any
circumstance addressed via NCR in accordance
with this specification requires Director
notification and written approval prior to
proceeding. The Director approval shall be
obtained in accordance with Specification 23.

Document all failing tests and corrective actions for
those failures. When applicable, obtain documentation
of Director notification.
Ensure documentation is present for all failed tests.
Review documentation and corrective actions. Notify
Director as required. Provide QC with documentation of
the Director notification.
16) QUALITY OF ROCK: Applies to the following
cover materials.

As described in NUREG-1623, Appendix F, perform at
least one petrographic examination for each rock source
prior to use in accordance with ASTM C295. If a
combination of limestone, sandstone, and igneous rock
Verify the frequency of laboratory quality control tests
and compliance of test results.

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Federal Cell: Type A Filter Zone Rock, Type B
Filter Zone Rock, Type A Rip Rap and Type B Rip
Rap.

The rock shall have a "Rock Quality" score of at
least 50 based on the following tests: Specific
Gravity (ASTM C128), Absorption (ASTM C127),
Sodium Soundness (ASTM C88), and L.A.
Abrasion (ASTM C131 or ASTM C535). The
procedures for scoring "Rock Quality" are found in
Appendix C

is found for a source, percentages of each type of
material shall be determined for scoring.

Perform Na soundness, LA abrasion, absorption, and
specific gravity testing at a rate of one set of tests per
10,000 cubic yards of rock with a minimum of four tests
per embankment. Samples may be collected at the
source location or from onsite stockpiles. Record the
location of all collected samples in the Sampling Log.

17) QC PROCEDURES: Quality Control procedures
to perform the actions described in this Manual are
designated CL-QC-PR and maintained by
document control. Other QC procedures are
described in designated ASTM tests.

18) PRE-CONSTRUCTION DOCUMENTATION
& COMMUNICATION: Prior to each
construction phase, and at the beginning of each
construction season for ongoing phases,
construction personnel will review construction
phase-specific drawings, specifications, and
procedures. A pre-construction meeting will also
discuss key personnel and requirements for the
construction phase. The Director shall be invited 48
hours in advance to a pre-construction meeting. The
construction phase-specific drawings shall be
submitted to the Director in accordance with
Specification 23 for review and approval at least 30
calendar days prior to construction.

As waste placement is ongoing, this pre-construction
documentation & communication section is not
applicable to waste placement. Waste placement will
Obtain documentation confirming that the construction
phase-specific drawings have been approved by the
Director.

Verify that the construction phase-specific drawings
have been provided to the Director at least 30 calendar
days prior to construction. Provide QC with
documentation of Director approval.

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be completed in accordance with this Manual and
approved engineering drawings listed in
Groundwater Quality Discharge Permit
UGW450005.

19) PROJECT MANAGER: The Project Manager
shall be designated at the beginning of each
construction phase. If not designated or not
available, the Engineering Manager shall assume
the role of the Project Manager.

20) NATIVE MATERIAL: Natural soil from areas
surrounding the Clive Facility. Native material may
be used as fill between the waste placement zone
and final cover or in the construction of liner and
cover provided the material meets project specific
specifications.

21) OFF-SITE FILL/BACKFILL MATERIAL: Fill
or backfill material may consist of native material,
or other materials from off-site sources (if absent
waste).

Fill or backfill material from off-site sources shall
conform to the following requirements:

A. It shall consist of only natural soil and rock.

B. It shall not exceed the Exempt limit of UAC
R313-19-13(2)(a)(i)(B).

C. It shall not contain any of the following:
1. Biodegradable materials.
2. Hazardous waste, including but not
limited to listed or characteristic waste.
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3. Material regulated by any other State or
Federal regulatory program.

D. It shall only be used in the fill portions of the
Federal Cell embankment (between the waste
placement zone and final cover or in the
construction of liner and cover provided the
material meets project specific specifications).

E. The following records shall be maintained:
1. The identity / location of the source(s) of
the material.
2. The volume and weight of the material.
3. Documentation that the material meets the
prohibitions of Specification 21.C.

22) DIRECTOR EXEMPTION: Any requirement
within this Manual may be exempted by the
Director of the Division of Waste Management and
Radiation Control. Exemptions will be confirmed in
writing.

23) DIRECTOR NOTIFICATION AND
APPROVAL: EnergySolutions shall
simultaneously copy the DWMRC, LLRW Section
Manager on all Director notifications within this
Manual. Unless otherwise stated in the specification
all notifications will be in the form of a letter.

Request for Approval
EnergySolutions shall obtain Director approval for
various work tasks included in this CQA/QC
Manual. The pertinent specifications will state the
scope and timeframe needed for Director’s approval
or denial.
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A written Request for Approval (RFA) shall be
submitted by EnergySolutions for work tasks
requiring Director approval. Email is an acceptable
form of submission for RFA matters, including
responses by the Division. The RFA along with
supporting documentation shall be sent to the
Director, with simultaneous copies sent to the
LLRW Section Manager and assigned staff. The
heading of the RFA shall include a reference to the
Specification number, the response timeframe goal
(in State business days), and a description of the
activity requiring approval. Additional details of
the work activity, including the basis for the
requested action shall be included in the body of the
RFA. The response timeframes included in this
CQA/QC manual are goals for Division responses
to RFAs. The Division recognizes the importance
of timely responses to specific RFA matters. The
Director agrees to make reasonable efforts to
respond to RFAs on or before the specified
timeframes. Director approval of RFA matters is
not automatic. If staff has not responded within the
timeframe goal, or if other circumstances exist that
require the need of urgent attention,
EnergySolutions may escalate the matter to the
LLRW Section Manager. If the LLRW Section
Manager is not responsive, EnergySolutions may
escalate the matter to the Director.

Designee for Director
For purposes of this CQA/QC Manual, EnergySolutions
may treat an email or letter signed by Section Staff in
response to a specific RFA as constituting formal
Director approval.
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24) SCOPE: This work element applies to the Federal
Cell embankment.

25) CLEARING AND GRUBBING: Remove
vegetation, debris, organic, or deleterious material
from areas to be excavated for construction of cells.
Grubbing depth will depend on the type of
vegetation, debris, organic, or deleterious material
on the site. If the area is free of these materials then
no clearing and grubbing will be necessary.

Inspect the area once clearing and grubbing has been
completed. Record observations and corrective actions
(where required) on the Daily Construction Report.
Verify and document that the clearing and grubbing has
been inspected by QC.
26) EXCAVATION: Excavation shall be made to the
lines, grades, and dimensions prescribed in the
approved construction phase-specific drawings.
Any over excavation shall be backfilled with native
materials and compacted to 95 percent of Standard
Proctor. The uncompacted lift thickness shall not
exceed nine inches.
Observe the cell excavation. Record observations and
corrective actions taken (where required) on the Daily
Construction Report.

In areas of over excavation, conduct in-place density
tests of backfill 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 lift of a
specified type of material. Test locations shall be chosen
on the basis of random numbers (described in
Specification 12).
a. Approve lots which meet the specified compaction.
b. Rework and retest lots not meeting the specified
compaction.

Proctors shall be performed at a rate of one test per
100,000 square feet for each material type. At least one
proctor shall be performed for each material type.
Record the location of the sample on the Sampling Log.

Observe QC personnel to ensure that the tests and
observations are being performed correctly. Verify that
the tests are being performed at the correct frequency
and that the documentation is being completed correctly.
27) SCARIFICATION AND COMPACTION: The
foundation shall consist of either:

Inspect and verify the foundation meets the compaction
specifications. Record observations and corrective
actions on the Daily QC Report.

Observe QC personnel to ensure that the tests and
observations are being performed correctly. Verify that
the tests are being performed at the correct frequency
and that the documentation is being completed correctly.
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A. For in-situ sands: Inspect the surface for
cracks. If cracking of the surface is
observed, then scarify the in-situ sands and
compact to at least 95 percent of a
Standard Proctor. If no cracking is
observed, then scarification is not
necessary prior to compacting to at least 95
percent of a Standard Proctor.

B. For in-situ non-sandy soil: Scarify the in-
situ soils to at least six inches and compact
it to at least 95 percent of a Standard
Proctor.

Conduct in-place density tests 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
lift of a specified type of material. Test locations shall
be chosen on the basis of random numbers (described in
Specification 12).

Proctors shall be performed at a rate of one test per
100,000 square feet for each material type. At least one
proctor shall be performed for each material type.
Record the location of the sample on the Sampling Log.

28) FINAL GRADING: The foundation surface shall
be smooth-drum rolled prior to clay liner
placement. The foundation shall be free from
surface debris, soft (wet) spots greater than three
inches deep, and loose soil areas with a loose
surface greater than three inches deep. Foundation
shall be at or below design elevation.

Survey the foundation on a 50 foot grid and at key points
(i.e. embankment break lines). Final survey
measurements will be documented and provided to the
QC Supervisor and Quality Assurance.

Review the final survey data. Verify the frequency of the
survey points.
29) UNSUITABLE MATERIAL: Remove unsuitable
material as required. Unsuitable material is non-soil
material or soil which cannot be reworked to meet
the compaction criteria.
Define areas of unsuitable material and notify the
Project Manager that such areas must be removed.
Observe the areas once the unsuitable material has been
removed. Report corrective actions (where required) on
the Daily Construction Report.

Verify that the removal of unsuitable material has been
properly documented.
30) FOUNDATION APPROVAL: Foundation areas
shall be approved by the Engineering Manager (or
designee). Prior to covering, the Engineering
Manager (or designee) shall prepare a "Notice of
Acceptance" indicating that the foundation areas
meet the required specifications.

Accompany the Engineering Manager (or designee) on
a walk-through of the foundation area. Obtain the
Notice of Acceptance from the Engineering Manager
(or designee) before construction of the clay liner
begins.
Confirm that QC has obtained the Notice of Acceptance.
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The Engineering Manager may delegate
Engineering Manager duties to a qualified designee
provided that the Engineering Manager is
responsible for and shall personally review, correct
when necessary and approve any work performed
by a subordinate or associate on the Engineering
Manager’s behalf in accordance with Utah Code §§
58-22-102(16) and -603(1)(b).

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31) SCOPE: This work element applies to the Federal
Cell embankment.

32) CLEARING AND GRUBBING: Remove
vegetation, debris, organic, or deleterious material
from areas to be used for borrow. Grubbing depth
will depend on the type of vegetation, debris,
organic, or deleterious material on the site. If the
area is free of these materials then no clearing and
grubbing will be necessary.

Inspect the area once clearing and grubbing has been
completed. Record observations and corrective actions
(where required) on the Daily Construction Report.
Verify that the clearing and grubbing has been inspected
and recorded by QC.
33) MATERIAL: Satisfactory material shall be
defined as CL or ML soils based on the Unified Soil
Classification with at least 85 percent passing the
No. 200 sieve (silt and clay), a plasticity index (PI)
between 10 and 25, and a liquid limit (LL) between
30 and 50.
Perform laboratory classification tests (ASTM D 2487)
at a rate of one test per lot prior to use of material in the
clay liner. A lot is defined as a maximum of 5,000 cubic
yards (compacted) of specified material type. Record the
location of the classification sample on the Sampling
Log.
a. Approve lots (which meet the specified
classification) for use in the clay liner.
b. Lots not meeting the specified classification cannot
be used.

Verify the frequency of laboratory tests and compliance
of test results.
34) PROTECTION: The clay borrow material shall be
handled in such a manner as to prevent
contamination with radioactive waste material or
other deleterious material. Acceptable clay borrow
material may contain up to five percent additional
rocks (less than or equal to one inch) and sand
above the content found in the classification test.

Visually check clay liner materials for contamination by
foreign materials. If any foreign materials are identified,
the percentage of foreign material shall either be
estimated in accordance with ASTM D2488 or
calculated in accordance with ASTM D2487. Document
findings on the Daily Construction Report. Notify the
Project Manager to have operations remove or rework
clays which have been contaminated above the specified
requirements. Re-inspect the clay liner material and
document corrective actions (where required) on the
Daily Construction Report.

Verify that the clay liner material is being inspected for
contaminants and that the inspection and corrective
actions (if required) are properly documented.
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35) PROCESSING: These procedures may be used to
provide suitable material for construction of the
clay liner.

A. If used, apply deflocculant at a rate determined
by the Engineering Manager (based on test pad
data). If used, the choice of deflocculant and
the application rate shall be verified in the Clay
Liner Test Pad.

B. Mix the deflocculant thoroughly into the soils
by tilling or similar action.

Measure the mixing areas and verify that the application
rate of the deflocculant is equal to or greater than the rate
determined by the Engineering Manager. Record the
size of the mixing areas and the amount of deflocculant
applied on the Embankment Construction Lift Approval
Form.

Observe the mixed clay and notify the Project Manager
of areas which are not adequately mixed. Re-inspect
after corrected. Document observations and corrective
actions, if required, on the Daily Construction Report.

Verify that the size of the mixing areas and the amount
of deflocculant applied has been properly documented.

Verify that the clay is being inspected correctly and the
inspection documented.
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36) SCOPE: This work element applies to the Federal
Cell embankment.

37) NOTICE OF TEST PAD CONSTRUCTION: In
accordance with Specification 23 the clay liner test
pad plan shall be approved by the Director. The clay
liner test pad plan shall be provided to the Director
at least 14 calendar days prior to test pad
construction.

The Director shall be notified 48 hours in advance
of the start-up of test pad construction.

Obtain documentation confirming that the test pad plan
has been approved by the Director.

Obtain documentation confirming that the Director has
been notified, as required.
Verify that the test pad has been provided to the Director
at least 14 calendar days prior to construction of the test
pad. Provide QC with documentation of Director
approval.

Notify the Director 48 hours in advance of the start-up
of test pad construction. Provide QC with
documentation of Director notification.

38) TEST PAD(S): A test pad with minimum
dimensions of 60 feet by 75 feet will be constructed
using the procedure outlined in the approved test
pad plan.

Prior to use of manually operated compaction
equipment, a small test pad with minimum
dimensions of five feet by five feet (sized
appropriately for the equipment used) will be
constructed. The purpose of this small test pad is to
establish equipment and procedures for
construction of clay liner in locations where large
equipment is not practical (e.g. repairs). If manually
operated compaction equipment is not used on the
project, a small test pad is not required.

A new clay liner test pad shall be constructed each
time there is a change in specifications, construction
procedures, unified soil classification, or types of
equipment.

Observe the construction of test pads. Measure each test
pad to ensure that it is constructed to at least the size
required. Record the test pad size on the Embankment
Construction Lift Approval Form.

The large test pad shall be divided into three lots per lift
(approximately 1,500 square feet per lot). Each lift of
the small test pad shall equal a lot.

Observe the construction of the test pads. Verify that the
test pad has been measured and is properly documented.

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Clay liner test pads are to be constructed and tested
in accordance with the following specifications:

A. Prior to compaction, conduct at least one
classification and gradation test for each test
pad.

B. Place the clay in at least three lifts with the first
lift uncompacted thickness not exceeding
twelve inches. Remaining lifts shall have a
loose material thickness not exceeding nine
inches for each lift.

C. The clay material will have a dry clod size less
than or equal to one inch.

D. The clay is to be placed and compacted by
equipment proposed for use during
construction of the clay liner.

E. The lifts of clay shall be bonded by providing a
rough upper surface on the underlying layer of
clay liner. The surface should have changes in
grade of approximately one inch or more at a
rate of two or more per linear foot.

Conduct classification and gradation tests (as described
in Appendix B) at a rate of one of each type of test per
test pad.

Measure the lift thickness at a rate of one test per lot.
Record thicknesses on the Embankment Construction
Lift Approval Form.

Inspect the loose clay material during the unloading and
spreading process for each uncompacted lift to ensure
any dry clods that are present are less than or equal to
one inch. Notify the Project Manager to have operations
remove clods greater than one inch. Record inspection
of the clod size on the Embankment Construction Lift
Approval Form and re-inspect the uncompacted lift if
necessary. Record any corrective actions performed on
the Daily Construction Report.

Record type of equipment used, and number of passes
on the Embankment Construction Lift Approval Form.

Perform a visual inspection to verify that there are
adequate changes in grade. Any areas of concern shall
be verified by placing a straight edge at least two feet
long on the surface and counting the number of points
approximately one inch or more below the straight edge.
Notify the Project Manager of any deficiencies. Re-
inspect after the Project Manager has corrected
deficiencies.

Verify the frequency of tests and compliance of test
results.

Verify that the number of lifts and lift thicknesses has
been documented. Verify that the clod size inspection
has been performed and documented for each
uncompacted lift thickness.

Verify that the dry clod size inspection has been
performed and documented, including corrective actions
as necessary.

Perform a minimum of one visual inspection per test
pad.

Verify the frequency of measurements and compliance
of test results.

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F. The clay is to be compacted to at least 95
percent of a standard Proctor with moisture
content between one-half a percentage point
below optimum and five percentage points
over optimum. Compaction of the large test
pad is to be accomplished by at least four
passes of suitable compaction equipment.

G. The clay is to be constructed to provide a
permeability less than or equal to 1 x 10-6
cm/sec. Permeability testing on the bottom lift
will be performed at the surface. Permeability
testing on the second lift will be performed
greater than or equal to two inches below the
surface. Permeability testing on the third lift
will be performed greater than or equal to four
inches below the surface.

H. The procedures used to construct the test pad
shall be reviewed and approved by a Utah
licensed Professional Engineer.

I. In accordance with Specification 23 the test
pad certification report shall be approved by

Conduct in-place moisture-density tests at a rate of one
test per lot, with a minimum of three tests per lift for
large test pads and one test per lift on small test pads.
The test location shall be chosen on the basis of random
numbers (described in Specification 12). Record the test
result on the Field Density Test form.
a. Approve lots which meet the specified moisture and
compaction.
b. Notify the Project Manager of lots not meeting the
specified permeability to have the areas reworked.
c. Retest (moisture/density and permeability) lots after
rework has been completed.
d. Any additional work under b. shall be included in
the test pad construction method.

Conduct in-place permeability tests at a rate of one test
per lot per lift. The permeability test shall be run within
five feet of the moisture-density test (see Appendix B).
Record the test result on the Field Permeability Test
form.
a. Approve lots which meet the specified permeability.
b. Notify the Project Manager of lots not meeting the
specified permeability to have the areas reworked.
c. Retest (moisture/density and permeability) lots after
rework has been completed.
d. Any additional work under b. shall be included in
the test pad certification report.

Provide the Utah licensed Professional Engineer with
copies of the documentation for the test pad for review
and approval.

Obtain documentation confirming that the test pad
certification report has been approved by the Director.
Verify the frequency of tests and compliance of test
results.

Verify the frequency of tests and compliance of test
results.

Verify that proper approval has been obtained for the
test pad and that the necessary construction procedure
documents are in place for use during clay liner
construction.

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the Director at least 14 calendar days from the
time the certification report was submitted and
prior to using the new test pad construction
method.
Verify that the test pad certification report has been
provided to the Director. Provide QC with
documentation of Director approval.
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39) SCOPE: This work element applies to the Federal
Cell embankment.

40) LIFT IDENTIFICATION: Each lift shall be
given a unique lift identification number for testing
and surveying purposes.

Assign a lift identification number to each lift. Use the
lift identification number to identify all paperwork for
that lift.
Verify that a lift identification number has been assigned
to each lift. Verify that the lift identification number is
used on all paperwork for that lift.
41) PLACEMENT: The clay liner will be prepared,
placed, and compacted using equivalent type of
equipment and mixing and compacting procedures
that were approved in the test pad.

If equipment used to prepare, place, and/or compact
clay liner differs by make and/or model from the
equipment identified in the approved test pad,
equipment equivalency shall be determined and
approved by a Utah licensed Professional Engineer
prior to use. The Director shall be notified at least
48 hours in advance of implementing an equipment
change and the Director shall approve the
equivalency determination prior to use of the
equivalent equipment. The Director approval shall
be obtained in accordance with Specification 23.

See Specification 33 for material specifications
unless more restrictions were implemented during
the test pad. The clay material shall have a dry clod
or rock size less than or equal to one inch.

Observe the clay liner placement. Record the equipment
and procedures used to place the clay liner and any
corrective actions (where required) on the Embankment
Construction Lift Approval Form.

Obtain documentation of equipment equivalency.
Obtain documentation that the Director has been
notified and approved of an equipment equivalency
determination.

Inspect the loose clay material during the unloading and
spreading process for each uncompacted lift to ensure
any dry clods or rocks that are present are less than or
equal to one inch. Notify the Project Manager to have
operations remove clods or rocks greater than one inch.
Record inspection of the clod or rock size on the
Embankment Construction Lift Approval Form. Re-
inspect and record any corrective actions performed on
the Daily Construction Report.

Verify the equipment and procedures used to construct
the clay liner have been documented.

Verify that use of equivalent equipment has been
approved by a Utah licensed Professional Engineer.
Notify the Director 48 hours prior to using equipment
that has been determined equivalent by a Utah licensed
Professional Engineer. Provide QC with documentation
of Director approval.

Verify that the clod or rock inspection has been
performed and documented.
42) LIFT BONDING: The lifts of clay shall be
bonded by providing a rough upper surface on the
Perform a visual inspection to verify that there are
adequate changes in grade. Any areas of concern shall
Verify the frequency of measurements and compliance
of test results.
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underlying lift. The surface should have changes in
grade of approximately one inch or more at a rate
of two or more per linear foot.
be verified by placing a straight edge at least two feet
long on the surface and counting the number of points
approximately one inch or more below the straight edge.
Notify the Project Manager of any deficiencies. Re-
inspect the surface after corrective actions have been
completed. Document any deficiencies and corrective
actions taken on the Daily Construction Report.

43) LIFT THICKNESS: The first lift of material shall
have an uncompacted thickness of no greater than
12 inches. For the remaining lifts, the loose lift
thickness shall not exceed the lesser of the lift
thickness used to construct the test pad or nine
inches.

A. Thickness for the lift will be established by
installing grade poles on at least a 70-foot grid
and at all control points. The grade poles must
not be installed deeper than three inches into
the underlying clay liner. The grade poles must
be marked at the appropriate depth to establish
the grade. After the grade for the lift has been
checked and approved by QC personnel, the
grade poles shall be removed.

- OR -

B. Survey to determine lift thickness using the
same grid spacing described in Specification
43.A. Survey equipment shall have a tolerance
no more than ± 0.1 foot.

Verify that the required grading tolerance 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. Visually check between poles for high or low spots.
d. Define high out of specification areas and notify the
Project Manager to rework those areas.
e. Re-inspect areas reworked and approve areas
meeting criteria.
f. Continue "b" through "d" above until all areas meet
criteria.
g. Indicate areas meeting criteria on the Embankment
Construction Lift Approval Form.

- OR –

a. Verify survey equipment is within a tolerance of ±
0.1 foot.
b. Verify correct set-up and operation of equipment.
c. Visually check between survey points for high or
low spots.
d. Define high out of specification areas and notify the
Project Manager to rework those areas.
e. Document survey results on a survey report.

Observe QC personnel to ensure that the measurements
are being performed correctly. Verify that the
measurements are being performed at the correct
frequency and that the documentation is being
completed. Verify that the inspection has been
performed and documented for each uncompacted lift
thickness.

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44) KEYING-IN: Segments of cell clay liner
constructed at times more than 30 days apart from
each other shall be keyed-in to each other by one of
the following two methods:

A. Key-in vertical steps no greater than nine
inches and at least twice as wide as they are
high.

- OR -

B. sloping the full thickness of old liner at a
maximum slope of 5(H):1(V).

The surface shall be maintained in accordance with
Specification 47.

Verify that the new liner has been properly keyed-in to
the existing liner. Record deficiencies on the
Embankment Construction Lift Approval Form.
Verify that the keying-in of the liner has been
documented.
45) COMPACTION: Clay liner material will be
compacted to at least 95 percent of standard Proctor
with moisture content between one-half of a
percentage point below and five percentage points
over optimum.
Conduct in-place moisture-density tests at a rate of one
test per lot and record the results on the Field Density
Test form. A lot is defined as 1,000 cubic yards
(compacted) of a single lift. The test location shall be
chosen based on random numbers (described in
Specification 12) and documented on the Lift Approval
Form.

Proctors shall be performed at a rate of one test per
borrow lot. A borrow lot is defined as 5,000 cubic yards
(compacted) or less of a specific material type. Record
the location of the Proctor sample on the Sampling Log.
Document results of the proctor on the Proctor Form.

Visually observe at least one lift being compacted and
one in-place moisture-density test per project area per
construction season. Verify that the tests are being
performed at the correct frequency and that the
documentation is being completed.
46) PERMEABILITY: Clay liner will have an in-
place permeability less than or equal to 1 x 10-6
cm/sec.

Conduct in-place permeability tests at a rate of one test
per lot and record the results on the Field Permeability
Test form. A lot is defined as 2,000 cubic yards of
Visually observe at least one in-place permeability test
per project area per construction season. Verify that the
tests are being performed at the correct frequency and
that the documentation is being completed.
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compacted clay liner. The permeability test shall be run
within five linear feet of a moisture density test location.
a. Approve lots which meet the specified permeability.
b. Notify the Project Manager of lots not meeting the
specified permeability to have the areas reworked.
c. Retest (moisture/density and permeability) lots after
rework has been completed.
d. Restore all test areas to assure no leaks.

47) LINER DRYING PREVENTION: Desiccation
cracks shall not exceed one-fourth inch wide and
three-inches deep in the clay liner. Areas with
desiccation cracks exceeding this specification shall
be identified as new lots to be reworked and shall
be reported to the Director.

To prevent the clay liner from drying one (or more)
of the following methods shall be employed:

A. Apply water to the clay liner surface on an as
needed basis

B. Cover the clay liner with nine inches of loose
clay

Observe the liner surface for drying and document
results on the Daily Construction Report.

Notify the Project Manager and QA of any desiccation
cracks larger than specification identified in the clay
liner.

Clay liner with larger than specification desiccation
cracks shall be reworked and retested in accordance with
one of the following methods:
a. Scarify the in-place clay, moisture condition as
needed, then recompact and retest the clay material
in accordance with Specifications 41, 45, and 46.
b. Excavate all material that has larger than
specification desiccation cracks and replace with
new clay in accordance with Specifications 40
through 46.

Document methods used to prevent the clay liner from
drying on the Daily Construction Report.

Verify that the liner is being inspected correctly and the
inspection documented. Report discrepancies to the
Director as required.

Verify methods used to prevent clay liner from drying
have been documented.

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C. Cover the clay liner with at least one foot of
loose liner protective cover material

D. Cover the clay liner with six inches of clay
compacted to a minimum of 90 percent of a
standard proctor.

Newly constructed liner will be covered in
accordance with method B, C, or D above within 30
days of clay liner lift approval.

Note: Placement of the next lift of clay liner or liner
protective cover meets the requirements above.

Conduct in-place density tests at a rate of one test per lot
and record the results on the Field Density Test form. A
lot is defined as 1,000 cubic yards (compacted) of a
single lift. The test location shall be chosen on the basis
of random numbers (described in Specification 12) and
documented on the Lift Approval Form.

Proctors shall be performed at a rate of one test per
borrow lot. A borrow lot is defined as 5,000 cubic yards
(compacted) or less of a specific material type. Record
the location of the Proctor sample on the Sampling Log.
Document results of the proctor on the Proctor Form.

Document that clay or protective cover soils have been
placed over approved clay liner lifts within 30 days of
lift approval.

Verify that density tests are being performed at the
correct frequency and that the documentation is being
completed

.
48) SNOW REMOVAL: When clay liner material is
to be placed and the work area is covered with
snow, the snow must be removed.
Observe that snow is removed. Inspect the clay liner for
damage. Notify the Project Manager of any
deficiencies/damage and re-inspect areas after repairs
are completed. Record these corrective actions (where
required) in the Daily Construction Report.

Verify that snow removal is being documented and the
clay liner has been inspected.
49) COLD WEATHER PLACEMENT OF CLAY
LINER: For purposes of this Manual, “frozen” is
defined as a soil temperature of less than or equal to
27ºF. Clay liner shall not be placed above frozen
material. In addition, no frozen material shall be
processed or placed.

As needed, observe the area where clay liner is to be
placed. If frozen material is observed, cease placement
of clay liner. If frozen material is suspected, measure
soil temperature. Document the stopping of placement
in the Daily Construction Report.

Verify that clay liner is tested as required (and the testing
documented) during cold weather conditions.
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If the air temperature has dropped below 32ºF since
the last lift of clay liner was approved, one of the
following three scenarios apply:
A. If less than 30 days have passed since the date
of lift approval and the last lift of clay liner has
been covered since the approval date with at
least nine inches of loose clay or six inches of
compacted clay, then the cover clay may be
worked with no additional testing of the lower
approved lift.

B. If less than 30 days have passed since the date
of lift approval and the last lift of clay liner has
not been covered with at least nine inches of
loose clay or six inches of compacted clay,
then:

1. Perform spring start-up testing as
discussed below; or

2. Measure the liner/foundation temperature
approximately one inch beneath the
surface at a frequency of one measurement
per lot (defined as no more than 100,000
square feet). If the temperature one inch
beneath the surface is greater than 32ºF, no
additional actions are required. If the
temperature one inch beneath the surface
is less than 32ºF and greater than 27ºF, re-
roll the surface with one pass of the same
type of construction equipment (i.e., a
compactor for intermediate lifts or a
smooth drum roller for the final surface)
Review ambient air temperature records as measured at
the site meteorological station. Document status of clay
liner cover placement on the Daily Construction Report.
Measure the liner/foundation temperature when
triggered under B.2. of this specification, at the specified
frequency. Clay temperature shall be measured between
6:00 AM and 8:00 AM on the day that clay liner will be
placed. Temperature measurements shall include a
location that is most likely to be coldest; i.e., if there is
a portion of the liner that is shaded or at a low point. To
ensure a stable reading, the temperature probe shall be
left in place for at least two minutes prior to taking the
reading.

If the initial clay temperature measurement is less than
or equal to 27ºF, the affected area may be resampled
before 8:30 AM the same day as follows:
a. Measure the liner/foundation temperature at a
frequency of one measurement per lot (defined as no
more than 10,000 square feet).
b. Lots where the temperature is greater than 27ºF do
not require rework other than re-roll the surface with
one pass of the same type of construction
equipment; except that the lot where the initial
temperature less than or equal to 27ºF was measured
shall be reworked regardless of resampling results.

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and continue with liner construction. If the
temperature 1 inch beneath the surface is
less than or equal to 27ºF, re-work and re-
test density and permeability of the
affected area after the clay temperature has
risen above 27ºF.

C. If more than 30 days have passed since the date
of lift approval, perform spring start-up testing.

50) SPRING START-UP: See Specification 49 for
situations that trigger this specification.

For spring start-up testing, the surface lift is treated
as protective cover, regardless of whether it was an
approved lift of clay liner at one time or not.
Excavate nine inches below the clay surface and re-
test for density and permeability. Excavation for
testing purposes may consist of removing the
protective cover lift; or may be performed by
‘potholing’ only at the testing locations. Areas that
have been ‘potholed’ for permeability testing shall
be repaired by applying the same level of effort as
prescribed by the approved test pad for liner
construction.

Perform density and permeability testing at the
frequencies outlined for liner construction in
Specifications 43 through 46. This testing may be
performed outside of the approved lift area so long as
the area tested is representative of the clay in the
approved lift area (i.e., was constructed at the same time
and with the same method). Moisture testing is not
required for spring start-up.
a. Approve lots that meet specification. The protective
cover lift may then be worked in place and tested to
become the next lift of clay liner.
b. For lots that do not meet specification, test the
surface at successively deeper nine inch increments
until a passing lift is found; remove all failing lot;
re-work all failing lot; and re-test.

Document that repairs are completed to the same level
of effort as required by the approved test pad for clay
liner construction.

51) CONTAMINATION OF CLAY LINER: The
clay liner material shall not become contaminated
with radioactive soils or debris during construction.
Prior to compaction, visually check the clay liner
material for contamination by foreign materials in
accordance with ASTM D2488. Remove or rework clay
Verify that the clay liner is being inspected for
contaminants and that the inspection and corrective
actions (if required) are properly documented.
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The in-place clay liner material may contain up to
five percent additional rocks and sand above the
content found in the classification test.

liner material that has been contaminated above the
specified requirements. Document corrective actions
(when required) on the Daily Construction Report.
52) FINAL GRADING: Final grading shall be at or
above design elevations.
Survey on a 50 foot grid and at key points (i.e.,
embankment break lines). Final survey measurements
will be documented and provided to the QC Supervisor
and Quality Assurance.

Review the final survey data. Verify the frequency of the
survey points.
53) HEAVY EQUIPMENT ON CLAY LINER:
Heavy equipment travel will be minimized on top
of the finished clay liner. Heavy equipment will not
be operated on saturated clay liner.

Observe work on clay liner. Notify the Project Manager
of problems with equipment on the clay liner. Re-inspect
problem areas once corrected. Record corrective actions
taken (where required) on the Daily Construction
Report.

Verify that the work is being inspected.
54) DIRECTOR APPROVAL: In accordance with
Specification 23 the Director shall approve
documentation associated with completed clay
liner. Documentation shall include all QC and QA
records associated with clay liner construction, as
well as photographs of the completed liner surface.
In addition, 48 hour notification shall be provided
to the Director prior to placement of soil material
over the clay liner (waste or soil protective cover).
However, Director approval of clay liner
documentation is not required prior to placement of
waste over the clay liner.

Notify Quality Assurance that the clay liner is prepared
and ready for inspection by the Director. Obtain written
authorization on the Liner Inspection Form from Quality
Assurance that the clay liner has been inspected. Obtain
documentation of Director notification from Quality
Assurance.
Notify the Director that the clay liner is prepared and
ready for inspection at least 48 hours prior to covering
with soil protective cover material. Obtain written
Director approval of the clay liner prior to the placement
of material over clay liner (waste or soil protective
cover). Provide QC with documentation of notification.
55) LINER PROTECTIVE COVER: At least one
foot of compacted native soils, free of debris, shall
be constructed on top of the clay liner. This layer is
termed “Liner Protective Cover”. Contaminated
equipment may be used to place Liner Protective
Cover. Liner Protective Cover shall be constructed
through one, or a combination, of the following
methods:

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a. Clay liner placed in excess of clay liner design
elevations may be considered part of the Liner
Protective Cover.

b. Constructed Liner Protective Cover using
native soils free of debris as follows:

a. Soil material will be placed in lifts with a
compacted average thickness not
exceeding 12 inches.

i. Thickness for the lift will be
established by installing grade
poles on at least a 70-foot grid and
at all control points. The grade
poles must not be installed deeper
than three inches into the
underlying clay liner. The grade
poles must be marked at the
appropriate depth to establish the
grade. After the grade for the lift
has been checked and approved by
QC personnel, the grade poles shall
be removed.

- OR -

ii. Survey to determine lift thickness
using the same grid spacing
described in Specification 43.A.
Survey equipment shall have a
tolerance no more than ± 0.1 foot.

Inspect, test and approve excess clay liner in accordance
with Work Element “Clay Liner Placement”.

Verify that the required grading tolerance 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. Visually check between poles for high or low spots.
d. Define high out of specification areas and notify the
Project Manager to rework those areas.
e. Re-inspect areas reworked and approve areas
meeting criteria.
f. Continue "b" through "d" above until all areas meet
criteria.
g. Indicate areas meeting criteria on the Embankment
Construction Lift Approval Form.

- OR –

a. Verify survey equipment is within a tolerance of ±
0.1 foot.
b. Verify correct set-up and operation of equipment.
c. Visually check between survey points for high or
low spots.
d. Define high out of specification areas and notify the
Project Manager to rework those areas.
e. Document survey results on a survey report.

Verify that excess clay liner has been constructed and
tested in accordance with Work Element “Clay Liner
Placement”.

Observe QC personnel to ensure that the measurements
are being performed correctly. Verify that the
measurements are being performed at the correct
frequency and that the documentation is being
completed. Verify that the inspection has been
performed and documented for each lift.

Verify that the tests are being performed at the correct
frequency and that the documentation is being
completed.
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b. Each lift shall be compacted to at least 90
percent of a standard Proctor. Moisture
testing is not required.

Conduct in-place density tests at a rate of one test per lot
and record the results on the Field Density Test form. A
lot is defined as 1,000 cubic yards (compacted) of a
single lift. The test location shall be chosen on the basis
of random numbers (described in Specification 12) and
documented on the Lift Approval Form.

Proctors shall be performed at a rate of one test per
borrow lot. A borrow lot is defined as 5,000 cubic yards
(compacted) or less of a specific material type. Record
the location of the Proctor sample on the Sampling Log.
Document results of the proctor on the Proctor Form.

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56) SCOPE: This work element applies to the Federal
Cell Embankment.

57) DEFINITION OF WASTE:

Depleted Uranium Containers – Cylinders
containing depleted uranium ranging from 11 to 12
Mg full. The cylinders with a 12-Mg capacity are
12 ft (3.7 m) long by 4 ft (1.2 m) in diameter.
Most have a steel wall that is 5/16 in (0.79 cm)
thick. Similar but slightly smaller cylinders with a
capacity of 9 Mg are also managed. Drums
containing depleted uranium have a gross volume
of 55 gallons and from 0.6 to 1.0 Mg full.

58) DEPLETED URANIUM CONTAINER
PLACEMENT: Depleted Uranium Containers
shall be placed below ground surface level and
beneath the Embankment’s top slope within the
Federal Cell Embankment.

The maximum allowable load on the clay liner
surface is less than 3,000 psf.

CLSM is required as structural fill in a Depleted
Uranium Engineering Review in order to meet the
load specification. The first four feet of CLSM shall
be placed around the depleted uranium containers
within 60 calendar days of depleted uranium
container disposal.

Confirm that DU is placed within the license-approved
limits (e.g., below the top slope and below ground
surface grade).

Have the Engineering Manager perform a Depleted
Uranium Container Engineering Review. Ensure that the
bearing pressure at the clay liner surface meets
specification for the load associated with placement of
depleted uranium containers.

Document the date of depleted uranium containers
disposal and the date of the CLSM pour and include with
the Lift Approval Form.

Confirm that the Depleted Uranium Container
Engineering Review has been completed.

Verify the first four feet of CLSM was placed around a
depleted uranium container within 60 calendar days of
depleted uranium containers disposal.
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59) CLSM DESIGN SPECIFICATIONS:

CLSM shall have the following characteristics:

A. The design mix will be approved by the
Engineering Manager prior to use in the cell
area and meets the material specifications
provided in Table 1 “Material Specifications
for Portland Cement CLSM”.

B. The CLSM passes a Slump Test (ASTM
C143), Flow Consistency Test (ASTM D6103)
or Efflux test (procedure provided in Appendix
B of this Manual), as applicable. Passing
criteria for each test is specified in Table 1
“Material Specifications for Portland Cement
CLSM”.

For each day’s production, perform an initial screening
test. Perform subsequent acceptance tests as required by
lot size. The results of these tests and corrective actions,
if any, shall be documented on the CLSM Testing Form.
a. Initial screening tests shall be performed on the first
load of CLSM for each day that CLSM is poured.
This screening test shall be performed from the
“front end” of the load. The initial screening test
includes either a Flow Consistency Test (ASTM
D6103) or Efflux test (procedure given in Appendix
B. The results from this initial screening test shall
indicate whether or not any adjustments need to be
made at the batch plant to ensure loads meet design
specifications.
b. If adjustments are made to the load to produce a
product that passes the testing requirements,
perform initial screening testing on the subsequent
two loads to verify that the batch plant adjustments
are sufficient
c. CLSM pouring shall only be authorized to proceed
upon verification that the initial load (and
subsequent two loads if the initial load failed) meets
mix specifications.
d. Acceptance tests shall be performed at a rate of one
test per lot, with a minimum of one acceptance test
performed for each CLSM pour. A lot is defined as
100 cubic yards of CLSM. Sampling for acceptance
tests shall be performed in accordance with ASTM
D5971 (“Practice for Sampling Freshly Mixed
CLSM”). These acceptance tests shall be performed
from a composite of two samples from near the
middle of the load.

Verify the frequency of measurements and compliance
of test results.

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C. The CLSM shall have minimum 28-day
strength of 150 pounds per square inch (psi) as
determined by ASTM D4832. A minimum of
three cylinders shall be cast for compressive
strength testing.

D. The CLSM shall have a wet unit weight in all
cases of at least 100 lbs/ft3 as determined by
ASTM D6023 “Standard Test Method for
Density (Unit Weight), Yield, Cement Content,
and Air Content (Gravimetric) of Controlled
Low-Strength Material (CLSM)”.

E. A load ticket shall be furnished for each truck
of CLSM to be poured.

1) Accept loads that meet specification.
2) For loads with unsatisfactory results, accept the
first part of the load and reject the remainder, or
modify the load and/or pour techniques and
retest.

Cast a minimum of three cylinders per 2,000 cubic yards
of CLSM placed, with at least one set per lift for lifts
smaller than 2,000 cubic yards. Perform compressive
strength testing in accordance with ASTM D4832 at 28
days to ensure the minimum strength requirements are
met. This test may be performed in-house or sent off-site
to an AMRL certified laboratory. If the CLSM does not
meet specification, evaluate why it failed and implement
corrective actions to prevent recurrence. Record the
reason for the failure and the corrective action on the Fill
Lift Approval Form.

Conduct a unit weight test (ASTM D6023) in
conjunction with sampling for compressive strength
testing of Specification 59.C.

Obtain the load ticket for each truck load of CLSM and
ensure the load meets the mix specifications provided in
Table 1 “Material Specifications for Portland Cement
CLSM” of this Manual. Reject any loads not meeting the
mix specifications. Include the load ticket with the Fill
Lift Approval Form for the CLSM lift. During each
CLSM pour, a QC Technician shall be present at or near
the pour at all times and shall visually observe pour
activities. Document discrepancies on the Daily
Construction Report.

Verify compressive strength testing is being performed
at the correct frequency.

Verify unit weight testing is being performed at the
correct frequency.

Verify that the load tickets have been obtained by QC
personnel for each truck load of CLSM and that the load
ticket has been checked against Table 1 “Material
Specifications for Portland Cement CLSM”
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60) SNOW REMOVAL: When depleted uranium
containers are to be placed and the work area is
covered with snow and/or ice, the snow and/or ice
must be removed so that no more than one-quarter
inch remains on the surface. Isolated individual
clumps of snow and/or ice may be present, but shall
be no larger than two-inches in diameter.

Observe that snow is removed. Inspect the waste lift for
damage. Notify the Project Manager of
deficiencies/damage. Construction may not continue
without corrective action and re-inspection of
deficiencies/damage. Record corrective action (where
required) in the Daily Construction Report.

Verify that snow removal is being performed and
documented and the waste lift has been inspected.
61) CLSM INFILL AROUND DEPLETED
URANIUM CONTAINERS: In-filling of the
placed depleted uranium containers with CLSM
shall be maximized.

Unless specifically exempted by the Director,
depleted uranium containers shall either have their
lids removed or the lid shall be pierced with a hole
size of at least eight square inches (i.e., two inch by
four inch) to allow flow of CLSM into the container.

Ensure lids are removed or container are punctured. Holes
shall be a minimum of eight square inches (i.e., two inch
by four inch). If a container is exempted from this
requirement, ensure a copy of the Director’s approval is
within the records. Record results on the CLSM
Inspection Form.

Review inspection results to ensure that adequate holes
exist for containers where lids remain on the container.
If a container is exempted, verify that Director approval
has been obtained.
62) FINAL CLSM POUR SURFACE: The final
CLSM surface at the waste and fill interface will be
a horizontal plane with no exposed containers that
impedes contact with the surface area during proof
rolling.

Visually inspect the final CLSM pour surface to ensure
the area is acceptable for proof rolling.

63) PROOF-ROLL TESTING: A proof roll test shall
be performed on final CLSM surface at the waste and
fill interface a minimum of three calendar days
following completion of the CLSM pour and prior to
placement of any fill lifts on top of the completed
pour. The test shall consist of a loaded truck (rock
truck, cement truck, or other vehicle of equal or
greater wheel surface load) driving across the entire
footprint of the completed CLSM pour.
Inspect the entire cured CLSM pour surface. Following
inspection, direct the truck (rock truck, cement truck, or
other vehicle of equal or greater wheel surface load)
across the entire CLSM pour surface. Inspect the surface
during rolling for any cracking or depressions resulting
from the proof-rolling. Identify any surface cracks or
depressions with a vertical displacement of one-half
inch or greater, or cracks greater than ½-inch in depth.
Mark these areas for repair or re-work. Document
Review the documentation to ensure proof-roll testing is
being performed and properly documented.

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observations on the Fill Lift Approval Form.

Approve all lift areas not marked for repair or rework.
For any areas with surface cracking or depressions with
a vertical displacement of one-half inch or greater, or
cracks greater than one-half inch in depth, one of the
following methods shall be followed to remedy the
failed area(s):
a. The area may be compacted and then re-poured.
Following three days from the re-pour, perform
another proof-roll test to evaluate if the repair was
adequate; or
b. Remove the CLSM from the marked area and
replace it with new CLSM. Following three days
from the re-pour, perform another proof-roll test of
the area to evaluate if the repair was adequate.
Repeat this process until satisfactory results are
achieved; or
c. Place a six-inch CLSM cap over the pour lift area
after the area in question has been compacted. With
the exception of edges at the perimeter of a lift, the
six-inch cap shall extend a minimum of three feet
past the damaged areas created during proof-
rolling in each direction. Following a minimum of
three calendar days, perform a proof-roll test of the
six-inch cap area to evaluate if the cap was
adequate. This process may also be repeated (i.e.,
placement of additional cap to a 12-inch cap) until
satisfactory results are achieved.

Review the documentation to ensure rework, if required,
has been performed and documented.

64) SIX-INCH CAP: A six-inch cap is required over
repaired area as described in Specification 63.
Areas poured with a CLSM cap shall still require a
proof-rolling test (as described in Specification 63)
to verify performance of the cap. With the exception
of edges at the perimeter of a lift, the six inch cap
Visually inspect the CLSM pour area and identify the
highest elevations that require a six-inch cap. Survey
and document these designated elevations on the CLSM
Inspection Form. Following completion of the six-inch
cap, perform a final survey of the lift as required for
determining lift thicknesses above. Document the
Review the documentation associated with the CLSM
cap.

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shall extend a minimum of three feet in each
direction past the edge of the area that requires a
cap.

The six inch cap shall have minimum 28-day
strength of 500 psi as determined by ASTM D4832.
Table 1 specifications do not apply to the CLSM
cap.

survey on a survey report. Ensure that the thickness of
the cap is six inches above all areas requiring a CLSM
cap. Document the inspection and completion of the
CLSM cap on the Fill Lift Approval Form.

Perform compressive strength testing of the CLSM used
for caps at the rate of one test per 1,000 cubic yards of
CLSM placed, with at least one test per lift. Test
specimens/samples shall be collected in accordance with
ASTM D5971. The samples shall then be tested in
accordance with ASTM D4832. The test results are
documented in the compressive strength report which is
referenced on the Fill Lift Approval Form. If the CLSM
cap does not meet specification, evaluate why it failed
and implement corrective actions to prevent recurrence.
Document corrective actions on the Daily Construction
Report.

Verify that compressive strength testing is performed at
a rate of one per CLSM lift. Ensure that the compressive
strength of the cap is greater than or equal to 500 psi.
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65) SCOPE: This work element applies to the Federal
Cell embankment.

66) APPLICABILITY: This work element is
applicable to fill placed and compacted with the
CAT 826 compactor between the waste zone and
final cover.

Document equipment used for compaction on the Fill
Lift Approval Form.

67) DEFINITIONS:

Machine Pass is defined as movement of the
compactor across an area of the fill lift in any
direction, which also meets compaction criteria
calculated by an algorithm in the compactor’s
system. For example, movement of the compactor
from south to north across the fill lift, which also
meets compaction criteria calculated by an
algorithm in the compactor’s system, constitutes
one machine pass; the return trip from north to
south, which also meets compaction criteria
calculated by an algorithm in the compactor’s
system, constitutes a second pass.

Wheel Pass is defined as movement of any of the
compactor’s drums across an area of the fill lift,
which also meets compaction criteria calculated by
an algorithm in the compactor’s system. Since there
are forward and rear drums on the CAT 826
compactor, each machine pass constitutes two
wheel passes. The CCS compaction tracking system
reports wheel passes.

68) LINER PROTECTION: The compactor shall not
be operated on the surface of finished clay liner or
on the surface of the Liner Protective Cover directly
over the clay liner. When operating on a slope that
When disposal and compaction is being performed on or
adjacent to the first fill lift above the Liner Protective
Cover, observe compactor operation for protection of
the liner and Liner Protective Cover. Document

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terminates on the surface of the Liner Protective
Cover, the compactor shall be operated in a manner
to prevent impact to the Liner Protective Cover.
When compacting near the toe of the slope, the
compactor shall be operated parallel to the toe of the
slope.

observations, failures, and any corrective actions on the
Daily Construction Report.
69) FILL LIFT IDENTIFICATION: Each fill lift
shall be given a unique fill lift identification
number.

Assign a fill lift identification number to each fill lift.
Use the fill lift identification number to identify all
paperwork for that fill lift.

Verify that a unique fill lift identification number has
been assigned to each fill lift. Verify that the fill lift
identification number is used on all paperwork for that
fill lift.

70) FILL LIFT ACCEPTANCE: At the time of
acceptance, the date and time of fill lift approval
shall be recorded.

No fill material will be placed on a fill lift until the
prior fill lift is approved.

Record the date and time of lift approval on the Lift
Approval Form.

Verify that the previous fill lift has been approved prior
to fill placement.
Verify that the date and time of fill lift approval is
recorded on the Fill Lift Approval Form.
71) FILL LIFT THICKNESS: The fill material will
be placed in fill lifts with a compacted average
thickness not exceeding 24 inches.
Survey the mean elevation of the top of each fill lift by
surveying at least five points over a 10,000 square foot
area. Where practical, survey the corners and at least one
spot in the middle. If the average thickness of these
surveys exceeds 24 inches, notify the Project Manager
to have fill lift reworked. The fill lift shall be re-
surveyed with at least five more points per 10,000
square feet after it is reworked. Survey measurements
will be documented on a survey report and forwarded to
Quality Assurance. Fill lift thickness may also be
verified via GPS.
a. Approve fill lifts with an average less than or equal
to the specified lift thickness.
b. Remove excess material from the thicker areas of
the fill lift if the average lift thickness is greater than
24 inches, and re-compact lift in the areas where fills
are removed.
Perform a monthly assessment of the survey
documentation performed by the QC personnel to ensure
that the measurements and observations are being
performed correctly. Verify that the surveys are being
performed at the correct frequency and that the
documentation is being completed.

Verify that the survey data has been received from the
QC personnel and that the data meets thickness
specifications.
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- OR -

Download the CCS system report of beginning and
ending fill lift elevations. For fill lifts that are not sloped,
survey data may be used for beginning fill lift elevation.
Fill lift thickness shall be reported using CCS in
accordance with current operating procedure. When
calculating the average fill lift thickness on a side slope,
no point shall be more than 2.1 feet. If CCS is used to
document fill lift thickness on the side slope, there shall
be no white pixels shown in the fill lift. CCS data may
be supplemented by GPS for areas where compactor
coverage is inconclusive.

72) FILL LIFT AREA: Identify the dimensions and
the location of the northwest corner of the fill lift.
There is no minimum fill lift area for this work
element.

Locate the northwest corner of each fill lift, and
document the location and fill lift dimensions.

73) CLASSIFICATIONS: Soil classification testing is
not required for fill placed using this work element.

74) TERRACING OF FILL LIFTS: Fill lifts
constructed at times more than 30 days apart from
each other shall have at least one foot, measured
horizontally, removed from the outer edge of the
old fill lift (except for directly adjacent to a CLSM
waste zone). For compaction adjacent to CLSM
surfaces, fill lift compaction will be conducted as
close to the CLSM as the compactor can achieve.

Inspect the intersections between old and new fill lifts.
Verify that the outer one foot of the old fill lift is being
removed (except for adjacent to CLSM waste zone
boundaries). Record any problems and corrective
actions taken on the Daily Construction Report.
Verify that the required inspections are being performed
and documented.
75) COMPACTION WITH CCS: When using the
CCS system, each fill lift and fill lift interface shall
be compacted by at least four machine passes with
the CAT 826 compactor. The fill lift surface shall
Document the CCS system report of compaction for
each fill lift area. Compactive effort is reported by CCS
on a roughly one foot x one foot grid; with each on-
screen pixel representing one square foot. Ensure that
Perform a monthly assessment of the compaction
documents generated by the QC technician.

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be firm and unyielding to the compactor’s weight.
A minimum of 90 percent of the grid points reported
for the fill lift by CCS shall exhibit adequate
compaction and machine passes. Adequate
compaction as well as meeting the minimum
number of wheel passes is reported by CCS when
each pixel turns green. Furthermore, a maximum of
56 square feet of non-green pixels may be adjacent
to each other within the fill lift area limits.
“Adjacent” means that two pixels share a common
side; pixels that share only a common corner are not
adjacent to each other.

A. Additional compaction may be required if,
after the minimum number of passes is
complete, the minimum percentage of grid
points do not exhibit adequate compaction, as
reported by the CCS system.

B. Evaluate the fill lift interface when compacting
adjacent to an obstruction (e.g., a previously
poured CSLM surface, irregular CLSM side
slope, etc.). Visually inspect for obstructions
that may affect compaction data. More than 56
square feet of non-green adjacent pixels are
permitted in this situation if QC visually
observes and documents a minimum of six
machine passes to within 12 inches of the
obstruction.

the CCS reports a minimum of four machine passes (i.e.,
8 wheel passes) for at least 90 percent of the grid points
in the fill lift. Record this information on the Fill Lift
Approval Form. Perform a QC inspection of the
compacted fill lift by observing the CCS control screen
for evidence of uniform and adequate compaction. This
condition is indicated by having a minimum of 90
percent of the screen green. Visually compare all
adjacent non-green pixels against the 3.3 foot by 16.5
foot and 7.5 foot by 7.5 foot area legends on the system
screen to ensure the maximum number of adjacent
pixels is not exceeded. Print the CCS report as a color
image and include with the Fill Lift Approval Form.
Record QC inspection results on the Fill Lift Approval
Form.

Perform a visual inspection of the obstruction/Soil
interface. Identify areas of the obstruction that present
an obstacle for the CAT 826 compactor. Visually
observe the compactor operator make a minimum of six
machine passes to within 12 inches of the obstruction.
Document the observations on the Fill Lift Approval
form.

76) COMPACTION WITHOUT CCS: If the CCS
system is not available to be used for compaction
under this work element, the following
requirements apply.

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A. Notice shall be provided to Director within 24
hours of beginning to approve fill lifts without
CCS. This notice may be provided via email.

B. Written notice shall be provided to Director no
later than three calendar days (72 hours) after
beginning to approve fill lifts without CCS.
The written notice shall explain why CCS is
down; an estimate of when CCS will be back
online; a map of the areas being compacted
without CCS; and a map of interim settlement
monuments over the area being compacted
without CCS.

C. Compaction without CCS is limited to 10
calendar days per occurrence.

D. Each fill lift and fill lift interface shall be
compacted by at least six machine passes with
the CAT 826 compactor. The fill lift surface
shall be firm and unyielding to the compactor’s
weight. Additional compaction may be
required if, after the minimum number of
passes is complete, any of the following are
observed:

1. The fill lift surface exhibits ruts or
compression (excluding depressions
caused by the tines of the compactor
wheel) in excess of four inches;

2. The fill material exhibits pumping
behavior, or has other indications of
excess moisture content; or

Document that the minimum number of passes is
completed for each fill lift area. Passes shall be counted
by the QC technician or by using a GPS unit
communicating with the GPS unit on the compactor.

Perform a visual inspection of the compacted fill lift
surface. If rutting or other indications of inadequate
compaction are present, direct the equipment operator to
complete additional passes until the situation is
corrected. If additional passes are unable to correct the
situation, moisture adjustment or other corrective
actions may be needed and the fill lift shall not be
approved until these actions are completed. Record any
problems and corrective actions taken on the Daily
Construction Report.
Notify Director within 24 hours of beginning to approve
fill lifts without CCS. Provide QC with documentation
of Director notification.

Provide written notice to Director no later than three
calendar days after beginning to approve fill lifts
without CCS. Provide QC with a documentation of
written Director notification. Note: Verbal and written
notification may be submitted by the Engineering
Manager, or designee, and then provided to Quality
Assurance.

Review the compaction documents generated by the QC
technician.

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3. The fill lift does not appear to be uniformly
compacted.

Survey fill lift elevation and thickness in accordance
with Specification 71, with the further requirement that
the greater of the following number of points shall be
surveyed per fill lift:
a. At least five points; or
b. One point per 2,000 square feet of fill lift area.

Record the number of passes and visual inspection
results on the Fill Lift Approval Form.

77) SNOW REMOVAL: When fill material is to be
placed and the work area is covered with snow
and/or ice, the snow and/or ice must be removed so
that no more than one quarter inch remains on the
surface. Isolated individual clumps of snow and/or
ice may be present, but shall be no larger than two
inches in diameter.

Observe that snow is removed. Inspect the fill lift for
damage. Notify the Project Manager of
deficiencies/damage. Construction may not continue
without corrective action and re-inspection of
deficiencies/damage. Record corrective action (where
required) in the Daily Construction Report.

Verify that snow removal is being performed and
documented and the fill lift has been inspected.
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78) SCOPE: This work element applies to the Federal
Cell embankment.

79) FILL LIFT IDENTIFICATION: Each fill lift
shall be given a unique designation for testing and
surveying purposes.

Assign a fill lift identification number to each fill lift.
Use the fill lift identification number to identify all paper
work for that fill lift.
Verify that a unique fill lift identification number has
been assigned to each fill lift. Verify that the fill lift
identification number is used on all paper work for that
fill lift.
80) FILL LIFT ACCEPTANCE: At the time of
acceptance, the date and time of fill lift approval
shall be recorded.

No fill material will be placed on a fill lift until the
prior fill lift is approved.

The QC technician shall record the date and time of fill
lift approval on the Fill Lift Approval Form.

Verify that the previous fill lift has been approved prior
to placing more fill.
Verify that the date and time of fill lift approval is
recorded on the Lift Approval Form.
81) FILL LIFT THICKNESS: The fill material will
be placed in fill lifts with a compacted average
thickness not exceeding 12 inches.
Survey the mean elevation of the top of each fill lift by
surveying at least five points over a 10,000 square foot
area. Where practical, survey the corners and at least one
spot in the middle. If the average thickness of these
surveys exceeds 12 inches, notify the Project Manager
to have operations rework the fill lift. The fill lift shall
be re-surveyed with at least five more points per 10,000
square feet after it is reworked. Survey measurements
will be documented and forwarded to Quality
Assurance.

Verify the frequency of measurements and compliance
of test results.
82) COMPACTION: Each fill lift shall be compacted
to 90 percent of a standard Proctor.

The moisture content of all fill lifts shall be equal to
at least two percent and no greater than up to three
percentage points above the optimum moisture.
Proctors shall be performed at a rate of one test per
15,000 cubic yards (compacted) or less of a specific
material type.

Conduct in-place moisture-density tests at a rate of one
test per lot and record the results on the Field Density
Test form. A lot is defined as 1,000 cubic yards
(compacted) of a single fill lift. At least one test will be
performed per fill lift. The test location shall be chosen
on the basis of random numbers (described in
Specification 12) and will be documented on the Fill Lift
Verify the frequency of measurements and compliance
of test results.

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Approval Form. Approve lots for compaction criteria
where:
a. material is observed to be properly compacted
across the surface of the lot; and
b. moisture/density test results meet moisture and
compaction specifications.

For lots where the dry density reading from a nuclear
gauge moisture/density test is less than or equal to the
required percentage of the standard Proctor and/or
moisture content is less than two percent or greater than
three percentage points above optimum moisture:

a. Identify the lot(s) (including dimensions) requiring
further compaction, and re-work the material. Re-
test at the location previously tested. Test one more
location in each re-worked lot. Identify the test
location using the lot dimensions and random
numbers (described in Specification 12).

1) If the test results from both tests meet
moisture/density requirements, approve the lot;

2) If either test fails, repeat the above process until
all tests at both locations meet moisture and
compaction requirements.

- OR -

b. If the lot is observed by the QC Technician to be
adequately compacted, investigate the reason for the
low density reading. If it is determined that the test
results were improperly influenced, take two more
density tests within five feet of the original test.
Note: All tests are to be recorded on a Field Density
Test form.

Ensure that resolution of any reworked lots are properly
accomplished and documented.

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If the results from both tests meet moisture/density
requirements, record both tests and approve the lot.

If either test fails to meet moisture/density
specifications – and the test results were not
improperly influenced - follow instructions for a.2
above.

83) TERRACING OF FILL LIFTS: Fill lifts
constructed at time more than 30 days apart from
each other shall have at least three feet, measured
horizontally, removed from the outer edge of the
old fill lift.

Inspect the intersections of old and new fill lifts. Verify
that the outer three feet of the old fill lifts are being
removed (except for adjacent to CLSM surfaces).
Document inspections on the Fill Lift Approval Form.
Record any problems on the Daily Construction Report.

Verify that the required inspections are being performed
and documented.

84) FINAL GRADING BEFORE TEMPORARY
COVER PLACEMENT: Top of fill elevations
shall be at or below design elevations.

A visual inspection is performed at the top of fill
surface for any deficiencies (e.g., large rocks, etc.).

Survey the top fill lift on a 50 foot grid and at key points
(i.e., embankment break lines). Final survey
measurements will be documented on a survey report
and provided to the QC Supervisor and Quality
Assurance.

Perform the visual inspection. Notify the Project
Manager of any deficiencies. Document inspection
results on the Daily Construction Report and re-inspect
deficiencies. If satisfactory, notify QA that the surface
is ready for QA inspection.

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

Perform a visual inspection of the final elevation surface
and provide written approval.

85) REGULATORY APPROVAL: In accordance
with Specification 23 the Director shall approve the
final surface before cover construction begins.

Obtain written authorization from Quality Assurance
that the final surface has been inspected. Obtain
documentation (e.g., notice of inspection, email, letter)
confirming the Director inspection and approval.
Notify Director (by email) that the final surface is ready
for inspection. Provide QC with documentation of
Director inspection and approval.

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SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

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86) PRE-FINAL COVER SETTLEMENT
MONUMENTS: Prior to cover construction,
Interim settlement monuments will be constructed
on top of the fill final surface. Interim settlement
monuments shall consist of approximately 18-inch
long #5 or greater rebar that is welded to a metal
plate. The metal plate shall be approximately 18
inches square with a thickness of 3/16 inch to 1/4
inch. The metal plate shall be placed on the top of
waste surface and secured by the temporary cover.
Each monument shall be labeled, flagged, surveyed,
and documented.

Inspect interim cover settlement monuments for
compliance with the specification prior to installation.
Perform a surveillance of interim settlement monument
installation activities.
87) INTERIM SETTLEMENT MONUMENT
PLACEMENT: Interim settlement monuments
shall be placed as close as practical to the locations
of final cover settlement monuments.

Perform and document a post-construction survey of the
location of the pre-final cover settlement monuments.
Verify that surveys have been performed and
documented.

88) SURVEY REQUIREMENTS: Surveys shall be
performed with GPS or approved equivalent
equipment. Tolerance shall be no more than ± 0.1
foot.

Operate survey equipment in accordance with the
manufacturer’s recommendations. Verify equipment
accuracy with a known benchmark.

89) SURVEY INTERVAL: The interim settlement
monuments shall be surveyed within 30 days of
temporary cover installation. New monuments
shall be surveyed again during the months of
January, March, May, July, September, and
November. After at least one year of data has been
obtained for a monument, it shall be surveyed semi-
annually during the months of May and November
until final cover construction begins. Weather
conditions at the time of the survey and a discussion
of the potential for frost to be present shall be
documented in the survey report. Continue surveys
Perform and document the required surveys. Provide
survey data to the Engineering Manager.
Verify that interim settlement monument surveys are
completed and documented as required.
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until the conditions of Specification 91 are
satisfied.

90) INSPECTIONS: Monthly, inspect temporary
cover for the presence of erosion gullies. If the
inspection indicates that waste material is exposed
due to erosion, the temporary cover shall be
repaired in that area within seven calendar days.

Annually by July 1 of each year, maintain the
temporary cover surface. Maintenance shall consist
of filling in and compacting any erosion gullies
and, if necessary, re-grading to prevent ponding on
the temporary cover.

Perform and document monthly inspections.

Document maintenance activities. Document any areas
requiring filling or re-grading.
Verify monthly inspections were completed and
documented.

Verify that annual temporary cover maintenance
activities were completed and documented.
91) ANNUAL REPORTING: Survey data for interim
settlement monuments shall be compiled and
analyzed to evaluate total and differential
settlement. This data and analysis shall be
submitted to Director with the annual as-built
report.

Review and analysis of interim settlement
monument data will include the following:

 A drawing identifying the location of each
interim settlement monument,
 Graphical or tabular presentation of the
incremental settlement for each monument
(how much each monument has moved since
the last set of readings),
 Graphical or tabular presentation of the total
settlement for each monument,
 Graphical or tabular presentation of the time
rate of settlement for each monument (to

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include both the overall rate from the first data
for the monument, and the incremental rates
for each period),
 Graphical or tabular presentation of the
differential settlement for each interim
settlement monument with respect to the
nearest adjacent interim settlement monument,
and
 A discussion about the general nature of the
observed settlement, and any areas of the
landfill that are behaving in an anomalous
manner.

92) TRANSITION TO FINAL COVER: If distortion
is less than 0.007 foot/foot between adjacent
interim settlement monuments, and each interim
settlement monument has at least one year’s
monitoring data; then final cover construction may
proceed. The Engineering Manager shall make this
evaluation from interim settlement data. If the
criteria are met, a written report shall be prepared
and forwarded to Director at least seven calendar
days prior to removing the interim settlement
monuments. Final cover construction shall be
completed within three years of interim settlement
monument removal over that specific area.

If an area is not approved for final cover
construction by the end of the XXth year of the XX-
year open cell period (as described in Groundwater
Quality Discharge Permit UGW450005), an
analysis of projected future distortions shall be
performed and submitted to the Director. The
analysis shall evaluate, at a minimum, potential
settlement through the end of year XX of the open
cell period. If the analysis indicates that the future
Obtain documentation of Director notification at least
seven calendar days prior to removing the interim
settlement monuments.

Verify that QC has obtained documentation of Director
notification.

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distortions between any two adjacent monuments
will be more than 0.007 foot/foot, then additional
engineering analyses will be done and a plan to
stabilize settlement prior to final cover construction
provided to the Director. The plan to stabilize
settlement shall accomplish set goals prior to the
open cell time limit.

Immediately prior to placement of the first lift of
radon barrier, the interim settlement monuments
shall be removed and the temporary cover surface
restored.

Top of temporary cover elevations shall be at or
below design elevations. Additional clean debris-
free soil material shall be placed; or excess
temporary cover material shall be cut, as needed.

When placing clean debris-free soil material for
this purpose, the soil shall be placed in lifts with a
compacted average thickness not exceeding 12
inches and compacted to 90 percent of a standard
Proctor.

Director shall be notified at least 48 hours in
advance of the start-up of temporary cover removal
in previously placed areas.

Inspect and document that all interim settlement
monuments have been removed prior to final cover
construction.

Survey and document the top of temporary cover
surface on a 50 foot grid and at key points (i.e.,
embankment break lines) to confirm that the design
elevations are not exceeded.

Document lift thickness and compaction for any
temporary cover material placed to bring the temporary
cover surface to design elevations.

Obtain documentation of Director notification.
Document the lift area and location on the Daily
Construction Report.

Verify that interim settlement monuments have been
removed.

Verify that the temporary cover surface does not exceed
design elevations.

Verify that documentation is complete.

Notify Director at least 48 hours in advance of
temporary cover removal. Provide QC with
documentation of Director notification.

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QA/QC ACTIVITIES TABLE
WORK ELEMENT – RADON BARRIER BORROW MATERIAL

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

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93) SCOPE: This work element applies to the Federal
Cell embankment.

94) CLEARING AND GRUBBING: Remove
vegetation, debris, organic, or deleterious material
from areas to be used for borrow. Grubbing depth
will depend on the type of vegetation, debris,
organic, or deleterious material on the site. If the
area is free of these materials then no clearing and
grubbing will be necessary.

Inspect the area once clearing and grubbing has been
completed. Record observations and corrective action
(where required) on the Daily Construction Report.
Verify that the clearing and grubbing has been inspected
and documented by QC.
95) MATERIAL-NATURAL CLAY MIXTURE:
Satisfactory material shall meet the specifications
as CL or ML soils based on the Unified Soil
Classification System with at least 85 percent
passing the No. 200 sieve (silt and clay), a plasticity
index (PI) between 10 and 25, and a liquid limit
(LL) between 30 and 50.

Perform laboratory classification tests (ASTM D 2487)
at a rate of one test per lot prior to use of material in the
radon barrier. A lot is defined as a maximum of 5,000
cubic yards (compacted) of specified material type.
Record the location of the classification sample on the
Sample Log.

Verify that the frequency of laboratory tests is in
compliance with the specification.
96) PROTECTION: The borrow material will be
handled in such manner as to prevent contamination
with radioactive waste material or other deleterious
material. Acceptable material may contain up to
five percent additional rocks (less than or equal to
one inch) and sand above the content found in the
classification test.

Visually check radon barrier materials for
contamination by foreign materials in accordance with
ASTM D2488. Remove or rework clays that have been
contaminated above the specified requirements.
Document corrective actions (where required) on the
Daily Construction Report.
Verify that the radon barrier is being inspected for
contaminates and that the inspection and corrective
actions (if required) are properly documented.
97) PROCESSING: These procedures may be used to
provide suitable material for construction of the
radon barrier.

A. If used, apply deflocculant at a rate determined
by the Engineering Manager.

Measure the size of the mixing areas and verify that the
application rate of the deflocculant is equal to or greater
than the rate determined by the Engineering Manager.
Record the size of the mixing areas and the amount of

Verify that the size of the mixing areas and the amount
of deflocculant applied has been properly documented.

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B. Mix the deflocculant thoroughly into the soils
by tilling, or similar action.
deflocculant applied on the Embankment Construction
Lift Approval Form.

Observe the mixed clay and notify the Project Manager
of areas which are adequately mixed.

Verify that the clay is being inspected correctly and
documented by QC.
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QA/QC ACTIVITIES TABLE
WORK ELEMENT – RADON BARRIER TEST PAD

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-53 Appendix C July 16, 2025
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98) SCOPE: This work element applies to the Federal
Cell embankment.

99) NOTICE OF TEST PAD CONSTRUCTION: In
accordance with Specification 23 the radon barrier
test pad plan shall be approved by the Director. The
radon barrier test pad plan shall be provided to the
Director at least 14 calendar days prior to test pad
construction.

The Director shall be notified 48 hours in advance
of the start-up of test pad construction.
Obtain documentation confirming that the test pad plan
has been approved by the Director.

Obtain documentation confirming that the Director has
been notified as required.
Verify that the test pad plan has been provided to the
Director at least 14 calendar days prior to construction
of the test pad. Provide QC with documentation of
Director approval.

Notify the Director at least 48 hours in advance of the
start-up of test pad construction. Provide QC with
documentation of Director notification.

100) TEST PAD(S): A test pad with minimum
dimensions of 60 feet by 75 feet shall be constructed
using the procedure approved in the test plan for
construction of the radon barrier.

Prior to use of manually operated compaction
equipment, a small test pad with minimum
dimensions of five feet by five feet (sized
appropriately for the equipment used) shall be
constructed. The purpose of this small test pad is to
establish equipment and procedures for
construction of radon barrier in locations where
large equipment is not practical (e.g. repairs). If
manually operated compaction equipment is not
used on the project, a small test pad is not required.

A new radon barrier test pad shall be constructed
each time there is a change in specifications,
construction procedures, unified soil classification,
or types of equipment.

Observe the construction of test pads. Measure test pads
to ensure that they are constructed to the size indicated.
Record the test pad size on the Embankment
Construction Lift Approval Form.

The large test pad shall be divided into three lots per lift
(approximately 1,500 square feet per lot). Each lift of
the small test pad shall equal a lot.

Observe the construction of the test pads. Verify that the
test pad has been measured and is properly documented.

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Radon barrier test pads are to be constructed and
tested in accordance with the following
specifications:

A. Prior to compaction, conduct at least one
classification and gradation test for each test
pad.

B. Place the clay in at least three lifts with the first
lift uncompacted thickness not exceeding
twelve inches. Remaining lifts shall have a
loose material thickness not exceeding nine
inches for each lift.

C. The clay material will have a dry clod size less
than or equal to one inch.

D. The clay is to be placed and compacted by
equipment proposed for use during
construction of the radon barrier.

E. The lifts of clay shall be bonded by providing a
rough upper surface on the underlying layer of
radon barrier. The surface should have changes
in grade of approximately one inch or more at a
rate of two or more per linear foot.

Conduct classification and gradation tests (as described
in Appendix B) at a rate of one of each type of test per
test pad.

Measure the lift thickness at a rate of one test per lot.
Record thickness on the Embankment Construction Lift
Approval Form.

Inspect the loose clay material during the unloading and
spreading process for each uncompacted lift to ensure
any dry clods that are present are less than or equal to
one inch. Notify the Project Manager to have operations
remove clods greater than one inch. Record inspection
of the dry clod size on the Embankment Construction
Lift Approval Form and re-inspect the uncompacted lift
if necessary. Record any corrective actions performed
on the Daily Construction Report.

Record type of equipment used, and number of passes
on the Embankment Construction Lift Approval Form.

Perform a visual inspection to verify that there are
adequate changes in grade. Any areas of concern shall
be verified by placing a straight edge at least two feet
long on the surface and counting the number of points
approximately one inch or more below the straight edge.
Notify the Project Manager of any deficiencies. Re-

Verify the frequency of tests and compliance of test
results.

Verify that the number of lifts and lift thicknesses has
been documented. Verify that the clod size inspection
has been performed and documented for each
uncompacted lift thickness.

Verify that the dry clod size inspection has been
performed and documented, including corrective actions
as necessary.

Perform a minimum of one visual inspection per test
pad.

Verify the frequency of measurements and compliance
of test results.

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F. The clay is to be compacted to at least 95 percent
of a standard Proctor with moisture content
between one-half a percentage point below
optimum and five percentage points over
optimum. Compaction of the large test pad is to
be accomplished by at least four passes of
suitable compaction equipment.

G. The clay is to be constructed to provide a
permeability of less than or equal to the
specified permeability as indicated in
specification 111 and as shown on the approved
engineering drawings listed in Groundwater
Quality Discharge Permit UGW450005.
Permeability testing on the bottom lift will be
performed at the surface. Permeability on the
second lift will be performed greater than or
equal to two inches below the surface.
Permeability on the third lift will be performed
greater than or equal to four inches below the
surface.

H. The procedures used to construct the test pad
shall be reviewed and approved by a Utah
licensed Professional Engineer.

inspect after the Project Manager has corrected
deficiencies.

Conduct in-place moisture-density tests at a rate of one
test per lot per lift. The test location shall be chosen on
the basis of random numbers (described in Specification
12). Record the test result on the Field Density Test
form.
a. Approve lots which meet the specified moisture and
compaction.
b. Notify the Project Manager of lots not meeting the
specified moisture and compaction to have the areas
reworked.
c. Retest (moisture/density and permeability) lots after
rework has been completed.
d. Any additional work under b. shall be included in the
test pad construction method.

Conduct in-place permeability tests at a rate of one test
per lot per lift. The permeability test shall be run in close
proximity to the moisture-density test. Record the test
result on the Field Permeability Test form.
a. Approve lots that meet the specified permeability.
b. Notify the Project Manager of lots not meeting the
specified permeability to have the areas reworked.
c. Retest (moisture/density and permeability) lots after
rework has been completed.
d. Any additional work under b. shall be included in
the test pad construction method.

Provide the Utah licensed Professional Engineer with
copies of the documentation for the test pad for review
and approval.

Review documentation and verify the frequency of tests
and compliance of test results.

Verify the frequency of tests and compliance of test
results.

Verify that proper approval has been obtained for the
test pad and that the necessary construction procedure
documents are in place for use during radon barrier
construction.

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I. In accordance with Specification 23 the
approval of the test pad certification report by
the Director shall be obtained at least 14
calendar days from the time the certification
report was submitted and prior to using the new
test pad construction method.
Obtain documentation confirming that the test pad
certification report has been approved by the Director.
Verify that the test pad certification report has been
provided to the Director. Provide QC with
documentation of Director approval.
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101) SCOPE: This work element applies to the
Federal Cell embankment.

102) NOTICE OF COVER CONSTRUCTION:
The Director shall be notified of start-up for each
phase of cover construction.

Obtain documentation of Director notification. Notify the Director of start-up for each phase of cover
construction. Provide QC documentation of Director
notification.

103) PROJECT AREA: Radon barrier projects
shall have a minimum total area of 300,000 square
feet, unless otherwise approved in advance, in
writing by Director. The Director approval shall be
obtained in accordance with Specification 23.
Placement of radon barrier shall be made to the
lines, grades, and dimensions prescribed in the
approved phase-specific plans. Radon barrier
projects may continue over more than one
construction season, so long as the specifications
for cold weather placement and spring start-up are
met (Specifications 116 and 117). A radon barrier
project may consist of any number of lift areas. The
project area shall be documented in phase-specific
plan drawings.

104) LIFT IDENTIFICATION: Each lift shall be
given a unique lift identification number for testing
and surveying purposes.
Assign a lift identification number to each lift. Use the
lift identification number to identify all paper work for
that lift.
Verify that a lift identification number has been assigned
to each lift. Verify that the lift identification number is
used on all paper work for that lift.

105) PLACEMENT: The radon barrier will be
prepared, placed and compacted using equivalent
type of equipment and mixing and compacting
procedures that were approved in the test pad
(Specification 100).

If equipment used to prepare, place, and/or compact
clay liner differs by make and/or model from the
equipment identified in the approved test pad,
Observe the radon barrier placement. Record the
equipment and procedures used to place the radon
barrier, along with any corrective actions (where
required) on the Daily Construction Report.

Obtain documentation of equipment equivalency.

Verify the equipment and procedures used to construct
the radon barrier have been documented and that it is an
equivalent type of equipment used to construct the test
pad.

Verify that us of equivalent equipment has been
approved by a Utah licensed Professional Engineer.

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equipment equivalency shall be determined and
approved by a Utah licensed Professional Engineer
prior to use. The Director shall be notified at least
48 hours in advance of implementing an equipment
change and in accordance with Specification 23 the
Director shall approve the equivalency
determination prior to use of the equivalent
equipment.

The clay material shall have a dry clod size less than
or equal to one inch.

Obtain documentation that the Director has been
notified and approved of an equipment equivalency
determination.

Inspect the loose clay material during the unloading and
spreading process for each uncompacted lift to ensure
any dry clods that are present are less than or equal to
one inch. Notify the Project Manager to have operations
remove clods greater than one inch. Record inspection
of the clod size on the Embankment Construction Lift
Approval Form and re-inspect the uncompacted lift.
Record any corrective actions performed on the Daily
Construction Report.

Notify the Director 48 hours prior to using equipment
that has been determined equivalent by a Utah licensed
Professional Engineer. Provide QC with documentation
of Director approval.

Verify that the clod inspection has been performed and
documented.
106) LIFT BONDING: The lifts shall be bonded by
providing a rough upper surface on the underlying
layer of radon barrier. The surface should have
changes in grade of approximately one inch or more
at a rate of two per linear foot.

Perform a visual inspection to verify that there are
adequate changes in grade. Any areas of concern shall
be verified by placing a straight edge at least two feet
long on the surface and counting the number of points
approximately one inch or more below the straight edge.
Notify the Project Manager of any deficiencies. Re-
inspect the surface after corrective actions have been
completed. Document any deficiencies and corrective
actions taken on the Daily Construction Report.

Verify the frequency of measurements and compliance
of test results.
107) LIFT THICKNESS: The first lift of material
shall have an uncompacted thickness of no greater
than 12 inches. For the remaining lifts, the loose lift
thickness shall not exceed the lesser of the lift
thickness used to construct the test pad or nine
inches.

Verify that the required grading tolerance 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. Visually check between poles for high or low spots.
Verify the frequency of measurements and compliance
of test results.
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A. Thickness for the lift will be established by
installing grade poles on at least a 70-foot grid
and at all control points (at a minimum, each
corner of the area; also at break lines). The
grade poles must not be installed deeper than
three inches into the underlying clay radon
barrier. The grade poles must be marked at the
appropriate depth to establish the grade. After
the grade for the lift has been checked and
approved by QC personnel, the grade poles
shall be removed.

- OR -

B. Survey to determine lift thickness. Survey
equipment shall have a tolerance no more than
± 0.1 foot.

d. Define out of specification areas and notify the
Project Manager to rework those areas.
e. Review areas reworked and approve areas meeting
criteria.
f. Continue "b" through "d" above until all areas meet
criteria.
g. Indicate areas meeting criteria in the Embankment
Construction Lift Approval Form.

- OR -

a. Verify survey equipment is within a tolerance of ±
0.1 foot,
b. Verify correct set-up and operation of equipment,
c. Document survey results on a survey report.

108) KEYING-IN: Segments of cell radon barrier
constructed at times more than 30 days apart than
each other shall be keyed-in to each other by one of
the following methods:

A. Key-in vertical steps no greater than nine
inches and at least twice as wide as they are
high.

- OR -

B. Slope the full thickness of old radon barrier at
a maximum slope of 5:1.

The surface shall be maintained in accordance with
Specification 114.

Verify that the new liner has been properly keyed-in to
the existing liner. Record deficiencies on the
Embankment Construction Lift Approval Form.
Verify that the keying-in of the liner has been
documented.
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109) COMPACTION: Radon barrier material will
be compacted to at least 95 percent of standard
Proctor with moisture content between one-half a
percentage point below optimum and five
percentage points over optimum.
Conduct in-place moisture-density tests at a rate of one
test per lot and record the results on the Field Density
Test form. A lot is defined as 500 cubic yards
(compacted) of a single lift. The test location shall be
chosen on the basis of random numbers (described in
Specification 12).
a. Approve lots which meet the specified moisture and
compaction.
b. Rework and retest lots not meeting the specified
moisture or compaction.

Proctors shall be performed at a rate of one test per
borrow lot. A borrow lot is defined as 3,000 cubic yards
(compacted) or less of a specific material type. Record
the location of the Proctor sample on the Sampling Log.

Visually observe at least one in-place moisture-density
test per project area. Verify that the tests are being
performed at the correct frequency and that the
documentation is being completed.
110) PERMEABILITY: The radon barrier shall
have an in-place permeability of less than or equal
to 1 x 10-6 cm/sec for the bottom layer. The radon
barrier shall have an in-place permeability of less
than or equal to 5 x 10-8 cm/sec for the final top foot.
Conduct in-place permeability tests at a rate of one test
per lot and record the results on the Field Permeability
Test form. A lot is defined as 2,000 compacted cubic
yards of 1 x 10-6 cm/sec radon barrier or 5 x 10-8 cm/sec
radon barrier. The permeability test shall be run within
five linear feet of a moisture-density test location.
a. Approve lots which meet the specified permeability.
b. Notify the Project Manager of lots not meeting the
specified permeability to have the areas reworked.
c. Retest (moisture/density and permeability) lots after
rework has been completed.
d. Restore all test areas to assure no leaks.

Visually observe one lift being compacted per
construction season.
111) LAYER THICKNESS: Construct the radon
barrier for the Federal Cell embankment as shown
on the approved engineering drawings listed in
Groundwater Quality Discharge Permit
UGW450005.

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112) TRANSITIONS BETWEEN RADON
BARRIERS WITH DIFFERENT SPECIFIED
PERMEABILITIES: The radon barrier with the
higher permeability (i.e. the bottom radon barrier)
shall be final graded to no greater than design
elevation and no less than 0.4 feet below design
elevation. Survey on a 50 foot grid and key points
(i.e., embankment break lines).

Survey the radon barrier surface on a 50 foot grid and at
key points. Final survey measurements will be
documented and provided to the QC Supervisor and
Quality Assurance.

Review the final survey data. Verify the frequency of the
survey points.
113) RADON BARRIER DRYING
PREVENTION: Desiccation cracks shall not
exceed one-fourth inch wide and three-inches deep
in the radon barrier. Areas with desiccation cracks
exceeding this specification shall be identified as
new lots to be reworked and shall be reported to the
Director.

To prevent the radon barrier from drying one (or
more) of the following methods shall be employed:

A. Apply water to the radon barrier surface on an
as needed basis

B. Cover unfinished radon barrier with six inches
of loose clay

Observe the radon barrier surface for drying and
document results on the Daily Construction Report.

Notify the Project Manager and QA of any desiccation
cracks larger than specification identified in the radon
barrier.

Radon barrier with larger than specification desiccation
cracks shall be reworked and retested in accordance with
one of the following methods:
a. Scarify the in-place clay, moisture condition as
needed, then recompact and retest the clay material
in accordance with Specifications 106, 110, and
111.
b. Excavate all material with larger than specification
desiccation cracks and replace with new clay in
accordance with Specifications 105 through 111.

Document methods used to prevent the radon barrier
from drying on the Daily Construction Report.

Verify that the radon barrier is being inspected correctly
and the inspection documented. Report discrepancies to
the Director as required.

Verify that the scheduling and methods used to prevent
unfinished and finished radon barrier from drying have
been documented.

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C. Cover finished radon barrier with 12 inches of
the next design layer(s) or six inches of loose
clay material. If clay material is used, remove
loose clay prior to placing next design layer

Unfinished or finished radon barrier will be covered
in accordance with method B or C above within 30
days of the last activity for the lift.

Document that protective measures have been placed
over unfinished and finished radon barrier lifts within 30
days of the last lift activity.

114) SNOW REMOVAL: When radon barrier
material is to be placed and the work area is covered
with snow, the snow must be removed without
damaging approved radon barrier.
Observe that snow is removed. Inspect radon barrier for
damage. Notify the Project Manager of
deficiencies/damage. Re-inspect after the Project
Manager has corrected deficient/damaged areas. Record
corrective actions (where required) in the Daily
Construction Report.

Verify that snow removal is being documented and the
radon barrier had been inspected.
115) COLD WEATHER PLACEMENT OF
RADON BARRIER: For purposes of this Manual,
“frozen” is defined as a soil temperature of less than
or equal to 27ºF. Radon barrier shall not be placed
above frozen material. In addition, no frozen
material shall be processed or placed.

If the air temperature has dropped below 32ºF since
the last lift of radon barrier was approved, one of
the following three scenarios apply:

A. If less than 30 days have passed since the date
of lift approval and the last lift of radon barrier
has been covered since the approval date with
at least nine inches of loose clay or six inches
of compacted clay, then the cover clay may be
worked with no additional testing of the lower
approved lift.
As needed, observe the area where radon barrier is to be
placed. If frozen material is observed, cease placement
of radon barrier. If frozen material is suspected, measure
soil temperature. Record the stopping of placement in
the Daily Construction Report.

Review ambient air temperature records as measured at
the site meteorological station. Document status of
radon barrier cover placement on the Daily Construction
Report. Measure radon barrier temperature when
triggered under B.2. of this specification at the design
frequency. Clay temperature shall be measured between
6:00 AM and 8:00 AM on the day that radon barrier will
be placed. Temperature measurements shall include a
location that is most likely to be coldest; i.e., if there is
a portion of the radon barrier that is shaded or at a low
point. To ensure a stable reading, the temperature probe
shall be left in place for at least two minutes prior to

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B. If less than 30 days have passed since the date
of lift approval and the last lift of radon barrier
has not been covered with at least nine inches
of loose clay or six inches of compacted clay,
then:
1. Perform spring start-up testing as
discussed in Specification 116; or
2. Measure the radon barrier temperature
approximately one inch beneath the
surface at a frequency of one measurement
per lot (defined as no more than 100,000
square feet). If the temperature one inch
beneath the surface is greater than 27ºF,
re-roll the surface with one pass of the
same type of construction equipment (i.e.,
a compactor for intermediate lifts or a
smooth drum roller for the final surface)
and continue with radon barrier
construction. If the temperature one inch
beneath the surface is less than or equal to
27ºF, re-work and re-test density and
permeability of the affected area after the
clay temperature has risen above 27ºF.

C. If more than 30 days have passed since the date
of lift approval, perform spring start-up testing.

In addition, the final lift of 5 X 10-8 cm/sec radon
barrier requires that the next design layer be placed
over the radon barrier prior to the end of the work
day when ambient temperatures will drop below 32
degrees Fahrenheit. If this protective cover is not
applied prior to freezing conditions, an additional
density test and permeability test shall be performed
directly prior to covering the radon barrier final
taking the reading

If the initial radon barrier temperature measurement is
less than or equal to 27ºF, the affected area may be
resampled before 8:30 AM the same day as follows:
a. Measure the radon barrier temperature at a
frequency of one measurement per lot (defined as no
more than 10,000 square feet).
b. Lots where the temperature is greater than 27ºF do
not require rework; except that the lot where the
initial temperature less than or equal to 27ºF was
measured shall be reworked regardless of
resampling results.

Perform an additional density test and permeability test
on 5 x 10-8 cm/sec final surface that has been exposed to
overnight freezing conditions prior to placement of the
next design layer. If passing test results are achieved, but
it is not possible to cover all of the exposed radon barrier
material with the next design layer prior to the end of the
workday, testing must be repeated for the exposed
materials at a frequency of one test per 2,000 cubic yards

Verify that radon barrier is tested (and the testing
documented) during cold weather conditions.
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surface with the next design layer. This process
must be repeated whenever any final surface
material is not covered with the next design layer
prior to overnight freezing conditions.

of exposed material. This testing may be performed
outside of the approved lift area so long as the area tested
is representative of the clay in the approved lift area (i.e.,
was constructed at the same time and with the same
method).

116) SPRING START-UP: See Specification 115
for situations that trigger this specification.

For spring start-up testing, the surface lift is treated
as protective cover, regardless of whether it was an
approved lift of radon barrier at one time or not.
Excavate nine inches below the clay surface and re-
test for density and permeability. Excavation for
testing purposes may consist of removing the
protective cover lift; or may be performed by
‘potholing’ only at the testing locations. Areas that
have been ‘potholed’ for permeability shall be
repaired by applying the same level of effort as
prescribed by the approved test pad for radon
barrier construction.

Perform density and permeability testing at frequencies
of one test per lot size of 500 or 2,000 cubic yards,
respectively. This testing may be performed outside of
the approved lift area so long as the area tested is
representative of the clay in the approved lift area (i.e.,
was constructed at the same time and with the same
method). Moisture testing is not required for spring
start-up.
a. Approve lots that meet specification. The protective
cover lift may be worked in place and tested to
become the next lift of radon barrier.
b. For lots that do not meet specification, test the
surface at successively deeper nine inch increments
until a passing lift is found; remove all failing lots;
re-work all failing lots; and re-test.

Document that repairs are completed to the same level
of effort as required by the approved test pad for radon
barrier construction.

117) CONTAMINATION OF RADON
BARRIER: The radon barrier material shall not
become contaminated with radioactive soils or
debris during construction. The in-place clay may
contain up to five percent additional rocks (less than
or equal to one inch) and sand above the content
found in the classification test.
Visually check radon barrier for contamination by
foreign materials in accordance with ASTM D2488.
Remove or rework clays which have been contaminated
above the specified requirements. Document corrective
actions (where required) on the Daily Construction
Report.
Verify that the radon barrier is being inspected for
contaminants and that the inspection and corrective
actions (if required) are properly documented
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118) FINAL GRADING: Final grading shall be
from design elevation to 0.2 feet above design
elevation.

Survey the final grade surface of the radon barrier on a
50 foot grid and at key points (i.e., embankment break
lines). Final survey measurements will be documented
and provided to Quality Assurance.

Review the final survey data. Verify the frequency of the
survey points.
119) EROSION CONTROL FOR EXPOSED
SOIL: If Director-approved final elevation 5 x 10-8
cm/sec radon barrier soil surfaces are not covered
by the next design layer within 30 days of lift
approval, the following erosion control repair
measures shall apply.

Monthly, inspect exposed radon barrier soil
surfaces for evidence of erosion. Rivulet or gullied
areas wider than six inches or deeper than six inches
require maintenance to fill the rivulet or gully and
restore the area to design elevation. Soils imported
as fill shall meet the requirements of Specification
96. Maintenance shall be performed within 30
calendar days when needed.

Erosion control blankets, mats, or fiber mulch may
be used, in accordance with the manufacturer’s
instructions, for erosion prevention.

Director shall be notified at least 48 hours prior to
deployment of erosion control blankets, mats, or
fiber mulch. If used, such erosion control materials
shall be removed prior to filter zone construction.

Perform monthly inspections. Document the inspection
as well as associated maintenance activities on the Daily
Construction Report.

Obtain documentation of Director notification.

Review documentation to verify that monthly
inspections have been performed.

Notify Director at least 48 hours prior to deployment of
erosion control blankets, mats, or fiber mulch. Provide
QC with documentation of Director notification.
120) RADIOLOGICAL SAMPLING FOR
EXPOSED SOIL: If Director-approved final
elevation 5 x 10-8 cm/sec radon barrier soil surfaces
are not covered by the next design layer within 30
days of final approval, the area shall be either:
Coordinate sampling and analysis with environmental
personnel. Attach a copy of the release report to the lift
approval documentation.

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A. sampled and radiologically released in
accordance with the Environmental
Monitoring Plan; or

B. have a minimum of six inches of clay removed
and replaced prior to placement of the next
design layer. Under this option, no
environmental sampling is required.

121) HEAVY EQUIPMENT ON RADON
BARRIER: Heavy equipment travel will be
minimized on top of the finished radon barrier.
Heavy equipment will not be operated on saturated
radon barrier.

Observe work on radon barrier. Notify the Project
Manager of problems with equipment on the radon
barrier. Re-inspect radon barrier and record corrective
actions taken (where required) on the Daily
Construction Report.

Verify that the work is being inspected.
122) DIRECTOR APPROVAL: The Director
shall approve documentation associated with
completed radon barrier. Documentation shall
include all QC and QA records associated with
construction, as well as photographs of the
completed surface. The Director approval shall be
obtained in accordance with Specification 23. In
addition, 48 hour notification shall be provided to
the Director prior to placement of the next design
layer over the finished radon barrier.
Notify Quality Assurance that the radon barrier is ready
for inspection by the Director. Obtain written
authorization on the Radon Barrier Inspection Form
from Quality Assurance that the radon barrier has been
inspected. Obtain documentation of Director
notification. Confirm Director approval of the radon
barrier documentation.
Provide written approval of the radon barrier. Notify the
Director that the radon barrier is ready for inspection.
Provide QC with documentation of Director
notification.
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123) SCOPE: This work element applies to the
Federal Cell embankment.

124) MATERIAL: The frost protection layer
consists of well graded bank run borrow material as
described in the approved engineering drawings
listed in Groundwater Quality Discharge Permit
UGW450005.

125) GRADATION: Gradation of the frost
protection layer bank run borrow material shall be
16” minus material.

Perform gradation testing, in accordance with ASTM
D5519 or C136, at a rate of one test per 10,000 cubic
yards with a minimum of four tests per embankment.
Record the location of all samples in the Sample Log.

If any deficiencies are identified in gradation testing,
notify the Project Manager to have operations rework
the material. After reworking (if necessary), retest the
material and record corrective actions (where required)
in the Daily Construction Report.

Verify the frequency of laboratory tests and compliance
of test results.
126) PLACEMENT: Frost protection layer bank
run borrow material will be placed over the radon
barrier zone as specified on the approved
engineering drawings. Bank run borrow material
shall be handled in such a manner as to prevent
segregation of finer materials.

Observe the placement of the frost protection layer bank
run borrow material. Ensure that soil fines are not
concentrated in localized areas. If soil fines are
concentrated in localized areas, notify the Project
Manager to have operations evenly distribute the fines
or to remove them. Re-inspect after the Project Manager
makes changes. Record observations and corrective
actions (where required) in the Daily Construction
Report.

Verify that QC personnel observe the placement of the
frost protection layer such that fines are not concentrated
in localized areas.
SNOW REMOVAL: When frost protection layer
bank run borrow material is to be placed and the
work area is covered with snow, the snow must be
removed.
Observe that snow is removed. Inspect the bank run
borrow material for damage. Advise the project manager
of any deficiencies/damage. Record corrective actions
(where required) in the Daily Construction Report.

Review the documentation and verify the depth
specification from the approved engineering drawings is
met. Verify that inspections were conducted.
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127) FINAL GRADING: Thicknesses for the frost
protection layer will be established by installing
grade poles on at least a 70’ grid and at all control
points or by GPS survey. The grade poles must be
marked at the appropriate depth to establish grade.
After the grade has been checked and approved by
QC personnel, the grade poles shall be removed.

Verify the required grade is achieved at all control
points. Rework and re-verify areas not meeting the
specified grade. Visually inspect for rock greater than
16” during lift placement. Mark oversized rock for
removal and verify removal. Record observations and
corrective actions (where required) in the Daily
Construction Report
Review the documentation and verify the depth
specification from the approved engineering drawings is
met. Verify that inspections were conducted.
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128) SCOPE: This work element applies to the
Federal Cell embankment side slope.

129) FILTER ZONE PERMEABILITY: The
filter zone rock on the Federal cell embankment will
have a minimum permeability of 3.5 cm/sec.

Perform permeability testing at a rate of one test per
10,000 cubic yards placed. Record the location of all
samples in the "Sampling Log".
a. Approve rock for use in the filter zone which meets
the specified permeability.
b. Rock not meeting the specified permeability cannot
be used.

Verify the frequency of laboratory tests and compliance
of test results.
130) GRADATION: Federal Cell embankment
rock gradation shall be as specified on currently
approved engineering drawings listed in
Groundwater Quality Discharge Permit
UGW450005.
If filter zone rock material is to be stockpiled, perform
gradation testing at a rate of one test per 10,000 cubic
yards stockpiled. If filter zone rock material is
transferred directly to the cell from the production plant,
perform at least one gradation test per source per day
material is placed, or at least one test per 10,000 cubic
yards. A minimum of four tests is necessary over the
entire embankment.

In addition, perform a minimum of one test per change
in soil type by ASTM D2488. Record the location of all
samples in the Sampling Log.

If any deficiencies are identified in gradation testing,
notify the Project Manager to have operations rework
the material. After reworking (if necessary), retest the
material and record corrective actions (where required)
in the Daily Construction Report.

Verify the frequency of laboratory quality control tests
and compliance of test results.
131) PLACEMENT: Filter zone material will be
placed over the frost protection layer. The thickness
of the filter zone layer for the Federal Cell
embankment shall be as specified on currently
approved engineering drawings listed in
Observe the placement of the filter zone material.
Ensure that the filter zone is uniform in appearance with
no soil fines or rock concentrated in localized areas. If
the filter zone is not uniform in appearance, notify the
Project Manager to have operations evenly distribute the
Review documentation and verify that QC personnel
observe the placement of the filter zone material such
that it is uniform in appearance.
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Groundwater Quality Discharge Permit
UGW450005. Filter zone material shall be handled
in such a manner as to prevent the segregation of
finer materials.

filter zone material. Re-inspect the filter zone material
and record corrective actions (where required) in the
Daily Construction Report.
132) SNOW REMOVAL: When filter zone
material is to be placed and the work area is covered
with snow, the snow must be removed.
Observe that snow is removed. Inspect the filter zone for
damage. Notify the Project Manager of any
deficiencies/damage. Re-inspect the filter zone and
record corrective actions (where required) in the Daily
Construction Report.

Verify that snow removal is being documented and the
filter zone has been inspected.
133) FINAL GRADING: Thickness for the lift will
be established by installing grade poles on at least a
50’ grid and at all control points. The grade poles
shall consist of PVC pipe (approximately ½-inch
diameter) with surveyor’s ribbon (or other
distinguishable markings) attached to the
appropriate lift thickness. The poles shall be held in
place by placing the filter rock adjacent to the base
of the grade pole to secure it in a vertical position
(long axis of the grade pole perpendicular to the
radon barrier surface). With the grade pole marked
at the appropriate thickness and secured at the
appropriate locations, the filter rock may be placed
throughout the project area. The base of the grade
poles shall rest on the surface of the radon barrier
and therefore will not damage the radon barrier
surface. After the grade has been checked and
approved by QC personnel, the grade poles shall be
removed from the filter zone.

Verify that the grade poles are marked at the appropriate
depth to establish grade for the layer that will be placed.

Verify the required grade is achieved at all control points
throughout the placed filter rock in the project area.
Confirm that the in-place thickness of the filter zone
material is between 90 percent and 125 percent of the
design thickness. Rework and re-verify areas not
meeting the specified grade. Ensure all grade poles have
been removed following verification of grade.
Document all inspections and corrective actions, where
required, on the Daily Construction Report.
Observe the installation of some of the grade poles to
ensure that the installation method has been followed
and verify that the grade poles have not penetrated or
damaged the surface of the radon barrier.

Review documentation for final grading.
FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – ROCK EROSION BARRIER

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-71 Appendix C July 16, 2025
Revision 5

134) SCOPE: This work element applies to the
Federal Cell embankment side slope.

135) GRADATION: Gradation of the rock erosion
material (side slope) shall be as specified on the
currently approved engineering drawings listed in
Groundwater Quality Discharge Permit
UGW450005.

In addition to rock quality scoring, perform gradation
testing, in accordance with ASTM D5519 or C136, at a
rate of one test per 10,000 cubic yards with a minimum
of four tests per embankment. Record the location of all
samples in the Sampling Log.

If any deficiencies are identified in gradation testing,
notify the Project Manager to have operations rework
the material. After reworking (if necessary), retest the
material and record corrective actions (where required)
in the Daily Construction Report.

Verify the frequency of laboratory quality control tests
and compliance of test results.
136) PLACEMENT: Rock erosion material will be
placed over the filter zone. Thickness of rock
erosion barrier for the Federal Cell embankment
shall be as described in the currently approved
engineering drawings listed in Groundwater
Quality Discharge Permit UGW450005. Rock
erosion material shall be handled in such a manner
as to prevent segregation of finer materials.

Observe the placement of the rock. Ensure that soil fines
are not concentrated in localized areas. If soil fines are
concentrated in localized areas, notify the Project
Manager to have operations evenly distribute the fines
or to remove them. Re-inspect after the Project Manager
makes changes. Record corrective actions (where
required) in the Daily Construction Report.
Verify that QC personnel observe the placement of the
rock erosion material such that soil fines are not
concentrated in localized areas.
137) SNOW REMOVAL: When rock erosion
barrier material is to be placed and the work area is
covered with snow, the snow must be removed.
Observe that snow is removed. Inspect the rock erosion
barrier for damage. Notify the Project Manager of any
deficiencies. Re-inspect and record corrective actions
(where required) in the Daily Construction Report.

Verify that snow removal is being documented and the
rock erosion barrier has been inspected.
138) FINAL GRADING: Thickness for the lift will
be established by installing grade poles on at least a
70 foot grid and at all control points or by GPS
survey. The grade poles shall consist of PVC pipe
(approximately one-half inch diameter) with
surveyor ribbon (or other distinguishable
markings). The grade poles must be marked at the
Verify the required grade is achieved at all control
points. Confirm that the in-place thickness of the rock
erosion barrier is between 90 percent and 125 percent of
the design thickness. Notify the Project Manager of
areas not meeting the specified grade. Re-verify after
rework has been completed. Document all inspections
Review the documentation for final grading.
FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – ROCK EROSION BARRIER

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-72 Appendix C July 16, 2025
Revision 5

appropriate depth to establish grade. After the grade
has been checked and approved by QC personnel,
the grade poles shall be removed.

and corrective actions (where required) on the Daily
Construction Report.
139) NOTICE OF COVER CONSTRUCTION:
Provide written notice of the completion of cover
construction to the Director within 30 days of
completion of each phase of cover construction in
the "cut and cover" operation.

Obtain documentation of Director notification. Within 30 days of completion of each phase of cover
construction, notify the Director of completion of cover
construction. Provide QC with documentation of
Director notification. Note: The Engineering Manager,
or designee, may notify the Director and provide Quality
Assurance documentation of the notification.

FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – EVAPORATIVE ZONE LAYER

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-73 Appendix C July 16, 2025
Revision 5

140) SCOPE: This work element applies to the
Federal Cell embankment top slope.

MATERIAL: Satisfactory Unit 4 clay material
shall be defined as CL, ML or CL-ML soils based
on the Unified Soil Classification.
Perform laboratory classification tests at a rate of one
test per lot prior to use of material. A lot is defined as a
maximum of 5,000 cubic yards (placed) of specified
material type. Record the location of the classification
sample on the Sample Log.

Verify the frequency of laboratory tests and compliance
of test results.

141) PLACEMENT: Evaporative zone layer
material will be placed over the frost protection
zone layer as specified on currently approved
engineering drawings listed in Groundwater
Quality Discharge Permit UGW450005.

.
142) CONTAMINATION OF EVAPORATIVE
ZONE MATERIAL: Evaporative zone material
shall not become contaminated with radioactive
soils or debris during construction. The in-place
clay may contain up to 5 percent additional rocks
and sand above the content found in the
classification test.

Visually check evaporative zone material for
contamination by foreign materials in accordance with
ASTM D2488. Remove or rework material which has
been contaminated above the specified requirements.
Document corrective actions (where required) on the
Daily Construction Report.
Verify that the evaporative zone material is being
inspected for contaminants and that the inspection and
corrective actions (if required) are properly documented.
LIFT THICKNESS: The evaporative zone
material may be placed in a single lift or multiple
lifts, without a maximum loose lift thickness.
Thickness for the lift will be established by
installing grade poles on at least a 70-foot grid and
at all control points. The grade poles must be
marked at the appropriate depth to establish the
grade. After the grade for the lift has been checked
and approved by QC personnel, the grade poles
shall be removed.
Verify that the required grading tolerance 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. Visually check between poles for high or low spots.
d. Define out of specification areas and advise the
project manager to rework those areas.
e. Review areas reworked and approve areas meeting
criteria.
f. Continue "b" through "d" above until all areas meet
criteria.
Verify the frequency of laboratory tests and compliance
of test results.
FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – EVAPORATIVE ZONE LAYER

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-74 Appendix C July 16, 2025
Revision 5

g. Indicate areas meeting criteria in the “Embankment
Construction Lift Approval Form”..

- OR –

Perform a survey using GPS to determine lift
thickness.

There is not a compaction (density) requirement for
the evaporative zone layer.

- OR –

a. Verify GPS equipment calibration,
b. Verify correct set-up and
operation of GPS equipment.

143) LIFT BONDING: The lifts of evaporative
material shall be bonded by providing a rough
upper surface on the underlying layer of
evaporative material. The surface should have
changes in grade of approximately one inch or
more at a rate of two per linear foot.

Verify that there are adequate changes in grade by
placing a straight edge at least two feet long on the
surface. Count the number of points approximately one
inch or more below the straight edge.
Verify the frequency of measurements and compliance
of test results.
SNOW REMOVAL: When evaporative zone
material is to be placed and the work area is covered
with snow, the snow must be removed.
Observe that snow is removed. Inspect the evaporative
zone for damage. Advise the project manager of any
deficiencies/damage. Record corrective actions (where
required) in the Daily Construction Report.

Verify that snow removal is being documented and the
evaporative zone has been inspected.
FINAL GRADING: Final grade shall be from
design elevation to 0.2 feet above design elevation.
Survey the final grade surface of the evaporative zone
on a 50 foot grid and at key points (i.e., embankment
break lines). Final survey measurements will be
documented in the survey report and provided to Quality
Assurance.
Review the final survey data. Verify the frequency of the
survey points.
FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – SURFACE ZONE LAYER MATERIAL PREPARATION

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-75 Appendix C July 16, 2025
Revision 5

144) SCOPE: This work element applies to the
Federal Cell embankment top slope.

145) MATERIAL: The surface zone layer material
shall be Satisfactory Unit 4 Material defined as CL,
ML, and CL-ML soils based on the Unified Soil
Classification.

Perform laboratory classification tests at a rate of 1 test
per lot prior to use of material. A lot is defined as a
maximum of 5,000 cubic yards (placed) of specified
material type. Record the location of the classification
sample on the Sample Log.

Verify the frequency of laboratory tests and compliance
of test results.

Gravel admixture shall meet the requirements of the
Quality of Rock specification as described in
Specification 16. The gravel admixture shall be well
graded gravel with 100% passing a 3” screen and
less than 10% passing a 0.75” screen

Perform gradation testing (ASTM C136 or D2487) at a
frequency of 1 test per 5,000 cubic yards of gravel. In
addition, perform a minimum of one gradation test
(ASTM C136 or D2487) per change in soil type. Record
observations and corrective actions (where required) in
the Daily Construction Report.
Verify the frequency of laboratory tests and compliance
of test results.
146) PROTECTION: The surface material shall be
handled in such a manner as to prevent
contamination with radioactive waste material or
other deleterious material.

Visually check surface materials for contamination by
foreign materials. Remove surface materials which have
been contaminated above the specified requirements.
Document corrective actions (where required) on the
Daily Construction Report.

Verify that the surface layer material is being inspected
for contaminates and that corrective actions (if required)
are properly documented.
147) PROCESSING These procedures may be used
to provide suitable material for construction of the
surface layer.
1. Apply gravel to surface material at a rate
determined by the Engineering Manager to
arrive at a volumetric mixture of 15% ±3%
gravel for application to the Embankment’s
top slope.
2. Apply gravel to surface material at a rate
determined by the Engineering Manager to
arrive at a volumetric mixture of 50% ±3%
gravel for application to the Embankment’s
side slope.
3. Mix the gravel into the soils to obtain a
uniform appearance by tilling or similar action
Measure the mixing areas and verify that the application
rate of the gravel is equal to the rate determined by the
Engineering Manager. Record the size of the mixing
areas and the amount of gravel applied on the
Embankment Construction Lift Approval Form.
Verify that the size of the mixing areas and the amount
of gravel applied has been properly documented and
meets specification
FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – SURFACE ZONE LAYER MATERIAL PREPARATION

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-76 Appendix C July 16, 2025
Revision 5

FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – SURFACE ZONE LAYER PLACEMENT

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-77 Appendix C July 16, 2025
Revision 5

148) SCOPE: This work element applies to the
Federal Cell embankment top slope.

149) MATERIAL: Surface zone layer material
shall be prepared according to Specifications 144 to
147 in Work Element – Surface Zone Layer
Material Preparation.

.

.

150) PLACEMENT: Surface zone layer material
will be placed over the evaporative zone layer as
specified on currently approved engineering
drawings listed in Groundwater Quality Discharge
Permit UGW450005. Surface zone layer material
shall be handled in such a manner as to prevent
contamination from waste material and segregation
of finer materials.

151) CONTAMINATION OF SURFACE ZONE
MATERIAL Surface zone material shall not
become contaminated with radioactive soils or
debris during construction. The in-place clay may
contain up to five percent additional rocks and sand
above the content found in the classification test.

Visually check surface zone material for contamination
by foreign materials in accordance with ASTM D2488.
Remove or rework material which has been
contaminated above the specified requirements.
Document corrective actions (where required) on the
Daily Construction Report.
.
Verify that the surface zone material is being inspected
for contaminants and that the inspection and corrective
actions (if required) are properly documented.

152) LIFT THICKNESS: The surface material may be
placed in a single lift or multiple lifts, without a
maximum loose lift thickness. Thickness for the lift
will be established by installing grade poles on at
least a 70-foot grid and at all control points.
Verify that the required grading tolerance 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. Visually check between poles for high or low spots.
d. Define out of areas and advise the project manager
to rework those areas.
e. Review areas reworked and approve areas meeting
criteria.
Verify the frequency of tests and compliance of test
results.
FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – SURFACE ZONE LAYER PLACEMENT

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-78 Appendix C July 16, 2025
Revision 5

f. Continue "b" through "d" above until all areas meet
criteria.
g. Indicate areas meeting criteria in the “Embankment
Construction Lift Approval Form”

- OR –

Perform a survey using GPS to determine lift
thickness.

- OR –

a. Verify GPS equipment calibration,
b. Verify correct set-up and operation of GPS
equipment.

153) SNOW REMOVAL: When surface zone layer
material is to be placed and the work area is
covered with snow, the snow must be removed.
Observe that snow is removed. Inspect the surface zone
layer material for damage. Advise the project manager
of any deficiencies/damage. Record corrective actions
(where required) in the Daily Construction Report.

Verify that snow removal is being documented and the
surface zone layer material has been inspected
154) FINAL GRADE: Final grade shall be from design
elevation to 0.2 ft above design elevation.
Survey the final grade surface of the evaporative zone
on a 50 ft grid and at key points (i.e., embankment break
lines). Final survey measurements will be documented
in the survey report and provided to Quality Assurance.

Review the final survey data. Verify the frequency of the
survey points.
155) SEEDING: The surface zone layer material shall
be seeded with an approved seed mixture and at an
application rate defined by the Engineering
Manager.

Observe the seeding process. Ensure full coverage is
attained. Advise the project manager of any deficiencies
in coverage. Record the application rate and any
observations/corrections on the Daily Construction
Report.

Review the Daily Construction Report and verify that
seeding meets the criterion provided by the Engineering
Manager.

156) NOTICE OF COVER CONSTRUCTION:
Provide written notice of the completion of cover
construction to the Director within 30 days of
completion of each phase of cover construction in
the "cut and cover" operation.

Obtain documentation of Director notification. Within 30 days of completion of each phase of cover
construction, notify the Director of completion of cover
construction. Provide QC with documentation of
Director notification. Note: The Engineering Manager,
or designee, may notify the Director and provide Quality
Assurance documentation of the notification.

FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – DRAINAGE DITCH IMPORTED BORROW

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-79 Appendix C July 16, 2025
Revision 5

157) SCOPE: This work element applies to the
Federal Cell embankment ditch.

158) CLEARING AND GRUBBING: Remove
vegetation, debris, organic, or deleterious material
from areas to be used for borrow. Grubbing depth
will depend on the type of vegetation, debris,
organic, or deleterious material on the site. If the
area is free of these materials then no clearing and
grubbing will be necessary.

Inspect the area once clearing and grubbing has been
completed. Record observations and corrective actions
(where required) on the Daily Construction Report.
Verify that the clearing and grubbing has been inspected
by QC.
159) MATERIAL: The imported borrow shall be
classified as CL or ML soils by ASTM D-2487.
Perform laboratory classification tests at a rate of one
test per lot prior to use of material in the road. A lot is
defined as a maximum of 5,000 cubic yards (compacted)
of specified material type. Record the location of the
classification sample on the Sampling Log.
a. Approve lots which meet the specified
classification.
b. Lots not meeting the specified classification cannot
be used.

Verify the frequency of laboratory tests and compliance
of test results.
160) LIFT THICKNESS: Drainage ditch borrow
material shall be placed in lifts with an
uncompacted thickness of less than or equal to nine
inches.

A. Thickness for the lift will be established by
installing grade poles on at least a 50-foot grid
lengthwise and at all control points. The grade
poles must be marked at the appropriate depth
to establish the grade. After the grade has been
checked and approved by QC personnel, the
grade poles shall be removed.

Verify that the required grading 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. Visually check between poles for high or low spots.
d. Define those areas that are high out of specification
and advise the Project Manager to re-work those
areas.
e. Review areas re-worked and approve areas meeting
criteria.
f. Continue “b” through “d” above until all areas meet
criteria.
g. Indicate areas meeting criteria in the “Embankment
Construction Lift Approval Form”.
Verify the frequency of measurements and compliance
of test results.
FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – DRAINAGE DITCH IMPORTED BORROW

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-80 Appendix C July 16, 2025
Revision 5

- OR -

B. Survey to determine lift thickness on at least a
50-foot grid lengthwise and at all control
points. Survey equipment shall have a
tolerance no more than ± 0.1 foot.

- OR -

a. Verify survey equipment is within a tolerance of ±
0.1 foot.
b. Verify correct set-up and operation of equipment.
c. Visually check between survey points for high or
low spots.
d. Define high out of specification areas and notify the
Project Manager to rework those areas.
e. Document survey results on a survey report.

FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – DRAINAGE DITCHES

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-81 Appendix C July 16, 2025
Revision 5

161) SCOPE: This work element applies to the
Federal Cell embankment.

162) EXCAVATION: Excavation shall be made to
the lines, grades, and dimensions prescribed in the
approved phase-specific plans. Temporary
(operational) ditches may be constructed to these
phase-specific plans. Final design grade and
dimensions (as shown in the approved engineering
drawings listed in Groundwater Quality Discharge
Permit UGW450005) are not required to be met
before final closure of the Federal cell embankment.

Prior Director approval in writing must be obtained
before diverting ditches from the current approved
design. The purpose and duration of diversion shall
be specified in any request to do so. The Director
approval shall be obtained in accordance with
Specification 23.

Any over excavation shall be backfilled with
drainage ditch borrow material and compacted to 95
percent of standard Proctor. The uncompacted lift
thickness shall not exceed nine inches.
Provide daily observation of the ditch excavation.
Record observations and corrective actions (where
required) on the Daily Construction Report.

Obtain documentation confirming that the Director has
approved the plans for diverting ditches

In areas of over excavation, conduct in-place density test
at a rate of one test per lot, with a minimum of one test
per phase, and record the results on the Field Density
Test form. A lot is defined as a maximum of 10,000
square feet of a single lift of a specified type of material.
Test locations shall be chosen on the basis of random
numbers (described in Specification 12).
a. Approve lots which meet the specified compaction.
b. Rework and retest lots not meeting the specified
compaction.

Proctors shall be performed at a rate of one test per
100,000 square feet for each material type. At least one
proctor shall be performed for each material type.
Record the location of the sample on the Sampling Log.
Verify daily observations and corrective actions have
been documented.

Verify that Director approvals have been obtained
before diverting ditches. Provide QC with approval
documentation.

Verify the frequency of laboratory tests and compliance
of test results.

FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – DRAINAGE DITCHES

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-82 Appendix C July 16, 2025
Revision 5

163) FINAL GRADING: Smooth roll the
excavated surface to prepare for filter zone material.
Final grading of this surface shall be ± 0.1 of a foot.
Inspect the surface for smoothness. Survey the surface
on a 50 foot grid and at key points (i.e., changes in
direction of the ditch). Final survey measurements will
be documented on the survey report and provided to
Quality Assurance.

Review the final survey data. Verify the frequency of the
survey points.
164) FILTER ZONE AND ROCK EROSION
BARRIER: The filter zone and rock erosion barrier
shall be constructed in accordance with
Specifications 128 thru 138 as appropriate.

See Specifications 128 thru 138. See Specifications 128 thru 138.
165) EROSION CONTROL FOR EXPOSED
SOIL: If reviewed and approved drainage ditch soil
surfaces are not covered by filter zone within 30
days of lift approval, the following erosion control
repair measures shall apply.

Monthly, inspect exposed drainage ditch soil
surfaces for evidence of erosion. Rivulet or gullied
areas wider than six inches or deeper than six inches
require maintenance to fill the rivulet or gully and
restore the area to design elevation. Maintenance
shall be performed within 30 calendar days when
needed, unless additional time is approved by
Director.

Erosion control blankets, mats, or fiber mulch may
be used, in accordance with the manufacturer’s
instructions, for erosion prevention.

Director shall be notified at least 48 hours prior to
deployment of erosion control blankets, mats, or
fiber mulch. If used, such erosion control materials
shall be removed prior to filter zone or riprap
construction.

Perform monthly inspections. Document the inspection
as well as associated maintenance activities on the Daily
Construction Report.

Obtain documentation of Director notification

Review documentation to verify that monthly
inspections have been performed.

Notify Director at least 48 hours prior to deployment of
erosion control blankets, mats, or fiber mulch. Provide
QC with documentation of Director notification.
FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – DRAINAGE DITCHES

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-83 Appendix C July 16, 2025
Revision 5

166) RADIOLOGICAL SAMPLING FOR
EXPOSED SOIL: If reviewed and approved
drainage ditch soil surfaces are not covered by
filter zone or riprap within 30 days of lift approval,
the area shall either

A. be sampled and radiologically released in
accordance with the Environmental
Monitoring Plan; or

B. have a minimum of six inches of ditch material
removed and replaced prior to filter zone or
riprap placement. Under this option, no
environmental sampling is required.

Coordinate sampling and analysis with environmental
personnel. Attach a copy of the release report to the lift
approval documentation.

FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – INSPECTION ROAD

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-84 Appendix C July 16, 2025
Revision 5

167) SCOPE: This work element applies to the
Federal Cell embankment.

168) MATERIAL: The material used to construct
the inspection road shall conform to a relevant
UDOT roadbase specification and be approved in
writing by a Utah licensed Professional Engineer
prior to use.

Obtain written material approval from a Utah licensed
Professional Engineer. Perform or obtain laboratory
gradation testing at a rate of one test per lot prior to use
of material in the road. A lot is defined as a maximum
of 3,000 cubic yards (compacted) of specified material
type. Record, as needed, the location of the classification
sample on the Sampling Log.
a. Approve lots which meet the specified
classification.
b. Notify the Project Manager of lots not meeting the
specified classification to have the areas reworked.
c. Retest lots after rework has been completed.

Verify written material approval, the frequency of
laboratory tests and compliance of test results.
169) SUBSURFACE PREPARATION: The
subsurface will be scarified and re-compacted to at
least 95 percent of a standard proctor (ASTM
D698).
Conduct in-place density 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
material. The test location shall be chosen on the basis
of random numbers (described in Specification 12).
a. Approve lots which meet the specified compaction.
b. Notify the Project Manager of lots not meeting the
specified compaction to have the areas reworked.
c. Retest lots after rework has been completed.

Proctors shall be performed at a rate of one test per
borrow lot. A borrow lot is defined as 3,000 cubic yards
(compacted) or less of a specific material type. Record
the location of the Proctor sample on the Sampling Log.

Verify the frequency of tests and compliance of test
results.
170) ROAD THICKNESS: The compacted road
shall be 12 inches thick plus or minus 0.2 feet.
Measure the thickness of the road at both edges of the
road at no greater than 50 foot intervals. Record the
results on the Lift Approval Form.
a. Approve lots which meet the specified thickness.
Verify the frequency of tests and compliance of test
results.
FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – INSPECTION ROAD

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-85 Appendix C July 16, 2025
Revision 5

b. Notify the Project Manager of lots not meeting the
specified thickness to have the areas reworked.
c. Retest lots after rework has been completed.

171) COMPACTION: The road will be compacted
to at least 95 percent of standard Proctor (ASTM
D698).
Conduct in-place density 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
material. The test location shall be chosen on the basis
of random numbers (described in Specification 12).
a. Approve lots which meet the specified compaction.
b. Notify the Project Manager of lots not meeting the
specified compaction to have the areas reworked.
c. Retest lots after rework has been completed.

Proctors shall be performed at a rate of one test per
borrow lot. A borrow lot is defined as 3,000 cubic yards
(compacted) or less of a specific material type. Record
the location of the Proctor sample on the Sampling Log.

Verify the frequency of tests and compliance of test
results.
FEDERAL CELL CQA/QC MANUAL
QA/QC ACTIVITIES TABLE
WORK ELEMENT – PERMANENT CHAIN LINK FENCES

SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

Page C-86 Appendix C July 16, 2025
Revision 5

172) SCOPE: This work element applies to the
Federal Cell embankment.

173) MATERIALS: All burial embankments and
waste storage areas, including immediately adjacent
drainage structures, shall be controlled areas,
surrounded by six-foot high, chain link fence. All
permanent fences shall be chain link, six feet high,
topped with three strand barbed wire, top tension
wire and twisted selvedge.

Zinc coated chain link fence shall meet the
requirements of ASTM A392 with Class I coating.
Aluminum Coated fence fabric shall meet the
requirements of ASTM A491.

Fence Fabric: Fence fabric shall be made of 0.148
inch or larger diameter wire. The fabric shall have
twisted selvedge.

Wire and Ties: Tension wires shall be 0.177 inch or
larger diameter spiral type. Ring ties for tying fabric
to supporting members shall be made of 0.148 inch
or larger diameter wire. Wire ties for tying fabric to
support members shall be made of 0.12 inch or
larger diameter wire. Ties to line posts shall be made
of 0.192 inch or larger diameter wire. All wire shall
have Class II coating as specified by ASTM A116.

Barbed Wire: Barbed wire on zinc coated fence shall
meet the requirements of ASTM A121, including a
Class I zinc coating. Barbed wire shall be made of
0.099 inch or larger diameter wire with 0.080 inch
or larger diameter wire four point barbs on five inch
centers. When aluminum or aluminum coated fence
is used, aluminum coated barbed wire shall be used
Obtain a copy of the manufacture's specification for the
materials to be used in the construction of the fence.
Verify that the materials meet the required
specifications. Document materials acceptance on the
Daily Construction Report.

Verify that the materials to be used in the construction
of the fence have been approved and documented.
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meeting the requirements of ASTM A0491. The
support arm on the fence for the barbed wire shall
be capable of supporting a 200 pound vertical load
at the end of the arm without permanent deflection.

Posts: Line posts may be "H" section or pipe. The
minimum strength requirements are as follows:

A. Load at top: 600 lbs.

B. Maximum Moment: 1200 ft-lbs.

C. Maximum permanent set: 0.010 in.

"H" posts shall be coated in accordance with the
requirements of ASTM A123. Pipe posts shall
conform to the requirements of ASTM A120
(Schedule 40) for zinc coated pipe. All pipe posts
shall be fitted with a weather resistant tip, designed
to fit securely over the post, and carry an apron
around the outside of the post.

Fittings: Fittings shall be malleable cast iron or
pressed steel and be coated in accordance to ASTM
A123.

Gates: Gate posts and frames shall be constructed of
the sizes shown on the approved plans for the
various gate dimensions. The corners of the gate
frame shall be fastened together with pressed steel
or malleable iron corner ells riveted or welded in
accordance with the plans. Welded steel gate frames
shall be galvanized after fabrication in accordance
with the provision of ASTM A123. Chain link fence
fabric for covering the gate frames shall be the same
as required for the fence. Each gate shall be
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furnished complete with necessary galvanized
hinged, latch, and drop bar locking device for the
type of gate used on the project.

174) INSTALLATION: The steel posts shall be set
true to line and grade in concrete bases. The
distances between posts shall be uniform and not
exceeding 10 feet. Fence corners and ends shall be
constructed in accordance with Detail A on sheet L9
of the approved engineering drawings listed in
Groundwater Quality Discharge Permit
UGW450005. Gates shall be constructed in
accordance with Detail B on sheet L9 of the
approved engineering drawings.

A minimum of six inches of concrete shall be
provided below the bottom of each post. End posts,
pull posts, corner posts, and gate posts shall have a
concrete base at least 12 inches in diameter. Bases
for line posts shall be at least 10 inches in diameter.

Pull posts shall be provided at 500 feet maximum
intervals. Changes in line of 30 degrees or more
shall be considered as corners.

The fabric shall be stretched taut, and securely
fastened to the posts. Fastening to end, gate, corner,
and pull posts shall be with stretcher bars and metal
bands, spaced at one foot intervals. The fabric shall
be cut and each span fastened independently at all
pull and corner posts. Fastening to line posts shall
be with tie wire, metal bands, or other approved
method at 14 inch intervals. The top edge of fabric
shall be attached to the top rail or tension cable at
approximately 24 inch intervals. The bottom edge
of the fabric should be installed within one inch of
Verify that the fence is constructed in the location shown
on the plans and in accordance with sheet L9. Document
any problems in the Daily Construction Report.

Spot check the depth and diameter of the post holes to
verify that the holes meet the required specification.
Document any problems in the Daily Construction
Report.

Inspect the fence for proper placement of pull and corner
posts. Document any problems in the Daily
Construction Report.

Inspect the fencing fabric to verify that it has been
installed in accordance with the specifications.
Document any problems in the Daily Construction
Report.
Verify that the fence has been inspected and problems
have been properly documented.

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the ground surface. The bottom tension wire is
required and shall be attached to the fabric with tie
wires at 24 inch intervals and shall be secured to the
end or pull posts with brace bands.
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QA/QC ACTIVITIES TABLE
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SPECIFICATION QUALITY CONTROL QUALITY ASSURANCE

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175) SCOPE: This work element applies to the
Federal Cell embankment.

176) SETTLEMENT MONUMENTS: Settlement
monuments shall consist of approximately four-foot
long #5 or greater rebar that is welded to a metal
plate. The metal plate shall be approximately 18
inches square with a thickness of 3/16 inch to 1/4
inch. The rebar shall be sized to extend no more
than six inches above the rock erosion barrier
surface. The settlement plate shall be placed on top
of the final approved radon barrier and then secured
by the rock cover layers as they are built. Each
monument shall be permanently labeled, flagged,
and documented on a reference drawing.

Inspect settlement monuments for compliance with the
specification prior to installation. Observe installation to
ensure that the radon barrier is not damaged.
Perform a surveillance of monument installation
activities.
177) SETTLEMENT MONUMENT
PLACEMENT: Settlement monuments shall be
placed at the locations identified.

Perform and document a post-construction survey of the
placed settlement monument.

Verify that surveys have been performed and
documented.
178) SURVEY REQUIREMENTS: Surveys shall
be performed with GPS or approved equivalent
equipment. Tolerance shall be no more than ± 0.1
feet.

Calibrate and operate survey equipment in accordance
with the manufacturer’s recommendations

179) SURVEY INTERVAL: Settlement
monuments shall be set and surveyed for initial
location within 30 days of the completion of final
cover construction. New monuments shall be
surveyed again at 2, 4, and 12 months (± 10
calendar days) after the initial survey. Thereafter,
monuments shall be surveyed once annually
between October 1 and December 31 until a
minimum of five years after initial placement.
Weather conditions at the time of the survey and a
Perform and document the required surveys in a survey
report. Provide survey data to the Engineering Manager.

Verify that monument surveys are completed and
documented as required.

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discussion of the potential for frost to be present
shall be documented in the survey report.

During the annual survey, perform a visual
inspection of the completed cover to evaluate
potential areas of settlement that may not be
captured by the settlement monument network.

Perform and document the required surveys in a survey
report. Provide survey data to the Engineering Manager.

Document observations made during the inspection, and
denote areas where differential settlement may be
occurring. Provide documentation to the Engineering
Manager.

Verify that new monument surveys are completed and
documented as required.

180) REPORTING: Settlement monitoring data
shall be summarized and evaluated in the annual as-
built report for the embankment.

Calculate total and differential settlement for each
settlement monument against the most recent
measurement and against the baseline monument
location.

Total settlement of more than 1.5 feet at any
settlement monument or differential settlement of
more than 1.0 percent slope between adjacent
monuments shall be reported to and evaluated by
the Engineering Manager within 30 days of
measurement and discussed in the annual as-built
report.

Any failure in the settlement monuments shall be
documented. A replacement monument shall be
reset as close as possible to the previous location,
surveyed, and documented.

Provide settlement monitoring data to the Engineering
Manager.
Perform a surveillance of visual inspection activities.
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181) SCOPE: This work element applies to the
Federal Cell embankment.

182) AERIAL SURVEY REQUIREMENTS: An
aerial survey of all areas within 100 feet of Section
32 shall be performed within three months prior to
the Annual As-built Report submittal.

The aerial survey shall be performed by a registered
land surveyor.

Survey control points shall be identified in the
survey report.

Survey tolerance shall not exceed ± 0.75 ft. Actual
tolerance of the survey shall be stated in the report.

183) ANNUAL AS-BUILT VOLUMES:
Calculate embankment volumes from the aerial
survey data using AutoCAD or approved equivalent
equipment.

As required in I.H.6 of Groundwater Quality
Discharge Permit UGW450005, provide plan view
and cross-sections of the as-built embankment(s)
based on the aerial survey data. Include in each
cross-section the profile of the maximum
authorized waste elevation. Also include in each
cross-section the elevation profile of the top of the
uppermost approved waste lift (as of the time the lift
was approved). Provide a clear key to each cross-
section to define the meaning of each symbol and
line used.

For each embankment, report the design capacity,
capacity used to date, and remaining capacity,
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including overburden. Compare remaining capacity
with the surety reserve capacity for each
embankment. Report any volume of waste that is
placed over the design top of waste.

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July 16, 2025 Revision 5

FEDERAL CELL CQA/QC MANUAL

TABLE 1

MATERIAL SPECIFICATIONS FOR PORTLAND CEMENT CLSM
PROPERTY TEST METHOD MINIMUM MAXIMUM FREQUENCY
WET UNIT WEIGHT ASTM D6023 100 lbs/ft3 None One Test/2,000 Cubic Yards/Lift
SLUMP
-OR-
FLOW
-OR-
FLOW CONSISTENCY
EnergySolutions Slump Test
(Appendix B)
EnergySolutions Efflux Test
(Appendix B)
Flow Consistency (ASTM
D6103)
Eight inches

NA

Eight inches
None

26 seconds

None
One Test/100 Cubic Yards/Lift

One Test/100 Cubic Yards/Lift

One Test/100 Cubic Yards/Lift
28 DAY COMPRESSIVE
STRENGTH
ASTM D4832 150 psi None One Test/2,000 Cubic Yards Placed at
28 days
CEMENT None 50 lbs for each cubic yard of
CLSM
None Inspect each load ticket prior to pour
POZZOLAN None None 375 lbs for each cubic yard of
CLSM
Inspect each load ticket prior to pour
AGGREGATE SIZE Gradation Test Certificate
from Batch Plant
ASTM C117
ASTM C136
Percent Passing Sieve
100 3/8"
60 #8
Percent Passing Sieve
30 200
One certification per day if material is
received from exterior batch plant
or
One test per stockpile if material is
received from onsite batch plant.

Gradation certificate shall be
received by QC Technician prior to
pouring any CLSM

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APPENDIX A TO THE FCF CQA/QC MANUAL

LIST OF CQA/QC DOCUMENTATION FORMS

The following forms are referenced within the FCF CQA/QC Manual.

 Daily Quality Assurance Report
 Daily Construction Report
 Sample Log
 Fill Lift Approval Form
 Field Density Test
 Field Permeability Test
 Aggregate Gradation Form
 Soil Classification Form
 Standard Proctor Form
 CLSM Inspection Form
 CLSM Testing Form
 Breach of Berm Form
 Liner/Radon Barrier Inspection Form
 Embankment Construction Lift Approval Form
 Fill Lift Survey Data Form

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APPENDIX B TO THE FCF CQA/QC MANUAL

APPROVED TESTING METHODS

ASTM C 88 Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate
ASTM C 117 Standard Test Method for Materials Finer than 75-m (No. 200) Sieve in Mineral Aggregate by Washing
ASTM C 127 Standard Test Method for Specific Gravity and Absorption of Coarse Aggregate
ASTM C 128 Standard Test Method for Specific Gravity and Absorption of Fine Aggregate
ASTM C 131 Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine
ASTM C 136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates
ASTM C 535 Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine
ASTM C 702 Standard Practice for Reducing Field Samples of Aggregate to Testing Size
ASTM C 939 Standard Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method)
ASTM D 75 Standard Practice for Sampling Aggregates
ASTM D 422 Standard Test Method for Particle-Size Analysis of Soils
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 1140 Standard Test Method for Amount of Material in Soils Finer than the No. 200 (74-um)
ASTM D 1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method
ASTM D 1587 Standard Practice for Thin-Walled Tube Sampling of Soils for Geotechnical Purposes
ASTM D 2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
ASTM D 2487 Standard Practice for Standard Classification of Soils for Engineering Purposes (Unified Soils Classification System)
ASTM D 2488 Standard Practice for Description and Identification of Soils (Visual-Manual Procedure)
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 (Moisture) Content of Soil by the Microwave Oven Method
ASTM D 4718 Standard Practice for Correction of Unit Weight and Water Content for Soils Containing Oversize Particles
ASTM D 4959 Standard Test Method for Determination of Water (Moisture) Content of Soil by Direct Heating
ASTM D 5084 Standard Test Methods for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter
ASTM D 5519 Standard Test Method for Particle Size Analysis of Natural and Man-Made Riprap Materials
ASTM D 6023 Standard Test Method for Unit Weight, Yield, Cement Content, and Air Content (Gravimetric) of Controlled Low Strength Material (CLSM)

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APPROVED TESTING METHODS

(CONTINUED)

ASTM D 6836 Standard Test Methods for Determination of the Soil Water Characteristic Curve for Desorption Using a Hanging Column, Pressure Extractor,
Chilled Mirror Hygrometer, and/or Centrifuge
ASTM D 6938 Standard Test Methods for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

Soil Science Society of America, Methods of Soil Analysis: Part 1, (MOSA) Chapter 26, “Water Retention: Laboratory Methods,” A. Klute

“Procedures for Sealed Single Ring Infiltrometer Field Permeability Test”

“Efflux Test”

“Slump Test”

“Containerized Waste Facility Waste Placement Test Pad Destructive Testing”

Radioactive Material License Application / Federal Cell Facility

Page C-98 Appendix C
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APPENDIX C TO THE FCF CQA/QC MANUAL

ROCK QUALITY SCORING

The results from the following test will be utilized in the scoring criteria:

TEST STANDARD DESIGNATION
Specific Gravity ASTM C-128
Absorption (%) ASTM C-127
Sodium Soundness (%) ASTM C-88
L.A. Abrasion (%) ASTM C-131 and ASTM C-535

Each test will be given a score of 0 (lowest) to 10 (highest) from Table C-1 – Scoring Criteria for Rock Quality based on the results of the above tests. These
scores will be multiplied by the weighing factors outlined in Table C-1 for different rock types. Table C-1 includes weighting factors for limestone, sandstone,
and igneous rocks. The rock quality score is obtained by the following formula:

SUM (TEST SCORE X WEIGHT FACTOR)
ROCK QUALITY = -------------------------------------------------------- X 100
MAXIMUM POSSIBLE SCORE

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Table C-1. SCORING CRITERIA FOR ROCK QUALITY1

[ WEIGHTING FACTOR ]
LIME- SAND- IGN-
TEST* STONE STONE EOUS 10 9 8 7 6 5 4 3 2 1 0
Specific Gravity 12 6 9 2.75 2.70 2.65 2.60 2.55 2.50 2.45 2.40 2.35 2.30 2.25
Absorption (%) 13 5 2 0.1 0.3 0.5 0.67 0.83 1.0 1.5 2.0 2.5 3.0 3.5
Sodium Soundness (%) 4 3 11 1.0 3.0 5.0 6.7 8.3 10.0 12.5 15.0 20.0 25.0 30.0
L.A. Abrasion (%) 1 8 1 1.0 3.0 5.0 6.7 8.3 10.0 12.5 15.0 20.0 25.0 30.0
Schmidt Hammer 11 13 3 70.0 65.0 60.0 54.0 47.0 40.0 32.0 24.0 16.0 8.0 0.0

* The lowest score (i.e. 0) may be substituted for results of test not performed which are required by Section III.c.
1 U.S. Nuclear Regulatory Commission, NUREG-1623, Design of Erosion Protection for Long-Term Stabilization, August, 2002, Table D-1 (p. D-30)

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Page D-1 Appendix D
July 16, 2025 Revision 5

APPENDIX D FINAL COVER SEED MIXTURE

The following seed mix shall be broadcast rate recommended by the seed supplier, to all top slope surfaces. Broadcast seed should be covered by harrowing or
raking to ensure germination and establishment on the top slope of the final cover for the Federal Cell Facility.

TABLE D.1 FEDERAL CELL FACILITY TOP SLOPE VEGETATION DENSITY AND SEEDING RATES