6512_Sutton_Cell4CQA_20170717_DIN28419

Prepared for

Duke Energy Progress, LLC
526 South Church Street
Charlotte, North Carolina 28202

CONSTRUCTION CERTIFICATION REPORT
PHASE I – CELL 4

L.V. SUTTON ENERGY COMPLEX
ON-SITE COAL COMBUSTION RESIDUALS LANDFILL

Wilmington, North Carolina

Prepared by

Geosyntec Consultants of NC, PC
1300 South Mint Street, Suite 300
Charlotte, North Carolina 28203
License No. C-3500

Project Number GC6198
July 2017

GC6198/GC6198 Report - Cell 4 i July 2017
EXECUTIVE SUMMARY
Duke Energy Progress, LLC. (DEP) requested and obtained a permit from the State of
North Carolina Department of Environmental Control (DEQ) to construct and operate a
landfill located in Wilmington, North Carolina. The facility, referred to as Sutton CCR
Landfill, was issued Permit to Construct No. 6512-INDUS-2016, effective 21
September 2016. Under this permit, the landfill is being developed in several phases of
construction.
This Construction Quality Assurance (CQA) certification report presents a summary of
the Phase I, Cell 4 construction activities. Phase I, Cell 4 covers approximately 9 acres.
The activities discussed in this report include: (i) earthwork; (ii) geosynthetics
installation; and (iii) leachate detection, collection, and transmission systems
construction associated to Cell 4. As appendices to the report, quality assurance/quality
control (QA/QC) documentation is provided. This report provides certification by an
engineer, registered in the State of North Carolina, that the area was constructed in
accordance with the approved plans, specifications, and with the modifications
approved by the Designer. The test requirements for each of the major soils and
geosynthetic components of the lining system are summarized on the tables which
follow.

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TABLE OF CONTENTS
EXECUTIVE SUMMARY ............................................................................................... i
1. INTRODUCTION ................................................................................................ 1
1.1 Overview ..................................................................................................... 1
1.2 Report Organization .................................................................................... 1
2. PROJECT DESCRIPTION................................................................................... 3
3. CONSTRUCTION QUALITY ASSURANCE PROGRAM ............................... 6
3.1 Scope of Services ......................................................................................... 6
3.1.1 Overview ........................................................................................ 6
3.1.2 Review of Documents .................................................................... 6
3.1.3 Field CQA Operations .................................................................... 6
3.1.4 Submittals and Request for Information ......................................... 8
3.1.5 Subgrade Certification Letter ......................................................... 9
3.1.6 Final Report and Record Drawings ................................................ 9
3.2 Personnel ..................................................................................................... 9
3.2.1 Project Personnel ............................................................................ 9
4. CONSTRUCTION QUALITY ASSURANCE - EARTHWORK ..................... 11
4.1 General ....................................................................................................... 11
4.2 Soil Source Sampling Activities ................................................................ 12
4.3 Field Monitoring and Testing .................................................................... 13
4.3.1 General ......................................................................................... 13
4.3.2 General Fill ................................................................................... 14
4.3.3 Compacted Soil Layer .................................................................. 15
4.3.4 Protective Cover Layer ................................................................. 17
4.4 Soil Anchorage of Geosynthetics .............................................................. 18
4.4.1 General ......................................................................................... 18
4.4.2 Perimeter Anchor Trench ............................................................. 19
4.4.3 Intercell Berms ............................................................................. 19

TABLE OF CONTENTS (Continued)

GC6198/GC6198 Report - Cell 4 iii July 2017
5. CONSTRUCTION QUALITY ASSURANCE - GEOSYNTHETICS .............. 20
5.1 General ....................................................................................................... 20
5.2 CQA of Geosynthetic Clay Liner .............................................................. 20
5.2.1 Conformance Testing and Documentation ................................... 20
5.2.2 Field Monitoring Activities .......................................................... 21
5.3 CQA of Geomembrane .............................................................................. 22
5.3.1 Conformance Testing and Documentation ................................... 22
5.3.2 Field Monitoring Activities .......................................................... 23
5.3.3 Nondestructive Seam Testing ....................................................... 25
5.3.4 Destructive Seam Sample Testing ................................................ 27
5.3.5 Geomembrane Repairs ................................................................. 28
5.4 CQA of Geonet Composite ........................................................................ 28
5.4.1 Conformance Testing and Documentation ................................... 28
5.4.2 Field Monitoring Activities .......................................................... 29
5.5 CQA of Geotextile ..................................................................................... 30
5.5.1 Conformance Testing and Documentation ................................... 30
5.5.2 Field Monitoring Activities .......................................................... 31
5.6 Interface Friction Testing ........................................................................... 31
6. CONSTRUCTION QUALITY ASSURANCE – LEACHATE DETECTION,
COLLECTION, AND TRANSMISSION SYSTEM .......................................... 33
6.1 General ....................................................................................................... 33
6.2 Pipe Documentation .................................................................................. 34
6.3 Field Monitoring Activities ....................................................................... 34
6.3.1 Delivery and Placement ................................................................ 34
6.3.2 Testing Activities ......................................................................... 35
7. SUMMARY AND CONCLUSIONS ................................................................. 36

TABLE OF CONTENTS (Continued)

GC6198/GC6198 Report - Cell 4 iv July 2017
LIST OF TABLES

Table 1 – Summary of Test Results – General Fill
Table 2 – Summary of Test Results – Compacted Soil Layer
Table 3 – Summary of Test Results – Protective Cover
Table 4a – Summary of Test Results – Geomembrane Seams - Secondary
Table 4b – Summary of Test Results – Geomembrane Seams - Primary

LIST OF APPENDICES

APPENDIX A: DAILY FIELD REPORTS
Request for Information Summary
Subgrade Certification Letter

APPENDIX B: SOIL LABORATORY TEST RESULTS
General Fill/Subgrade
Compacted Soil Layer
Thin-Walled Tube Samples
Protective Cover Layer
Drainage Aggregate
Analytical Tests

APPENDIX C: IN-PLACE FIELD TEST RESULTS
Grid Layout
Standard Count Log
General Fill
o Field Density Test
o Drive Cylinders
Compacted Soil Layer
o Field Density Test
o Drive Cylinders

TABLE OF CONTENTS (Continued)

GC6198/GC6198 Report - Cell 4 v July 2017
APPENDIX D: MANUFACTURER'S QUALITY CONTROL DOCUMENTATION
Geosynthetic Clay Liner
Geomembrane
Geocomposite
Geotextile

APPENDIX E: GEOSYNTHETIC CONFORMANCE TEST RESULTS
Geosynthetic Clay Liner
Geomembrane
Geocomposite
Geotextile
Interface Friction Strength

APPENDIX F: INSTALLER’S CERTIFICATE OF ACCEPTANCE OF SUBGRADE
SURFACE

APPENDIX G: GEOMEMBRANE PANEL PLACEMENT MONITORING LOGS

APPENDIX H: GEOMEMBRANE TRIAL SEAM LOGS
Field Tensiometer Calibration
Fusion
Extrusion

APPENDIX I: GEOMEMBRANE PRODUCTION SEAM AND NON-
DESTRUCTIVE TEST LOGS

APPENDIX J: GEOMEMBRANE DESTRUCTIVE SEAM TEST LOGS AND
LABORATORY TEST RESULTS

APPENDIX K: GEOMEMBRANE REPAIR SUMMARY LOGS

TABLE OF CONTENTS (Continued)

GC6198/GC6198 Report - Cell 4 vi July 2017
APPENDIX L: LEACHATE SYSTEM INFORMATION
System Pressure Test Logs
Jetclean America Report

APPENDIX M: RECORD DRAWINGS
Surveyor’s Record Drawing
Geomembrane Panel Layout Drawing – Secondary and Primary

GC6198/GC6198 Report - Cell 4 1 July 2017
1. INTRODUCTION
1.1 Overview
This report summarizes the Construction Quality Assurance (CQA) activities performed
by Geosyntec Consultants of North Carolina, P.C. (Geosyntec) during construction of
Phase I, Cell 4 at the Sutton CCR Landfill in Wilmington, North Carolina. The CQA
activities performed by Geosyntec include monitoring of: (i) earthwork; (ii)
geosynthetics installation; and (iii) leachate detection, collection, and transmission
systems construction associated with Cell 4. The CQA activities were performed to
confirm that the construction materials and procedures that were monitored were in
compliance with the project drawings, specifications, and CQA plan.
This report was prepared for Mr. Stephen Williams of Duke Energy Progress, LLC.
(DEP) by Mr. C. Fabian Benavente, P.E. and was reviewed by Mr. Scott Elder, both of
Geosyntec.
1.2 Report Organization
This final report is organized as described below.
• A description of the project is provided in Section 2.
• A summary description of the CQA program is presented in Section 3.
• A description of the CQA monitoring and testing activities performed during the
earthwork portion of the project is provided in Section 4.
• A description of the CQA monitoring and testing activities performed during the
geosynthetics installation is provided in Section 5.
• A description of the CQA monitoring and testing activities performed during
construction of the leachate detection, collection, and transmission system is
provided in Section 6.
• A summary of the observations resulting from the CQA monitoring and testing
activities performed by Geosyntec and a certification statement signed and

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sealed by a Professional Engineer registered in the State of North Carolina are
presented in Section 7.
Documentation and record drawings presenting the results of the CQA monitoring and
testing activities performed by Geosyntec are contained in the appendices to this report.

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2. PROJECT DESCRIPTION
The L.V. Sutton Energy Complex (Sutton) is located in New Hanover County, near
Wilmington, North Carolina and is situated between the Cape Fear River to the West
and the Northeast Cape Fear River to the east. The Sutton CCR Landfill is a private
disposal facility located in Wilmington, North Carolina designed to provide disposal for
coal combustion residuals (CCR). The facility was issued Permit to Construct No.
6512-INDUS-2016, effective 21 September 2016. Under this permit, the landfill is
being developed in several phases of construction.
The landfill development plan includes the construction of 11 disposal cells to be
constructed in three phases. The final, built-out landfill footprint will encompass
approximately 100 acres. This report pertains only to the construction of the Phase I,
Cell 4 area; the second cell to be constructed. The Construction Certification Report for
Phase I - Cell 3, identified as Document Identification Number 28196 (DIN 28196), was
approved and a Permit to Operate was granted to DEP on 6 July 2017.
The landfill design incorporates a double-composite liner system and associated
engineering controls that meet the existing regulations of the State of North Carolina.
The double-composite liner system consists of the following components (from top to
bottom):
• 24-in. thick (minimum) protective cover layer, having a hydraulic conductivity
of 1 × 10-4 cm/s or greater;
• primary geocomposite drainage net, consisting of a high-density polyethylene
(HDPE) geonet with a non-woven geotextile heat bonded to each side, hereafter
referred to as primary geocomposite;
• primary 60-mil thick textured HDPE geomembrane liner, hereafter referred to as
the primary geomembrane;
• secondary geocomposite drainage net, consisting of a high-density polyethylene
(HDPE) geonet with a non-woven geotextile heat bonded to each side, hereafter
referred to as secondary geocomposite;

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• secondary 60-mil thick textured HDPE geomembrane liner, hereafter referred to
as the secondary geomembrane;
• geocomposite clay liner (GCL) consisting of an internally reinforced composite,
composed of granular sodium bentonite encapsulated between a needle-punched
non-woven geotextile and a woven geotextile;
• 12-in. thick compacted soil layer or subbase, having a permeability of 1 × 10-5
cm/s or less; and
• varying thickness of prepared subgrade.
The Phase I, Cell 4 footprint has a rectangular configuration and is approximately 750-ft
long (measured east-west) and 550-ft wide (measured north-south). Cell 3 abuts the
north portion of Cell 4.
Glover Construction Co. Inc. (Glover) of Pleasant Hill, North Carolina performed
construction of the earthwork components for Phase I, Cell 4. Chesapeake Containment
System Inc. (Chesapeake) of Statesville, North Carolina performed installation of the
geosynthetic components. Glover installed the leachate collection and transmission
systems. The surveyor retained for the project was Surveying Solutions of Youngsville,
North Carolina. As required by the project documents, Surveying Solutions surveyed
the required layers of the liner system and the leachate pipes, and prepared certified
record drawings. Geosyntec of Charlotte, North Carolina provided the construction
quality assurance (CQA) monitoring, testing, and documentation. TRI Environmental
(TRI) and ECS Southeast (ECS) provided testing services throughout the construction.
A list of personnel involved in construction of Phase I, Cell 4 is included in Section 3.2
of this report.
Earthwork construction associated with Phase I, Cell 4 commenced on 6 December
2016. The Cell 4 geomembrane installation commenced on 29 March 2017. Protective
cover placement began on 21 April 2017 and construction of Phase I, Cell 4 was
substantially completed on 11 May 2017, when protective cover placement was
completed. The photographic documentation and daily field reports of the activities
from project start to 28 April 2017 were included in Appendix A of the Construction

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Certification Report for Phase I - Cell 3 (DIN 28196); additional daily field reports
pertaining to Cell 4 construction (up to 11 May 2017) are provided in Appendix A.

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3. CONSTRUCTION QUALITY ASSURANCE PROGRAM
3.1 Scope of Services
3.1.1 Overview
The scope of CQA monitoring, testing, and documentation services performed by
Geosyntec during Phase I, Cell 4 construction included review of documents, field CQA
operations, and preparation of a final report and geomembrane panel layout record
drawings. These activities are described in the following subsections of this report.
3.1.2 Review of Documents
As previously noted, this report summarizes the CQA activities performed by Geosyntec
during Phase I, Cell 4 construction. The CQA activities conducted by Geosyntec were
intended to satisfy the requirements of the following documents:
• “Construction Quality Control (CQA) Plan”, prepared by Geosyntec, dated July
2016, and
• Construction Drawings Phase 1 - Cells 3 and 4, sheets 1 through 39, prepared by
Geosyntec Consultants dated June 2016.
Geosyntec reviewed the above-referenced documents for familiarity prior to the
commencement of on-site CQA activities. However, this review did not include a
review of design calculations or an engineering evaluation of specific details of the
design. All of the above documents will be collectively referred to as the CQA Plan in
this report.
3.1.3 Field CQA Operations
The following activities were performed as part of Geosyntec’s on-site CQA services:
Earthwork:
• collecting samples of soils considered for use as general fill, compacted soil
layer, and protective cover for testing at either an on-site or off-site geotechnical
laboratory;

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• reviewing and evaluating geotechnical laboratory test results to ensure
compliance with the requirements of the CQA Plan;
• monitoring final preparation of the cell floor subgrade (i.e., cutting and filling);
• testing the in-place moisture/density of general fill and compacted soil;
• monitoring protective cover placement;
• monitoring installation of the leachate collection system;
• verifying (by means of reviewing the surveyor's drawings, hand boring test
holes, or observing the surveyor's survey stakes) that the elevations and the
thicknesses of the soil layers are consistent with the CQA Plan; and
• selectively monitoring the placement of backfill in the perimeter anchor trench.
Geosynthetics:
• monitoring and tracking the inventory of geosynthetic materials (i.e., GCL,
geomembrane, geonet composite and geotextile) delivered to site;
• collecting and reviewing geosynthetic manufacturers' certification documents
and geosynthetic laboratory conformance test results to verify compliance with
the requirements of the CQA Plan;
• monitoring deployment and installation of geosynthetic materials and marking
damaged locations for replacement or repair;
• monitoring geomembrane trial seaming operations and field testing;
• monitoring geomembrane production seaming operations;
• monitoring nondestructive testing of the geomembrane seams;
• selecting geomembrane destructive seam sample locations, monitoring sample
collection and monitoring field testing using a calibrated tensiometer,
distributing destructive samples to an off-site geosynthetics laboratory, and

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reviewing laboratory test results to ensure compliance with the requirements of
the CQA Plan;
• monitoring the joining of adjacent geonet composite panels;
• monitoring repairs to portions of the geosynthetics that were observed to have
defects or that failed destructive or nondestructive testing; and
• selectively monitoring the anchorage of the geosynthetics in the perimeter
anchor trench.
Leachate Detection, Collection, and Transmission System:
• collecting samples of aggregate used in the leachate detection and collection
system for testing off site at the geotechnical laboratory;
• reviewing manufacturer’s QC documents of materials used in the leachate
detection and collection system and geotechnical test results on samples of
aggregate to verify compliance with the requirements of the CQA Plan;
• monitoring installation of the leachate pipe, leachate sideslope riser pipe,
aggregate, and geotextile wrap for both detection and collection systems; and
• visually monitoring pressure testing of the leachate transmission pipe.
During construction activities involving monitoring and/or testing, the observations
made and results obtained by Geosyntec CQA personnel were compared to the CQA
Plan. DEP, the construction manager, and/or the appropriate contractor was notified of
deficiencies in construction practices and/or materials so the contractor or installer could
take the appropriate corrective actions. The corrective actions were monitored and/or
tested by CQA personnel to ensure compliance with the CQA Plan.
3.1.4 Submittals and Request for Information
Geosyntec reviewed the Contractor submittals for conformance with the CQA Plan. As
part of this scope, Request for Information (RFIs) were reviewed and responded to
either clarify or provide additional information for construction. A table with a brief

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description of the RFIs and their resolution was provided in Appendix A of the
Construction Certification Report for Phase I - Cell 3 (DIN 28196).
3.1.5 Subgrade Certification Letter
A subgrade certification letter was prepared and submitted to DEQ prior to placing any
landfill liner. The letter was prepared to comply with Permit to Construct Condition
No. 9. A copy of this letter is provided in Appendix A.
3.1.6 Final Report and Record Drawings
This construction certification report and the geomembrane panel layout were prepared
as the final task of the CQA program for Phase I, Cell 4. This final report summarizes
the CQA monitoring, testing, and documentation activities performed by Geosyntec.
During construction, the CQA documentation of on-site activities was maintained by
CQA personnel in daily field reports. In addition, quality control (QC) certificates for
the geosynthetic materials and surveyor's drawings were provided to Geosyntec for
review. These and other documents are referenced or included in the appendices to this
report. CQA personnel also documented the results of on-site and off-site geotechnical
laboratory testing conducted as part of the CQA program. Descriptions of the
construction activities are presented in the report text and the CQA documentation is
presented in the appendices.
3.2 Personnel
3.2.1 Project Personnel
Senior personnel or representatives for the firms involved in the project are as follows:
Sutton CCR Landfill (Owner’s Representative)
• James Dalrymple • Stephen Williams

Geosyntec Consultants (CQA Consultant)
• John Carruth • David Williams
• Aaron Reeder • Cory Miller

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• Erik Miller • C. Fabian Benavente

Glover Construction Co., Inc. (General Contractor)
• Wayne Clements • Walt Williford

Chesapeake Containment System Inc. (Geosynthetics Contractor)
• Ryan Clark

Surveying Solutions (Surveyor)
• Dwayne R. Kroeze

ECS (Off-site Geotechnical Laboratory)
• Kenneth E. Leimer

TEST (Off-site Geotechnical Laboratory)
• Lev M. Buchko

TRI Environmental (Off-site Geosynthetics Laboratory)
• Jeffrey Khun

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4. CONSTRUCTION QUALITY ASSURANCE - EARTHWORK
4.1 General
Geosyntec monitored the construction of the earthwork components for Phase I, Cell 4.
Different material types were used to construct the various components of the double-
composite liner system. These materials included existing subgrade material, general
fill material, low-permeability soil for the compacted soil layer, and protective cover
layer soil. The earthwork construction activities using these materials are described
below.
• The cell was excavated and graded (cut and filled) to the required subgrade
elevations. Unsuitable areas were noted and repaired prior to placement of
subsequent layers or lifts. The perimeter berms were constructed using general
fill material obtained from an off-site borrow source (S.T. Wooten) located
adjacent to Duke Energy property and placed in approximately 10-in. thick loose
lifts.
• The 12-in. thick compacted soil layer was constructed in two successive lifts.
The low-permeability material was obtained from an off-site borrow source
(referred to as the Northwest Sand Mine) in Leland, North Carolina.
• The 24-in. thick protective cover soil layer was constructed using material
obtained from an off-site borrow source (S.T. Wooten) located adjacent to Duke
Energy property.
• Aggregate used for the leachate detection, collection, and transmission system
was obtained from an off-site borrow source (referred to as the Martin Marietta
source). Details of the leachate detection, collection, and transmission system
are discussed in Section 6 of this final report.
CQA personnel observed the earthwork construction activities and tested the soil
materials to confirm that the material properties conformed to the CQA Plan, that
specified lift thicknesses were not exceeded, and that compaction requirements were
met. Geosyntec personnel also performed geotechnical soil tests during construction.
The testing was carried out either: (i) in-place; (ii) in the on-site geotechnical laboratory;

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(iii) off-site, at ECS in Wilmington, North Carolina; or (iv) off-site, at TEST in Tucker,
Georgia.
4.2 Soil Source Sampling Activities
Representative samples of general fill, compacted soil layer material, and protective
cover material were obtained from their respective sources and tested to verify
conformance with the CQA Plan. The geotechnical tests were performed to confirm
that the following requirements were met.
• General fill material shall classify as SW, SP, SW-SM, SW-SC, SP-SM, SP-SC, SM, or SC according to the Unified Soil Classification System (USCS) when tested in accordance with American Society for Testing and Materials
(ASTM) D2487.

• Compacted soil layer material used in construction had a required minimum
plasticity index of 10 when evaluated in accordance with ASTM D4318. The
hydraulic conductivity (i.e., permeability) requirement of remolded samples was
1 × 10-5 cm/s or less when evaluated in accordance with ASTM D5084.
Compacted soil layer material shall classify as GC, SC, SM, SM-SC, ML, CL, or
CH according to the USCS when tested in accordance with ASTM D2487.
• The material used in construction of the protective cover shall have a maximum
particle size of 1/2-in. diameter with a maximum of 10 percent of the material
passing the No. 200 sieve when tested in accordance with ASTM D422 and a
hydraulic conductivity of 1 × 10-4 cm/s or greater when evaluated in accordance
with ASTM D2434.
A description of the geotechnical tests performed on placed materials and results of
these tests are presented in Section 4.3 of this report. Details of construction of the
perimeter anchor trench for anchorage of the geosynthetic components of the double-
composite liner are described in Section 4.4 of this report.
Material imported from off-site borrow sources for use as general fill, compacted soil
layer, or protective cover material were tested for environmental impacts and shall not
exceed the standards listed in the United States Environmental Protection Agency’s

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(USEPA) Regional Screening Level (RSL) Composite Worker Soil Table. Samples
were provided for testing at a frequency of 1/25,000 cy of material; four samples
(GFAN-05 to 08) were tested for the general fill (approximate quantity of 85,000 cy
between general fill and protective cover) and one sample (CSAN-002) for the
compacted soil (approximate quantity of 15,000 cy). The results of this testing are
presented in Appendix B.
4.3 Field Monitoring and Testing
4.3.1 General
Geosyntec’s CQA personnel monitored the placement of soil as described in Section
3.1.3. At times, several earthwork construction operations were being conducted
simultaneously in the Phase I, Cell 4 area. When this occurred, the on-site personnel
monitored the operations considered most critical to the performance of the liner
system. Potentially nonconforming or questionable practices observed by CQA
personnel were brought to the attention of the Project team for review and correction.
As part of CQA activities, geotechnical testing was performed on each soil components
of the Phase I, Cell 4 double-composite liner system. Depending on the specific test,
testing was performed either in-place, at the on-site laboratory, or off-site at ECS or
TEST.
The following geotechnical tests were performed:
• In-place nuclear moisture/density tests were performed on compacted lifts of
general fill and compacted soil. The tests were performed in general accordance
with ASTM D6938.
• Standard Proctor compaction tests were conducted on the soils used for general
fill and compacted soil. The tests were performed in general accordance with
ASTM D698.
• Moisture content tests were performed on general fill and compacted soil
material. The tests were performed in general accordance with ASTM D2216.

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• Particle-size distribution tests were conducted on general fill, compacted soil,
and protective cover material. The tests were performed in general accordance
with ASTM D422.
• Atterberg limits tests were conducted on the soils used for compacted soil layer
material. The tests were performed in general accordance with ASTM D4318.
• Hydraulic conductivity tests were performed on the compacted soil layer and
protective cover material. The hydraulic conductivity tests on compacted soil
layer material were conducted in accordance with ASTM D5084. The hydraulic
conductivity test on granular material was performed in general accordance with
ASTM D2434.
The results of the geotechnical laboratory tests are presented in Appendix B. The
results of the in-place nuclear moisture/density tests and drive cylinders are presented in
Appendix C.
A grid layout of the cell was used to visually locate the in-place tests and sample
locations. CQA personnel used the physical features, such as toe of slope and the
leachate collection trench to help estimate the test locations. Since only visual
positioning of test locations was used, the test and sample locations given in the
appendices are approximate.
Geosyntec supplied two nuclear gauges (i.e., Troxler model 3440, Serial No. 20979 and
Troxler model 3430, Serial No. 27418) to the project that were used to perform the
moisture/density tests. The accuracy of the nuclear gauge was checked periodically by
comparing test results with results observed using the drive cylinder method (ASTM
D2937) and with moisture content tests (ASTM D2216).
4.3.2 General Fill
CQA personnel monitored the placement of fill for the cell floor and perimeter berms.
Areas receiving fill and areas that were cut to subgrade elevations were proofrolled by
the contractor to detect soft or loose zones. Proofrolling was performed using
construction equipment, usually articulated dump trucks. In cut areas, the surface was
visually monitored by CQA personnel to confirm that potentially deleterious materials
were removed.

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Construction of the cell floor and perimeter berm consisted of the following activities:
• general fill material was hauled from the off-site source by Volvo 40 ton off-
road trucks;
• lifts of material were spread using various Caterpillar bulldozers and were
compacted using a Caterpillar CS54B smooth-drum compactor or a Challenger
MT955B with a smooth drum attachment; and
• the surface of each lift was typically scarified with the tracks of a bulldozer prior
to the placement of subsequent lifts.
General fill was required to be compacted a minimum of 95 percent of the maximum
dry unit weight, as determined by the Standard Proctor compaction test. CQA personnel
conducted in-place nuclear moisture/density tests on a frequency of one test per 90-ft
grid per lift (approximately 5.4 test per acre per lift) thus yielding a higher number of
tests than the required amount of five tests per acre per lift. Based on the amount of fill
required (55,655 cy) and a 10-inch thick lift, a minimum of 207 in-place nuclear
moisture/density tests were required. A total of 426 field moisture/density tests were
performed, exceeding the project requirement. The results of the field moisture/density
tests are presented in Appendix C.
Based on the amount of fill required (55,655 cy), six grain-size distribution tests and
three standard Proctor compaction tests were required. Nine grain-size distribution tests
and three standard Proctor compaction tests were performed on the general fill material
during the construction, meeting or exceeding the project requirement. The results of
these geotechnical tests are presented in Appendix B.
4.3.3 Compacted Soil Layer
After completing the general fill placement operations, CQA personnel observed the
placement of the 12-in. thick compacted soil layer. The construction sequence of the
compacted soil layer is described below.
• Low-permeability soil was hauled to the site from the Northwest Sand Mine
using tri-axle over-the-road dump trucks, delivered to the site, and stockpiled.

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• The stockpiled low-permeability soil was loaded by Glover into off-road truck
and transported to the cell for placement.
• The subgrade surface and/or the top surface of each lift was typically scarified
with the tracks of a bulldozer prior to placement of the subsequent lift.
• Low-permeability material was placed in approximately 8-in. thick (loose) lifts
using various Caterpillar bulldozers.
• Each lift of soil was compacted using a Caterpillar CS54B smooth-drum
compactor or a Challenger MT955B with a smooth drum attachment to seal
moisture into the lift.
• Caterpillar bulldozers were used to fine grade the low-permeability material.
• The final lift was rolled with a Caterpillar CS54B smooth-drum compactor or a
Challenger MT955B with a smooth drum attachment to seal the top surface of
the compacted soil layer in preparation for geosynthetics deployment.
• The surveyor confirmed the final grade elevations and thickness.
Prior to deployment of the geomembrane liner, the compacted soil layer surface was
visually observed by the installer and CQA personnel for surface cracks and oversized
particles. If drying or cracking of the surface was observed, the contractor was required
to moisture condition and rework the affected area.
Laboratory soil testing was performed on the low-permeability material used to
construct the compacted soil layer. Based on the amount of compacted soil required
(14,863 cy), three grain-size distribution tests, two moisture-density relationships (i.e.,
Proctor tests), and two remolded permeability tests were required. A total of seven
grain-size distribution tests, four moisture-density relationships (i.e., Proctor tests) and
four remolded permeability tests were performed, exceeding the project requirement.
These tests were performed to determine if the proposed clay soil would meet the
project requirements. Based on the specifications, the in-place minimum compaction of
95 percent with moisture above the optimum moisture content, as determined by the
Standard Proctor test, was required. Results of thin-walled tube samples obtained
during construction meet or exceed the specified permeability requirement.

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In addition to the permeability tests, seven Atterberg limits tests were performed on the
clay material. The tests indicated a variation in the plasticity index (PI) from a low of
19 to a high of 21; all exceeding the minimum required PI of 10. The geotechnical test
results are presented in Appendix B.
Off-site geotechnical laboratory permeability tests were performed on thin-wall tube
(i.e., Shelby tube) samples of the compacted soil layer to verify that the material met the
permeability criterion. Samples were obtained during cell construction at a frequency of
one sample per two acres per lift of installed soil liner. Based on the size of the cell, ten
thin-wall tube samples were required. A total of twelve thin-wall tube sample pairs
were removed and tested from the compacted soil layer, meeting the minimum test
requirements. Two of the samples yielded failing results; these areas were reworked
and retested yielding passing results. The passing samples met the hydraulic
conductivity criterion of 1 × 10-5 cm/s or less.
CQA personnel conducted in-place nuclear moisture/density tests on a frequency of one
test per 70-ft grid per lift (approximately one test per 4,900 sf per lift) thus yielding a
higher number of tests than the required amount of one tests per 5,000 sf per lift. Based
on the area of the cell (9.2 acre) and two 6-inch lifts, a minimum of 162 in-place nuclear
moisture/density tests were required. A total of 294 field moisture/density tests were
performed, exceeding the project requirement. Thirteen tests failed; those failing areas
were reworked and retested yielding passing results. The results of the field
moisture/density tests are presented in Appendix C.
Test holes, as well as the holes left from the thin-walled tube sampling and the
moisture/density test locations, were filled with bentonite granules and soil material.
The material was manually compacted in the test holes.
4.3.4 Protective Cover Layer
CQA personnel periodically monitored the placement of the protective cover material
for the Cell 4 area. The 24-in. thick (minimum) protective cover layer was constructed
using material obtained from the off-site borrow source. The construction sequence of
protective cover was as follows:

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• Off-road trucks hauled the granular material to the cell area using previously
built ‘roads’;
• the granular material was spread in one 24-in. thick (minimum) lift;
• the granular material was fine graded using various Caterpillar bulldozers; and
• the surveyor confirmed the final grade elevation and thickness.
During placement of the protective cover layer, CQA personnel periodically monitored
the contractor's activities to assure that the risk of damage to the underlying
geosynthetics was minimized. CQA personnel also confirmed that the contractor
operated bulldozers in areas where at least a 2-ft thick layer of granular material was
maintained over the geosynthetics, and that a 3-ft thick layer of granular material was
maintained over the geosynthetics in areas of heavy traffic.
Geosyntec performed off-site laboratory geotechnical tests on the material used for the
protective cover layer as part of the CQA activities during Phase I, Cell 4 construction.
Based on the amount of protective cover material required (29,727 cy), one carbonate
content test, six particle size analyses tests, and six hydraulic conductivity tests were
required. A total of one carbonate content test, six particle size analyses tests, and six
hydraulic conductivity tests were performed, meeting the project requirement. The
material had a range of permeability between 2.2 × 10-2 and 3.9 × 10-2 cm/s, meeting or
exceeding the project requirement. The laboratory test results are presented in
Appendix C.
4.4 Soil Anchorage of Geosynthetics
4.4.1 General
Geosyntec CQA personnel periodically monitored the method of anchorage for the
geosynthetic material around the Phase I, Cell 4 perimeter. In the anchor trench, the
geosynthetic materials were initially ballasted by sand bags placed over the last
geosynthetic layer deployed. General fill was subsequently placed and compacted in the
trench to provide permanent anchorage of the liner system after ballast sandbags were
removed. Details of the anchoring are discussed below.

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4.4.2 Perimeter Anchor Trench
As required by the CQA Plan, a permanent anchor trench was constructed along the
western and eastern perimeter of the Cell 4 construction area. The construction
sequence of the perimeter anchor trench was as follows:
• a 2-ft deep by 2-ft wide (minimum) trench was excavated approximately 2 ft
from the crest of slope along the berms;
• the geosynthetic components were subsequently placed in and across the bottom
of the anchor trench and ballasted with sandbags; and
• backfill material was placed over these materials and compacted.
4.4.3 Intercell Berms
The geosynthetics on the northern part of Cell 4 were tied to the geosynthetics of the
southern part of Cell 3, over the intercell berm.
The intercell berm between Cell 4 and future Cell 5 (southern perimeter of Cell 4) did
not include an anchor trench for the geosynthetics. The geosynthetics were installed
over the intercell berm and will be subsequently tied to the Cell 5 geosynthetics.

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5. CONSTRUCTION QUALITY ASSURANCE - GEOSYNTHETICS
5.1 General
Geosyntec monitored the installation of the geosynthetic components of the double-
composite liner system for Phase I, Cell 4. At times, several liner system installation
operations were conducted simultaneously during construction. When this occurred, the
on-site CQA personnel monitored the operations that were considered most critical to
the performance of the liner system.
As required by the CQA Plan, conformance testing was conducted on the geosynthetic
material used in construction. Conformance samples of geosynthetic materials were
obtained by TRI Environmental (TRI) of Austin, Texas and forwarded to their off-site
laboratory for testing.
5.2 CQA of Geosynthetic Clay Liner
5.2.1 Conformance Testing and Documentation
The GCL used in construction of the liner system in Cell 4 was Bentonite Liner SNL
GCL, manufactured by GSE Environmental (GSE). Conformance samples of the GCL
were collected from the rolls produced for the project by TRI. TRI coordinated with the
manufacturer to collect the CQA conformance samples at GSE’s manufacturing plant.
TRI also performed the CQA conformance testing in accordance with the CQA Plans on
the GCL samples.
The MQC certificates and test results and the CQA conformance test results were
reviewed by CQA personnel and were found to be in compliance with the CQA Plan.
The results of the MQC data and CQA conformance tests were summarized in
Appendices D and E, respectively, of the Construction Certification Report for Phase I -
Cell 3 (DIN 28196). The tests conducted, required test frequencies, and acceptance
criteria were in accordance with the CQA Plan and were provided in Table 5 of the
Construction Certification Report for Phase I - Cell 3 (DIN 28196).

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5.2.2 Field Monitoring Activities
5.2.2.1 Delivery and On-Site Storage
Upon delivery, GCL rolls were unloaded in an area located north of the Cell 3
construction area (i.e., in future Cells 1 and 2 footprint), stacked, and covered with
plastic tarps. The rolls were typically transported on site by an off-road forklift
equipped with a stinger bar. CQA personnel periodically monitored the installer's
delivery, unloading, storage procedures, and observed that the GCL was handled in an
appropriate manner. The CQA personnel also compared the roll numbers of the GCL
rolls delivered to the manufacturer’s bill of lading. An inventory of the rolls delivered
for the project was maintained by the CQA personnel. This inventory also includes the
rolls that were approved for installation based on MQC and CQA test results and the
rolls that were used during construction. Only approved rolls were incorporated into the
work.
5.2.2.2 Deployment
Prior to GCL deployment, the installer signed a certificate of acceptance for the liner
subbase, which is included in Appendix F of this report. The GCL rolls were lifted
using a stinger bar attached to a skid steer with a forklift attachment. The rolls were
deployed by inserting a spreader bar attached to a low-ground pressure, track-mounted
skid steer vehicle and unrolled. Panels were re-positioned, as necessary, using laborers.
CQA personnel monitored the deployment of the GCL rolls. During deployment, the
CQA personnel checked for the following:
• manufacturing defects;
• damage that may have occurred during shipment, storage, and handling;
and
• damage resulting from installation activities.
If any materials were observed to be damaged, the installer was notified and the
damaged materials were either discarded or repaired. CQA personnel observed repair
locations to verify conformance with the requirements of the CQA Documents.

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CQA personnel monitored the deployment of the GCL as well as its condition after
installation to ensure that the installer followed the approved procedures, including:
• the GCL was unrolled and placed in a manner which kept the GCL in
sufficient tension to avoid excessive wrinkling and was securely
anchored in the anchor trench or ballasted with sand bags;
• the rolls were deployed with the woven geotextile in contact with the
geomembrane;
• adjacent GCL panels were overlapped a minimum of 6 inches along the
length of the panels and 12 inches along the width of the panels and
granular bentonite was added between overlaps and repaired areas;
• measures were taken to keep the GCL free of contamination and
protected from premature hydration; and
• geomembrane installation immediately followed installation of the GCL.
Observed holes or tears in the GCL were repaired by the installer by placing a patch of
the same material over the hole or tear to a distance of at least 1 foot beyond the edges
of the hole or tear. Granular bentonite was added around the damaged area prior to
overlaying the patch material. In areas where premature hydration of the GCL was
detected, the GCL was removed and replaced with new material.
5.3 CQA of Geomembrane
5.3.1 Conformance Testing and Documentation
A secondary liner, in the form of a textured geomembrane, was installed directly over
the GCL and a primary liner, also a textured geomembrane, was installed directly over
the secondary geocomposite. The geomembrane liner was supplied by GSE
Environmental (GSE). Conformance samples of the 60-mil thick HDPE textured
geomembrane rolls used to construct the lining system were obtained at the plant by a
TRI representative prior to delivery to the site. 166 rolls were delivered to site for
installation in Cell 3 and Cell 4. Of the 1,942,200 ft2 of material delivered, a total of
834,913 ft2 of geomembrane was installed during Phase I, Cell 4 construction, as
measured by CQA personnel.

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Geosyntec obtained a total of 21 conformance samples from GSE’s plant from the 166
rolls produced for the project. This sample frequency of one sample per 92,486 ft2 of
geomembrane manufactured exceeds the minimum acceptable sample frequency of one
sample per 100,000 ft2 required by the CQA Plan. The conformance test results and the
manufacturer's QC certificates were reviewed by CQA personnel and were found to be
in compliance with the CQA Plan.
The Cell 4 geomembrane manufacturer's QC documentation, including resin and
geomembrane certifications, was presented in Appendix D of the Construction
Certification Report for Phase I - Cell 3 (DIN 28196). The conformance tests results
were presented in Appendix E of the Construction Certification Report for Phase I - Cell
3 (DIN 28196).
5.3.2 Field Monitoring Activities
5.3.2.1 Delivery and On-Site Storage
Upon delivery to site, geomembrane rolls were unloaded by the installer and stored on
in an area located north of the construction area. The rolls were typically transported by
an all-terrain forklift. CQA personnel periodically monitored the delivery, unloading,
and storage procedures to ensure that the material was handled in an appropriate
manner. The CQA personnel also compared the roll numbers of the geomembrane
delivered to the manufacturer’s bill of lading.
5.3.2.2 Deployment
Prior to geomembrane deployment, the installer signed a certificate of acceptance of the
subgrade surface, which is presented in Appendix F. The geomembrane rolls were
lifted and positioned using a spreader bar attached to a mini-tracked loader. The panels
were manually positioned by installers.
CQA personnel monitored the deployment of each geomembrane panel. During
deployment, the CQA personnel checked for the following:
• manufacturing defects;
• damage that may have occurred during shipment, storage, and handling; and

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• damage resulting from installation activities, including damage as a consequence
of panel placement, seaming operations, or weather.
If materials were observed to be damaged or deficient, the installer was notified and the
damaged materials were either discarded or repaired. CQA personnel observed and
documented the repair locations to verify compliance with the CQA Plan. Details of the
geomembrane panel placement were recorded by CQA personnel on panel placement
logs, which are presented in Appendix G.
5.3.2.3 Trial Seams
Prior to production seaming, the installer prepared geomembrane trial seams for each
technician/seaming equipment combination. Additional trial seams were prepared every
four to five hours during seaming operations. CQA personnel evaluated the trial seams
as follows:
• trial seams were welded under similar conditions as production seaming;
• test strips were cut from the trial seams at random locations with a die press;
• two test strips were tested in peel and shear using a calibrated field tensiometer -
the passing criteria for the tests were as follows:
Fusion
• Peel tests - a minimum bonded seam strength of 91 lb/in.; and
• Shear test - a minimum bonded seam strength of 120 lb/in.
Extrusion
• Peel test - a minimum bonded seam strength of 78 lb/in.; and
• Shear test - a minimum bonded seam strength of 120 lb/in.
A total of 55 trial seams were observed by CQA personnel during Phase I, Cell 4
secondary liner construction; 45 trial seams were made using double-track fusion (i.e.,
hot wedge) welders and 10 were made using extrusion welders. A total of 59 trial

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seams were observed by CQA personnel during Phase I, Cell 4 primary liner
construction; 46 trial seams were made using double-track fusion (i.e., hot wedge)
welders and 13 were made using extrusion welders. A trial weld was performed during
the afternoon seaming period with the same machine and operator, which exhibited
passing results.
Trial seam samples were not archived. Details of the trial seams, including the trial
seam test results, are presented in Appendix H.
5.3.2.4 Production Seams
Geomembrane production seaming operations were monitored by CQA personnel. The
majority of geomembrane production seams were fabricated using double-track fusion
welders. Seam repairs were made using hand-held extrusion welders. Rub sheets were
periodically used during production seaming to provide a clean surface to weld over.
During or after fabrication, the geomembrane seams were visually examined for
workmanship and continuity. Geomembrane seaming logs are presented in Appendix I.
5.3.3 Nondestructive Seam Testing
5.3.3.1 Scope
Nondestructive testing of geomembrane seams was periodically monitored by CQA
personnel. Geomembrane seams were nondestructively tested for continuity by the
installer using the air pressure procedure for double-track fusion seams and the vacuum-
box test procedure for extrusion welded seams. Failed air pressure test seams, if
applicable, were capped and then retested using vacuum-box test methods after
determining the failed seam length. Leaks identified using the vacuum-box method
were repaired and retested as described in Section 5.3.5.
5.3.3.2 Air Pressure Testing
Accessible double-track fusion seams were nondestructively tested using the air
pressure test. The procedure used for air pressure testing was as follows:
• visually observe the integrity of the annulus of the section of seam being tested
and isolate the section by sealing the ends using heat and pressure;

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• the needle of the pressure test apparatus is inserted into the annulus at one end of
the seam;
• the annulus is inflated to a minimum gauge pressure between 25 and 30 psi with
an air pump and the gauge pressure is maintained for at least five minutes;
• if the pressure loss exceeds 3 psi, or if the pressure does not stabilize, the faulty
area is isolated and repaired as described in Section 5.3.5 of this report; and
• airflow is confirmed through the entire annulus by releasing the air from the
seam at the opposite end from where the needle is inserted.
Nondestructive test results are presented with the production seam logs in Appendix I.
5.3.3.3 Vacuum-Box Testing
The vacuum-box was used by the installer to nondestructively test extrusion seams and
repairs. The procedure used for vacuum testing was as follows:
• a section of seam is wetted with a soapy solution;
• the vacuum-box assembly is placed over the wetted area, the bleed valve is
closed and the vacuum valve is opened;
• the box is pressed onto the sheet until a vacuum is observed;
• the seam is examined through the viewing window for a period of not less than
20 seconds for the occurrence of air bubbles;
• the assembly is removed and the process is continued over the entire seam; and
• the location of any leak is recorded.
Failed nondestructive tests were repaired using procedures presented in Section 5.3.5 of
this report and vacuum testing was repeated. Vacuum test results are presented on the
production seam logs and repair summary logs in Appendices I and K, respectively.

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5.3.4 Destructive Seam Sample Testing
5.3.4.1 Scope
CQA personnel identified and collected geomembrane seam samples for destructive
testing in accordance with the CQA Plan. The samples were forwarded to ECS for
testing.
During Phase I, Cell 4 construction, 47 secondary geomembrane seam samples and 51
primary geomembrane seam samples were originally taken from approximately 20,122
and 20,236 linear ft of seams constructed for the secondary and primary liner,
respectively. This corresponds to an approximate sample frequency of one per 428
linear ft of seam and one per 397 linear ft of seam for the secondary and primary liner,
respectively. This frequency meets the minimum acceptable sample frequency of one
per 500 linear ft of production seams, as required by the CQA Plan. For a destructive
seam sample to be considered as passing, the seam strength criteria (see Section 5.3.2.3)
had to be met on the five test specimens obtained from the sample. In addition, if one
non-FTB failure was observed, then the sample was considered a failure.
5.3.4.2 Sampling Procedures
At each destructive seam sample location, a test sample measuring approximately 12 in.
(0.3 m) across the seam and 42 in. (1.0 m) along the seam was obtained. The sample
was divided into three pieces and distributed to: (i) the geosynthetics laboratory for
testing; (ii) the installer; and (iii) the Owner’s archives.
5.3.4.3 Test Results
Off-site laboratory testing of geomembrane seam samples was performed in accordance
with the CQA Plan. At the CQA geosynthetics testing laboratory (i.e., ECS), 1-in. (25-
mm) wide test specimens were removed from the destructive seam sample using a die
press. On a calibrated tensiometer, five test specimens were peel-tested for adhesion
strength. For fusion seams, peel tests were performed on both the inside and outside
tracks. Additionally, five specimens were tested for shear strength. The seam strength
acceptance/rejection criteria described in Section 5.3.2.3 were used to evaluate the
destructive seam samples.

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In the secondary liner, two destructive samples yielded failing results in the field test.
The failing samples were bracketed with passing samples and the seam between the
passing test samples was capped. All other samples tested met the project criteria; the
destructive seam test results are presented in Appendix J.
5.3.5 Geomembrane Repairs
The repair procedures presented in this subsection were used by the installer to patch
holes and tears, spot-extrude impact damage or other minor scratches, and for grinding
and extrusion welding small sections of failed fusion seams (if the exposed edge was
accessible). In the cases where patches or caps were used to repair the damaged
geomembrane (i.e., small holes, tears, or over seams that failed nondestructive or
destructive testing), an approximately 12-in. wide capping strip was used.
During the repair or panel tie-in operations, the following procedures were
implemented:
• technicians and seaming equipment used were required to pass trial welds;
• patches or caps extended at least 6 in. beyond the edge of the defect and all
corners were rounded; and
• repairs were vacuum tested and visually observed for continuity.
Complete panel layout drawings illustrating the location of seam and panel repairs are
shown in the record drawings in Appendix M.
5.4 CQA of Geonet Composite
5.4.1 Conformance Testing and Documentation
As part of the leachate collection system, a secondary and primary geonet composite
was installed over the geomembrane liner. The geonet composite was supplied by GSE.
A total of 507 geonet composite rolls were delivered to the site, consisting of 1,944,345
ft2 for installation in Cell 3 and Cell 4. The manufacturer's quality control (QC)
certificates were reviewed by CQA personnel and were found to be in compliance with

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the CQA Plan. The manufacturer's QC documentation was presented in Appendix D of
the Construction Certification Report for Phase I - Cell 3 (DIN 28196).
Twelve conformance samples were obtained from the rolls used during Phase I, Cell 3
and 4 construction. This equates to one sample per 162,029 ft2. This sample frequency
exceeds the minimum sample frequency of one per 200,000 ft2 required by the CQA
Plan. As required by the CQA Plan, testing of the geonet composite material was
performed on the geotextile and geonet separately, as well as on the final composite
product. The conformance test results were presented in Appendix E of the
Construction Certification Report for Phase I - Cell 3 (DIN 28196).
One of the conformance samples resulted in a failed test on the geotextile component of
the geocomposite. The seven rolls associated with this failed sample were removed and
were later replaced by seven additional rolls. The manufacturer's quality control (QC)
certificates for these additional seven rolls were reviewed and were found to be in
compliance with the CQA Plan. A conformance sample associated with these
additional rolls was also tested yielding passing results.
5.4.2 Field Monitoring Activities
5.4.2.1 Delivery and On-Site Storage
Upon delivery to the site, geonet composite rolls were unloaded and stored in an area
located southeast of the construction area. The geonet composite rolls were typically
transported on site by an all-terrain forklift. CQA personnel periodically monitored the
delivery, unloading, and storage procedures to ensure the material was handled in an
appropriate manner.
5.4.2.2 Deployment
CQA personnel monitored the deployment of the geonet composite for manufacturing
defects, damage that may have occurred during shipment, storage, or handling, and
damage resulting from installation activities. If the materials were observed to be
damaged, the installer was notified and the damaged materials were either discarded or
repaired. CQA personnel observed repair locations to verify conformance with the
CQA Plan. CQA personnel periodically monitored the deployment of the geonet

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composite, as well as its condition after installation, to confirm that the installer took
measures to:
• securely anchor the geonet composite in the anchor trench or ballast it with sand
bags;
• unroll the geonet composite down the slope in a manner that kept the panel in
sufficient tension to avoid excessive wrinkling;
• avoid entrapment of dust, stones, or other objects that would damage or clog the
geonet composite;
• avoid damaging the underlying geomembrane during deployment;
• secure the geonet composite panels with nylon fasteners, installed on a
maximum 5 ft spacing down slope, every 2 ft across slope, every 0.5 ft in the
anchor trench, and every 6 ft on horizontal surfaces; and
• overlap and continuously sew the upper geotextile edges.
Any damage observed in the geotextile portion of the composite were repaired by
placing a patch of non-woven geotextile over the damage, extending at least one foot
beyond the edge of the damage. These patches were continuously thermally bonded to
the undamaged portion of the geocomposite. Any observed damage or tears in the
geonet portion of the composite were repaired by the installer by placing a patch of the
same material over or under the damage or tear, at least 2 ft beyond the edges of the
damage or tear. These patches were secured using nylon fasteners, followed by thermal
bonding of the uppermost geotextile of the patch to the undamaged geocomposite panel.
5.5 CQA of Geotextile
5.5.1 Conformance Testing and Documentation
A non-woven geotextile filter was used to wrap the aggregate in the leachate collection
trench and sump. The 8 oz/yd2 non-woven geotextile was manufactured by TenCate
Geosynthetics (TenCate) of Pendergrass, Georgia. The needle-punched, non-woven
geotextile has a nominal weight per unit area of 8 oz/yd2. The manufacturer’s QC

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documentation was presented in Appendix D of the Construction Certification Report
for Phase I - Cell 3 (DIN 28196).
One conformance sample was obtained from the ten rolls (45,000 ft2) ordered for Phase
I, Cell 3 and Cell 4 construction. This sample frequency exceeds the minimum sample
frequency of one per 100,000 ft2 required by the CQA Plan. The conformance test
results were presented in Appendix E of the Construction Certification Report for Phase
I - Cell 3 (DIN 28196).
5.5.2 Field Monitoring Activities
5.5.2.1 Delivery and On-Site Storage
Upon delivery to the site, geotextile rolls were unloaded and stored in an area located
east of the construction area. The geotextile rolls were transported on site by a Lull
forklift. CQA personnel periodically monitored the delivery, unloading, and storage
procedures to ensure that the material was handled in an appropriate manner.
5.5.2.2 Deployment
The non-woven geotextile was unrolled in the leachate collection trench. CQA
personnel monitored the deployment of the non-woven geotextile rolls for
manufacturing defects, damage that may have occurred during shipment, storage, and
handling, and damage resulting from installation activities. If materials were observed
to be damaged, the installer was notified and the damaged materials were either
discarded or repaired. CQA personnel observed repair locations to verify conformance
with the requirements of the CQA Plan. As the geotextile was deployed, CQA
personnel observed that the installer overlapped the geotextile panels approximately 2
ft.
5.6 Interface Friction Testing
As discussed in Section 2, the liner system in Cell 4 consists (from top to bottom) of the
protective soil layer, primary geocomposite, primary geomembrane liner, secondary
geocomposite, secondary geomembrane liner, GCL, compacted soil liner, and general
fill. Tests were performed in accordance with the CQA Plan to evaluate the interface

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shear strength for the various components of the liner system. All tests for interface
shear strength were performed by TRI.
The interface shear tests were performed as part of CQA testing. The tests were
performed using samples of geosynthetics collected from rolls that were manufactured
for Cell 4. The soils for the protective soil layer and compacted soil liner were obtained
from the stockpiles at the site.
The interfaces between the various components of the liner system were tested at
normal stresses of 1,000, 5,000, and 8,000 psf. Peak (at small displacement) and
residual (at large displacements) shear strengths were measured at each normal stress.
The interface shear tests were conducted under wetted/saturated conditions. GCL was
soaked and consolidated prior to testing. The following liner system interfaces were
tested:
• compacted soil liner and GCL;
• GCL and secondary geomembrane;
• secondary geomembrane (side A) and secondary geocomposite;
• secondary geocomposite and primary geomembrane (side B);
• primary geomembrane (side A) and primary geocomposite; and
• primary geocomposite and protective cover soil.
Per the CQA Plan, one conformance sample was obtained for the Phase I, Cell 3 and
Cell 4 construction. The tested sample met or exceeded the minimum required values
required per the CQA Plan. The conformance test results were presented in Appendix E
of the Construction Certification Report for Phase I - Cell 3 (DIN 28196).

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6. CONSTRUCTION QUALITY ASSURANCE – LEACHATE
DETECTION, COLLECTION, AND TRANSMISSION SYSTEM
6.1 General
The leachate detection and collection system, including a leachate detection pipe, a
leachate collection pipe, sideslope cleanouts, and sideslope riser pipes, was installed in
the Phase I, Cell 4 protective cover layer. The leachate collection and leachate detection
pipes were surrounded by aggregate and wrapped with a geotextile. The sideslope riser
pipe and cleanout are located on the western berm and the collection pipe is in a trench
that runs the length of the cell floor. The riser connects to a transmission pipe, which is
located around the perimeter of the landfill area. CQA personnel monitored the
placement of the sideslope riser pipe, leachate detection and collection pipe, and
leachate transmission pipe backfill.
The components of the leachate detection system include the following:
• 6-in. diameter polyethylene (PE) standard dimension ratio (SDR)–11 perforated
leachate collection pipe, with three rows of 1/2-in. diameter perforations on 6-in.
centers, placed in a leachate collection trench, surrounded by an aggregate, and
wrapped with an 8-oz/yd2 needle-punched non-woven geotextile;
• 24-in. diameter PE SDR-17 solid-walled pipe in the sideslope riser trench, with
four rows of 5/8-in. diameter perforations on 3-in. centers in the horizontal
portion of the pipe (on the sump floor); and
• 6-in. diameter PE SDR-11 solid-walled leachate collection cleanout riser pipe
located in the sideslope riser trench on the western berm.
The components of the leachate collection system include the following:
• 8-in. diameter PE SDR–11 perforated leachate collection pipe, with three rows
of 1/2-in. diameter perforations on 6-in. centers, placed in a leachate collection
trench, surrounded by an aggregate, and wrapped with an 8-oz/yd2 needle-
punched non-woven geotextile;

GC6198/GC6198 Report - Cell 4 34 July 2017
• two (2) 24-in. diameter PE SDR-17 solid-walled pipe in the sideslope riser
trench, with four rows of 5/8-in. diameter perforations on 3-in. centers in the
horizontal portion of the pipe (on the sump floor);
• 8-in. diameter PE SDR-11 solid-walled leachate collection cleanout riser pipe
located in the sideslope riser trench on the western berm; and
• leachate forcemain, consisting of an 8-in. diameter PE SDR-11 solid wall
forcemain inside a 12-in SDR-11 solid-wall containment pipe.
The sideslope riser pipe was lifted into position using an excavator located on the
eastern berm. Leachate will be pumped from the sump using an electric pump located
in the lower portion of the sideslope riser pipe and will discharge into the landfill’s
perimeter forcemain. The dual-containment forcemain is connected to the on-site
leachate storage tank. Once installed, the pipes were flushed and video inspected by
Jetclean America; a copy of their report is included in Appendix L.
6.2 Pipe Documentation
CQA personnel verified the proper size and spacing of the perforations by visual
observation of the pipe during installation. No conformance testing of the pipe was
required by the CQA Plan.
6.3 Field Monitoring Activities
6.3.1 Delivery and Placement
The pipe, when delivered to the site, was unloaded and stockpiled in an area located
north of the construction area. The pipe was transported from the stockpile to the
construction area by a wheel loader.
Prior to installation, sections were joined using butt-fusion welding techniques. CQA
personnel periodically monitored the installation of the various components of the
leachate collection and transmission system to ensure that industry-accepted procedures
were used by the installer for butt-fusing the pipes.

GC6198/GC6198 Report - Cell 4 35 July 2017
6.3.2 Testing Activities
As part of the CQA activities, tests were performed on the different components of the
leachate, detection, collection, and transmission system. The following tests were
conducted or monitored by CQA personnel:
• A particle-size distribution test (ASTM C136), a carbonate content test (ASTM
D3042), and a hydraulic conductivity test (ASTM D2434) were performed on a
sample of aggregate material. Conformance test results for the aggregate
material were presented in Appendix B of the Construction Certification Report
for Phase I - Cell 3 (DIN 28196).
• A hydrostatic test was conducted by the contractor on the carrier pipe of the
leachate forcemain as well as the manholes. These tests were monitored by
Geosyntec’s CQA personnel. The CQA documentation of the hydrostatic test
results is presented in Appendix L.

GC6198/GC6198 Report - Cell 4 36 July 2017
7. SUMMARY AND CONCLUSIONS
Observation of the construction of Phase I, Cell 4 at Sutton CCR Landfill was
performed by Geosyntec during the period of 6 December 2016 to 11 May 2017.
During this time, CQA personnel monitored the installation of the following
components of the cell:
• earthwork (subgrade, compacted soil layer, and protective cover soil
construction);
• geosynthetics (installation of geosynthetic clay liner, geomembrane liner, geonet
composite drainage layer, and geotextile wrap); and
• leachate detection, collection, and transmission system (installation of leachate
collection pipe, sideslope riser pipe, and dual containment transmission pipe).
During construction of the above components, CQA personnel verified that
conformance and CQA testing were performed on the construction materials at the
frequencies required in the CQA Plan, and that materials meeting the CQA Plan
requirements were used. CQA personnel also verified that conditions or materials
identified as not conforming to the CQA Plan were replaced, repaired, and/or retested,
as described in this report.
The results of the CQA activities undertaken by Geosyntec as described in this report
indicate that Phase I, Cell 4 of the Sutton CCR Landfill was constructed in general
accordance with the CQA Plan, as well as the facility's permit.

C. Fabian Benavente, P. E.
Senior Engineer
N.C. P.E. No. 041868

TABLES
DESCRIPTION(1)TEST STANDARD PROJECT
SPECIFICATIONS (2)TEST FREQUENCY
(CY)
APPROXIMATE
NUMBER OF
TESTS
REQUIRED(3)
NUMBER OF
TESTS
PERFORMED
(FAILURES)
Particle Size Analysis ASTM D422 100% passing 0.5 inch 10,000 6 9
Soil Classification ASTM D2487 SW, SP, SW-SM, SW-SC,
SP-SM, SP-SC, SM, or SC 10,000 6 9
Standard Proctor ASTM D698 N/A 25,000 3 3
Moisture Content ASTM D2216 N/A 10,000 6 9
Nuclear Gauge:
In-situ Density
In-situ Moisture

ASTM D6938
ASTM D6938

> 95% of MDD
as approved by Engineer
5 per lift per acre; or 1
per 250 LF per lift
207 426 (1)
Sand Cone or Drive
Cylinder:
ASTM D1556/
ASTM D2937 As a Check 1 per 25 nuclear density
tests 9 19
Laboratory Moisture ASTM D2216 As a Check 1 per 10 nuclear density
tests 21 41
Verification of Subgrade
Integrity
Visual;
Proof Roll
Must not rut or pump
excessively As Required N/A N/A
Notes:
SUTTON CCR LANDFILL
PHASE I, CELL 4
WILMINGTON, NORTH CAROLINA
Table 1 - Summary of Test Results - General Fill
LABORATORY TEST
FIELD TEST
(1) Reference Section 5 and Tables 5-1 and 5-2 of the CQA Plan for further details.
(3) The approximate number of tests required is based on a total volume of 55,655 CY for the completion of Phase I, Cell 4
construction.
(2) Reference the Technical Specifications for further details.
CY - Cubic Yards
MDD - Maximum Dry Density
OPT - Optimum Moisture Content
LF - Linear Feet
GC6198 Tables - Cell 4
DESCRIPTION(1)TEST STANDARD PROJECT
SPECIFICATIONS (2)TEST FREQUENCY
(CY)
APPROXIMATE
NUMBER OF
TESTS
REQUIRED(3)
NUMBER OF
TESTS
PERFORMED
(FAILURES)
Particle Size Analysis ASTM D422 100% passing 1 inch 5,000 3 7
Atterberg Limits ASTM D4318 LL > 30, and PI > 10 10,000 2 7
Soil Classification ASTM D2487 GC, SC, SM, SM-SC, ML,
CL or CH 10,000 2 7
Standard Proctor ASTM D698 N/A 10,000 2 4
Hydraulic Conductivity
(Remold)
ASTM D2434, or
ASTM D5084 < 1 x 10-5 cm/sec 1 test per 10,000(4)2 4
Moisture Content ASTM D2216 N/A 5,000 3 7
Nuclear Gauge:
In-situ Density
In-situ Moisture
ASTM D6938
ASTM D6938
> 95% of MDD at
0 to +3 OPT
1 test per 5,000 SF per
lift
81 per lift
162 total 294 (13)
Sand Cone or Drive Cylinder

ASTM D1556/
ASTM D2937 As a Check 1 per 25 nuclear density
tests 7 16
Laboratory Moisture ASTM D2216 As a Check 1 per 10 nuclear density
tests 17 31
Undisturbed Permeability
(Thin Walled Tube Sample)ASTM D5084 < 1 x 10-5 cm/sec 1 test per 2 acres
per lift 10 12 (2)
Notes:
N/A - Not Applicable
MDD - Maximum Dry Density
OPT - Optimum Moisture Content
CY - Cubic Yards
SF - Square Feet
(2) Reference the Technical Specifications for further details.
(4) Three tests per 10,000 CY were required during Cell 3 construction; this frequency was reduced to one test per 10,000
CY for Cell 4 construction due to the consistency of the compacted soil material.
SUTTON CCR LANDFILL
PHASE I, CELL 4
WILMINGTON, NORTH CAROLINA
Table 2 - Summary of Test Results - Compacted Soil Layer
LABORATORY TEST
FIELD TEST
(1) Reference Section 5 and Tables 5-1 and 5-2 of the CQA Plan for further details.
(3) The approximate number of tests required is based on a total volume of 14,863 CY or 401,312 SF for the completion of
Phase I, Cell 4 construction.
GC6198 Tables - Cell 4
DESCRIPTION (1)TEST STANDARD PROJECT
SPECIFICATIONS (2)TEST FREQUENCY
(CY)
APPROXIMATE
NUMBER OF
TESTS
REQUIRED(3)
NUMBER OF
TESTS
PERFORMED
(FAILURES)
Particle Size Analysis ASTM C136 or D422 100% passing 1/2-in.
< 10% passing No. 200 5,000 6 6
Soil Classification ASTM D2487 SW, SP, SW-SM, SW-SC,
SP-SM, or SP-SC 5,000 6 6
Hydraulic Conductivity ASTM D2434 or
D5084 > 1 x 10-4 cm/sec 5,000 6 6
Carbonate Content ASTM D3042 < 5% by weight 1 per Source(4)1 1
Depth Verification:
Survey N/A > 2.0-ft thick 100-ft grid N/A N/A
Notes:
CY - Cubic Yards
SUTTON CCR LANDFILL
PHASE I, CELL 4
WILMINGTON, NORTH CAROLINA
Table 3 - Summary of Test Results - Protective Cover
LABORATORY TEST
FIELD TEST
(1) Reference Section 5 and Table 5-1 of the CQA Plan for further details.
(3) The approximate number of tests required is based on a total volume of 29,727 CY for the completion of Phase I, Cell 4
construction.
(4) The carbonate content testing for the protective cover material source was performed during Phase I, Cell 3 construction
on sample PC-001. The test results for PC-001 are included in Appendix B.
(2) Reference the Technical Specifications for further details.
N/A - Not Applicable
GC6198 Tables - Cell 4 7/7/2017
Fusion Extrusion
Panel Deployment N/A N/A N/A
Trial Seams(1)(2):FTB FTB
Peel >91 ppi >78 ppi
Shear >120 ppi >120 ppi
Fusion Extrusion Field Lab
Seam Strength(4)(5):
Production Welds FTB FTB
Peel >91 ppi >78 ppi
Shear >120 ppi >120 ppi
Notes:(1) Reference the Technical Specifications for further details.
20,122 LF.
(8) The total area of geomembrane deployed is:415,851 SF or 9.5 acres.
N/A - Not Applicable
SF - Square Feet
LF - Lineal Feet
Prior to seaming period, approximately every 5 hours, or if
seaming apparatus is turned off.
Description Test Standard Test
Frequency
Approximate
Number of
Tests
Required(3)
ASTM D6392 24147
2 per trial seam
2 per trial seam
ASTM D6392
SUTTON CCR LANDFILL
PHASE I, CELL 4
WILMINGTON, NORTH CAROLINA
Project (1) SpecificationsTest
StandardDescription
N/AAmbient placement temperature between 40°F and 104°F.
Minimum Number
of Tests Required(2)Requirements
Table 4a - Summary of Test Results - Secondary Geomembrane Seams
50
Total
Number of
Samples
Project (1) Specifications Number of FailuresOriginal
Number of
Samples
Additional
Number of
Samples to Isolate
Failures
500 lineal ft 3
(7) Patches extend 6-in beyond defect.
(3) Approximate number of tests required is based on a total constructed seam length of:
(4) Values listed for peel and shear strengths are for 4 of 5 test specimens. The seam strength of the 5th specimin can be as
low as 80% of the listed value..
(6) Horizontal seams are a minimum of 10-ft beyond a toe of slope except where approved by the Engineer.
(5) 100% of fusion seams are NDT with a 25-30 psi air test with an allowable loss of 3 psi over five minutes. 100% of
extruded seams are NDT with a 20 second vacuum-box test.
(2) Reference Section 6 of the CQA Plan for further details.
0
GC6198 Tables - Cell 4 7/7/2017
Fusion Extrusion
Panel Deployment N/A N/A N/A
Trial Seams(1)(2):FTB FTB
Peel >91 ppi >78 ppi
Shear >120 ppi >120 ppi
Fusion Extrusion Field Lab
Seam Strength(4)(5):
Production Welds FTB FTB
Peel >91 ppi >78 ppi
Shear >120 ppi >120 ppi
Notes:(1) Reference the Technical Specifications for further details.
20,236 LF.
(8) The total area of geomembrane deployed is:419,062 SF or 9.6 acres.
N/A - Not Applicable
SF - Square Feet
LF - Lineal Feet
(7) Patches extend 6-in beyond defect.
51
(2) Reference Section 6 of the CQA Plan for further details.
(3) Approximate number of tests required is based on a total constructed seam length of:
(4) Values listed for peel and shear strengths are for 4 of 5 test specimens. The seam strength of the 5th specimin can be as
low as 80% of the listed value..(5) 100% of fusion seams are NDT with a 25-30 psi air test with an allowable loss of 3 psi over five minutes. 100% of
extruded seams are NDT with a 20 second vacuum-box test.
(6) Horizontal seams are a minimum of 10-ft beyond a toe of slope except where approved by the Engineer.
Number of Failures Additional
Number of
Samples to Isolate
Failures
Total
Number of
Samples
ASTM D6392 500 lineal ft 41 51 0 0 0
Description Test Standard
Project (1) Specifications
Test
Frequency
Approximate
Number of
Tests
Required(3)
Original
Number of
Samples
Ambient placement temperature between 40°F and 104°F.N/A
ASTM D6392 Prior to seaming period, approximately every 5 hours, or if
seaming apparatus is turned off.2 per trial seam
2 per trial seam
SUTTON CCR LANDFILL
PHASE I, CELL 4
WILMINGTON, NORTH CAROLINA
Table 4b - Summary of Test Results - Primary Geomembrane Seams
Description Test
Standard
Project (1) Specifications Requirements Minimum Number
of Tests Required(2)
GC6198 Tables - Cell 4 7/7/2017
APPENDICES
APPENDIX A

DAILY FIELD REPORTS
Daily Field Reports
1300 South Mint Street, Suite 300 Charlotte, North Carolina 28203 704.227.0840

DFR 2017.05.01_BC_FINAL Page 1 of 6

DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Monday, 1 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
CLIENT: Duke Energy Progress (DEP) LOCATION: Wilmington, North Carolina
CONTRACTOR(S): Glover Construction (Glover) and Chesapeake Containment Systems (Chesapeake)
WEATHER: Partly to mostly cloudy, Low: 72°F, High: 81°F, Precipitation Accumulation: 0
ON-SITE PERSONNEL
NAME COMPANY POSITION
Wayne Clements Glover Superintendent
Mike Havrilla Glover Superintendent
Terrell Manigan Glover Environmental Health and Safety Supervisor
Pawel Jasinski Glover Field Engineer
Ahilan Sivashanthan Geosyntec CQA Technician
Aaron Reeder Geosyntec CQA Technician
David Williams Geosyntec CQA Technician
Jeronimo Saenz (only) Chesapeake Supervisor
VISITOR’S NAME COMPANY
Survey crew of two Surveying Solutions
EQUIPMENT LIST
DESCRIPTION (QTY) MODEL NO. COMMENTS
Farm Tractor (1) Challenger MT965B Not Used (with 30-inch disc harrows attached)
Farm Tractor (1) Challenger MT955B Not Used (with box blade and smooth drum roller attachments)
Rubber Tired Front End Loader (1) Volvo H061 Used
Excavator (2) Caterpillar 349F Two Used
Excavator (1) Volvo EC300EL Used
Dozer (1) Caterpillar D6R Used
Dozer (1) Caterpillar D6T LGP Used
Off Road Truck (7) Volvo A40G Six Used
Water Truck (8,000 gallon) (1) Klein K-800 Used
6-inch Diesel Pump (3) Godwin One Used
Dozer (1) Caterpillar D8T LGP Not Used
Smooth Drum Roller (1) Caterpillar CS54B Used
30-Inch Disc Harrows (1) N/A Not Used
Pad Foot Roller (1) Caterpillar CP663E Not Used
Fusion Welding Machine (1) McElroy No. 824/630 Not Used
Dozer (1) Caterpillar D6H LGP Used
Sweeper (1) Superior Broom DT80C Not Used
DFR 2017.05.01_BC_FINAL Page 2 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Monday, 1 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
EQUIPMENT LIST (continued)
DESCRIPTION (QTY) MODEL NO. COMMENTS
Vibratory Plate Tamper (1) Mikasa MVH-408 Not Used
Excavator (1) Caterpillar 345C Not Used
Man lift (1) Genie S-40 Not Used
Dozer (1) Caterpillar D4H LGP Used
Vibratory Plate Tamper (1) Wacker WP 1550 Not Used
Fusion Welding Machine (1) McElroy 412 Used
Excavator (1) Caterpillar 320D Not Used
Excavator (1) Mini Caterpillar 304E Used
Water Truck (3500 gallon) (1) Klein K-350 Not Used
Rock Box (1) N/A Used
Rubber Tracked Dump Truck (1) IHI IC120 Used
Skid Steer (1) Caterpillar 275D Used
Dozer (1) John Deere 850K Used
Excavator (1) Caterpillar 325L Not Used
MATERIALS DELIVERED
DESCRIPTION QTY CONDITIONS / COMMENTS
Compacted Soil 126 Loads / 1,661 cy Stockpiled
Crushed Concrete 30 Loads / 600 tons Used for access road
SITE CONDITIONS
The Site is suitable for work.
DESCRIPTION OF WORK
06:37 – Arrived onsite.
Glover received crushed concrete and used the material to extend the access road from the west side of Cell 3
northward toward the leachate tank/contractor laydown area.
Glover used a Caterpillar 349F excavator to load protective cover material onto off-road trucks from a stockpile of
dredged material at the S.T. Wooten borrow area. The off-road trucks hauled the material to Cell 4.
Glover used Caterpillar D6R and D6T dozers dozer to continue placing and grading protective cover in Cell 4.
Glover continued installation of the Leachate Detection System (LDS) in the eastern portion of Cell 4. Glover
fusion welded and installed approximately 360 feet of 6-inch diameter perforated LDS pipe over nonwoven
geotextile. Glover placed an estimated 50 cy of #57 leachate collection gravel over about 240 feet of perforated
pipe.

DFR 2017.05.01_BC_FINAL Page 3 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Monday, 1 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
Geosyntec collected protective cover sample PC-09 from Cell 4 and collected compacted soil sample CS-020 from
the incoming material at the onsite compacted soil stockpile.
Glover used a John Deere 850K to continue final grading of protective cover in Cell 3.
Chesapeake did not work today.
Glover continued to import compacted soil. Glover used a Caterpillar D6H dozer to stockpile the incoming material.
10:00 – 10:50 – Geosyntec delivered protective cover sample PC-09 and compacted soil sample CS-020 to ECS
lab for conformance testing.
Surveying Solutions was onsite to continue the asbuilt survey of the top of the protective cover soil layer in Cell 3.
Glover removed access ramps from the southwest portion of Cell 3 and moved the material to the riser trench of
Cell 3 for placement over the riser pipes.
12:00 – 12:30 – lunch break
Glover used a Klein K-800 water truck to provide dust control on the haul roads and to moisture condition the
general fill in Cell 6.
Glover removed approximately 120 cy of excess material from the North Surface Water Pond and hauled the
material to just south of MH-02.
Approximately 2,415 cy of protective cover were hauled from the S.T. Wooten dredge stockpile into Cell 4 today,
per Glover.
13:10 – 15:00 – The author was off site.
17:20 – Glover started parking equipment to stop work for the day.
17:35 – The author departed the site.
PROBLEMS/DELAYS ENCOUNTERED
No problems or delays were encountered.
MODIFICATIONS TO PLANNED SCOPE OF WORK
No modifications to the planned scope of work were made.
TESTING
No testing was required or performed.
INCIDENTS
No incidents were observed.
DFR 2017.05.01_BC_FINAL Page 4 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Monday, 1 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
OTHER INFORMATION
Time Work Started 06:37 – 17:35 Completed: 8.75 hours Prepared By: Billy Carruth
DFR 2017.05.01_BC_FINAL Page 5 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Monday, 1 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0729

Direction: West
Description: Glover continued
installation of the Cell 4 LDS
piping/Leachate Collection
System (LCS) gravel.
Photo No.: GC6198-BC-0731

Direction: Northeast
Description: Glover continued
installation of the Cell 4 LDS
piping/LCS gravel.
DFR 2017.05.01_BC_FINAL Page 6 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Monday, 1 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0732

Direction: East
Description: Glover continued
installation of the Cell 4 LDS
piping/LCS gravel.
Photo No.: GC6198-BC-0733

Direction: West
Description: Glover continued to
fusion weld 6-in diameter
perforated HDPE LDS pipe in the
Cell 4 LDS corridor.

1300 South Mint Street, Suite 300 Charlotte, North Carolina 28203 704.227.0840

DFR 2017.05.02_BC_FINAL Page 1 of 6

DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Tuesday, 2 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
CLIENT: Duke Energy Progress (DEP) LOCATION: Wilmington, North Carolina
CONTRACTOR(S): Glover Construction (Glover) and Chesapeake Containment Systems (Chesapeake)
WEATHER: Clear and sunny, Low: 68°F, High: 82°F, Precipitation Accumulation: 0.02-inch overnight Monday
ON-SITE PERSONNEL
NAME COMPANY POSITION
Wayne Clements Glover Superintendent
Mike Havrilla Glover Superintendent
Terrell Manigan Glover Environmental Health and Safety Supervisor
Pawel Jasinski Glover Field Engineer
Ahilan Sivashanthan Geosyntec CQA Technician
Aaron Reeder Geosyntec CQA Technician
David Williams Geosyntec CQA Technician
Jeronimo Saenz (+ crew of 10) Chesapeake Supervisor
VISITOR’S NAME COMPANY
N/A N/A
EQUIPMENT LIST
DESCRIPTION (QTY) MODEL NO. COMMENTS
Farm Tractor (1) Challenger MT965B Not Used (with 30-inch disc harrows attached)
Farm Tractor (1) Challenger MT955B Not Used (with box blade and smooth drum roller attachments)
Rubber Tired Front End Loader (1) Volvo H061 Used
Excavator (2) Caterpillar 349F Two Used
Excavator (1) Volvo EC300EL Used
Dozer (1) Caterpillar D6R Used
Dozer (1) Caterpillar D6T LGP Used
Off Road Truck (7) Volvo A40G Seven Used
Water Truck (8,000 gallon) (1) Klein K-800 Used
6-inch Diesel Pump (3) Godwin One Used
Dozer (1) Caterpillar D8T LGP Used
Smooth Drum Roller (1) Caterpillar CS54B Used
30-Inch Disc Harrows (1) N/A Not Used
Pad Foot Roller (1) Caterpillar CP663E Not Used
Fusion Welding Machine (1) McElroy No. 824/630 Not Used
Dozer (1) Caterpillar D6H LGP Used
Sweeper (1) Superior Broom DT80C Not Used
DFR 2017.05.02_BC_FINAL Page 2 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Tuesday, 2 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
EQUIPMENT LIST (continued)
DESCRIPTION (QTY) MODEL NO. COMMENTS
Vibratory Plate Tamper (1) Mikasa MVH-408 Not Used
Excavator (1) Caterpillar 345C Not Used
Man lift (1) Genie S-40 Not Used
Dozer (1) Caterpillar D4H LGP Used
Vibratory Plate Tamper (1) Wacker WP 1550 Not Used
Fusion Welding Machine (1) McElroy 412 Used
Excavator (1) Caterpillar 320D Not Used
Excavator (1) Mini Caterpillar 304E Used
Water Truck (3500 gallon) (1) Klein K-350 Not Used
Rock Box (1) N/A Used
Rubber Tracked Dump Truck (1) IHI IC120 Used
Skid Steer (1) Caterpillar 275D Used
Dozer (1) John Deere 850K Used
Excavator (1) Caterpillar 325L Not Used
MATERIALS DELIVERED
DESCRIPTION QTY CONDITIONS / COMMENTS
Compacted Soil 121 Loads / 1,640 cy Stockpiled
Crushed Concrete 26 Loads / 520 tons Used for access road
#57 stone (granite) 8 Loads / 160 tons Stockpiled for Leachate Collection Gravel
SITE CONDITIONS
The Site is suitable for work.
DESCRIPTION OF WORK
06:55 – Arrived onsite.
Glover did not work in Cell 3 or Cell 5 today.
Glover continued to import compacted soil. Glover used a Caterpillar D6H dozer to stockpile the incoming material.
Glover continued to receive crushed concrete and used a Caterpillar D4H dozer to place the material to extend the
access road from the west side of Cell 3 northward toward the Leachate Tank Pad/contractor laydown/geosynthetics
staging area.
Glover also received #57 stone and stockpiled the material for use as Leachate Collection Gravel.
Glover used a Caterpillar 349F excavator to load protective cover material and general fill onto off-road trucks
from a stockpile of dredged material at the S.T. Wooten borrow area. The off-road trucks hauled the material to
Cell 4 and to Cell 6.
DFR 2017.05.02_BC_FINAL Page 3 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Tuesday, 2 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
Glover used Caterpillar D6R and D6T dozers dozer to continue placing and grading protective cover in Cell 4.
Chesapeake removed sand bags from the Cell 4 Leachate Detection System (LDS) corridor and transported them
to the geosynthetics staging area located just south of the Leachate Tank pad.
Glover completed installation of the LDS in Cell 4. Total installed was approximately 665 feet of 6-inch diameter
perforated LDS pipe over nonwoven geotextile, and 80 feet of cleanout solid pipe up the East and West Perimeter
Berms. Glover placed estimated 52 cy of #57 stone leachate collection gravel over about 245 feet of perforated
pipe.
Glover used a Volvo excavator and a John Deere 850K to remove approximately 483 cy of excess material from
the North Surface Water Pond’s northwestern berm and hauled approximately 82 cy of the material to just south
of MH-02 and hauled approximately 401 cy of the material to Cell 6 as general fill.
Glover used a Klein K-800 water truck to provide dust control on the haul roads and to moisture condition the
general fill in Cell 6.
12:00 – 12:15 – lunch break
13:30 – Chesapeake was offsite.
Glover used the Klein water truck to start filling the carrier pipe of the forcemain piping with water to displace air
at the northern end of the forcemain in preparation for hydrostatic testing.
15:30 – Glover used a Volvo excavator to load grubbed topsoil from a wind row at the south end of Cell 6 created
when Cell 6 was originally grubbed. The material was hauled to the North Surface Water Pond’s northwestern
berm.
15:47 – Glover used a Caterpillar D8T dozer to resume spreading stockpiles of general fill hauled to Cell 6.
Approximately 3,013 cy of protective cover were hauled from the S.T. Wooten dredge stockpile into Cell 4 today,
per Glover.
Approximately 816 cy of general fill were hauled from the S.T. Wooten dredge stockpile and the North Surface
Water Pond’s northwestern berm into Cell 6 today, per Glover.
17:20 – Glover started parking equipment to stop work for the day.
17:30 – The author departed the site.
18:00 – 18:45 - The author performed administrative work offsite.
PROBLEMS/DELAYS ENCOUNTERED
No problems or delays were encountered.
MODIFICATIONS TO PLANNED SCOPE OF WORK
No modifications to the planned scope of work were made.
DFR 2017.05.02_BC_FINAL Page 4 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Tuesday, 2 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
TESTING
No testing was required or performed.
INCIDENTS
No incidents were observed.
OTHER INFORMATION
Time Work Started 06:55 – 18:45 Completed: 11.0 hours Prepared By: Billy Carruth
DFR 2017.05.02_BC_FINAL Page 5 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Tuesday, 2 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0736

Direction: North
Description: Glover used a
Caterpillar D6R dozer to continue
placing protective cover in Cell 4.
Photo No.: GC6198-BC-0738

Direction: East
Description: Glover continued to
receive crushed concrete and used
a Caterpillar D4H dozer to place
the material to extend the access
road from the west side of Cell 3
northward toward the Leachate
Tank Pad contractor geosynthetics
laydown staging area.
DFR 2017.05.02_BC_FINAL Page 6 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Tuesday, 2 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0740

Direction: West
Description: Glover used a Volvo
excavator and a John Deere 850K
to remove excess material from
the North Surface Water Pond’s
northwestern berm.
Photo No.: GC6198-BC-0741

Direction: East
Description: Glover continued
installation of the LDS in the
western portion of Cell 4.

1300 South Mint Street, Suite 300 Charlotte, North Carolina 28203 704.227.0840

DFR 2017.05.03_BC_FINAL Page 1 of 6

DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Wednesday, 3 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
CLIENT: Duke Energy Progress (DEP) LOCATION: Wilmington, North Carolina
CONTRACTOR(S): Glover Construction (Glover) and Chesapeake Containment Systems (Chesapeake)
WEATHER: Clear and sunny, Low: 57°F, High: 84°F, Precipitation Accumulation: 0
ON-SITE PERSONNEL
NAME COMPANY POSITION
Wayne Clements Glover Superintendent
Mike Havrilla Glover Superintendent
Terrell Manigan Glover Environmental Health and Safety Supervisor
Pawel Jasinski Glover Field Engineer
Ahilan Sivashanthan Geosyntec CQA Technician
Aaron Reeder Geosyntec CQA Technician
David Williams Geosyntec CQA Technician
Jeronimo Saenz (+ crew of 10) Chesapeake Supervisor
VISITOR’S NAME COMPANY
B. Keever Surveying Solutions
Scott Elder Geosyntec
EQUIPMENT LIST
DESCRIPTION (QTY) MODEL NO. COMMENTS
Farm Tractor (1) Challenger MT965B Not Used (with 30-inch disc harrows attached)
Farm Tractor (1) Challenger MT955B Used (with box blade and smooth drum roller attachments)
Rubber Tired Front End Loader (1) Volvo H061 Used
Excavator (2) Caterpillar 349F One Used
Excavator (1) Volvo EC300EL Used
Dozer (1) Caterpillar D6R Used
Dozer (1) Caterpillar D6T LGP Used
Off Road Truck (7) Volvo A40G Seven Used
Water Truck (8,000 gallon) (1) Klein K-800 Used
6-inch Diesel Pump (3) Godwin One Used
Dozer (1) Caterpillar D8T LGP Used
Smooth Drum Roller (1) Caterpillar CS54B Used
30-Inch Disc Harrows (1) N/A Not Used
Pad Foot Roller (1) Caterpillar CP663E Not Used
Fusion Welding Machine (1) McElroy No. 824/630 Not Used
Dozer (1) Caterpillar D6H LGP Used
DFR 2017.05.03_BC_FINAL Page 2 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Wednesday, 3 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
EQUIPMENT LIST (continued)
DESCRIPTION (QTY) MODEL NO. COMMENTS
Sweeper (1) Superior Broom DT80C Not Used
Vibratory Plate Tamper (1) Mikasa MVH-408 Not Used
Excavator (1) Caterpillar 345C Not Used
Man lift (1) Genie S-40 Not Used
Dozer (1) Caterpillar D4H LGP Used
Vibratory Plate Tamper (1) Wacker WP 1550 Not Used
Fusion Welding Machine (1) McElroy 412 Not Used
Excavator (1) Caterpillar 320D Not Used
Excavator (1) Mini Caterpillar 304E Not Used
Water Truck (3500 gallon) (1) Klein K-350 Not Used
Rock Box (1) N/A Not Used
Rubber Tracked Dump Truck (1) IHI IC120 Used
Skid Steer (1) Caterpillar 275D Used
Dozer (1) John Deere 850K Used
Excavator (1) Caterpillar 325L Not Used
MATERIALS DELIVERED
DESCRIPTION QTY CONDITIONS / COMMENTS
Compacted Soil 125 Loads / 1,651 cy Stockpiled
Crushed Concrete 10 Loads / 200 tons Used for access road
#57 stone (granite) 3 Loads / 61 tons Stockpiled for Leachate Collection Gravel
SITE CONDITIONS
The Site is suitable for work.
DESCRIPTION OF WORK
06:40 – Arrived onsite.
Glover continued to import compacted soil. Glover used a Caterpillar D6H dozer to stockpile the incoming material.
Geosyntec collected protective cover sample PC-10 and delivered the sample to ECS laboratory for conformance
testing.
Glover used a Caterpillar 349F excavator to load protective cover material and general fill onto off-road trucks
from a stockpile of dredged material at the S.T. Wooten borrow area. The off-road trucks hauled the material to
Cell 4 and to Cell 6.
Glover used Caterpillar D6R and D6T dozers to continue placing and grading protective cover in Cell 4.
Glover used a Caterpillar D8T dozer to continue placing general fill hauled to Cell 6.
DFR 2017.05.03_BC_FINAL Page 3 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Wednesday, 3 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
Geosyntec performed a Standard Count on the Troxler nuclear moisture/density gauge.
Geosyntec performed Field Density Testing (FDT) on general fill Lift 3, in Cell 6. Eleven FDTs were performed.
All FDTs met the project requirements for density and moisture content. Geosyntec also collected two moisture
samples and one drive cylinder sample for moisture and density correlation with the Troxler nuclear
moisture/density gauge. See the FDT Test Log for details. Glover was notified of test results.
Geosyntec observed Chesapeake perform AM trial seams for three fusion wedges.
Chesapeake installed primary geomembrane panel 4-059 through 4-063 along the Leachate Detection System
(LDS) corridor in Cell 4, for a total of approximately 19,230 sft.
Fusion seaming and detailing of seam air pressure testing and extrusion repairs of primary geomembrane followed.
Chesapeake used fusion wedges to weld approximately 2,081 lineal feet of production seams.
Geosyntec marked primary destructive samples 4-045 to 4-050 for fusion seaming completed today.
Glover used a Klein K-800 water truck to provide dust control on the haul roads and to moisture condition the
general fill in Cell 6.
Glover used a Challenger farm tractor with box blade and smooth drum roller attachments to compact the truck
haul routes and the general fill placed in Cell 6.
Surveying Solutions was onsite to perform an asbuilt survey of the LDS piping in Cell 4 and the northwest berm
of the North Surface Water Pond.
Glover used a Volvo excavator to shape the western berm of Cell 3 for pouring the concrete riser pad.
Glover continued to receive crushed concrete and used a Caterpillar D4H dozer to place the material to extend the
access road from the west side of Cell 3 northward toward the Leachate Tank Pad/contractor laydown/geosynthetics
staging area.
Glover also received #57 stone and stockpiled the material for use as Leachate Collection Gravel.
11:30 – 13:00 – lunch with S. Elder (Geosyntec), J. Dalrymple, S. Williams, and D. Gibbs (Duke)
Geosyntec observed Chesapeake perform PM trial seams for one fusion wedge and two extrusion welders.
Chesapeake continued to perform detailing of primary geomembrane installed today.
Chesapeake removed and field tested primary destructive samples 4-045 to 4-050. All samples qualified for
laboratory testing.
16:12 – 16:57 - Geosyntec delivered primary destructive samples 4-045 to 4-050to ECS laboratory for conformance
testing.
16:30 – Chesapeake departed the site.
Approximately 3,151 cy of protective cover were hauled from the S.T. Wooten dredge stockpile into Cell 4 today,
per Glover.
DFR 2017.05.03_BC_FINAL Page 4 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Wednesday, 3 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
Approximately 1,944 cy of general fill were hauled from the S.T. Wooten dredge stockpile into Cell 6 today, per
Glover.
17:20 – Glover started parking equipment to stop work for the day.
17:40 – The author departed the site.
PROBLEMS/DELAYS ENCOUNTERED
No problems or delays were encountered.
MODIFICATIONS TO PLANNED SCOPE OF WORK
No modifications to the planned scope of work were made.
TESTING
Geosyntec collected protective cover sample PC-10 and delivered the sample to ECS laboratory for conformance
testing.
Geosyntec performed FDTs on general fill Lift 3, in Cell 6. Eleven FDTs were performed. All FDTs met the
project requirements for density and moisture content. Geosyntec also collected two moisture samples and one
drive cylinder sample.
Geosyntec observed Chesapeake perform AM trial seams for three fusion wedges.
Geosyntec observed Chesapeake perform PM trial seams for one fusion wedge and two extrusion welders.
Chesapeake removed and field tested primary destructive samples 4-045 to 4-050. All samples qualified for
laboratory testing.
Geosyntec delivered primary destructive samples 4-045 to 4-050 to ECS laboratory for conformance testing.
INCIDENTS
No incidents were observed.
OTHER INFORMATION
Time Work Started 06:40 – 17:40 Completed: 9.5 hours Prepared By: Billy Carruth
DFR 2017.05.03_BC_FINAL Page 5 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Wednesday, 3 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0742

Direction: Northeast
Description: Glover used a
Caterpillar D6R dozer to continue
placing protective cover in Cell 4.

Photo No.: GC6198-BC-0746

Direction: Northwest
Description: Glover continued to
place general fill in Cell 6.

DFR 2017.05.03_BC_FINAL Page 6 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Wednesday, 3 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0747

Direction: East
Description: Chesapeake
installed primary geomembrane
along the Cell 4 LDS corridor.

Photo No.: GC6198-BC-0748

Direction: West
Description: Glover placed
general fill over the secondary
riser pipe at the Cell 4 west
perimeter berm.

1300 South Mint Street, Suite 300 Charlotte, North Carolina 28203 704.227.0840

DFR 2017.05.04_BC_FINAL Page 1 of 6

DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Thursday, 4 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
CLIENT: Duke Energy Progress (DEP) LOCATION: Wilmington, North Carolina
CONTRACTOR(S): Glover Construction (Glover) and Chesapeake Containment Systems (Chesapeake)
WEATHER: Mostly cloudy and windy, Low: 66°F, High: 79°F, Precipitation Accumulation: 0
ON-SITE PERSONNEL
NAME COMPANY POSITION
Wayne Clements Glover Superintendent
Mike Havrilla Glover Superintendent
Terrell Manigan Glover Environmental Health and Safety Supervisor
Pawel Jasinski Glover Field Engineer
Ahilan Sivashanthan Geosyntec CQA Technician
Aaron Reeder Geosyntec CQA Technician
David Williams Geosyntec CQA Technician
Jeronimo Saenz (+ crew of 11) Chesapeake Supervisor
VISITOR’S NAME COMPANY
N/A N/A
EQUIPMENT LIST
DESCRIPTION (QTY) MODEL NO. COMMENTS
Farm Tractor (1) Challenger MT965B Not Used (with 30-inch disc harrows attached)
Farm Tractor (1) Challenger MT955B Not Used (with box blade and smooth drum roller attachments)
Rubber Tired Front End Loader (1) Volvo H061 Used
Excavator (2) Caterpillar 349F Two Used
Excavator (1) Volvo EC300EL Used
Dozer (1) Caterpillar D6R Used
Dozer (1) Caterpillar D6T LGP Used
Off Road Truck (7) Volvo A40G Seven Used
Water Truck (8,000 gallon) (1) Klein K-800 Used
6-inch Diesel Pump (3) Godwin One Used
Dozer (1) Caterpillar D8T LGP Used
Smooth Drum Roller (1) Caterpillar CS54B Used
30-Inch Disc Harrows (1) N/A Not Used
Pad Foot Roller (1) Caterpillar CP663E Not Used
Fusion Welding Machine (1) McElroy No. 824/630 Not Used
Dozer (1) Caterpillar D6H LGP Used
Sweeper (1) Superior Broom DT80C Not Used
DFR 2017.05.04_BC_FINAL Page 2 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Thursday, 4 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
EQUIPMENT LIST (continued)
DESCRIPTION (QTY) MODEL NO. COMMENTS
Vibratory Plate Tamper (1) Mikasa MVH-408 Not Used
Excavator (1) Caterpillar 345C Not Used
Man lift (1) Genie S-40 Not Used
Dozer (1) Caterpillar D4H LGP Used
Vibratory Plate Tamper (1) Wacker WP 1550 Not Used
Fusion Welding Machine (1) McElroy 412 Not Used
Excavator (1) Caterpillar 320D Not Used
Excavator (1) Mini Caterpillar 304E Not Used
Water Truck (3500 gallon) (1) Klein K-350 Not Used
Rock Box (1) N/A Not Used
Rubber Tracked Dump Truck (1) IHI IC120 Used
Skid Steer (1) Caterpillar 275D Used
Dozer (1) John Deere 850K Used
Excavator (1) Caterpillar 325L Not Used
MATERIALS DELIVERED
DESCRIPTION QTY CONDITIONS / COMMENTS
Compacted Soil 123 Loads / 1,599 cy Stockpiled
SITE CONDITIONS
The Site is suitable for work.
DESCRIPTION OF WORK
06:55 – Arrived onsite.
Glover continued to import compacted soil. Glover used a Caterpillar D6H dozer to stockpile the incoming material.
Geosyntec observed Chesapeake perform AM trial seams for one fusion wedge and two extrusion welders.
Chesapeake performed fusion seaming and detailing including the boots for the secondary riser pipe and cleanout
pipe, repairs, and nondestructive testing of primary geomembrane in the Leachate Detection System (LDS) corridor
of Cell 4.
Chesapeake used one fusion wedge to weld approximately 97 lineal feet of production seams.
Geosyntec marked primary destructive sample 4-051.
Chesapeake removed and field tested primary destructive sample 4-051. The sample qualified for laboratory
testing.
DFR 2017.05.04_BC_FINAL Page 3 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Thursday, 4 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
Geosyntec collected protective cover sample PC-11 and general fill sample GFD-021 and delivered the samples to
ECS laboratory for conformance testing, along with primary destructive sample 4-051.
Glover used a Caterpillar 349F excavator to load protective cover material and general fill onto off-road trucks
from a stockpile of dredged material at the S.T. Wooten borrow area. The off-road trucks hauled the material to
Cell 4 and to Cell 6.
Glover used Caterpillar D6R and D6T dozers to continue placing and grading protective cover in Cell 4.
Glover used a Caterpillar D8T dozer to continue placing general fill hauled to Cell 6.
Glover used a Caterpillar CS54B smooth drum roller to compact the general fill placed in Cell 6.
Geosyntec performed a standard count on the Troxler nuclear moisture/density gauge.
Geosyntec performed Field Density Testing (FDT) on general fill Lifts 2, 3, and 4 in Cell 6. Nineteen FDTs were
performed. All FDTs met the project requirements for density and moisture content. Geosyntec also collected four
moisture samples and two drive cylinder samples for moisture and density correlation with the Troxler nuclear
moisture/density gauge. See the FDT Test Log for details. Glover was notified of test results.
Glover used a Klein K-800 water truck to provide dust control on the haul roads and to moisture condition the
general fill in Cell 6.
Glover used a Caterpillar 349F and a John Deere dozer to remove an access ramp into the southwest corner of Cell
3. Material was moved into Cell 6.
12:00 – 12:15 – Lunch break
Glover used a Volvo excavator to excavate the trench for the electrical conduit leading to the riser pad area of Cell
4.
Chesapeake installed primary geocomposite in LDS corridor of Cell 4.
14:30 – Chesapeake departed the site.
Approximately 1,748 cy of protective cover were hauled from the S.T. Wooten dredge stockpile into Cell 4 today,
per Glover.
Approximately 3,912 cy of general fill were hauled from the S.T. Wooten dredge stockpile into Cell 6 today, per
Glover.
17:20 – Glover started parking equipment to stop work for the day.
17:25 – The author departed the site.
PROBLEMS/DELAYS ENCOUNTERED
No problems or delays were encountered.
DFR 2017.05.04_BC_FINAL Page 4 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Thursday, 4 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
MODIFICATIONS TO PLANNED SCOPE OF WORK
No modifications to the planned scope of work were made.
TESTING
Geosyntec observed Chesapeake perform AM trial seams for one fusion wedge and two extrusion welders.
Chesapeake removed and field tested primary destructive sample 4-051. The sample qualified for laboratory
testing.
Geosyntec collected protective cover sample PC-11 and general fill sample GFD-021 and delivered the samples to
ECS laboratory for conformance testing, along with primary destructive sample 4-051.
Geosyntec performed FDTs on general fill Lifts 2, 3, and 4 in Cell 6. Nineteen FDTs were performed. All FDTs
met the project requirements for density and moisture content. Geosyntec also collected four moisture samples and
two drive cylinder samples.
INCIDENTS
No incidents were observed.
OTHER INFORMATION
Time Work Started 06:55 – 17:25 Completed: 10.25 hours Prepared By: Billy Carruth
DFR 2017.05.04_BC_FINAL Page 5 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Thursday, 4 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0752

Direction: Northeast
Description: Glover used a
Caterpillar D6R dozer to continue
placing and grading protective
cover in Cell 4.
Photo No.: GC6198-BC-0753

Direction: West
Description: Chesapeake
installed boots over the Cell 4
secondary LDS riser and cleanout
pipes.

DFR 2017.05.04_BC_FINAL Page 6 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Thursday, 4 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0754

Direction: East
Description: Glover used a
Caterpillar D6T dozer to continue
placing protective cover in Cell 4
as Chesapeake installed primary
geocomposite along the LDS
corridor.
Photo No.: GC6198-BC-0755

Direction: East
Description: Glover used a Volvo
excavator to excavate the trench
for the Cell 4 pump/pump panel
electrical conduits.

1300 South Mint Street, Suite 300 Charlotte, North Carolina 28203 704.227.0840

DFR 2017.05.05_BC_FINAL Page 1 of 3

DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Friday, 5 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
CLIENT: Duke Energy Progress (DEP) LOCATION: Wilmington, North Carolina
CONTRACTOR(S): Glover Construction (Glover) and Chesapeake Containment Systems (Chesapeake)
WEATHER: Severe thunderstorms, Low: 68°F, High: 76°F, Precipitation Accumulation: 1.34-inches overnight and today
ON-SITE PERSONNEL
NAME COMPANY POSITION
Wayne Clements Glover Superintendent
Mike Havrilla Glover Superintendent
Terrell Manigan Glover Environmental Health and Safety Supervisor
Pawel Jasinski Glover Field Engineer
David Williams Geosyntec CQA Technician
Jeronimo Saenz (only) Chesapeake Supervisor
VISITOR’S NAME COMPANY
N/A N/A
N/A N/A
N/A N/A
EQUIPMENT LIST
DESCRIPTION (QTY) MODEL NO. COMMENTS
Farm Tractor (1) Challenger MT965B Not Used (with 30-inch disc harrows attached)
Farm Tractor (1) Challenger MT955B Not Used (with box blade and smooth drum roller attachments)
Rubber Tired Front End Loader (1) Volvo H061 Used
Excavator (2) Caterpillar 349F Not Used
Excavator (1) Volvo EC300EL Not Used
Dozer (1) Caterpillar D6R Not Used
Dozer (1) Caterpillar D6T LGP Not Used
Off Road Truck (7) Volvo A40G Not Used
Water Truck (8,000 gallon) (1) Klein K-800 Not Used
6-inch Diesel Pump (3) Godwin Not Used
Dozer (1) Caterpillar D8T LGP Not Used
Smooth Drum Roller (1) Caterpillar CS54B Not Used
30-Inch Disc Harrows (1) N/A Not Used
Pad Foot Roller (1) Caterpillar CP663E Not Used
Fusion Welding Machine (1) McElroy No. 824/630 Not Used
Dozer (1) Caterpillar D6H LGP Not Used
Sweeper (1) Superior Broom DT80C Not Used
DFR 2017.05.05_BC_FINAL Page 2 of 3
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Friday, 5 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
EQUIPMENT LIST (continued)
DESCRIPTION (QTY) MODEL NO. COMMENTS
Vibratory Plate Tamper (1) Mikasa MVH-408 Not Used
Excavator (1) Caterpillar 345C Not Used
Man lift (1) Genie S-40 Not Used
Dozer (1) Caterpillar D4H LGP Not Used
Vibratory Plate Tamper (1) Wacker WP 1550 Not Used
Fusion Welding Machine (1) McElroy 412 Not Used
Excavator (1) Caterpillar 320D Not Used
Excavator (1) Mini Caterpillar 304E Not Used
Water Truck (3500 gallon) (1) Klein K-350 Not Used
Rock Box (1) N/A Not Used
Rubber Tracked Dump Truck (1) IHI IC120 Not Used
Skid Steer (1) Caterpillar 275D Not Used
Dozer (1) John Deere 850K Not Used
Excavator (1) Caterpillar 325L Not Used
MATERIALS DELIVERED
DESCRIPTION QTY CONDITIONS / COMMENTS
HDPE Pipe of various sizes 20 pieces all 40-ft long Glover unloaded
SITE CONDITIONS
The Site is not suitable for work.
DESCRIPTION OF WORK
06:52 – Arrived onsite.
06:15 – Spoke with W. Clements (Glover) on the telephone; he indicated that Glover would not work today except
for unloading a truckload of nine pieces 2-in diameter solid pipe, two pieces 2x3-in dual contained pipe, and nine
pieces of 4x8-in dual contained pipe HDPE pipe. Everyone else was sent home due to severe thunderstorms.
06:20 – The author notified D. Williams and A. Sivashanthan (Geosyntec). A. Reeder was previously scheduled to
be off today.
Received and reviewed laboratory test results for protective cover samples PC-08 and PC-09. Both samples met
the project requirements for hydraulic conductivity. Entered results into database and uploaded the documents to
the shared documents website.
09:02 - Received and reviewed laboratory test results for primary destructive samples 4-045 to 4-050. All samples
met the project requirements for shear strength and peel adhesion. Entered results into database and uploaded the
documents to the shared documents website.
DFR 2017.05.05_BC_FINAL Page 3 of 3
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Friday, 5 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
09:45 – The author and D. Williams completed administrative work and departed the site.
15:01 - Received and reviewed laboratory test results for primary destructive sample 4-051. The sample met the
project requirements for shear strength and peel adhesion.
PROBLEMS/DELAYS ENCOUNTERED
Severe thunderstorms caused a delay of one day.
MODIFICATIONS TO PLANNED SCOPE OF WORK
No modifications to the planned scope of work were made.
TESTING
No testing was required or performed.
INCIDENTS
No incidents were observed.
OTHER INFORMATION
Time Work Started 06:52 – 09:45 Completed: 3.0 hours Prepared By: Billy Carruth

1300 South Mint Street, Suite 300 Charlotte, North Carolina 28203 704.227.0840

DFR 2017.05.08_BC_FINAL Page 1 of 6

DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Monday, 8 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
CLIENT: Duke Energy Progress (DEP) LOCATION: Wilmington, North Carolina
CONTRACTOR(S): Glover Construction (Glover) and Chesapeake Containment Systems (Chesapeake)
WEATHER: Clear and sunny, Low: 48°F, High: 76°F, Precipitation Accumulation: 0
ON-SITE PERSONNEL
NAME COMPANY POSITION
Wayne Clements Glover Superintendent
Mike Havrilla Glover Superintendent
Terrell Manigan Glover Environmental Health and Safety Supervisor
Pawel Jasinski Glover Field Engineer
Aaron Reeder Geosyntec CQA Technician
David Williams Geosyntec CQA Technician
Jeronimo Saenz (+ crew of 11) Chesapeake Supervisor
VISITOR’S NAME COMPANY
Survey crew of two Surveying Solutions
Matt Glover and Walt Williford Glover
EQUIPMENT LIST
DESCRIPTION (QTY) MODEL NO. COMMENTS
Farm Tractor (1) Challenger MT965B Not Used (with 30-inch disc harrows attached)
Farm Tractor (1) Challenger MT955B Used (with box blade and smooth drum roller attachments)
Rubber Tired Front End Loader (1) Volvo H061 Used
Excavator (2) Caterpillar 349F Two Used
Excavator (1) Volvo EC300EL Used
Dozer (1) Caterpillar D6R Used
Dozer (1) Caterpillar D6T LGP Used
Off Road Truck (7) Volvo A40G Seven Used
Water Truck (8,000 gallon) (1) Klein K-800 Used
6-inch Diesel Pump (3) Godwin One Used
Dozer (1) Caterpillar D8T LGP Used
Smooth Drum Roller (1) Caterpillar CS54B Used
30-Inch Disc Harrows (1) N/A Not Used
Pad Foot Roller (1) Caterpillar CP663E Not Used
Fusion Welding Machine (1) McElroy No. 824/630 Not Used
Dozer (1) Caterpillar D6H LGP Used
Sweeper (1) Superior Broom DT80C Not Used
DFR 2017.05.08_BC_FINAL Page 2 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Monday, 8 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
EQUIPMENT LIST (continued)
DESCRIPTION (QTY) MODEL NO. COMMENTS
Vibratory Plate Tamper (1) Mikasa MVH-408 Not Used
Excavator (1) Caterpillar 345C Not Used
Man lift (1) Genie S-40 Not Used
Dozer (1) Caterpillar D4H LGP Not Used
Vibratory Plate Tamper (1) Wacker WP 1550 Not Used
Fusion Welding Machine (1) McElroy 412 Used
Excavator (1) Caterpillar 320D Not Used
Excavator (1) Mini Caterpillar 304E Used
Water Truck (3500 gallon) (1) Klein K-350 Not Used
Rock Box (1) N/A Used
Rubber Tracked Dump Truck (1) IHI IC120 Used
Skid Steer (1) Caterpillar 275D Used
Dozer (1) John Deere 850K Used
Excavator (1) Caterpillar 325L Not Used
MATERIALS DELIVERED
DESCRIPTION QTY CONDITIONS / COMMENTS
Compacted Soil 135 Loads / 1,784 cy Stockpiled
SITE CONDITIONS
The Site is suitable for work.
DESCRIPTION OF WORK
06:34 – Arrived onsite.
Glover continued to import compacted soil. Glover used a Caterpillar D6H dozer to stockpile the incoming material.
Chesapeake cleaned the primary geomembrane in the sump and riser pipe trench of Cell 4 and then installed primary
geocomposite in the sump and riser pipe trench of Cell 4. Geosyntec observed proper overlap and net tie spacing
of the geonet component and continuous sewing of the geotextile component.
Glover started filling the Southern-most leachate tank with water from the nearby drilled wells using a 3-inch pump.
08:15 – Surveying Solutions was onsite to perform asbuilt surveys of the protective cover placed in Cell 4, the
primary geomembrane in the sump/riser pipe trench of Cell 4, the invert elevations of the Leachate Detection
System (LDS) riser pipe and cleanout pipe in Cell 4, the rims of the four (4) manholes, and to set grade stakes for
the truck loadout area.
09:35 – 10:40 - Geosyntec collected general fill sample GF-043 and delivered the sample to ECS laboratory for
conformance testing.
DFR 2017.05.08_BC_FINAL Page 3 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Monday, 8 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
Glover fusion welded approximately 620 feet of 8-inch diameter perforated and 40 feet of 8-inch solid HDPE
Leachate Collection System (LCS) piping in Cell 4. Leachate collection gravel was placed over approximately 560
feet of the perforated LCS pipe. Nonwoven geotextile was overlapped at least 2-feet below the perforated pipe.
Approximately 70 cy of leachate collection gravel were placed over the perforated LCS piping, per Glover. Glover
used a Caterpillar 349F excavator to place leachate collection gravel over the perforated LCS piping in Cell 4.
Nonwoven geotextile was overlapped at least two feet above the gravel.
Glover used a Caterpillar 349F excavator to load protective cover material and general fill onto off-road trucks
from a stockpile of dredged material at the S.T. Wooten borrow area. The off-road trucks hauled the material to
Cells 4 and 6.
Glover used Caterpillar D6R and D6T dozers to continue placing and grading protective cover in Cell 4.
Glover used a Caterpillar D8T dozer to continue placing general fill hauled to Cell 6.
Glover used a Caterpillar CS54B smooth drum roller to compact the general fill placed in Cell 6.
Geosyntec performed a standard count on the Troxler nuclear moisture/density gauge.
Geosyntec performed Field Density Testing (FDT) on general fill Lifts 4 and 5, in Cell 6. Twelve FDTs were
performed. All FDTs met the project requirements for density and moisture content. Geosyntec also collected two
moisture samples for moisture correlation with the Troxler nuclear moisture/density gauge. See the FDT Test Log
for details. Glover was notified of test results.
Glover used a Klein K-800 water truck to provide dust control on the haul roads and to moisture condition the
general fill in Cell 6.
Glover used a Challenger farm tractor with a smooth drum attachment to maintain the truck haul routes.
Glover used a Volvo EC300EL excavator, a Caterpillar 304E mini excavator, and a John Deere 850K dozer to
grade and shape the outer North Perimeter Berm of Cell 3. Excess material from grading was transported to Cell
6 and placed as general fill.
11:00 – Chesapeake departed the site.
12:00 – 12:15 – Lunch break
13:00 – 14:40 – The author went offsite for vehicle service.
15:13 – Received and reviewed laboratory test results for compacted soil sample CS-020.
15:15 – Notified W. Clements (Glover) that the geomembrane in the west anchor trench of Cell 4 needed to be
trimmed to match Detail 5, shown on Sheet 25 of the Construction Drawings. Glover to notify Chesapeake.
Glover also installed one of two 24-inch diameter HDPE primary riser pipes in Cell 4 and placed leachate collection
gravel over the pipe in the sump.
Approximately 1,771 cy of protective cover were hauled from the S.T. Wooten dredge stockpile into Cell 4 today,
per Glover.
DFR 2017.05.08_BC_FINAL Page 4 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Monday, 8 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
Approximately 3,696 cy total of general fill were hauled from the S.T. Wooten dredge stockpile (1,584 cy) and the
outer North Perimeter Berm of Cell 3 (2,112 cy) into Cell 6 today, per Glover.
17:20 – Glover started parking equipment.
17:30 – The author departed the site.
18:00 – 19:00 – The author performed administrative work offsite.
18:01 - Received and reviewed laboratory test results for protective cover sample PC-010. Test results met the
requirements for hydraulic conductivity.
PROBLEMS/DELAYS ENCOUNTERED
No problems or delays were encountered.
MODIFICATIONS TO PLANNED SCOPE OF WORK
No modifications to the planned scope of work were made.
TESTING
Geosyntec collected general fill sample GF-043 and delivered the sample to ECS laboratory for conformance
testing.
Geosyntec performed FDT on general fill Lifts 4 and 5, in Cell 6. Twelve FDTs were performed. All FDTs met
the project requirements for density and moisture content. Geosyntec also collected two moisture samples.
Received and reviewed laboratory test results for compacted soil sample CS-020.
INCIDENTS
No incidents were observed.
OTHER INFORMATION
Time Work Started 06:34 – 19:00 Completed: 10.0 hours Prepared By: Billy Carruth
DFR 2017.05.08_BC_FINAL Page 5 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Monday, 8 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0756

Direction: Southeast
Description: Chesapeake cleaned
the primary geomembrane prior to
installing Primary geocomposite
in the Cell 4 sump/riser trench.
Protective cover placement can be
seen in the background.

Photo No.: GC6198-BC-0759

Direction: East
Description: Glover placed
Leachate Collection gravel over
the Cell 4 LCS perforated pipe.
DFR 2017.05.08_BC_FINAL Page 6 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Monday, 8 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0762

Direction: East
Description: Glover installed the
Cell 4 LCS piping/gravel over
nonwoven geotextile. Primary
geocomposite can be seen in the
sump/riser pipe trench of Cell 4.
Photo No.: GC6198-BC-0769

Direction: East
Description: Glover placed LCS
gravel over the primary LCS pipe
installed in the Cell 4 sump.

1300 South Mint Street, Suite 300 Charlotte, North Carolina 28203 704.227.0840

DFR 2017.05.09_BC_FINAL Page 1 of 6

DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Tuesday, 9 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
CLIENT: Duke Energy Progress (DEP) LOCATION: Wilmington, North Carolina
CONTRACTOR(S): Glover Construction (Glover) and Chesapeake Containment Systems (Chesapeake)
WEATHER: Partly to mostly cloudy, Low: 50°F, High: 75°F, Precipitation Accumulation: Trace
ON-SITE PERSONNEL
NAME COMPANY POSITION
Wayne Clements Glover Superintendent
Mike Havrilla Glover Superintendent
Terrell Manigan Glover Environmental Health and Safety Supervisor
Pawel Jasinski Glover Field Engineer
Aaron Reeder Geosyntec CQA Technician
David Williams Geosyntec CQA Technician
Jeronimo Saenz (+ crew of 12) Chesapeake Supervisor
VISITOR’S NAME COMPANY
Crew of two TEC Industrial
EQUIPMENT LIST
DESCRIPTION (QTY) MODEL NO. COMMENTS
Farm Tractor (1) Challenger MT965B Not Used (with 30-inch disc harrows attached)
Farm Tractor (1) Challenger MT955B Used (with box blade and smooth drum roller attachments)
Rubber Tired Front End Loader (1) Volvo H061 Used
Excavator (2) Caterpillar 349F Two Used
Excavator (1) Volvo EC300EL Used
Dozer (1) Caterpillar D6R Used
Dozer (1) Caterpillar D6T LGP Used
Off Road Truck (7) Volvo A40G Seven Used
Water Truck (8,000 gallon) (1) Klein K-800 Used
6-inch Diesel Pump (3) Godwin One Used
Dozer (1) Caterpillar D8T LGP Used
Smooth Drum Roller (1) Caterpillar CS54B Used
30-Inch Disc Harrows (1) N/A Not Used
Pad Foot Roller (1) Caterpillar CP663E Not Used
Fusion Welding Machine (1) McElroy No. 824/630 Not Used
Dozer (1) Caterpillar D6H LGP Used
Sweeper (1) Superior Broom DT80C Not Used
DFR 2017.05.09_BC_FINAL Page 2 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Tuesday, 9 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
EQUIPMENT LIST (continued)
DESCRIPTION (QTY) MODEL NO. COMMENTS
Vibratory Plate Tamper (1) Mikasa MVH-408 Not Used
Excavator (1) Caterpillar 345C Not Used
Man lift (1) Genie S-40 Not Used
Dozer (1) Caterpillar D4H LGP Not Used
Vibratory Plate Tamper (1) Wacker WP 1550 Not Used
Fusion Welding Machine (1) McElroy 412 Used
Excavator (1) Caterpillar 320D Not Used
Excavator (1) Mini Caterpillar 304E Not Used
Water Truck (3500 gallon) (1) Klein K-350 Not Used
Rock Box (1) N/A Used
Rubber Tracked Dump Truck (1) IHI IC120 Used
Skid Steer (1) Caterpillar 275D Used
Dozer (1) John Deere 850K Used
Excavator (1) Caterpillar 325L Not Used
MATERIALS DELIVERED
DESCRIPTION QTY CONDITIONS / COMMENTS
Compacted Soil 124 Loads / 1,617 cy Stockpiled
#57 Stone (Leachate Collection Gravel) 9 Loads / 182 tons Stockpiled
SITE CONDITIONS
The Site is suitable for work.
DESCRIPTION OF WORK
06:20 – Arrived onsite.
Glover continued to import compacted soil. Glover used a Caterpillar D6H dozer to stockpile the incoming material.
Glover continued to import and stockpile #57 Stone to be used as leachate collection gravel.
Glover continued to fill the Southern-most leachate tank with water supplied by the installed wells near the leachate
tank pad using a 3-inch hose, as they did yesterday.
TEC Industrial constructed the concrete forms for the Cell 3 riser pipes pad.
Geosyntec observed Chesapeake perform AM trial seams for 3 extrusion welders.
Chesapeake trimmed the edge of both geomembrane liners along the west anchor trench of Cell 4 to extend only
to the back of the anchor trench per Detail 5 on Sheet 25 of the Construction Drawings and then re-welded the
primary liner to the secondary liner.
DFR 2017.05.09_BC_FINAL Page 3 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Tuesday, 9 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
Chesapeake fabricated pipe boots for the primary LCS riser pipes and cleanout pipe at the east and west ends of
Cell 4. Chesapeake nondestructively tested the welds using the spark test method.
Glover fusion welded approximately 20 feet of 8-inch diameter perforated HDPE Leachate Collection System
(LCS) piping in Cell 4. Leachate collection gravel was placed over the remaining 120 feet of the perforated LCS
pipe. Nonwoven geotextile was overlapped at least 2-feet below the perforated pipe. Approximately 37 cy of
leachate collection gravel were placed over the perforated LCS piping, per Glover. Glover used a Caterpillar 349F
excavator to place leachate collection gravel over the perforated LCS piping in Cell 4. Nonwoven geotextile was
overlapped at least two feet above the gravel.
Glover installed the second 24-inch diameter HDPE primary riser pipe and the 8-inch diameter primary cleanout
pipe in Cell 4 and placed leachate collection gravel over the pipe in the sump.
Glover used a Caterpillar 349F excavator to load protective cover material and general fill onto off-road trucks
from a stockpile of dredged material at the S.T. Wooten borrow area. The off-road trucks hauled the material to
Cells 4 and 6.
Glover used Caterpillar D6R and D6T dozers to continue placing and grading protective cover in Cell 4.
Glover used a Caterpillar D8T dozer to continue placing general fill hauled to Cell 6.
Glover used a Caterpillar CS54B smooth drum roller to compact the general fill placed in Cell 6.
Geosyntec performed a standard count on the Troxler nuclear moisture/density gauge.
Geosyntec performed Field Density Testing (FDT) on general fill Lifts 2, 4, and 5, in Cell 6. Eighteen FDTs were
performed. All FDTs met the project requirements for density and moisture content. Geosyntec also collected two
moisture samples and one drive cylinder sample for moisture and density correlation with the Troxler nuclear
moisture/density gauge. See the FDT Test Log for details. Glover was notified of test results.
Glover used a Klein K-800 water truck to provide dust control on the haul roads and to moisture condition the
general fill in Cell 6.
Glover used a Challenger farm tractor with a smooth drum attachment to maintain the truck haul routes and the
general fill placed in Cell 6.
Glover used a Volvo EC300EL excavator to load grubbed topsoil from a windrow of material located at the South
end of Cell 6/North end of Cell 7. The topsoil was transported to the outer north and west perimeter berms of Cell
3. Approximately 500 cy of topsoil was placed and graded using a John Deere 850K dozer.
12:00 – 12:30 – Lunch break
Approximately 1,992 cy of protective cover were hauled from the S.T. Wooten dredge stockpile into Cell 4 today,
per Glover.
Approximately 3,240 cy of general fill were hauled from the S.T. Wooten dredge stockpile into Cell 6 today, per
Glover.
17:15 – Glover started parking equipment to stop work for the day.
DFR 2017.05.09_BC_FINAL Page 4 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Tuesday, 9 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
17:20 – The author departed the site.
20:01 – Received laboratory test results for protective cover sample PC-011.
PROBLEMS/DELAYS ENCOUNTERED
No problems or delays were encountered.
MODIFICATIONS TO PLANNED SCOPE OF WORK
No modifications to the planned scope of work were made.
TESTING
Geosyntec observed Chesapeake perform AM trial seams for 3 extrusion welders.
Chesapeake nondestructively tested the pipe boot welds using the spark test method.
Geosyntec performed FDT on general fill Lifts 2, 4, and 5, in Cell 6. Eighteen FDTs were performed. All FDTs
met the project requirements for density and moisture content. Geosyntec also collected two moisture samples and
one drive cylinder sample.
INCIDENTS
No incidents were observed.
OTHER INFORMATION
Time Work Started 06:20 – 17:20 Completed: 10.5 hours Prepared By: Billy Carruth
DFR 2017.05.09_BC_FINAL Page 5 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Tuesday, 9 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0773

Direction: North
Description: Chesapeake
trimmed the liners and rewelded
the primary liner to the secondary
liner in the Cell 4 west anchor
trench.
Photo No.: GC6198-BC-0775

Direction: East
Description: Glover used
Caterpillar D6T and D6R dozers
to continue placing protective
cover in Cell 4.
DFR 2017.05.09_BC_FINAL Page 6 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Tuesday, 9 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0776

Direction: North
Description: Chesapeake
fabricated pipe boots for the 24-in
diameter and 8-in diameter
primary LCS riser and cleanout
pipes in Cell 4.

Photo No.: GC6198-BC-0779

Direction: East
Description: Glover used a
Caterpillar 349F excavator to
place LCS gravel over the LCS
pipe in Cell 4.

1300 South Mint Street, Suite 300 Charlotte, North Carolina 28203 704.227.0840

DFR 2017.05.10_BC_FINAL Page 1 of 6

DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Wednesday, 10 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
CLIENT: Duke Energy Progress (DEP) LOCATION: Wilmington, North Carolina
CONTRACTOR(S): Glover Construction (Glover), TEC Industrial (TEC), Surveying Solutions, Jetclean America
WEATHER: Partly cloudy, Low: 62°F, High: 83°F, Precipitation Accumulation: 0
ON-SITE PERSONNEL
NAME COMPANY POSITION
Wayne Clements Glover Superintendent
Mike Havrilla Glover Superintendent
Terrell Manigan Glover Environmental Health and Safety Supervisor
Pawel Jasinski Glover Field Engineer
Aaron Reeder Geosyntec CQA Technician
David Williams Geosyntec CQA Technician
VISITOR’S NAME COMPANY
Crew of five TEC Industrial
Crew of two Surveying Solutions
Crew of two Jetclean America
Walt Williford Glover
EQUIPMENT LIST
DESCRIPTION (QTY) MODEL NO. COMMENTS
Farm Tractor (1) Challenger MT965B Not Used (with 30-inch disc harrows attached)
Farm Tractor (1) Challenger MT955B Used (smooth drum roller attachment)
Rubber Tired Front End Loader (1) Volvo H061 Used
Excavator (2) Caterpillar 349F Two Used
Excavator (1) Volvo EC300EL Not Used
Dozer (1) Caterpillar D6R Used
Dozer (1) Caterpillar D6T LGP Used
Off Road Truck (7) Volvo A40G Seven Used
Water Truck (8,000 gallon) (1) Klein K-800 Used
6-inch Diesel Pump (3) Godwin Two Used
Dozer (1) Caterpillar D8T LGP Used
Smooth Drum Roller (1) Caterpillar CS54B Used
30-Inch Disc Harrows (1) N/A Not Used
Pad Foot Roller (1) Caterpillar CP663E Not Used
Fusion Welding Machine (1) McElroy No. 824/630 Not Used
Dozer (1) Caterpillar D6H LGP Used
Sweeper (1) Superior Broom DT80C Not Used
DFR 2017.05.10_BC_FINAL Page 2 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Wednesday, 10 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
EQUIPMENT LIST (continued)
DESCRIPTION (QTY) MODEL NO. COMMENTS
Vibratory Plate Tamper (1) Mikasa MVH-408 Not Used
Excavator (1) Caterpillar 345C Not Used
Man lift (1) Genie S-40 Not Used
Dozer (1) Caterpillar D4H LGP Not Used
Vibratory Plate Tamper (1) Wacker WP 1550 Not Used
Fusion Welding Machine (1) McElroy 412 Not Used
Excavator (1) Caterpillar 320D Not Used
Excavator (1) Mini Caterpillar 304E Not Used
Water Truck (3500 gallon) (1) Klein K-350 Used
Rock Box (1) N/A Not Used
Rubber Tracked Dump Truck (1) IHI IC120 Used
Skid Steer (1) Caterpillar 275D Not Used
Dozer (1) John Deere 850K Used
Excavator (1) Caterpillar 325L Used
MATERIALS DELIVERED
DESCRIPTION QTY CONDITIONS / COMMENTS
Compacted Soil 135 Loads / 1,768 cy Stockpiled
SITE CONDITIONS
The Site is suitable for work.
DESCRIPTION OF WORK
06:55 – Arrived onsite.
Chesapeake Containment Systems demobilized from the site early this morning.
Geosyntec collected compacted soil sample CS-22 and protective cover sample PC-12.
Glover continued to import compacted soil. Glover used a Caterpillar D6H dozer to stockpile the incoming material.
Glover continued to fill the southern-most leachate tank with water supplied by the installed wells near the leachate
tank pad using a 3-inch hose, as they did yesterday.
Glover started filling the forcemain pipe between the leachate tanks and Manhole 4 (MH-04) to remove air from
the line, in preparation for hydrostatic testing.
09:20 – 10:10 – Geosyntec delivered compacted soil sample CS-22 and protective cover sample PC-12 to ECS
laboratory for conformance testing.
TEC Industrial worked on the installation of the electrical conduit for the Cell 3 pump panel.
DFR 2017.05.10_BC_FINAL Page 3 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Wednesday, 10 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
Surveying Solutions was onsite to perform asbuilt surveys of the Leachate Collection System (LCS) piping and
Primary pipe boots in Cell 4, as well as the general fill material coming from the S.T. Wooten dredge pile and
placed to date in Cell 6.
Glover used a Caterpillar 349F excavator to load protective cover material and general fill onto off-road trucks
from a stockpile of dredged material at the S.T. Wooten borrow area. The off-road trucks hauled the material to
Cells 4 and 6.
Glover used Caterpillar D6R and D6T dozers to continue placing and grading protective cover in the southern
portion of Cell 4.
Glover used a Caterpillar D8T dozer to continue placing general fill hauled to Cell 6.
Glover used a Caterpillar CS54B smooth drum roller to compact the general fill placed in Cell 6.
Geosyntec performed a standard count on the Troxler nuclear moisture/density gauge.
Geosyntec performed Field Density Testing (FDT) on general fill Lifts 1, 2, and 5, in Cell 6. Twenty FDTs were
performed. All FDTs met the project requirements for density and moisture content. Geosyntec also collected two
moisture samples for moisture correlation with the Troxler nuclear moisture/density gauge. See the FDT Test Log
for details. Glover was notified of test results.
Glover used a Klein K-800 water truck to provide dust control on the haul roads.
Glover used a Challenger farm tractor with a smooth drum attachment to maintain the truck haul routes.
Glover used a Caterpillar 325L excavator to load grubbed topsoil from a windrow of material located at the south
end of Cell 6 and the north end of Cell 7. The topsoil was transported to the outer east perimeter berm of Cell 3 by
an IHI IC120 rubber tracked dump truck and placed using a John Deere 850K dozer. Approximately 90 cy of
topsoil were transported and placed.
Jetclean America was onsite to jet and video scope the 6-inch diameter HDPE Leachate Detection System (LDS)
and the 8-inch diameter HDPE LCS piping in Cell 4. Geosyntec noted the jetting and observed the video scope
work. No obstructions or deleterious material were observed.
12:10 – 12:30 – Lunch break
14:00 – 14:45 – The author attended the weekly construction progress meeting.
Approximately 1,944 cy of protective cover were hauled from the S.T. Wooten dredge stockpile into Cell 4 today,
per Glover.
Approximately 3,960 cy of general fill were hauled from the S.T. Wooten dredge stockpile into Cell 6 today, per
Glover.
17:28 – Glover started parking equipment to stop work for the day.
17:30 – The author departed the site.
DFR 2017.05.10_BC_FINAL Page 4 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Wednesday, 10 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
PROBLEMS/DELAYS ENCOUNTERED
No problems or delays were encountered.
MODIFICATIONS TO PLANNED SCOPE OF WORK
No modifications to the planned scope of work were made.
TESTING
Geosyntec collected and delivered compacted soil sample CS-22 and protective cover sample PC-12.
Geosyntec performed FDTs on general fill Lifts 1, 2, and 5, in Cell 6. Twenty FDTs were performed. All FDTs
met the project requirements for density and moisture content. Geosyntec also collected two moisture samples.
INCIDENTS
No incidents were observed.
OTHER INFORMATION
Time Work Started 06:55 – 17:30 Completed: 10.25 hours Prepared By: Billy Carruth
DFR 2017.05.10_BC_FINAL Page 5 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Wednesday, 10 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0784

Direction: South
Description: TEC Industrial
installed electric conduit for the
Cell 3 pump panel.
Photo No.: GC6198-BC-0785

Direction: South
Description: Glover used
Caterpillar D6T and D6R dozers
to continue placing protective
cover in the southern portion of
Cell 4.
DFR 2017.05.10_BC_FINAL Page 6 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Wednesday, 10 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0787

Direction: East
Description: Jetclean America
jetted the Cell 4 secondary 6-inch
diameter HDPE LDS pipe.
Photo No.: GC6198-BC-0789

Direction: N/A
Description: Jetclean America
video scopes Cell 4 primary 8-
inch diameter HDPE LCS pipe.

1300 South Mint Street, Suite 300 Charlotte, North Carolina 28203 704.227.0840

DFR 2017.05.11_BC_FINAL Page 1 of 6

DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Thursday, 11 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
CLIENT: Duke Energy Progress (DEP) LOCATION: Wilmington, North Carolina
CONTRACTOR(S): Glover Construction (Glover) and TEC Industrial (TEC)
WEATHER: Partly cloudy, Low: 69°F, High: 88°F, Precipitation Accumulation: 0
ON-SITE PERSONNEL
NAME COMPANY POSITION
Wayne Clements Glover Superintendent
Mike Havrilla Glover Superintendent
Terrell Manigan Glover Environmental Health and Safety Supervisor
Pawel Jasinski Glover Field Engineer
Aaron Reeder Geosyntec CQA Technician
David Williams Geosyntec CQA Technician
VISITOR’S NAME COMPANY
Crew of four TEC Industrial
N/A N/A
EQUIPMENT LIST
DESCRIPTION (QTY) MODEL NO. COMMENTS
Farm Tractor (1) Challenger MT965B Not Used (with 30-inch disc harrows attached)
Farm Tractor (1) Challenger MT955B Used (smooth drum roller attachment)
Rubber Tired Front End Loader (1) Volvo H061 Used
Excavator (2) Caterpillar 349F Two Used
Excavator (1) Volvo EC300EL Used
Dozer (1) Caterpillar D6R Used
Dozer (1) Caterpillar D6T LGP Used
Off Road Truck (7) Volvo A40G Seven Used
Water Truck (8,000 gallon) (1) Klein K-800 Used
6-inch Diesel Pump (3) Godwin One Used
Dozer (1) Caterpillar D8T LGP Used
Smooth Drum Roller (1) Caterpillar CS54B Used
30-Inch Disc Harrows (1) N/A Not Used
Pad Foot Roller (1) Caterpillar CP663E Not Used
Fusion Welding Machine (1) McElroy No. 824/630 Not Used
Dozer (1) Caterpillar D6H LGP Used
Sweeper (1) Superior Broom DT80C Not Used
DFR 2017.05.11_BC_FINAL Page 2 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Thursday, 11 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
EQUIPMENT LIST (continued)
DESCRIPTION (QTY) MODEL NO. COMMENTS
Vibratory Plate Tamper (1) Mikasa MVH-408 Not Used
Excavator (1) Caterpillar 345C Not Used
Man lift (1) Genie S-40 Not Used
Dozer (1) Caterpillar D4H LGP Not Used
Vibratory Plate Tamper (1) Wacker WP 1550 Not Used
Fusion Welding Machine (1) McElroy 412 Not Used
Excavator (1) Caterpillar 320D Not Used
Excavator (1) Mini Caterpillar 304E Not Used
Water Truck (3500 gallon) (1) Klein K-350 Not Used
Rock Box (1) N/A Not Used
Rubber Tracked Dump Truck (1) IHI IC120 Used
Skid Steer (1) Caterpillar 275D Used
Dozer (1) John Deere 850K Used
Excavator (1) Caterpillar 325L Not Used
MATERIALS DELIVERED
DESCRIPTION QTY CONDITIONS / COMMENTS
Compacted Soil 139 Loads / 1,875 cy Stockpiled
SITE CONDITIONS
The Site is suitable for work.
DESCRIPTION OF WORK
05:56 – Arrived onsite.
Geosyntec collected general fill sample GF-044.
Glover continued to import compacted soil. Glover used a Caterpillar D6H dozer to stockpile the incoming material.
Glover continued to fill the southern-most leachate tank with water supplied by the installed wells near the leachate
tank pad using a 3-inch hose.
Glover stopped filling the forcemain pipe between the leachate tanks and Manhole 4 (MH-04) due to a leaking
blade valve in MH-02.
09:05 – 10:00 – Geosyntec delivered general fill sample GF-044 to ECS laboratory for conformance testing.
TEC Industrial poured concrete for the Cell 3 pump panel.
DFR 2017.05.11_BC_FINAL Page 3 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Thursday, 11 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
Glover used a Caterpillar 349F excavator to load protective cover material and general fill onto off-road trucks
from a stockpile of dredged material at the S.T. Wooten borrow area. The off-road trucks hauled the material to
Cells 4 and 6.
Glover used Caterpillar D6R and D6T dozers to continue placing and grading protective cover in the southern
portion of Cell 4, essentially reaching substantial completion.
Glover used a Volvo EC300EL excavator, a Caterpillar 275D skid steer, and an IHI IC120 rubber tracked dump
truck to place protective cover over the Cell 4 west perimeter berm, including the primary riser pipes.
Glover used a Caterpillar 349F excavator to remove the protective cover access ramp at the northwestern corner of
Cell 4.
Glover used a Caterpillar D8T dozer to continue placing general fill hauled to Cell 6.
Glover used a Caterpillar CS54B smooth drum roller to compact the general fill placed in Cell 6.
Geosyntec performed a standard count on the Troxler nuclear moisture/density gauge.
Geosyntec performed Field Density Testing (FDT) on general fill Lifts 5 and 6, in Cell 6. Thirty FDTs were
performed. All FDTs met the project requirements for density and moisture content. Geosyntec also collected three
moisture samples and one drive cylinder sample for moisture and density correlation with the Troxler nuclear
moisture/density gauge. See the FDT Test Log for details. Glover was notified of test results.
Glover used a Klein K-800 water truck to provide dust control on the haul roads.
Glover used a Challenger farm tractor with a smooth drum attachment to maintain the truck haul routes.
Glover used a Volvo excavator to resume loading grubbed topsoil from a windrow of material located at the south
end of Cell 6/north end of Cell 7. The topsoil was transported to the outer east and west perimeter berms of Cell 3
by an IHI IC120 rubber tracked dump truck and placed using a John Deere 850K dozer. Approximately 81 cy of
topsoil were transported and placed.
12:00 – 12:15 – Lunch break
Approximately 480 cy of protective cover were hauled from the S.T. Wooten dredge stockpile into Cell 4 today,
per Glover.
Approximately 6,552 cy of general fill were hauled from the S.T. Wooten dredge stockpile into Cell 6 today, per
Glover.
17:01 – Received and reviewed ECS laboratory test results for compacted soil sample CS-021 and general fill
sample GF-043. All test results met the requirements of the project.
17:20 – Glover started parking equipment to stop work for the day.
17:30 – The author departed the site.
DFR 2017.05.11_BC_FINAL Page 4 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Thursday, 11 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
PROBLEMS/DELAYS ENCOUNTERED
No problems or delays were encountered.
MODIFICATIONS TO PLANNED SCOPE OF WORK
No modifications to the planned scope of work were made.
TESTING
Geosyntec collected and delivered general fill sample GF-044 to ECS laboratory for conformance testing.
Geosyntec performed FDT on general fill Lifts 5 and 6, in Cell 6. Thirty FDTs were performed. All FDTs met the
project requirements for density and moisture content. Geosyntec also collected three moisture samples and one
drive cylinder sample. See the FDT Test Log for details. Glover was notified of test results.
INCIDENTS
No incidents were observed.
OTHER INFORMATION
Time Work Started 05:56 – 17:30 Completed: 11.25 hours Prepared By: Billy Carruth
DFR 2017.05.11_BC_FINAL Page 5 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Thursday, 11 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0792

Direction: Northeast
Description: Glover used a John
Deere 850K dozer to place topsoil
on the outside of Cell 3 west
perimeter berm.

Photo No.: GC6198-BC-0793

Direction: Northeast
Description: Glover used
Caterpillar D6R dozer to
substantially complete placing
protective cover in Cell 4.
DFR 2017.05.11_BC_FINAL Page 6 of 6
DAILY FIELD REPORT
PROJECT AND SITE INFORMATION
PROJECT: L.V. Sutton CCR Landfill DATE: Thursday, 11 May 2017
DESCRIPTION: Cell Construction PROJECT NO.: GC6198 TASK NO. 01
SITE PHOTOGRAPHS
Photo No.: GC6198-BC-0794

Direction: East
Description: Glover used a
Caterpillar D8T dozer to continue
placing general fill in Cell 6.
Photo No.: GC6198-BC-0795

Direction: South
Description: TEC Industrial
finished concrete pour at the Cell
3 pump panel pad.

Request for Information Summary

Information provided in:
Construction Certification Report
Phase I - Cell 3
(DIN 28196)

Subgrade Certification Letter

1300 Mint Street, Suite 300 Charlotte, North Carolina 28203 PH 704.227.0840 www.geosyntec.com
GC6198/Subgrade Certification - Cell 4

14 February 2017
Mr. Stephen Williams
Duke Energy Corporation 801 Sutton Steam Plant Road Wilmington, NC 28401
Subject: Subgrade Certification Letter Sutton CCR Landfill - Cell 4 Wilmington, North Carolina
Dear Mr. Williams:
Geosyntec Consultants of North Carolina, P.C. (Geosyntec) prepared this letter to comply with
Condition No. 9 found in Attachment 2 of the Permit to Construct No. 6512-INDUS-2016 for the
Sutton CCR Landfill located in Wilmington, North Carolina.
Condition No. 9 states, “A licensed geologist must report any pertinent geological feature(s)
exposed during phase or cell excavation. Prior to placing any landfill liner, the geologist must
submit to the Section Hydrogeologist a written report that includes an accurate description of
the exposed geological feature(s) and effect of the geological feature(s) on the design,
construction, and operation of the cell, phase, or unit.”
OVERVIEW OF CONSTRUCTION OBSERVATION
The earthworks construction activities were performed by Glover Construction (Glover) starting
on December 2016 and were substantially completed on February 2017. Mr. John Carruth of
Geosyntec served as the designated representative and was on site to observe the construction
activities under the direction of the undersigned.
CERTIFICATION
Surficial sands and the Cretaceous Peedee Formation underlie the North Pond and are very
similar in nature. There are no significant confining units between the two formational units in
this area. Fill material was excavated from the North Pond and from the borrow pit at the ST
Wooten Property, which is adjacent to landfill area, to bring the Cell 4 area up in elevation from
between four and six feet; no excavation occurred in the Cell 4 area.
Mr. Stephen Williams
14 February 2017 Page 2
GC6198/Subgrade Certification - Cell 4
As expected, the soils excavated in the North Pond and the borrow pit to obtain structural fill for
placement in Cell 4 corresponded to a light brown to tan, fine to medium sand. The observed
geological features will not have any adverse effect on the design, construction, and operation of
Cell 4.
If you have any questions or require additional information, please do not hesitate to contact the
undersigned.
Sincerely,

Beau Hodge, P.G.
Principal Geologist
NC License No. 1243

C. Fabian Benavente, P.E.
Senior Engineer
APPENDIX B

GEOTECHNICAL LABORATORY
TEST RESULTS

General Fill/Subgrade
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-
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4
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-
0
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5
8.
8
No
No
GM
-
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6
No
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-
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9
5.
6
No
No
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-
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4
0
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9
No
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-
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4
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6
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-
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4
2
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5
No
No
GM
-
0
4
3
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5
No
No
GM
-
0
4
4
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8
No
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GM
-
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4
5
9.
2
No
No
GM
-
0
4
6
7.
8
No
No
GM
-
0
4
7
7.
5
No
No
GM
-
0
4
8
7.
8
No
No
GM
-
0
4
9
6
No
No
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-
0
5
0
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2
No
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GM
-
0
5
1
6
No
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-
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5
2
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9
No
No
GM
-
0
5
3
7.
6
No
No
GM
-
0
5
4
4.
8
No
No
GM
-
0
5
5
4.
1
No
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GM
-
0
5
6
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5
No
No
GM
-
0
5
7
4.
5
No
No
GM
-
0
5
8
4.
2
No
No
GM
-
0
5
9
5.
9
No
No
GM
-
0
6
0
6.
8
No
No
GM
-
0
6
1
6.
5
No
No
GM
-
0
6
2
6.
9
No
No
GM
-
0
6
3
6.
5
No
No
GM
-
0
6
4
4.
9
No
No
GM
-
0
6
5
5.
1
No
No
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GM
-
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6
6
5.
3
No
No
GM
-
0
6
7
6.
3
No
No
GM
-
0
6
8
8.
2
No
No
GM
-
0
6
9
5.
3
No
No
GM
-
0
7
0
5.
5
No
No
GM
-
0
7
1
4.
9
No
No
GM
-
0
7
2
6.
1
No
No
GM
-
0
7
3
3.
4
No
No
GM
-
0
7
4
3.
4
No
No
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:
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Page 4 of 4
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Tested By: KEL
12/17/16
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Brown, Fine to Medium SAND (SP)
#4
#10#20
#40
#60#100
#200
100.0
100.096.9
63.2
15.93.2
1.8
NP NV NP
0.6654 0.5919 0.40980.3684 0.2992 0.24610.2224 1.84 0.98
SP A-3
As Received Moisture = 7.4%
Duke Energy
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 16-DEC-16 Depth: 0.00-0.00
Sample Number: GF-016 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 36.8 61.4 1.8
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: KEL
1/5/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Light Brown, Fine to Medium SAND
#4
#10#20
#40
#60#100
#200
100.0
100.099.2
72.0
15.20.9
0.2
NP NV NP
0.5563 0.5048 0.37860.3473 0.2923 0.24940.2311 1.64 0.98
SP A-3
As Received Moisture = 4.8%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 4-JAN-17 (ST Wooten)Depth: 0.00-0.00
Sample Number: GF-017 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 28.0 71.8 0.2
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: PW Checked By: KEL
Dr
y

d
e
n
s
i
t
y
,

p
c
f
70
80
90
100
110
120
130
140
Water content, %
0 5 10 15 20 25 30 35 40
100% SATURATION CURVES
FOR SPEC. GRAV. EQUAL TO:
2.82.72.6
Test specification:
ASTM D 698-12 Method A Standard

24838 1/6/17
Sutton - Coal Combustion Residuals Landfill
Duke Energy Carolinas, LLC
Light Brown, Fine to Medium SAND
SP A-3
4.8 %2.60
NV NP
0.2 %
Maximum dry density = 99.4 pcf
Optimum moisture = 15.2 %
Curve No.: GF-017
Project No.:Date:
Project:
Client:
Source of Sample: 4-JAN-17 (ST Wooten)Depth: 0.00-0.00
Sample Number: GF-017
Remarks:
MATERIAL DESCRIPTION
Description:
Classifications -USCS:AASHTO:
Nat. Moist. =Sp.G. =
Liquid Limit =Plasticity Index =
% < No.200 =
TEST RESULTS
Figure
ECS Carolinas, LLP
COMPACTION TEST REPORT
Tested By: KEL
1/18/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Grayish Brown, Fine to Medium SAND
#4
#10#20
#40
#60#100
#200
100.0
100.098.4
66.9
16.21.8
0.6
NP NV NP
0.6165 0.5523 0.39450.3575 0.2943 0.24540.2242 1.76 0.98
SP A-3
As Received Moisture = 5.0%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 13-JAN-17 (ST Wooten)Depth: 0.00-0.00
Sample Number: GF-18 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 33.1 66.3 0.6
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: KEL
1/23/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Grayish Brown, Fine to Medium SAND
#4
#10#20
#40
#60#100
#200
100.0
100.096.9
60.2
14.62.0
0.9 0.6856 0.6141 0.42400.3795 0.3062 0.25170.2287 1.85 0.97
SP
As Received Moisture = 6.0%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 18-JAN-17 (ST Wooten)Depth: 0.00-0.00
Sample Number: GF-19 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 39.8 59.3 0.9
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: KEL
1/26/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Pale Brown, Fine to Medium SAND
#4
#10#20
#40
#60#100
#200
100.0
100.099.2
83.5
25.23.4
1.1
NP NV NP
0.5307 0.4452 0.34040.3135 0.2630 0.21760.1966 1.73 1.03
SP A-3
As Received Moisture = 4.7%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 23-JAN-17 (ST Wooten)Depth: 0.00-0.00
Sample Number: GF-20 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 16.5 82.4 1.1
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: KEL
1/31/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Pale Brown, Fine to Medium SAND
#4
#10
#20
#40
#60#100
#200
100.0
100.0
96.7
69.8
20.82.6
1.7
NP NV NP
0.6166 0.5425 0.38040.3435 0.2798 0.22850.2058 1.85 1.00
SP A-3
As Recieved Moisture = 7.8%
Duke Energy
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 27-JAN-17 Depth: 0.00-0.00
Sample Number: GF-21 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 30.2 68.1 1.7
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: PW Checked By: KEL
Dr
y

d
e
n
s
i
t
y
,

p
c
f
70
80
90
100
110
120
130
140
Water content, %
0 5 10 15 20 25 30 35 40
100% SATURATION CURVES
FOR SPEC. GRAV. EQUAL TO:
2.82.72.6
Test specification:
ASTM D 698-12 Method A Standard

24838 1/30/17
Sutton - Coal Combustion Residuals Landfill
Duke Energy
Pale Brown, Fine to Medium SAND
SP A-3
7.8 %2.60
NV NP
1.7 %
Maximum dry density = 99.7 pcf
Optimum moisture = 14.8 %
Curve No.: GF-21
Project No.:Date:
Project:
Client:
Source of Sample: 27-JAN-17 Depth: 0.00-0.00
Sample Number: GF-21
Remarks:
MATERIAL DESCRIPTION
Description:
Classifications -USCS:AASHTO:
Nat. Moist. =Sp.G. =
Liquid Limit =Plasticity Index =
% < No.200 =
TEST RESULTS
Figure
ECS Carolinas, LLP
COMPACTION TEST REPORT
Tested By: PW Checked By: KEL
2/8/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Brown, Fine to Medium SAND
#4
#10
#20
#40
#60#100
#200
100.0
100.0
97.1
61.9
13.52.2
1.6
NP NV NP
0.6673 0.5963 0.41620.3750 0.3066 0.25570.2343 1.78 0.96
SP A-3
As Received Moisture = 4.7%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 31-JAN-17 Depth: 0.00-0.00
Sample Number: GF-22 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 38.1 60.3 1.6
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: PW Checked By: KEL
2/11/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Brown, Fine to Medium SAND
#4
#10
#20
#40
#60#100
#200
100.0
100.0
97.6
60.8
8.60.7
0.5
NP NV NP
0.6594 0.5921 0.42150.3826 0.3186 0.27270.2553 1.65 0.94
SP A-3
As Received Moisture = 3.9%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 6-FEB-17 (ST Wooten)Depth: 0.00-0.00
Sample Number: GF-23 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 39.2 60.3 0.5
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: PW Checked By: KEL
COMPACTION TEST REPORT
Curve No.: GF-24
Project No.:Date:
Project:
Client:
Source of Sample: 6-FEB-17 (ST Wooten)Depth: 0.00-0.00
Sample Number: GF-24
Remarks:
MATERIAL DESCRIPTION
Description:
Classifications -USCS:AASHTO:
Nat. Moist. =Sp.G. =
Liquid Limit =Plasticity Index =
% < No.200 =
TEST RESULTS
Figure
ECS Carolinas, LLP
24838 2/11/17
Sutton - Coal Combustion Residuals Landfill
Duke Energy
Light Brown, Fine to Medium SAND
2.60
Maximum dry density = 98.4 pcf
Optimum moisture = 13.7 %
Dr
y

d
e
n
s
i
t
y
,

p
c
f
70
80
90
100
110
120
130
140
Water content, %
0 5 10 15 20 25 30 35 40
100% SATURATION CURVES
FOR SPEC. GRAV. EQUAL TO:
2.82.72.6
Test specification:
ASTM D 698-12 Method A Standard

Tested By: PW Checked By: KEL
2/21/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Light Brown, Fine to Medium SAND
#4
#10
#20
#40
#60#100
#200
100.0
100.0
97.6
66.6
15.81.6
0.6 0.6266 0.5580 0.39570.3586 0.2954 0.24700.2261 1.75 0.98
SP
As Received Moisture = 1.2%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 13-FEB-17 (ST Wooten)Depth: 0.00-0.00
Sample Number: GF-25 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 33.4 66.0 0.6
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 9 day Dec. month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBERV
U
T
S
R
Q
P
O
N
M
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightGMF
L
K 3-010 3-020 3-030
J -1.4 -1.6 0.5
I 3.8 10.4 4.1
H 2.4 8.8 4.6
G 272.9 323.2 191.5
F 6.5 28.3 8.9
E 279.6 331.3 199.9
D 286.1 359.6 208.8
C 6.7 8.1 8.4
B 3 62 233
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightGMF
A GM-034 GM-035 GM-036
DESCRIPTION: Cell 4 Construction 2016 year
MATERIAL TYPE: General Fill
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
GF-Lab Determination of Moisture Content of Soil.xls Page 1 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 5 day January month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightBC
A GM-037 GM-038
B 233 62
C8.48.1
D 289.9 321.1
E 280.7 310.0
F 9.2 11.1
G 272.3 301.9
H3.43.7
I3.03.4
J0.40.3
K 3-040 3-049
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightBC
L
M
N
O
P
Q
R
S
T
U
V
GF-Lab Determination of Moisture Content of Soil.xls Page 2 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 12 day January month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBERV
U
T
S
R
Q
P
O
N
M
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightBC
L
K 3-060
J0.5
I5.1
H5.6
G 322.3
F 18.2
E 329.0
D 347.2
C6.7
B2
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightBC
A GM-039
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
GF-Lab Determination of Moisture Content of Soil.xls Page 3 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 17 day January month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBERV
U
T
S
R
Q
P
O
N
M
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightBC
L
K 3-071 3-081 3-091
J 2.4 -0.3 2.4
I 5.5 7.9 5.1
H 7.9 7.6 7.5
G 187.6 201.2 253.2
F 14.8 15.2 18.9
E 194.3 207.9 259.9
D 209.1 223.1 278.8
C 6.7 6.7 6.7
B734
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightBC
A GM-040 GM-041 GM-042
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
GF-Lab Determination of Moisture Content of Soil.xls Page 4 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 19 day January month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightBC
A GM-043 GM-044 GM-045
B574
C 6.7 6.7 6.7
D 196.8 198.6 226.5
E 183.5 183.0 207.9
F 13.3 15.6 18.6
G 176.8 176.3 201.2
H 7.5 8.8 9.2
I 7.1 7.4 8.0
J 0.4 1.4 1.2
K 3-109 3-116 3-130
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightBC
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GF-Lab Determination of Moisture Content of Soil.xls Page 5 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 24 day January month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightBC
A GM-046 GM-047 GM-048 GM-049
B624560
C 8.1 6.7 6.7 8.1
D 201.1 167.8 188.7 198.4
E 187.1 156.5 175.5 187.7
F 14.0 11.3 13.2 10.7
G 179.0 149.8 168.8 179.6
H 7.8 7.5 7.8 6.0
I 5.3 6.2 4.9 4.4
J 2.5 1.3 2.9 1.6
K 3-142 3-143 3-144 3-145
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightBC
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GF-Lab Determination of Moisture Content of Soil.xls Page 6 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 27 day January month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightBC
A GM-050 GM-051 GM-052
B 60 62 677
C 8.3 8.1 8.3
D 242.7 219.3 240.5
E 223.0 207.4 221.6
F 19.7 11.9 18.9
G 214.7 199.3 213.3
H 9.2 6.0 8.9
I 7.4 4.4 6.2
J 1.8 1.6 2.7
K 3-178 3-179 3-180
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightBC
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GF-Lab Determination of Moisture Content of Soil.xls Page 7 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 31 day January month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A GM-053 GM-054 GM-055
B712
C 6.7 6.8 6.7
D 401.1 427.0 454.6
E 373.2 407.9 437.1
F 27.9 19.1 17.5
G 366.5 401.1 430.4
H 7.6 4.8 4.1
I 6.4 3.6 2.6
J 1.2 1.2 1.5
K 3-218 3-228 3-237
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
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GF-Lab Determination of Moisture Content of Soil.xls Page 8 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 1 day February month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A GM-056 GM-057 GM-058
B931
C 6.6 6.7 6.8
D 468.0 448.3 452.1
E 444.0 429.4 434.3
F 24.0 18.9 17.8
G 437.4 422.7 427.5
H 5.5 4.5 4.2
I 3.8 4.0 3.4
J 1.7 0.5 0.8
K 3-245 3-260 3-264
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
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GF-Lab Determination of Moisture Content of Soil.xls Page 9 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 2 day February month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A GM-059 GM-060 GM-061
B 1 677 61
C 6.8 8.3 6.7
D 393.2 489.3 455.5
E 371.6 458.6 428.3
F 21.6 30.7 27.2
G 364.8 450.3 421.6
H 5.9 6.8 6.5
I 4.3 6.1 6.1
J 1.6 0.7 0.4
K 3-285 3-294 3-296
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
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GF-Lab Determination of Moisture Content of Soil.xls Page 10 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 3 day February month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A GM-062
B62
C8.1
D 435.0
E 407.5
F 27.5
G 399.4
H6.9
I8.3
J-1.4
K 3-301
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
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GF-Lab Determination of Moisture Content of Soil.xls Page 11 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 6 day February month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A GM-063 GM-064 GM-065 GM-066
B 233 4 677 5
C 8.4 6.6 8.4 6.7
D 474.6 473.0 504.6 385.2
E 446.3 451.4 480.3 366.0
F 28.3 21.6 24.3 19.2
G 437.9 444.8 471.9 359.3
H 6.5 4.9 5.1 5.3
I 4.0 3.5 2.9 2.9
J 2.5 1.4 2.2 2.4
K 3-316 3-328 3-336 3-345
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
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GF-Lab Determination of Moisture Content of Soil.xls Page 12 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 7 day February month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A GM-067 GM-068
B 5 233
C6.78.6
D 323.7 288.7
E 304.9 267.5
F 18.8 21.2
G 298.2 258.9
H6.38.2
I4.76.9
J1.61.3
K 3-361 3-370
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
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GF-Lab Determination of Moisture Content of Soil.xls Page 13 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 8 day February month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A GM-069 GM-070
B 113 6
C8.16.8
D 493.9 381.9
E 469.6 362.2
F 24.3 19.7
G 461.5 355.4
H5.35.5
I3.23.2
J2.12.3
K 3-379 3-388
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
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GF-Lab Determination of Moisture Content of Soil.xls Page 14 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 9 day February month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A GM-071
B 233
C8.4
D 384.4
E 366.7
F 17.7
G 358.3
H4.9
I2.2
J2.7
K 3-396
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
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GF-Lab Determination of Moisture Content of Soil.xls Page 15 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 10 day February month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A GM-072
B6
C6.9
D 351.4
E 331.6
F 19.8
G 324.7
H6.1
I4.1
J2.0
K 3-405
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
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GF-Lab Determination of Moisture Content of Soil.xls Page 16 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 12 day February month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBERV
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OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
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E 404.8
D 418.3
C8.2
B62
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A GM-073
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
GF-Lab Determination of Moisture Content of Soil.xls Page 17 of 18
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 16 day February month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: General Fill
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A GM-074
B3
C6.7
D 375.8
E 363.8
F 12.0
G 357.1
H3.4
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OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
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GF-Lab Determination of Moisture Content of Soil.xls Page 18 of 18

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Tested By: KEL
3/1/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Orangish Brown, Clayey, Fine to Medium SAND
3/8
#4
#10
#20
#40#60
#100
#200
0.0290 mm.
0.0187 mm.0.0110 mm.
0.0078 mm.
0.0056 mm.0.0040 mm.
0.0028 mm.
0.0012 mm.
100.0
100.0
99.9
97.7
84.062.1
46.0
38.1
34.5
32.530.4
28.9
27.926.9
25.9
24.3
16 36 20
0.5201 0.4372 0.23690.1760 0.0100
SC A-6(3)
As Received Moisture = 17.2%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 23-FEB-17 (Northwest Mine)Depth: 0.00-0.00
Sample Number: CS-008 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.1 15.9 45.9 10.5 27.6
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: KEL
Orangish Brown, Clayey, Fine to Medium SAND 36 16 20 84.0 38.1 SC
24838 Duke Energy Carolinas, LLC
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No.Client:Remarks:
Project:
Figure
Source: 23-FEB-17 (Northwest Mine)Depth: 0.00-0.00 Sample No.: CS-008
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Sutton - Coal Combustion Residuals Landfill
Tested By: KEL
3/8/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Orangish Brown, Clayey, Fine to Medium SAND
3/8
#4
#10
#20
#40#60
#100
#200
0.0305 mm.
0.0196 mm.0.0114 mm.
0.0082 mm.
0.0058 mm.0.0041 mm.
0.0029 mm.
0.0012 mm.
100.0
100.0
100.0
98.6
85.057.5
41.7
34.6
30.9
28.827.1
26.0
25.023.9
22.8
21.7
17 38 21
0.4867 0.4246 0.26350.2076 0.0253
SC A-2-6(2)
As Received Moisture = 16.8%
Duke Energy
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 1-MAR-17 (Northwest Pit)Depth: 0.00-0.00
Sample Number: CS-009 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 15.0 50.4 10.1 24.5
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: KEL
Orangish Brown, Clayey, Fine to Medium SAND 38 17 21 85.0 34.6 SC
24838 Duke Energy
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No.Client:Remarks:
Project:
Figure
Source: 1-MAR-17 (Northwest Pit)Depth: 0.00-0.00 Sample No.: CS-009
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Sutton - Coal Combustion Residuals Landfill
Tested By: PW Checked By: KEL
COMPACTION TEST REPORT
Curve No.: CS-009
Project No.:Date:
Project:
Client:
Source of Sample: 1-MAR-17 (Northwest Pit)Depth: 0.00-0.00
Sample Number: CS-009
Remarks:
MATERIAL DESCRIPTION
Description:
Classifications -USCS:AASHTO:
Nat. Moist. =Sp.G. =
Liquid Limit =Plasticity Index =
% < No.200 =
TEST RESULTS
Figure
ECS Southeast, LLP
24838 3/2/17
Sutton - Coal Combustion Residuals Landfill
Duke Energy
Orangish Brown, Clayey, Fine to Medium SAND
SC A-2-6(2)
16.8 %2.60
38 21
34.6 %
Maximum dry density = 112.1 pcf
Optimum moisture = 15.0 %
Dr
y

d
e
n
s
i
t
y
,

p
c
f
70
80
90
100
110
120
130
140
Water content, %
0 5 10 15 20 25 30 35 40
100% SATURATION CURVES
FOR SPEC. GRAV. EQUAL TO:
2.82.72.6
Test specification:
ASTM D 698-12 Method A Standard

ECS Southeast, LLP
6714 Netherlands Drive
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
www.ecslimited.com
NAME:
NUMBER:
DATE:Tube:Sample:
ENGINEER:
Remarks: 112.1 pcf/15.0% Moisture
2.875 2.876
4.006 4.025
6.489 6.495
0.0150 0.0151
875.53 890.41
16.8%18.5%
109.9 109.5
91.3%99.8%
98%98%
READINGS
(Outflow)
23.4
23.0
22.7
22.4 *
22.1 *
21.8 *
21.5 *
*Reported Average Hydraulic Conductivity
Tested By:KEL
Reviewed By:KJS
0.892
3.215:00:003/7/2017
300
3/7/2017 15:30:00 5.1 300
600 1.003/7/2017 15:10:00 3.9 300
3/7/2017 15:05:00 3.6
3/7/2017 15:25:00 4.8 300
3/7/2017 15:20:00 4.5 300
300
3/7/2017 15:15:00 4.2
AVERAGE*
7.70E-07
6.81E-07
6.50E-07
6.19E-07
6.32E-07
1.00
900
1500 1.00 6.25E-07
1200 1.00 6.34E-07
1.00
1800
Hydraulic Conductivity (k@20°C)
(cm/sec)
6.02E-07
300 1.00
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD C
PROJECT INFORMATION SAMPLE INFORMATION
DESCRIPTION:Orangish Brown, Clayey, Fine to Medium SAND (SC)
24838 SOURCE:Import
3/8/2017 DEPTH:CS-009-AN/A
Sutton - Coal Combustion Residuals Landfill
Recompacted to 98% MDD @ +2% OMC
Sample Properties Initial Final
Testing Data
Test Results
Cell Pressure (psi)70
Maximum Dry Density/Optimum Moisture:
Specific Gravity (assumed)
Diameter (in)2.60
Height (in)Hydraulic Conductivity (k) (cm/sec)
PREPARATION:
6.32E-07
Water Content (%)
Top Pressure (psi)60Dry Density (pcf)Permeant Liquid
TOTAL ELAPSED TIME OUTFLOW/INFLOW RATIO HYDRAULIC CONDUCTIVITY (k) @
Test Temperature
Saturation (%)Deaired Tap Water
DATE TIME READINGS
(Inflow)
ELAPSED
TIME (sec)
% Proctor Test Temperature (°C)22.0
Area (in²)
Base Pressure / Sample
Pressure (psi)65 Area of Burette Tubes (cm2)Volume (ft³)
Mass (g)
1.00E-08
1.00E-07
1.00E-06
1.00E-05
1.00E-04
0 200 400 600 800 1000 1200 1400 1600
k,(
c
m
/
s
)

Time (s)
Hydraulic Conductivity vs. Time
Page 1
Tested By: KEL
3/7/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Orangish Brown, Clayey, Fine to Medium SAND
3/8
#4
#10
#20
#40#60
#100
#200
0.0296 mm.
0.0191 mm.0.0112 mm.
0.0080 mm.
0.0057 mm.0.0041 mm.
0.0029 mm.
0.0012 mm.
100.0
100.0
99.9
98.2
84.163.1
47.0
38.0
34.2
32.129.4
27.9
26.325.2
24.2
22.1
19 40 21
0.5187 0.4365 0.23040.1689 0.0126
SC A-6(3)
As Received Moisture = 15.9%
Duke Energy
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Northwest Pit Depth: 0.00-0.00
Sample Number: CS-010 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.1 15.8 46.1 12.2 25.8
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: KEL
Orangish Brown, Clayey, Fine to Medium SAND 40 19 21 84.1 38.0 SC
24838 Duke Energy
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No.Client:Remarks:
Project:
Figure
Source: Northwest Pit Depth: 0.00-0.00 Sample No.: CS-010
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Sutton - Coal Combustion Residuals Landfill
Tested By: PW Checked By: KEL
COMPACTION TEST REPORT
Curve No.: CS-010
Project No.:Date:
Project:
Client:
Source of Sample: Northwest Pit Depth: 0.00-0.00
Sample Number: CS-010
Remarks:
MATERIAL DESCRIPTION
Description:
Classifications -USCS:AASHTO:
Nat. Moist. =Sp.G. =
Liquid Limit =Plasticity Index =
% < No.200 =
TEST RESULTS
Figure
ECS Southeast, LLP
24838 3/8/17
Sutton - Coal Combustion Residuals Landfill
Duke Energy
Orangish Brown, Clayey, Fine to Medium SAND
SC A-6(3)
15.9 %2.60
40 21
38.0 %
Maximum dry density = 111.0 pcf
Optimum moisture = 15.3 %
Dr
y

d
e
n
s
i
t
y
,

p
c
f
70
80
90
100
110
120
130
140
Water content, %
0 5 10 15 20 25 30 35 40
100% SATURATION CURVES
FOR SPEC. GRAV. EQUAL TO:
2.82.72.6
Test specification:
ASTM D 698-12 Method A Standard

ECS Southeast, LLP
6714 Netherlands Drive
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
www.ecslimited.com
NAME:
NUMBER:
DATE:Tube:Sample:
ENGINEER:
Remarks: 111.0 pcf/15.3% Moisture
2.874 2.872
4.004 4.022
6.484 6.476
0.0150 0.0151
867.94 882.29
17.2%19.0%
108.6 108.5
90.3%99.2%
98%98%
READINGS
(Outflow)
24.6
24.1
23.6
23.1 *
22.7 *
22.2 *
21.8 *
*Reported Average Hydraulic Conductivity
Tested By:KEL
Reviewed By:KJS
9.35E-07
Water Content (%)
Top Pressure (psi)60Dry Density (pcf)Permeant Liquid
TOTAL ELAPSED TIME OUTFLOW/INFLOW RATIO HYDRAULIC CONDUCTIVITY (k) @
Test Temperature
Saturation (%)Deaired Tap Water
DATE TIME READINGS
(Inflow)
ELAPSED
TIME (sec)
% Proctor Test Temperature (°C)22.0
Area (in²)
Base Pressure / Sample
Pressure (psi)65 Area of Burette Tubes (cm2)Volume (ft³)
Mass (g)
Recompacted to 98% MDD @ +2% OMC
Sample Properties Initial Final
Testing Data
Test Results
Cell Pressure (psi)70
Maximum Dry Density/Optimum Moisture:
Specific Gravity (assumed)
Diameter (in)2.60
Height (in)Hydraulic Conductivity (k) (cm/sec)
PREPARATION:
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD C
PROJECT INFORMATION SAMPLE INFORMATION
DESCRIPTION:Orangish Brown, Clayey, Fine to Medium SAND (SC)
24838 SOURCE:Import
3/13/2017 DEPTH:CS-010N/A
Sutton - Coal Combustion Residuals Landfill
AVERAGE*
9.69E-07
9.71E-07
9.72E-07
9.10E-07
9.35E-07
1.00
900
1500 1.00 9.35E-07
1200 1.00 9.24E-07
1.00
1800
Hydraulic Conductivity (k@20°C)
(cm/sec)
8.92E-07
300 1.00
3/10/2017 14:30:00 5.5 300
3/10/2017 14:25:00 5.0 300
300
3/10/2017 14:20:00 4.6
0.892
3.114:05:003/10/2017
300
3/10/2017 14:35:00 5.9 300
600 1.003/10/2017 14:15:00 4.1 300
3/10/2017 14:10:00 3.6
1.00E-08
1.00E-07
1.00E-06
1.00E-05
1.00E-04
0 200 400 600 800 1000 1200 1400 1600
k,(
c
m
/
s
)

Time (s)
Hydraulic Conductivity vs. Time
Page 1
Tested By: KEL
3/14/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Orangish Brown, Clayey, Fine to Medium SAND
#4
#10
#20
#40
#60#100
#200
0.0294 mm.
0.0189 mm.
0.0112 mm.0.0080 mm.
0.0057 mm.
0.0040 mm.0.0028 mm.
0.0012 mm.
100.0
100.0
98.4
87.1
68.249.1
38.6
34.9
32.9
30.328.8
27.7
26.725.7
24.6
20 40 20
0.4769 0.3960 0.20420.1547 0.0105
SC A-6(3)
As Received Moisture = 16.2%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 9-MAR-17 (Northwest Pit)Depth: 0.00-0.00
Sample Number: CS-011 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 12.9 48.5 11.2 27.4
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: KEL
Orangish Brown, Clayey, Fine to Medium SAND 40 20 20 87.1 38.6 SC
24838 Duke Energy Carolinas, LLC
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No.Client:Remarks:
Project:
Figure
Source: 9-MAR-17 (Northwest Pit)Depth: 0.00-0.00 Sample No.: CS-011
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Sutton - Coal Combustion Residuals Landfill
Tested By: KEL
3/21/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Orangish Brown, Clayey, Fine to Medium SAND
3/8
#4
#10
#20
#40#60
#100
#200
0.0286 mm.
0.0184 mm.0.0108 mm.
0.0077 mm.
0.0055 mm.0.0039 mm.
0.0027 mm.
0.0012 mm.
100.0
100.0
100.0
98.8
88.071.2
51.5
39.8
36.8
35.233.2
31.7
30.629.6
28.6
27.6
20 40 20
0.4624 0.3785 0.18970.1429 0.0044
SC A-6(4)
As Received Moisture = 19.2%
Duke Energy
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 17-MAR-17 (Northwest Pit)Depth: 0.00-0.00
Sample Number: CS-012 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 12.0 48.2 9.4 30.4
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: KEL
Orangish Brown, Clayey, Fine to Medium SAND 40 20 20 88.0 39.8 SC
24838 Duke Energy
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No.Client:Remarks:
Project:
Figure
Source: 17-MAR-17 (Northwest Pit)Depth: 0.00-0.00 Sample No.: CS-012
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Sutton - Coal Combustion Residuals Landfill
Tested By: PW Checked By: KEL
COMPACTION TEST REPORT
Curve No.: CS-012
Project No.:Date:
Project:
Client:
Source of Sample: 17-MAR-17 (Northwest Pit)Depth: 0.00-0.00
Sample Number: CS-012
Remarks:
MATERIAL DESCRIPTION
Description:
Classifications -USCS:AASHTO:
Nat. Moist. =Sp.G. =
Liquid Limit =Plasticity Index =
% < No.200 =
TEST RESULTS
Figure
ECS Southeast, LLP
24838 3/20/17
Sutton - Coal Combustion Residuals Landfill
Duke Energy
Orangish Brown, Clayey, Fine to Medium SAND
SC A-6(4)
19.2 %2.60
40 20
39.8 %
Maximum dry density = 111.4 pcf
Optimum moisture = 15.1 %
Dr
y

d
e
n
s
i
t
y
,

p
c
f
70
80
90
100
110
120
130
140
Water content, %
0 5 10 15 20 25 30 35 40
100% SATURATION CURVES
FOR SPEC. GRAV. EQUAL TO:
2.82.72.6
Test specification:
ASTM D 698-12 Method A Standard

ECS Southeast, LLP
6714 Netherlands Drive
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
www.ecslimited.com
NAME:
NUMBER:
DATE:Tube:Sample:
ENGINEER:
Remarks: 111.4 pcf/15.1% Moisture
2.871 2.880
4.001 4.026
6.469 6.510
0.0150 0.0152
862.87 880.22
17.0%19.2%
108.6 107.4
88.7%97.4%
97.6%96.5%
READINGS
(Outflow)
23.0
22.5
22.0
21.5 *
21.1 *
20.7 *
20.2 *
*Reported Average Hydraulic Conductivity
Tested By:KEL
Reviewed By:KJS
4.65E-06
Water Content (%)
Top Pressure (psi)70Dry Density (pcf)Permeant Liquid
TOTAL ELAPSED TIME OUTFLOW/INFLOW RATIO HYDRAULIC CONDUCTIVITY (k) @
Test Temperature
Saturation (%)Deaired Tap Water
DATE TIME READINGS
(Inflow)
ELAPSED
TIME (sec)
% Proctor Test Temperature (°C)22.0
Area (in²)
Base Pressure / Sample
Pressure (psi)75 Area of Burette Tubes (cm2)Volume (ft³)
Mass (g)
Recompacted to 97.5% MDD @ +2% OMC
Sample Properties Initial Final
Testing Data
Test Results
Cell Pressure (psi)80
Maximum Dry Density/Optimum Moisture:
Specific Gravity (assumed)
Diameter (in)2.60
Height (in)Hydraulic Conductivity (k) (cm/sec)
PREPARATION:
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD C
PROJECT INFORMATION SAMPLE INFORMATION
DESCRIPTION:Orangish Brown, Clayey, Fine to Medium SAND (SC)
24838 SOURCE:Import
3/25/2017 DEPTH:CS-012N/A
Sutton - Coal Combustion Residuals Landfill
AVERAGE*
4.86E-06
4.87E-06
4.88E-06
4.57E-06
4.65E-06
1.00
180
300 1.00 4.50E-06
240 1.00 4.64E-06
1.00
360
Hydraulic Conductivity (k@20°C)
(cm/sec)
4.43E-06
60 1.00
3/24/2017 13:25:00 4.3 60
3/24/2017 13:24:00 3.9 60
60
3/24/2017 13:23:00 3.5
0.892
2.013:20:003/24/2017
60
3/24/2017 13:26:00 4.8 60
120 1.003/24/2017 13:22:00 3.0 60
3/24/2017 13:21:00 2.5
1.00E-08
1.00E-07
1.00E-06
1.00E-05
1.00E-04
0 50 100 150 200 250 300 350
k,(
c
m
/
s
)

Time (s)
Hydraulic Conductivity vs. Time
Page 1
Tested By: KEL
3/24/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Orangish Brown, Clayey, Fine to Medium SAND
3/8
#4
#10
#20
#40#60
#100
#200
0.0292 mm.
0.0187 mm.0.0110 mm.
0.0079 mm.
0.0056 mm.0.0040 mm.
0.0028 mm.
0.0012 mm.
100.0
100.0
100.0
98.4
85.960.5
44.0
36.8
34.6
33.130.5
29.5
28.527.5
26.5
25.4
21 40 19
0.4795 0.4152 0.24740.1896 0.0094
SC A-6(2)
As Received Moisture = 17.5%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 22-MAR-17 Depth: 0.00-0.00
Sample Number: CS-013 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 14.1 49.1 8.6 28.2
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: KEL
Orangish Brown, Clayey, Fine to Medium SAND 40 21 19 85.9 36.8 SC
24838 Duke Energy Carolinas, LLC
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No.Client:Remarks:
Project:
Figure
Source: 22-MAR-17 Depth: 0.00-0.00 Sample No.: CS-013
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Sutton - Coal Combustion Residuals Landfill
Maximum dry density = 104.4 pcf
Optimum moisture = 18.7 %
5767.0 5921.0 6020.0 5973.0
4139.0 4139.0 4139.0 4139.0
290.5 261.4 266.2 305.7
255.8 226.1 223.8 249.9
7.7 7.4 7.5 7.6
14.0 16.2 19.6 23.0
94.5 101.5 104.0 98.6
WM + WS
WM
WW + T #1
WD + T #1
TARE #1
WW + T #2
WD + T #2
TARE #2
MOISTURE
DRY DENSITY
Tested By
Preparation Method
Hammer Wt.
Hammer Drop
Number of Layers
Blows per Layer
Mold Size
Test Performed on Material
Passing Sieve
NM LL PI
Sp.G. (ASTM D 854)
%>#4 %<No.200
USCS AASHTO
Date Sampled
Date Tested
ASTM D 698-12 Method A Standard
5.5 lb.
12 in.
three
25
0.03333 cu. ft.
#4
19.8 44 21
2.60
0.0 46.0
SC A-7-6(6)
3/30/17
3/29/17
PW
Orangish Brown, Clayey, Fine to Medium
SAND
24838 Duke Energy
KEL
Laboratory Manager
Test Specification:
TESTING DATA
TEST RESULTS Material Description
Remarks:
Project No.Client:
Project:
Source: 28-MAR-17 (Northwest Pit)Sample No.: CS-014 Checked by:
Title:
Figure
CS-014
Curve No.
Dr
y

d
e
n
s
i
t
y
,

p
c
f
85
90
95
100
105
110
Water content, %
13 15 17 19 21 23 25
18.7%, 104.4 pcf
ZAV SpG
2.60
1 2 3 4 5 6
COMPACTION TEST REPORT
Sutton - Coal Combustion Residuals Landfill
Tested By: PW Checked By: KEL
3/30/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Orangish Brown, Clayey, Fine to Medium SAND
3/8
#4
#10
#20
#40#60
#100
#200
0.0271 mm.
0.0174 mm.0.0102 mm.
0.0073 mm.
0.0052 mm.0.0037 mm.
0.0026 mm.
0.0011 mm.
100.0
100.0
100.0
98.7
86.069.2
54.8
46.0
43.0
41.439.3
38.2
37.136.1
35.0
32.9
23 44 21
0.4974 0.4105 0.18510.1143
SC A-7-6(6)
As Received Moisture = 19.8%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 28-MAR-17 (Northwest Pit)Depth: 0.00-0.00
Sample Number: CS-014 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 14.0 40.0 9.0 37.0
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: KEL
Orangish Brown, Clayey, Fine to Medium SAND 44 23 21 86.0 46.0 SC
24838 Duke Energy
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No.Client:Remarks:
Project:
Figure
Source: 28-MAR-17 (Northwest Pit)Depth: 0.00-0.00 Sample No.: CS-014
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Sutton - Coal Combustion Residuals Landfill
ECS Southeast, LLP
6714 Netherlands Drive
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
www.ecslimited.com
NAME:
NUMBER:
DATE:Tube:Sample:
ENGINEER:
Remarks: 104.4 pcf/18.7% Moisture
2.872 2.874
4.001 3.995
6.473 6.484
0.0150 0.0150
840.96 846.47
20.6%21.4%
102.6 102.5
91.7%95.3%
98.1%98.1%
READINGS
(Outflow)
23.0
22.5
22.0
21.5 *
21.1 *
20.7 *
20.2 *
*Reported Average Hydraulic Conductivity
Tested By:KEL
Reviewed By:KJS
0.892
2.515:00:004/3/2017
120
4/3/2017 15:12:00 5.3 120
240 1.004/3/2017 15:04:00 3.5 120
4/3/2017 15:02:00 3.0
4/3/2017 15:10:00 4.8 120
4/3/2017 15:08:00 4.4 120
120
4/3/2017 15:06:00 4.0
AVERAGE*
2.43E-06
2.44E-06
2.44E-06
2.28E-06
2.32E-06
1.00
360
600 1.00 2.25E-06
480 1.00 2.32E-06
1.00
720
Hydraulic Conductivity (k@20°C)
(cm/sec)
2.21E-06
120 1.00
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD C
PROJECT INFORMATION SAMPLE INFORMATION
DESCRIPTION:Orangish Brown, Clayey, Fine to Medium SAND (SC)
24838 SOURCE:Import
4/3/2017 DEPTH:CS-014N/A
Sutton - Coal Combustion Residuals Landfill
Recompacted to 98.0% MDD @ +2% OMC
Sample Properties Initial Final
Testing Data
Test Results
Cell Pressure (psi)80
Maximum Dry Density/Optimum Moisture:
Specific Gravity (assumed)
Diameter (in)2.60
Height (in)Hydraulic Conductivity (k) (cm/sec)
PREPARATION:
2.32E-06
Water Content (%)
Top Pressure (psi)70Dry Density (pcf)Permeant Liquid
TOTAL ELAPSED TIME OUTFLOW/INFLOW RATIO HYDRAULIC CONDUCTIVITY (k) @
Test Temperature
Saturation (%)Deaired Tap Water
DATE TIME READINGS
(Inflow)
ELAPSED
TIME (sec)
% Proctor Test Temperature (°C)22.0
Area (in²)
Base Pressure / Sample
Pressure (psi)75 Area of Burette Tubes (cm2)Volume (ft³)
Mass (g)
1.00E-08
1.00E-07
1.00E-06
1.00E-05
1.00E-04
0 100 200 300 400 500 600 700
k,(
c
m
/
s
)

Time (s)
Hydraulic Conductivity vs. Time
Page 1
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 6 day March month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBERV
U
T
S
R
Q
P
O
N
M
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample Weight
L
K 4-005
J-1.0
I 19.6
H 18.6
G 198.1
F 36.8
E 204.8
D 241.6
C6.7
B9
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightAR
A CM-031
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: Compacted Soil
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
CS Lab Determination of Moisture Content of Soil.xls Page 1 of 10
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 7 day March month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: Compacted Soil
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightAR
A CM-032 CM-033
B560
C6.78.2
D 229.4 293.3
E 194.6 249.5
F 34.8 43.8
G 187.9 241.3
H 18.5 18.2
I 18.4 18.1
J0.10.1
K 4-023 4-032
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightAR
L
M
N
O
P
Q
R
S
T
U
V
CS Lab Determination of Moisture Content of Soil.xls Page 2 of 10
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 8 day March month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBERV 4-064 4-077 4-081 4-089
U -3.1 -1.6 -2.1 -1.5
T 18.5 18.6 18.8 19.4
S 15.4 17.0 16.7 17.9
R 164.2 176.6 246.3 201.1
Q 25.3 30.0 41.1 35.9
P 171 183.3 254.7 207.8
O 196.3 213.3 295.8 243.7
N 6.8 6.7 8.4 6.7
M 2 6 233 4
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightAR
L CM-039 CM-040 CM-041 CM-042
K 4-046 4-048 4-050 4-053 4-056
J -2.9 -2.3 -3.2 -2.4 -2.1
I 19.1 18.6 18.4 18.5 18.0
H 16.2 16.3 15.2 16.1 15.9
G 267.2 232.8 234.9 265.7 231.7
F 43.4 37.9 35.7 42.8 36.8
E 275.4 239.5 241.7 274.1 238.4
D 318.8 277.4 277.4 316.9 275.2
C 8.2 6.7 6.8 8.4 6.7
B 60 5 8 677 4
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightAR
A CM-034 CM-035 CM-036 CM-037 CM-038
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: Compacted Soil
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
CS Lab Determination of Moisture Content of Soil.xls Page 3 of 10
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 8 day March month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: Compacted Soil
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightAR
A CM-043 CM-044 CM-045 CM-046
B75431
C 6.7 8.4 6.8 6.8
D 255 329.5 265.4 258.3
E 218.1 281.4 228.7 225.0
F 36.9 48.1 36.7 33.3
G 211.4 273.0 221.9 218.2
H 17.5 17.6 16.5 15.3
I 19.2 18.6 18.5 20.4
J -1.7 -1.0 -2.0 -5.1
K 4-097 4-103 4-110 4-119
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightAR
L
M
N
O
P
Q
R
S
T
U
V
CS Lab Determination of Moisture Content of Soil.xls Page 4 of 10
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 9 day March month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: Compacted Soil
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightAR
A CM-047 CM-048 CM-049 CM-050 CM-051
B 62 9 233 1 6
C 8.1 6.6 8.4 6.8 6.7
D 221.8 276.7 361.1 216.2 243.6
E 188.5 236.5 309.6 186.0 212.8
F 33.3 40.2 51.5 30.2 30.8
G 180.4 229.9 301.2 179.2 206.1
H 18.5 17.5 17.1 16.9 14.9
I 20.7 19.1 18.4 20.4 18.5
J -2.2 -1.6 -1.3 -3.5 -3.6
K 4-128 4-137 4-146 4-155 4-165
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample Weight
L
M
N
O
P
Q
R
S
T
U
V
CS Lab Determination of Moisture Content of Soil.xls Page 5 of 10
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 10 day March month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBERV
U
T
S
R
Q
P
O
N
M
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample Weight
L
K 4-176 4-185
J -1.0 -0.3
I 18.4 17.7
H 17.4 17.4
G 213.0 239.9
F 37.1 41.7
E 221.2 248.1
D 258.3 289.8
C8.28.2
B5460
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightAR
A CM-052 CM-053
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: Compacted Soil
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
CS Lab Determination of Moisture Content of Soil.xls Page 6 of 10
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 15 day March month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: Compacted Soil
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A CM-054
B5
C6.7
D 264.3
E 225.0
F 39.3
G 218.3
H 18.0
I 20.0
J-2.0
K 4-200
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample Weight
L
M
N
O
P
Q
R
S
T
U
V
CS Lab Determination of Moisture Content of Soil.xls Page 7 of 10
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 16 day March month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBERV
U
T
S
R
Q
P
O
N
M
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample Weight
L
K 4-215 4-227
J -3.4 -5.0
I 18.5 20.0
H 15.1 15.0
G 252.5 327.2
F 38.1 49.2
E 260.7 335.3
D 298.8 384.5
C8.28.1
B 62 113
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A CM-055 CM-056
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: Compacted Soil
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
CS Lab Determination of Moisture Content of Soil.xls Page 8 of 10
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 17 day March month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: Compacted Soil
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A CM-057
B66
C8.4
D 304.1
E 258.6
F 45.5
G 250.2
H 18.2
I 17.9
J0.3
K 4-255
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample Weight
L
M
N
O
P
Q
R
S
T
U
V
CS Lab Determination of Moisture Content of Soil.xls Page 9 of 10
LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL (ASTM D 2216/D4643)
DATE: 22 day March month
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER.:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = D-E
WT. OF DRY SOIL = E-C
MOISTURE CONTENT = (F/G) * 100 %
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = H-I %
FDT NUMBER
QA ID:
100% PASSING THE NO. 10 (2-mm) SIEVE 20 grams
100% PASSING THE NO. 4 (4.75-mm) SIEVE 100 grams
100% PASSING THE NO. 3/8-in. (9.5-mm) SIEVE 500 grams
100% PASSING THE NO 3/4-in. (19-mm) SIEVE 2.5 kilograms
SAMPLE NUMBER:
TARE NUMBER:
WT. OF TARE
WT. OF WET SOIL & TARE
WT. OF DRY SOIL & TARE
WT. OF WATER = O-P
WT. OF DRY SOIL = P-N
MOISTURE CONTENT = (Q/R) * 100
NUCLEAR DENSITY GAUGE READING:
DELTA MOISTURE = S-T %
FDT NUMBER
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198 TASK NO.: 01
DESCRIPTION: Cell 4 Construction 2017 year
MATERIAL TYPE: Compacted Soil
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample WeightDW
A CM-058 CM-059 CM-060 CM-061
B 233 66 113 1
C 8.3 6.8 8.1 6.7
D 362.0 295.5 311.5 369.7
E 312.6 251.9 266.4 321.0
F 49.4 43.6 45.1 48.7
G 304.3 245.1 258.3 314.3
H 16.2 17.8 17.5 15.5
I 17.9 19.7 18.6 17.7
J -1.7 -1.9 -1.1 -2.2
K 4-273 4-278 4-280 4-284
OVEN METHOD (ASTM D2216): Recommended Mass of Moist Sample Weight
L
M
N
O
P
Q
R
S
T
U
V
CS Lab Determination of Moisture Content of Soil.xls Page 10 of 10

Thin-Walled Tube Samples
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone]
SOIL Fax: [phone]
TESTS, LLC Web: www.test-llc.com
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Initial Sample Data (Before Test)Test Data Final Data (After Test)
Height 3.036 in 7.71 cm Speed 5
Diameter 2.848 in 7.23 cm Board Number 7 Average Height of Sample 3.031 in 7.70 cm
Area 6.37 in2 41.10 cm2 Cell Number 7 Average Diameter of Sample 2.853 in 7.25 cm
Volume 316.94 cm3 0.0112 ft3 Flow Pump Number 2B Area 6.39 in2 41.24 cm2
Mass 645.40g 1.42 lb Flow Pump Rate 7.17E-03 cm3/sec Volume 317.53 cm3 0.0112 ft3 Dry Density 109.4 pcf
Specific Gravity 2.700 (Assumed)B - Value 0.95 Mass 666.30 g 1.47 lb Vol. of Voids 111.40 cm3
Dry Density 109.5 pcf Cell Pressure 85.0 psi Vol. of Solids 206.13 cm3
Back Pressure 80.0 psi Void Ratio 0.54
Confining (Effective) Pressure 5.0 psi Saturation 98.5 %
Mass of wet sample & tare 645.40g Max Head 29.54 cm Mass of wet sample & tare 737.80 g
Mass of dry sample & tare 556.30g Min Head 28.84 cm Mass of dry sample & tare 628.10 g
Mass of tare 0.00 g Maximum Gradient 3.84 Mass of tare 71.80 g
% Moisture 16.0 Minimum Gradient 3.75 % Moisture 19.7
TIME FUNCTION D t Gradient Temp.PERMEABILITY (cm/sec)Note: Deaired Water Used for Permeability Test.
DATE HOUR MIN (sec)Tx( oC )@ Tx RT @ 20 oC
3/110 8 0 -3.84 19.5 ---
3/110 8 5 300 3.75 19.5 4.58E-05 1.013 4.64E-05
3/110 8 10 300 3.84 19.5 4.58E-05 1.013 4.64E-05
3/110 8 15 300 3.75 19.5 4.58E-05 1.013 4.64E-05 *
3/110 8 20 300 3.84 19.5 4.58E-05 1.013 4.64E-05 *
3/110 8 25 300 3.75 19.5 4.58E-05 1.013 4.64E-05 *
3/110 8 30 300 3.84 19.5 4.58E-05 1.013 4.64E-05 *
Reported Average Hydraulic Conductivity*4.6E-05 cm/sec
Flow pump ID #Balance ID #1/6/7 Differential Pressure Transducer ID #263
Thermometer ID #Oven ID #14/15 Board Pressure Transducer ID #215
Syringe ID #Pore Pressure Transducer ID #28
(ASTM D2487;2488)
29.54
NA
28.84
29.54
REMARKS
NA29.54
28.84
0.41
Tested By AV
Date 03/10/17
24838 1720C-01-7
Checked By
Materials Using a Flexible Wall Permeameter (Method D, Constant Rate of Flow)
Moisture Content
(cm)
READING
DESCRIPTION
Moisture Content
Head
Sutton - Coal Combustion Residuals Landfill
23710/ST4-1-1
UD
USCS29.54
ASTM D 5084; Standard Test Method for Measurement of Hydraulic Conductivity of Saturated Porous
-
-
(psi)
0.42
0.42
0.41
-
246
63
0.42
244
0.41
0.42
28.84
ECS Southeast, LLP
6714 Netherlands Drive
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
www.ecslimited.com
NAME:
NUMBER:
DATE:Tube:Sample:
ENGINEER:
Remarks:
2.849 2.855
4.543 4.576
6.370 6.400
0.0167 0.0169
984.49 1002.69
16.5%17.7%
111.2 110.8
93.0%98.8%
N/A N/A
READINGS
(Outflow)
21.8
21.5
21.2
20.9 *
20.7 *
20.5 *
20.3 *
*Reported Average Hydraulic Conductivity
Tested By:KEL
Reviewed By:KJS
1.48E-07
Water Content (%)
Top Pressure (psi)40Dry Density (pcf)Permeant Liquid
TOTAL ELAPSED TIME OUTFLOW/INFLOW RATIO HYDRAULIC CONDUCTIVITY (k) @
Test Temperature
Saturation (%)Deaired Tap Water
DATE TIME READINGS
(Inflow)
ELAPSED
TIME (sec)
% Proctor Test Temperature (°C)22.0
Area (in²)
Base Pressure / Sample
Pressure (psi)50 Area of Burette Tubes (cm2)Volume (ft³)
Mass (g)
Sample tested from Shelby Tube sampled from compacted lift
Sample Properties Initial Final
Testing Data
Test Results
Cell Pressure (psi)55
Maximum Dry Density/Optimum Moisture:
Specific Gravity (assumed)
Diameter (in)2.6
Height (in)Hydraulic Conductivity (k) (cm/sec)
PREPARATION:
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD C
PROJECT INFORMATION SAMPLE INFORMATION
DESCRIPTION:Orangish Brown, Clayey, Fine to Medium SAND (SC)
24838 SOURCE:Clay Fill
3/18/2017 DEPTH:ST4-1-1RShelby Tube
Sutton - Coal Combustion Residuals Landfill
AVERAGE*
1.59E-07
1.54E-07
1.59E-07
1.40E-07
1.48E-07
1.00
1800
3000 1.00 1.44E-07
2400 1.00 1.50E-07
1.00
3600
Hydraulic Conductivity (k@20°C)
(cm/sec)
1.41E-07
600 1.50
3/17/2017 18:20:00 3.8 600
3/17/2017 18:10:00 3.6 600
600
3/17/2017 18:00:00 3.4
0.892
2.717:30:003/17/2017
600
3/17/2017 18:30:00 4.0 600
1200 1.503/17/2017 17:50:00 3.1 600
3/17/2017 17:40:00 2.9
1.00E-09
1.00E-08
1.00E-07
1.00E-06
1.00E-05
1.00E-04
0 500 1000 1500 2000 2500 3000 3500
k,(
c
m
/
s
)

Time (s)
Hydraulic Conductivity vs. Time
Page 1
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone]
SOIL Fax: [phone]
TESTS, LLC Web: www.test-llc.com
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Initial Sample Data (Before Test)Test Data Final Data (After Test)
Height 3.037 in 7.71 cm Speed 12
Diameter 2.851 in 7.24 cm Board Number 18 Average Height of Sample 3.038 in 7.72 cm
Area 6.38 in2 41.19 cm2 Cell Number 2 Average Diameter of Sample 2.857 in 7.26 cm
Volume 317.71 cm3 0.0112 ft3 Flow Pump Number 2B Area 6.41 in2 41.36 cm2
Mass 678.90g 1.50 lb Flow Pump Rate 5.60E-05 cm3/sec Volume 319.15 cm3 0.0113 ft3 Dry Density 115.0 pcf
Specific Gravity 2.700 (Assumed)B - Value 0.95 Mass 685.50 g 1.51 lb Vol. of Voids 101.31 cm3
Dry Density 115.5 pcf Cell Pressure 85.0 psi Vol. of Solids 217.85 cm3
Back Pressure 80.0 psi Void Ratio 0.47
Confining (Effective) Pressure 5.0 psi Saturation 96.1 %
Mass of wet sample & tare 678.90g Max Head 175.85 cm Mass of wet sample & tare 768.70 g
Mass of dry sample & tare 588.10g Min Head 175.15 cm Mass of dry sample & tare 671.40 g
Mass of tare 0.00 g Maximum Gradient 22.79 Mass of tare 83.30 g
% Moisture 15.4 Minimum Gradient 22.70 % Moisture 16.5
TIME FUNCTION D t Gradient Temp.PERMEABILITY (cm/sec)Note: Deaired Water Used for Permeability Test.
DATE HOUR MIN (sec)Tx( oC )@ Tx RT @ 20 oC
03/10/17 10 50 -22.79 19.5 ---
03/10/17 10 55 300 22.70 19.5 5.95E-08 1.013 6.03E-08
03/10/17 11 0 300 22.79 19.5 5.95E-08 1.013 6.03E-08
03/10/17 11 5 300 22.70 19.5 5.95E-08 1.013 6.03E-08 *
03/10/17 11 10 300 22.79 19.5 5.95E-08 1.013 6.03E-08 *
03/10/17 11 15 300 22.70 19.5 5.95E-08 1.013 6.03E-08 *
03/10/17 11 20 300 22.79 19.5 5.95E-08 1.013 6.03E-08 *
Reported Average Hydraulic Conductivity*6.0E-08 cm/sec
Flow pump ID #Balance ID #1/6/7 Differential Pressure Transducer ID #263
Thermometer ID #Oven ID #14/15 Board Pressure Transducer ID #216
Syringe ID #Pore Pressure Transducer ID #28
(ASTM D2487;2488)
175.85
NA
175.15
175.85
REMARKS
NA175.85
175.15
2.49
Tested By AV
Date 03/10/17
24838 1720C-01-7
Checked By
Materials Using a Flexible Wall Permeameter (Method D, Constant Rate of Flow)
Moisture Content
(cm)
READING
DESCRIPTION
Moisture Content
Head
Sutton - Coal Combustion Residuals Landfill
23712/ST4-1-2
UD
USCS175.85
ASTM D 5084; Standard Test Method for Measurement of Hydraulic Conductivity of Saturated Porous
-
-
(psi)
2.50
2.50
2.49
-
246
63
2.50
244
2.49
2.50
175.15
ECS Southeast, LLP
6714 Netherlands Drive
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
www.ecslimited.com
NAME:
NUMBER:
DATE:Tube:Sample:
ENGINEER:
Remarks:
2.848 2.832
2.755 2.750
6.366 6.294
0.0102 0.0100
570.41 569.03
19.5%20.8%
103.7 103.7
89.5%95.2%
N/A N/A
READINGS
(Outflow)
20.7
19.3
17.9
16.5 *
15.2 *
13.9 *
12.6 *
*Reported Average Hydraulic Conductivity
Tested By:KEL
Reviewed By:KJS
0.892
5.411:30:003/11/2017
60
3/11/2017 11:36:00 13.5 60
120 1.003/11/2017 11:32:00 8.2 60
3/11/2017 11:31:00 6.8
3/11/2017 11:35:00 12.2 60
3/11/2017 11:34:00 10.9 60
60
3/11/2017 11:33:00 9.6
AVERAGE*
9.70E-06
9.74E-06
9.78E-06
9.53E-06
9.63E-06
1.00
180
300 1.00 9.57E-06
240 1.00 9.64E-06
1.00
360
Hydraulic Conductivity (k@20°C)
(cm/sec)
9.40E-06
60 1.00
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD C
PROJECT INFORMATION SAMPLE INFORMATION
DESCRIPTION:Orangish Brown, Clayey, Fine to Medium SAND (SC)
24838 SOURCE:Clay Fill
3/15/2017 DEPTH:ST4-1-3Shelby Tube
Sutton - Coal Combustion Residuals Landfill
Sample tested from Shelby Tube sampled from compacted lift
Sample Properties Initial Final
Testing Data
Test Results
Cell Pressure (psi)60
Maximum Dry Density/Optimum Moisture:
Specific Gravity (assumed)
Diameter (in)2.6
Height (in)Hydraulic Conductivity (k) (cm/sec)
PREPARATION:
9.63E-06
Water Content (%)
Top Pressure (psi)50Dry Density (pcf)Permeant Liquid
TOTAL ELAPSED TIME OUTFLOW/INFLOW RATIO HYDRAULIC CONDUCTIVITY (k) @
Test Temperature
Saturation (%)Deaired Tap Water
DATE TIME READINGS
(Inflow)
ELAPSED
TIME (sec)
% Proctor Test Temperature (°C)21.0
Area (in²)
Base Pressure / Sample
Pressure (psi)55 Area of Burette Tubes (cm2)Volume (ft³)
Mass (g)
1.00E-09
1.00E-08
1.00E-07
1.00E-06
1.00E-05
1.00E-04
0 50 100 150 200 250 300 350
k,(
c
m
/
s
)

Time (s)
Hydraulic Conductivity vs. Time
Page 1
ECS Southeast, LLP
6714 Netherlands Drive
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
www.ecslimited.com
NAME:
NUMBER:
DATE:Tube:Sample:
ENGINEER:
Remarks:
2.842 2.840
4.486 4.478
6.340 6.333
0.0165 0.0164
951.54 963.27
17.2%18.6%
108.7 109.1
91.0%98.9%
N/A N/A
READINGS
(Outflow)
22.8
22.0
21.2
20.4 *
19.6 *
18.8 *
18.1 *
*Reported Average Hydraulic Conductivity
Tested By:KEL
Reviewed By:KJS
0.892
2.814:45:003/15/2017
60
3/15/2017 14:51:00 7.4 60
120 1.003/15/2017 14:47:00 4.4 60
3/15/2017 14:46:00 3.6
3/15/2017 14:50:00 6.7 60
3/15/2017 14:49:00 6.0 60
60
3/15/2017 14:48:00 5.2
AVERAGE*
9.76E-06
9.50E-06
9.38E-06
8.93E-06
9.18E-06
1.00
180
300 1.00 9.09E-06
240 1.00 9.32E-06
1.00
360
Hydraulic Conductivity (k@20°C)
(cm/sec)
8.75E-06
60 1.00
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD C
PROJECT INFORMATION SAMPLE INFORMATION
DESCRIPTION:Orangish Brown, Clayey, Fine to Medium SAND (SC)
24838 SOURCE:Clay Fill
3/15/2017 DEPTH:ST4-1-4Shelby Tube
Sutton - Coal Combustion Residuals Landfill
Sample tested from Shelby Tube sampled from compacted lift
Sample Properties Initial Final
Testing Data
Test Results
Cell Pressure (psi)50
Maximum Dry Density/Optimum Moisture:
Specific Gravity (assumed)
Diameter (in)2.6
Height (in)Hydraulic Conductivity (k) (cm/sec)
PREPARATION:
9.18E-06
Water Content (%)
Top Pressure (psi)40Dry Density (pcf)Permeant Liquid
TOTAL ELAPSED TIME OUTFLOW/INFLOW RATIO HYDRAULIC CONDUCTIVITY (k) @
Test Temperature
Saturation (%)Deaired Tap Water
DATE TIME READINGS
(Inflow)
ELAPSED
TIME (sec)
% Proctor Test Temperature (°C)22.0
Area (in²)
Base Pressure / Sample
Pressure (psi)45 Area of Burette Tubes (cm2)Volume (ft³)
Mass (g)
1.00E-09
1.00E-08
1.00E-07
1.00E-06
1.00E-05
1.00E-04
0 50 100 150 200 250 300 350
k,(
c
m
/
s
)

Time (s)
Hydraulic Conductivity vs. Time
Page 1
ECS Southeast, LLP
6714 Netherlands Drive
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
www.ecslimited.com
NAME:
NUMBER:
DATE:Tube:Sample:
ENGINEER:
Remarks:
2.850 2.851
4.504 4.494
6.376 6.382
0.0166 0.0166
980.53 989.40
16.8%18.2%
111.3 111.2
88.3%95.5%
N/A N/A
READINGS
(Outflow)
24.0
23.2
22.5
21.7 *
21.0 *
20.3 *
19.6 *
*Reported Average Hydraulic Conductivity
Tested By:KEL
Reviewed By:KJS
4.29E-07
Water Content (%)
Top Pressure (psi)40Dry Density (pcf)Permeant Liquid
TOTAL ELAPSED TIME OUTFLOW/INFLOW RATIO HYDRAULIC CONDUCTIVITY (k) @
Test Temperature
Saturation (%)Deaired Tap Water
DATE TIME READINGS
(Inflow)
ELAPSED
TIME (sec)
% Proctor Test Temperature (°C)22.0
Area (in²)
Base Pressure / Sample
Pressure (psi)50 Area of Burette Tubes (cm2)Volume (ft³)
Mass (g)
Sample tested from Shelby Tube sampled from compacted lift
Sample Properties Initial Final
Testing Data
Test Results
Cell Pressure (psi)55
Maximum Dry Density/Optimum Moisture:
Specific Gravity (assumed)
Diameter (in)2.6
Height (in)Hydraulic Conductivity (k) (cm/sec)
PREPARATION:
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD C
PROJECT INFORMATION SAMPLE INFORMATION
DESCRIPTION:Orangish Brown, Clayey, Fine to Medium SAND (SC)
24838 SOURCE:Clay Fill
3/15/2017 DEPTH:ST4-1-5Shelby Tube
Sutton - Coal Combustion Residuals Landfill
AVERAGE*
4.57E-07
4.29E-07
4.39E-07
4.21E-07
4.29E-07
1.00
1800
3000 1.00 4.25E-07
2400 1.00 4.30E-07
1.00
3600
Hydraulic Conductivity (k@20°C)
(cm/sec)
4.09E-07
600 1.00
3/15/2017 17:50:00 6.7 600
3/15/2017 17:40:00 6.0 600
600
3/15/2017 17:30:00 5.3
0.892
3.017:00:003/15/2017
600
3/15/2017 18:00:00 7.4 600
1200 1.003/15/2017 17:20:00 4.5 600
3/15/2017 17:10:00 3.8
1.00E-09
1.00E-08
1.00E-07
1.00E-06
1.00E-05
1.00E-04
0 500 1000 1500 2000 2500 3000 3500
k,(
c
m
/
s
)

Time (s)
Hydraulic Conductivity vs. Time
Page 1
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone]
SOIL Fax: [phone]
TESTS, LLC Web: www.test-llc.com
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Initial Sample Data (Before Test)Test Data Final Data (After Test)
Height 3.033 in 7.70 cm Speed 12
Diameter 2.849 in 7.24 cm Board Number 8 Average Height of Sample 3.032 in 7.70 cm
Area 6.37 in2 41.13 cm2 Cell Number 1 Average Diameter of Sample 2.853 in 7.25 cm
Volume 316.85 cm3 0.0112 ft3 Flow Pump Number 2A Area 6.39 in2 41.24 cm2
Mass 671.20g 1.48 lb Flow Pump Rate 5.60E-05 cm3/sec Volume 317.63 cm3 0.0112 ft3 Dry Density 112.4 pcf
Specific Gravity 2.700 (Assumed)B - Value 0.95 Mass 676.60 g 1.49 lb Vol. of Voids 105.75 cm3
Dry Density 112.6 pcf Cell Pressure 85.0 psi Vol. of Solids 211.88 cm3
Back Pressure 80.0 psi Void Ratio 0.50
Confining (Effective) Pressure 5.0 psi Saturation 98.8 %
Mass of wet sample & tare 671.20g Max Head 182.88 cm Mass of wet sample & tare 749.20 g
Mass of dry sample & tare 571.90g Min Head 180.07 cm Mass of dry sample & tare 644.70 g
Mass of tare 0.00 g Maximum Gradient 23.75 Mass of tare 72.80 g
% Moisture 17.4 Minimum Gradient 23.38 % Moisture 18.3
TIME FUNCTION D t Gradient Temp.PERMEABILITY (cm/sec)Note: Deaired Water Used for Permeability Test.
DATE HOUR MIN (sec)Tx( oC )@ Tx RT @ 20 oC
03/10/17 10 50 -23.75 19.5 ---
03/10/17 10 55 300 23.38 19.5 5.76E-08 1.013 5.83E-08
03/10/17 11 0 300 23.75 19.5 5.76E-08 1.013 5.83E-08
03/10/17 11 5 300 23.66 19.5 5.73E-08 1.013 5.80E-08 *
03/10/17 11 10 300 23.75 19.5 5.73E-08 1.013 5.80E-08 *
03/10/17 11 15 300 23.66 19.5 5.73E-08 1.013 5.80E-08 *
03/10/17 11 20 300 23.75 19.5 5.73E-08 1.013 5.80E-08 *
Reported Average Hydraulic Conductivity*5.8E-08 cm/sec
Flow pump ID #Balance ID #1/6/7 Differential Pressure Transducer ID #262
Thermometer ID #Oven ID #14/15 Board Pressure Transducer ID #215
Syringe ID #Pore Pressure Transducer ID #28
(ASTM D2487;2488)
182.88
NA
180.07
182.88
REMARKS
NA182.88
182.18
2.56
Tested By AV
Date 03/10/17
24838 1720C-01-7
Checked By
Materials Using a Flexible Wall Permeameter (Method D, Constant Rate of Flow)
Moisture Content
(cm)
READING
DESCRIPTION
Moisture Content
Head
Sutton - Coal Combustion Residuals Landfill
23711/ST4-2-1
UD
USCS182.88
ASTM D 5084; Standard Test Method for Measurement of Hydraulic Conductivity of Saturated Porous
-
-
(psi)
2.60
2.60
2.59
-
245
63
2.60
244
2.59
2.60
182.18
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone]
SOIL Fax: [phone]
TESTS, LLC Web: www.test-llc.com
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Initial Sample Data (Before Test)Test Data Final Data (After Test)
Height 3.045 in 7.73 cm Speed 5
Diameter 2.847 in 7.23 cm Board Number 19 Average Height of Sample 3.050 in 7.75 cm
Area 6.37 in2 41.07 cm2 Cell Number 11 Average Diameter of Sample 2.864 in 7.27 cm
Volume 317.65 cm3 0.0112 ft3 Flow Pump Number 2A Area 6.44 in2 41.56 cm2
Mass 642.10g 1.42 lb Flow Pump Rate 7.17E-03 cm3/sec Volume 321.99 cm3 0.0114 ft3 Dry Density 108.0 pcf
Specific Gravity 2.700 (Assumed)B - Value 0.95 Mass 667.50 g 1.47 lb Vol. of Voids 115.52 cm3
Dry Density 109.5 pcf Cell Pressure 85.0 psi Vol. of Solids 206.46 cm3
Back Pressure 80.0 psi Void Ratio 0.56
Confining (Effective) Pressure 5.0 psi Saturation 95.3 %
Mass of wet sample & tare 642.10g Max Head 22.51 cm Mass of wet sample & tare 748.50 g
Mass of dry sample & tare 557.20g Min Head 21.81 cm Mass of dry sample & tare 638.50 g
Mass of tare 0.00 g Maximum Gradient 2.91 Mass of tare 81.30 g
% Moisture 15.2 Minimum Gradient 2.81 % Moisture 19.7
TIME FUNCTION D t Gradient Temp.PERMEABILITY (cm/sec)Note: Deaired Water Used for Permeability Test.
DATE HOUR MIN (sec)Tx( oC )@ Tx RT @ 20 oC
03/10/17 8 0 -2.91 19.5 ---
03/10/17 8 5 300 2.81 19.5 6.03E-05 1.013 6.11E-05
03/10/17 8 10 300 2.91 19.5 6.03E-05 1.013 6.11E-05
03/10/17 8 15 300 2.81 19.5 6.03E-05 1.013 6.11E-05 *
03/10/17 8 20 300 2.91 19.5 6.03E-05 1.013 6.11E-05 *
03/10/17 8 25 300 2.81 19.5 6.03E-05 1.013 6.11E-05 *
03/10/17 8 30 300 2.91 19.5 6.03E-05 1.013 6.11E-05 *
Reported Average Hydraulic Conductivity*6.1E-05 cm/sec
Flow pump ID #Balance ID #1/6/7 Differential Pressure Transducer ID #262
Thermometer ID #Oven ID #14/15 Board Pressure Transducer ID #216
Syringe ID #Pore Pressure Transducer ID #28
(ASTM D2487;2488)
22.51
NA
21.81
22.51
REMARKS
NA22.51
21.81
0.31
Tested By AV
Date 03/10/17
24838 1720C-01-7
Checked By
Materials Using a Flexible Wall Permeameter (Method D, Constant Rate of Flow)
Moisture Content
(cm)
READING
DESCRIPTION
Moisture Content
Head
Sutton - Coal Combustion Residuals Landfill
23713/ST4-2-2
UD
USCS22.51
ASTM D 5084; Standard Test Method for Measurement of Hydraulic Conductivity of Saturated Porous
-
-
(psi)
0.32
0.32
0.31
-
245
63
0.32
244
0.31
0.32
21.81
ECS Southeast, LLP
6714 Netherlands Drive
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
www.ecslimited.com
NAME:
NUMBER:
DATE:Tube:Sample:
ENGINEER:
Remarks:
2.852 2.854
3.837 3.799
6.387 6.394
0.0142 0.0141
834.57 838.38
17.2%17.8%
110.7 111.6
92.2%97.8%
N/A N/A
READINGS
(Outflow)
23.5
23.1
22.8
22.5 *
22.2 *
22.0 *
21.7 *
*Reported Average Hydraulic Conductivity
Tested By:KEL
Reviewed By:KJS
0.892
2.017:00:003/17/2017
120
3/17/2017 17:12:00 3.7 120
240 1.003/17/2017 17:04:00 2.6 120
3/17/2017 17:02:00 2.3
3/17/2017 17:10:00 3.4 120
3/17/2017 17:08:00 3.2 120
120
3/17/2017 17:06:00 2.9
AVERAGE*
1.65E-06
1.53E-06
1.50E-06
1.38E-06
1.43E-06
1.00
360
600 1.00 1.37E-06
480 1.00 1.48E-06
1.00
720
Hydraulic Conductivity (k@20°C)
(cm/sec)
1.37E-06
120 1.33
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD C
PROJECT INFORMATION SAMPLE INFORMATION
DESCRIPTION:Orangish Brown, Clayey, Fine to Medium SAND (SC)
24838 SOURCE:Clay Fill
3/18/2017 DEPTH:ST4-2-2RShelby Tube
Sutton - Coal Combustion Residuals Landfill
Sample tested from Shelby Tube sampled from compacted lift
Sample Properties Initial Final
Testing Data
Test Results
Cell Pressure (psi)55
Maximum Dry Density/Optimum Moisture:
Specific Gravity (assumed)
Diameter (in)2.65
Height (in)Hydraulic Conductivity (k) (cm/sec)
PREPARATION:
1.43E-06
Water Content (%)
Top Pressure (psi)45Dry Density (pcf)Permeant Liquid
TOTAL ELAPSED TIME OUTFLOW/INFLOW RATIO HYDRAULIC CONDUCTIVITY (k) @
Test Temperature
Saturation (%)Deaired Tap Water
DATE TIME READINGS
(Inflow)
ELAPSED
TIME (sec)
% Proctor Test Temperature (°C)22.0
Area (in²)
Base Pressure / Sample
Pressure (psi)50 Area of Burette Tubes (cm2)Volume (ft³)
Mass (g)
1.00E-09
1.00E-08
1.00E-07
1.00E-06
1.00E-05
1.00E-04
0 100 200 300 400 500 600 700
k,(
c
m
/
s
)

Time (s)
Hydraulic Conductivity vs. Time
Page 1
ECS Southeast, LLP
6714 Netherlands Drive
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
www.ecslimited.com
NAME:
NUMBER:
DATE:Tube:Sample:
ENGINEER:
Remarks:
2.852 2.843
3.480 3.502
6.387 6.346
0.0129 0.0129
729.37 737.72
18.8%20.0%
105.3 105.4
89.9%95.9%
N/A N/A
READINGS
(Outflow)
23.2
22.7
22.1
21.7 *
21.2 *
20.8 *
20.4 *
*Reported Average Hydraulic Conductivity
Tested By:KEL
Reviewed By:KJS
3.94E-06
Water Content (%)
Top Pressure (psi)45Dry Density (pcf)Permeant Liquid
TOTAL ELAPSED TIME OUTFLOW/INFLOW RATIO HYDRAULIC CONDUCTIVITY (k) @
Test Temperature
Saturation (%)Deaired Tap Water
DATE TIME READINGS
(Inflow)
ELAPSED
TIME (sec)
% Proctor Test Temperature (°C)21.0
Area (in²)
Base Pressure / Sample
Pressure (psi)50 Area of Burette Tubes (cm2)Volume (ft³)
Mass (g)
Sample tested from Shelby Tube sampled from compacted lift
Sample Properties Initial Final
Testing Data
Test Results
Cell Pressure (psi)55
Maximum Dry Density/Optimum Moisture:
Specific Gravity (assumed)
Diameter (in)2.6
Height (in)Hydraulic Conductivity (k) (cm/sec)
PREPARATION:
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD C
PROJECT INFORMATION SAMPLE INFORMATION
DESCRIPTION:Orangish Brown, Clayey, Fine to Medium SAND (SC)
24838 SOURCE:Clay Fill
3/15/2017 DEPTH:ST4-2-3Shelby Tube
Sutton - Coal Combustion Residuals Landfill
AVERAGE*
3.87E-06
4.31E-06
4.02E-06
3.89E-06
3.94E-06
1.00
180
300 1.00 3.97E-06
240 1.00 3.88E-06
1.00
360
Hydraulic Conductivity (k@20°C)
(cm/sec)
3.85E-06
60 1.25
3/11/2017 11:50:00 6.0 60
3/11/2017 11:49:00 5.5 60
60
3/11/2017 11:48:00 5.1
0.892
3.811:45:003/11/2017
60
3/11/2017 11:51:00 6.4 60
120 1.203/11/2017 11:47:00 4.7 60
3/11/2017 11:46:00 4.2
1.00E-09
1.00E-08
1.00E-07
1.00E-06
1.00E-05
1.00E-04
0 50 100 150 200 250 300 350
k,(
c
m
/
s
)

Time (s)
Hydraulic Conductivity vs. Time
Page 1
ECS Southeast, LLP
6714 Netherlands Drive
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
www.ecslimited.com
NAME:
NUMBER:
DATE:Tube:Sample:
ENGINEER:
Remarks:
2.843 2.855
4.503 4.509
6.346 6.400
0.0165 0.0167
985.91 995.34
17.1%17.3%
112.2 112.1
99.5%99.8%
N/A N/A
READINGS
(Outflow)
23.0
22.3
21.8
21.2 *
20.7 *
20.1 *
19.6 *
*Reported Average Hydraulic Conductivity
Tested By:KEL
Reviewed By:KJS
2.56E-06
Water Content (%)
Top Pressure (psi)40Dry Density (pcf)Permeant Liquid
TOTAL ELAPSED TIME OUTFLOW/INFLOW RATIO HYDRAULIC CONDUCTIVITY (k) @
Test Temperature
Saturation (%)Deaired Tap Water
DATE TIME READINGS
(Inflow)
ELAPSED
TIME (sec)
% Proctor Test Temperature (°C)22.0
Area (in²)
Base Pressure / Sample
Pressure (psi)45 Area of Burette Tubes (cm2)Volume (ft³)
Mass (g)
Sample tested from Shelby Tube sampled from compacted lift
Sample Properties Initial Final
Testing Data
Test Results
Cell Pressure (psi)50
Maximum Dry Density/Optimum Moisture:
Specific Gravity (assumed)
Diameter (in)2.6
Height (in)Hydraulic Conductivity (k) (cm/sec)
PREPARATION:
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD C
PROJECT INFORMATION SAMPLE INFORMATION
DESCRIPTION:Orangish Brown, Clayey, Fine to Medium SAND (SC)
24838 SOURCE:Clay Fill
3/15/2017 DEPTH:ST4-2-4Shelby Tube
Sutton - Coal Combustion Residuals Landfill
AVERAGE*
2.91E-06
2.58E-06
2.62E-06
2.52E-06
2.56E-06
1.00
450
750 1.00 2.57E-06
600 1.00 2.53E-06
1.00
900
Hydraulic Conductivity (k@20°C)
(cm/sec)
2.44E-06
150 1.00
3/15/2017 15:32:30 5.8 150
3/15/2017 15:30:00 5.2 150
150
3/15/2017 15:27:30 4.7
0.892
3.015:20:003/15/2017
150
3/15/2017 15:35:00 6.3 150
300 1.003/15/2017 15:25:00 4.1 150
3/15/2017 15:22:30 3.6
1.00E-09
1.00E-08
1.00E-07
1.00E-06
1.00E-05
1.00E-04
0 100 200 300 400 500 600 700 800
k,(
c
m
/
s
)

Time (s)
Hydraulic Conductivity vs. Time
Page 1
ECS Southeast, LLP
6714 Netherlands Drive
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
www.ecslimited.com
NAME:
NUMBER:
DATE:Tube:Sample:
ENGINEER:
Remarks:
2.853 2.854
4.914 4.867
6.387 6.395
0.0182 0.0180
1047.87 1056.24
18.6%19.5%
107.3 108.2
90.8%97.8%
NA N/A
READINGS
(Outflow)
23.5
23.2
23.0
22.8 *
22.6 *
22.4 *
22.2 *
*Reported Average Hydraulic Conductivity
Tested By:KEL
Reviewed By:KJS
0.892
1.515:20:003/20/2017
1200
3/20/2017 20:20:00 2.7 1200
2400 1.003/20/2017 16:00:00 1.9 1200
3/20/2017 15:40:00 1.7
3/20/2017 19:00:00 2.5 1200
3/20/2017 17:40:00 2.3 1200
1200
3/20/2017 16:20:00 2.1
AVERAGE*
1.51E-07
1.36E-07
1.31E-07
1.26E-07
1.28E-07
1.00
3600
6000 1.00 1.27E-07
4800 1.00 1.28E-07
1.00
7200
Hydraulic Conductivity (k@20°C)
(cm/sec)
1.22E-07
1200 1.50
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD C
PROJECT INFORMATION SAMPLE INFORMATION
DESCRIPTION:Orangish Brown, Clayey, Fine to Medium SAND (SC)
24838 SOURCE:Clay Fill
3/20/2017 DEPTH:ST4-2-5Shelby Tube
Sutton - Coal Combustion Residuals Landfill
Sample tested from Shelby Tube sampled from compacted lift
Sample Properties Initial Final
Testing Data
Test Results
Cell Pressure (psi)65
Maximum Dry Density/Optimum Moisture:
Specific Gravity (assumed)
Diameter (in)2.65
Height (in)Hydraulic Conductivity (k) (cm/sec)
PREPARATION:
1.28E-07
Water Content (%)
Top Pressure (psi)55Dry Density (pcf)Permeant Liquid
TOTAL ELAPSED TIME OUTFLOW/INFLOW RATIO HYDRAULIC CONDUCTIVITY (k) @
Test Temperature
Saturation (%)Deaired Tap Water
DATE TIME READINGS
(Inflow)
ELAPSED
TIME (sec)
% Proctor Test Temperature (°C)22.0
Area (in²)
Base Pressure / Sample
Pressure (psi)60 Area of Burette Tubes (cm2)Volume (ft³)
Mass (g)
1.00E-09
1.00E-08
1.00E-07
1.00E-06
1.00E-05
1.00E-04
0 1000 2000 3000 4000 5000 6000 7000
k,(
c
m
/
s
)

Time (s)
Hydraulic Conductivity vs. Time
Page 1

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]
Tested By: PW Checked By: KEL
5/1/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Light Brown, Fine to Medium SAND
3/8
#4
#10
#20
#40#60
#100
#200
100.0
99.7
98.9
91.6
69.333.6
6.4
1.4
NP NV NP
0.7781 0.6268 0.36470.3152 0.2370 0.18420.1655 2.20 0.93
SP A-3
As Received Moisture = 6.5%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 28-APR-17 Depth: 0.00-0.00
Sample Number: PC-008 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
P
E
R
C
E
N
T

C
O
A
R
S
E
R
100
90
80
70
60
50
40
30
20
10
0
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.3 0.8 29.6 67.9 1.4
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 05/01/17
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Height of Sample, cm 20.0
Diameter of Sample, cm 6.7 Mass of Wet Sample & Tare, g 467.40
Mass of Sample and Apparatus, g 1604.1 Mass of Dry Sample & Tare, g 437.50
Mass of Apparatus, g 546.3 Mass of Tare, g 154.70
Mass of Sample, g 1057.8 Moisture Content, % 10.57
Initial Dry Density, pcf 85.5
Final Dry Density,pcf 87.7
min sec
1 10 0 2.4E-02 0.916
2 10 0 2.3E-02 0.916
3 10 0 2.3E-02 0.931
4 10 0 2.4E-02 0.916 *
5 10 0 2.3E-02 0.916 *
6 10 0 2.4E-02 0.916 *
7 10 0 2.3E-02 0.916 *
8 10 0 2.4E-02 0.916 *
*Reported Permeability, cm/sec
USCS (ASTM D2487; D2488)NA
Apparatus ID Number 4 Final Height of Sample, cm 19.5
Timer ID Number 8 Head, cm 6.0
Thermometer ID Number 695 Gradient 0.31
1) Sample was placed in permeameter wih light compaction efforts
REMARKS
2.2E-02
2.1E-02
2.2E-02
23.6
2.2E-02
151 2.1E-02
2.2E-02152
23.6
23.6
23.0
23.6
152
150
151
153 23.6
23.6
ASTM D-2434/AASHTO T-215
Standard Test Method for Permeability of Granular Soils (Constant Head)
154
2.2E-02
2.1E-02
2.2E-02
MOISTURE CONTENT
TEST DATA
Permeability
at 20oC,
cm/sec
Readings
SAMPLE DATA
NA
Correction
Factor
Time of Discharge Volume of
Discharge,
cm3
Temperature
(Tx), oC
Permeability
at Tx, cm/sec
DESCRIPTION
150
23.6
-
24838
Sutton - Coal Combustion Residuals Landfill
24207/PC-008
ST Wooten
1720C-01-13
Bag
-
Tested By: PW Checked By: KEL
5/3/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Light Brown, Fine to Medium SAND
3/8
#4
#10
#20
#40#60
#100
#200
100.0
99.7
98.7
92.1
69.633.3
6.9
1.7
NP NV NP
0.7553 0.6138 0.36430.3159 0.2379 0.18360.1639 2.22 0.95
SP A-3
As Received Moisture = 5.5%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 1-MAY-17 Depth: 0.00-0.00
Sample Number: PC-009 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
P
E
R
C
E
N
T

C
O
A
R
S
E
R
100
90
80
70
60
50
40
30
20
10
0
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.3 1.0 29.1 67.9 1.7
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 05/03/17
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Height of Sample, cm 20.0
Diameter of Sample, cm 6.7 Mass of Wet Sample & Tare, g 537.20
Mass of Sample and Apparatus, g 1548.0 Mass of Dry Sample & Tare, g 518.00
Mass of Apparatus, g 546.6 Mass of Tare, g 162.40
Mass of Sample, g 1001.4 Moisture Content, % 5.40
Initial Dry Density, pcf 84.9
Final Dry Density,pcf 87.1
min sec
1 10 0 3.0E-02 0.919
2 10 0 3.0E-02 0.919
3 10 0 3.0E-02 0.919
4 10 0 3.0E-02 0.919 *
5 10 0 3.0E-02 0.919 *
6 10 0 3.0E-02 0.919 *
7 10 0 3.0E-02 0.919 *
8 10 0 3.0E-02 0.919 *
*Reported Permeability, cm/sec
USCS (ASTM D2487; D2488)NA
Apparatus ID Number 4 Final Height of Sample, cm 19.5
Timer ID Number 8 Head, cm 6.0
Thermometer ID Number 695 Gradient 0.31
1) Sample was placed in permeameter wih light compaction efforts
REMARKS
2.8E-02
2.8E-02
2.7E-02
23.5
2.8E-02
193 2.7E-02
2.8E-02194
23.5
23.5
23.5
23.5
192
193
192
194 23.5
23.5
ASTM D-2434/AASHTO T-215
Standard Test Method for Permeability of Granular Soils (Constant Head)
191
2.7E-02
2.7E-02
2.7E-02
MOISTURE CONTENT
TEST DATA
Permeability
at 20oC,
cm/sec
Readings
SAMPLE DATA
NA
Correction
Factor
Time of Discharge Volume of
Discharge,
cm3
Temperature
(Tx), oC
Permeability
at Tx, cm/sec
DESCRIPTION
194
23.5
-
24838
Sutton - Coal Combustion Residuals Landfill
24212/PC-009
ST Wooten
1720C-01-14
Bag
-
Tested By: PW Checked By: KEL
5/3/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Light Brown, Fine to Medium SAND
3/8
#4
#10
#20
#40#60
#100
#200
100.0
99.9
98.8
91.6
70.235.9
7.2
2.3
NP NV NP
0.7758 0.6232 0.35660.3065 0.2291 0.17890.1611 2.21 0.91
SP A-3
As Received Moisture = 4.7%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 3-MAY-17 Depth: 0.00-0.00
Sample Number: PC-010 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
P
E
R
C
E
N
T

C
O
A
R
S
E
R
100
90
80
70
60
50
40
30
20
10
0
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.1 1.1 28.6 67.9 2.3
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 05/05/17
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Height of Sample, cm 20.0
Diameter of Sample, cm 6.7 Mass of Wet Sample & Tare, g 560.50
Mass of Sample and Apparatus, g 1557.7 Mass of Dry Sample & Tare, g 547.10
Mass of Apparatus, g 546.5 Mass of Tare, g 243.00
Mass of Sample, g 1011.2 Moisture Content, % 4.41
Initial Dry Density, pcf 86.5
Final Dry Density,pcf 88.7
min sec
1 10 0 3.0E-02 0.975
2 10 0 2.9E-02 0.975
3 10 0 2.9E-02 0.975
4 10 0 2.9E-02 0.975 *
5 10 0 2.8E-02 0.975 *
6 10 0 2.9E-02 0.975 *
7 10 0 2.8E-02 0.975 *
8 10 0 2.9E-02 0.975 *
*Reported Permeability, cm/sec
USCS (ASTM D2487; D2488)NA
Apparatus ID Number 4 Final Height of Sample, cm 19.5
Timer ID Number 8 Head, cm 6.0
Thermometer ID Number 695 Gradient 0.31
1) Sample was placed in permeameter wih light compaction efforts
REMARKS
2.8E-02
2.7E-02
2.8E-02
21.2
2.8E-02
183 2.8E-02
2.8E-02188
21.2
21.2
21.2
21.2
192
190
189
185 21.2
21.2
ASTM D-2434/AASHTO T-215
Standard Test Method for Permeability of Granular Soils (Constant Head)
186
2.9E-02
2.9E-02
2.9E-02
MOISTURE CONTENT
TEST DATA
Permeability
at 20oC,
cm/sec
Readings
SAMPLE DATA
NA
Correction
Factor
Time of Discharge Volume of
Discharge,
cm3
Temperature
(Tx), oC
Permeability
at Tx, cm/sec
DESCRIPTION
180
21.2
-
24838
Sutton - Coal Combustion Residuals Landfill
24221/PC-010
ST Wooten
1720C-01-14
Bag
-
Tested By: PW Checked By: KEL
5/5/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Light Brown, Fine to Medium SAND
3/8
#4
#10
#20
#40#60
#100
#200
100.0
100.0
99.1
92.6
66.327.3
4.2
1.3
NP NV NP
0.7515 0.6291 0.38720.3388 0.2600 0.20210.1804 2.15 0.97
SP A-3
As Received Moisture = 4.2%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 4-MAY-17 (ST Wooten)Depth: 0.00-0.00
Sample Number: PC-011 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
P
E
R
C
E
N
T

C
O
A
R
S
E
R
100
90
80
70
60
50
40
30
20
10
0
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.9 32.8 65.0 1.3
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 05/08/17
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Height of Sample, cm 20.0
Diameter of Sample, cm 6.7 Mass of Wet Sample & Tare, g 548.60
Mass of Sample and Apparatus, g 1515.6 Mass of Dry Sample & Tare, g 535.90
Mass of Apparatus, g 545.6 Mass of Tare, g 238.30
Mass of Sample, g 970.0 Moisture Content, % 4.27
Initial Dry Density, pcf 83.1
Final Dry Density,pcf 85.2
min sec
1 5 0 3.8E-02 0.948
2 5 0 3.8E-02 0.948
3 5 0 3.7E-02 0.948
4 5 0 3.8E-02 0.948 *
5 5 0 3.9E-02 0.948 *
6 5 0 3.8E-02 0.948 *
7 5 0 3.8E-02 0.948 *
8 5 0 3.8E-02 0.948 *
*Reported Permeability, cm/sec
USCS (ASTM D2487; D2488)NA
Apparatus ID Number 4 Final Height of Sample, cm 19.5
Timer ID Number 8 Head, cm 6.0
Thermometer ID Number 695 Gradient 0.31
-
24838
Sutton - Coal Combustion Residuals Landfill
24236/PC-011
ST Wooten
1720C-01-14
Bag
-
SAMPLE DATA
NA
Correction
Factor
Time of Discharge Volume of
Discharge,
cm3
Temperature
(Tx), oC
Permeability
at Tx, cm/sec
DESCRIPTION
125
22.3
ASTM D-2434/AASHTO T-215
Standard Test Method for Permeability of Granular Soils (Constant Head)
121
3.6E-02
3.6E-02
3.5E-02
MOISTURE CONTENT
TEST DATA
Permeability
at 20oC,
cm/sec
Readings
22.3
22.3
122
124
120
123 22.3
22.3
3.6E-02
122 3.6E-02
3.6E-02123
22.3
22.3
1) Sample was placed in permeameter wih light compaction efforts
REMARKS
3.6E-02
3.7E-02
3.6E-02
22.3
Tested By: PW Checked By: KEL
5/11/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Light Brown, Fine to Medium SAND
3/8
#4
#10
#20
#40#60
#100
#200
100.0
100.0
99.3
93.6
70.432.2
6.8
2.2
NP NV NP
0.7002 0.5846 0.36370.3180 0.2422 0.18630.1654 2.20 0.97
SP A-3
As Received Moisture = 7.2%
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 10-MAY-17 (ST Wooten)Depth: 0.00-1.00
Sample Number: PC-012 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
P
E
R
C
E
N
T

C
O
A
R
S
E
R
100
90
80
70
60
50
40
30
20
10
0
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.7 28.9 68.2 2.2
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 05/12/17
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Height of Sample, cm 20.0
Diameter of Sample, cm 6.7 Mass of Wet Sample & Tare, g 450.70
Mass of Sample and Apparatus, g 1577.4 Mass of Dry Sample & Tare, g 430.70
Mass of Apparatus, g 547.2 Mass of Tare, g 161.50
Mass of Sample, g 1030.2 Moisture Content, % 7.43
Initial Dry Density, pcf 85.7
Final Dry Density,pcf 87.9
min sec
1 10 0 3.4E-02 0.926
2 10 0 3.4E-02 0.926
3 10 0 3.5E-02 0.926
4 10 0 3.5E-02 0.926 *
5 10 0 3.5E-02 0.926 *
6 10 0 3.5E-02 0.926 *
7 10 0 3.5E-02 0.926 *
8 10 0 3.5E-02 0.926 *
*Reported Permeability, cm/sec
USCS (ASTM D2487; D2488)NA
Apparatus ID Number 4 Final Height of Sample, cm 19.5
Timer ID Number 8 Head, cm 6.0
Thermometer ID Number 695 Gradient 0.31
1) Sample was placed in permeameter wih light compaction efforts
REMARKS
3.2E-02
3.2E-02
3.2E-02
23.2
3.2E-02
224 3.2E-02
3.2E-02223
23.2
23.2
23.2
23.2
221
220
223
225 23.2
23.2
ASTM D-2434/AASHTO T-215
Standard Test Method for Permeability of Granular Soils (Constant Head)
225
3.2E-02
3.2E-02
3.2E-02
MOISTURE CONTENT
TEST DATA
Permeability
at 20oC,
cm/sec
Readings
SAMPLE DATA
NA
Correction
Factor
Time of Discharge Volume of
Discharge,
cm3
Temperature
(Tx), oC
Permeability
at Tx, cm/sec
DESCRIPTION
223
23.2
-
24838
Sutton - Coal Combustion Residuals Landfill
24265/PC-012
ST Wooten
1720C-01-14
Bag
-
Tested By: PW Checked By: KEL
7/5/17
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Light brown, Fine to Medium SAND
3/8
#4#10
#20
#40#60
#100
#200
100.0
100.099.3
93.3
70.632.8
4.8
0.9
NP NV NP
0.7112 0.5892 0.36100.3148 0.2404 0.18940.1714 2.11 0.93
SP A-3
Duke Energy Carolinas, LLC
Sutton - Coal Combustion Residuals Landfill
24838
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 5-JUL-17 (St. Wooten)- Cell 4 Depth: 0.00-0.00
Sample Number: PC-013 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
P
E
R
C
E
N
T

C
O
A
R
S
E
R
100
90
80
70
60
50
40
30
20
10
0
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.7 28.7 69.7 0.9
6
i
n
.
3
i
n
.
2
i
n
.
1 ½ i
n
.
1
i
n
.
¾ in
.
½ in
.
3/
8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 07/06/17
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Height of Sample, cm 20.0
Diameter of Sample, cm 6.7 Mass of Wet Sample & Tare, g 509.50
Mass of Sample and Apparatus, g 1526.8 Mass of Dry Sample & Tare, g 501.50
Mass of Apparatus, g 547.3 Mass of Tare, g 98.50
Mass of Sample, g 979.5 Moisture Content, % 1.99
Initial Dry Density, pcf 85.8
Final Dry Density,pcf 88.0
min sec
1 4 0 4.5E-02 0.862
2 4 0 4.5E-02 0.862
3 4 0 4.7E-02 0.862
4 4 0 4.6E-02 0.862 *
5 4 0 4.6E-02 0.862 *
6 4 0 4.5E-02 0.862 *
7 4 0 4.5E-02 0.862 *
8 4 0 4.6E-02 0.862 *
*Reported Permeability, cm/sec
USCS (ASTM D2487; D2488)NA
Apparatus ID Number 4 Final Height of Sample, cm 19.5
Timer ID Number 5 Head, cm 6.0
Thermometer ID Number 695 Gradient 0.31
-
24838
Sutton - Coal Combustion Residuals Landfill
25118/PC-013
ST Wooten
1720C-01-15
Bag
-
SAMPLE DATA
NA
Correction
Factor
Time of Discharge Volume of
Discharge,
cm3
Temperature
(Tx), oC
Permeability
at Tx, cm/sec
DESCRIPTION
119
25.8
ASTM D-2434/AASHTO T-215
Standard Test Method for Permeability of Granular Soils (Constant Head)
116
3.9E-02
3.9E-02
4.0E-02
MOISTURE CONTENT
TEST DATA
Permeability
at 20oC,
cm/sec
Readings
25.8
25.8
117
116
120
118 25.8
25.8
3.9E-02
115 3.8E-02
4.0E-02119
25.8
25.8
1) Sample was placed in permeameter with light compaction efforts
REMARKS
3.9E-02
4.0E-02
3.9E-02
25.8

Drainage Aggregate

Information provided in:
Construction Certification Report
Phase I - Cell 3
(DIN 28196)

Analytical Tests

SUTTON CCR LANDFILL
PHASE I, CELL 4
WILMINGTON, NORTH CAROLINA
Soil Analytical Test Result Summary Table
Sample ID Off-Site Lab ID Date Sampled Material Type Pass/Fail
CSAN-002 2016040561 12/19/2016 Compacted Soil Pass
GFAN-005 2017014564 5/1/2017 General Fill Pass
GFAN-006 2017016187 5/5/2017 General Fill Pass
GFAN-007 2017016188 5/5/2017 General Fill Pass
GFAN-008 2017016189 5/5/2017 General Fill Pass
CQA Analytical Test Results
L.V. Sutton Electric Plant
Duke Energy
Geosyntec Consultants
Field ID 2016040561
Sample Date 12/19/2016
EPA Industrial Soil
Screening Level
Chemical Group Chemical Name Units
Percentage Solids %79.4
Amino Aliphatics N-nitrosodi-n-propylamine mg/kg 0.33 <0.41
Amino Aromatics n-Nitrosodiphenylamine mg/kg 470 <0.41
Anilines 4-chloroaniline mg/kg 11 <0.41
Benzene mg/kg 5.1 <0.0038
Ethylbenzene mg/kg 25 <0.0063
Toluene mg/kg 47000 <0.0063
Xylene (m & p) mg/kg <0.013
Xylene (o) mg/kg 2800 <0.0063
Xylene Total mg/kg 2500 <0.019
1,1,1,2-tetrachloroethane mg/kg 8.8 <0.0063
1,1,1-trichloroethane mg/kg 36000 <0.0063
1,1,2,2-tetrachloroethane mg/kg 2.7 <0.0063
1,1,2-trichloroethane mg/kg 5 <0.0063
1,1-dichloroethane mg/kg 16 <0.0063
1,1-dichloroethene mg/kg 1000 <0.0063
1,1-dichloropropene mg/kg <0.0063
1,2,3-trichloropropane mg/kg 0.11 <0.0063
1,2-dichloroethane mg/kg 2 <0.0063
1,2-dichloropropane mg/kg 4.4 <0.0063
1,3-dichloropropane mg/kg 23000 <0.0063
2,2-dichloropropane mg/kg <0.0063
Bromochloromethane mg/kg 630 <0.0063
Bromodichloromethane mg/kg 1.3 <0.0063
Bromoform mg/kg 86 <0.0063
Carbon tetrachloride mg/kg 2.9 <0.0063
Chlorodibromomethane mg/kg 39 <0.0063
Chloroethane mg/kg 57000 <0.013
Chloroform mg/kg 1.4 <0.0063
Chloromethane mg/kg 460 <0.0063
cis-1,2-dichloroethene mg/kg 2300 <0.0063
cis-1,3-dichloropropene mg/kg <0.0063
Dichloromethane mg/kg 1000 <0.0063
Hexachlorobutadiene mg/kg 5.3 <0.41
Hexachlorocyclopentadiene mg/kg 7.5 <0.41
Hexachloroethane mg/kg 8 <0.41
Trichloroethene mg/kg 6 <0.0063
Tetrachloroethene mg/kg 100 <0.0063
trans-1,2-dichloroethene mg/kg 23000 <0.0063
trans-1,3-dichloropropene mg/kg <0.0063
Vinyl chloride mg/kg 1.7 <0.0063
2,4-Dinitrotoluene mg/kg 7.4 <0.41
2,6-dinitrotoluene mg/kg 1.5 <0.41
Nitrobenzene mg/kg 22 <0.41
1,2,3-trichlorobenzene mg/kg 930 <0.0063
1,2,4-trichlorobenzene mg/kg 110 <0.0063
Halogenated
Benzenes
Chlorinated
Hydrocarbons
Explosives
BTEX
1 1/19/2017
CQA Analytical Test Results
L.V. Sutton Electric Plant
Duke Energy
Geosyntec Consultants
Field ID 2016040561
Sample Date 12/19/2016
EPA Industrial Soil
Screening Level
Chemical Group Chemical Name Units
1,2-dichlorobenzene mg/kg 9300 <0.0063
1,3-dichlorobenzene mg/kg <0.0063
1,4-dichlorobenzene mg/kg 11 <0.0063
2-chlorotoluene mg/kg 23000 <0.0063
4-chlorotoluene mg/kg 23000 <0.0063
Bromobenzene mg/kg 1800 <0.0063
Chlorobenzene mg/kg 1300 <0.0063
Hexachlorobenzene mg/kg 0.96 <0.41
1,2-dibromoethane mg/kg 0.16 <0.0063
Bromomethane mg/kg 30 <0.013
Dichlorodifluoromethane mg/kg 370 <0.0063
Trichlorofluoromethane mg/kg 350000 <0.0063
2,4,6-trichlorophenol mg/kg 210 <0.41
2,4-dichlorophenol mg/kg 2500 <0.41
2-chlorophenol mg/kg 5800 <0.41
Pentachlorophenol mg/kg 4 <0.41
Chloride mg/kg <13
Sulphate mg/kg 16
Lead Lead mg/kg 800 6.7
1,2,4-trimethylbenzene mg/kg 240 <0.0063
1,3,5-trimethylbenzene mg/kg 12000 <0.0063
Isopropylbenzene mg/kg 9900 <0.0063
n-butylbenzene mg/kg 58000 <0.0063
n-propylbenzene mg/kg 24000 <0.0063
p-isopropyltoluene mg/kg <0.0063
sec-butylbenzene mg/kg 120000 <0.0063
Styrene mg/kg 35000 <0.0063
tert-butylbenzene mg/kg 120000 <0.0063
Arsenic mg/kg 3 2
Barium mg/kg 220000 15
Cadmium mg/kg 980 <0.32
Chromium (III+VI) mg/kg 1800000 26
Mercury mg/kg 46 <0.026
Selenium mg/kg 5800 <1.3
Silver mg/kg 5800 <0.32
1-Methylnaphthalene mg/kg 73 <0.41
2,4-dimethylphenol mg/kg 16000 <0.41
2,4-dinitrophenol mg/kg 1600 <0.41
2-chloronaphthalene mg/kg 60000 <0.41
2-methylnaphthalene mg/kg 3000 <0.41
2-methylphenol mg/kg 41000 <0.41
2-nitrophenol mg/kg <0.41
3-&4-methylphenol mg/kg <0.41
4,6-Dinitro-2-methylphenol mg/kg 66 <0.41
4-chloro-3-methylphenol mg/kg 82000 <0.41
4-nitrophenol mg/kg <0.41
Acenaphthene mg/kg 45000 <0.41
Acenaphthylene mg/kg <0.41
PAH/Phenols
Metals
Inorganics
MAH
Halogenated
Hydrocarbons
Halogenated
Phenols
2 1/19/2017
CQA Analytical Test Results
L.V. Sutton Electric Plant
Duke Energy
Geosyntec Consultants
Field ID 2016040561
Sample Date 12/19/2016
EPA Industrial Soil
Screening Level
Chemical Group Chemical Name Units
Anthracene mg/kg 230000 <0.41
Benz(a)anthracene mg/kg 2.9 <0.41
Benzo(a) pyrene mg/kg 0.29 <0.41
Benzo(b)fluoranthene mg/kg 2.9 <0.41
Benzo(g,h,i)perylene mg/kg <0.41
Benzo(k)fluoranthene mg/kg 29 <0.41
Chrysene mg/kg 290 <0.41
Dibenz(a,h)anthracene mg/kg 0.29 <0.41
Fluoranthene mg/kg 30000 <0.41
Fluorene mg/kg 30000 <0.41
Indeno(1,2,3-c,d)pyrene mg/kg 2.9 <0.41
Naphthalene mg/kg 17 <0.013
Phenanthrene mg/kg <0.41
Phenol mg/kg 250000 <0.41
Pyrene mg/kg 23000 <0.41
Bis(2-ethylhexyl) phthalate mg/kg 160 <0.41
Butyl benzyl phthalate mg/kg 1200 <0.41
Diethylphthalate mg/kg 660000 <0.41
Dimethyl phthalate mg/kg <0.41
Di-n-butyl phthalate mg/kg 82000 <0.41
Di-n-octyl phthalate mg/kg 8200 <0.41
Methyl Ethyl Ketone mg/kg 190000 <0.13
2-hexanone (MBK) mg/kg 1300 <0.063
4-Methyl-2-pentanone mg/kg 140000 <0.063
Acetone mg/kg 670000 <0.063
Isophorone mg/kg 2400 <0.41
MTBE mg/kg 210 <0.013
Vinyl acetate mg/kg 3800 <0.031
3,3-Dichlorobenzidine mg/kg 5.1 <0.41
4-bromophenyl phenyl ether mg/kg <0.41
4-chlorophenyl phenyl ether mg/kg <0.41
Azobenzene mg/kg 26 <0.41
Benzoic Acid mg/kg 3300000 <0.41
Benzyl alcohol mg/kg 82000 <0.41
Bis(2-chloroethoxy) methane mg/kg 2500 <0.41
Bis(2-chloroethyl)ether mg/kg 1 <0.41
Bis(2-chloroisopropyl) ether mg/kg <0.41
Dibenzofuran mg/kg 1000 <0.41
VOCs Diisopropyl ether mg/kg 9400 <0.0063
Notes:
1. Site Hazard Index of 1.0 used since multiple compounds are not anticipated.
2. Elemental Mercury screening values used for Mercury as this was the most
conservative standard.
3. Chromium III used to screen Chromium.
Solvents
SVOCs
Phthalates
3 1/19/2017
CQ
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.
So
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SV
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C
s
Ph
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a
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t
e
s
3
6/5/2017
APPENDIX C

IN-PLACE FIELD TEST RESULTS

Grid Layout
OEOEOEOE
OEOEOE
2
0
20
2
0
2
0
2
0
20
2
0
2
0
20
3019
.
0
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1
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4
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3
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4
28
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8
25
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7
20
22
24
26
2
4
2
6
2
8
22
24
26
28
E 2,
3
0
6
,
5
0
0
E 2,
3
0
6
,
0
0
0
2
0
2
2
2
4
2
6
2
0
2
2
2
4
2
6
1
20
20
20
30
20
30
22
24
26
28
20
22
24
26
2
2
2
4
2
6
2
8
2
0
20
30
20
30
20
303030
30 30 30
20
20 2020 30
20
20 10%
10%
A
B
C
E
F
G
H
I
J
D
2 3 4 5 6 7 8 9 10 11 12 13 14 15
CELL 3 CELL 4
K
16 17 N
PROJECT NO:
FIGURE
LV SUTTON ENERGY COMPLEX
GENERAL FILL LAYER
FIELD GRID LOCATION
OCTOBER 2016
1
GC6198
2000
SCALE IN FEET
90'
90'
2
0
20
20
20
2
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2
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4
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6
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1
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7
18
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0
17
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4
28
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3
22
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28
.
9
15
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3
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4
15
.
6
15.5
16
.
4
16
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15
.
8
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.
9
16
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3
16
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4
15
.
9
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0
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17
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16
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17
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17
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17
.
4
27
.
4
17
.
7
28
.
7
21
.
5
21
.
1
20
.
8
14
.
3
21
.
4
18
.
9
24
.
7
30
.
3
20
.
5
21
.
2
21
.
8
20
22
24
26
2
4
2
6
2
8
22
24
26
28
2
0
2
2
2
4
2
6
2
0
2
2
2
4
2
6
1
20
20
20
30
20
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22
24
26
28
20
22
24
26
2
2
2
4
2
6
2
8
2
0
20
30
20
30
20
303030
30 30 30
20
20 2020 30
2020 10%
10%
A
B
C
E
F
G
H
I
J
D
2 3 4 5 6 7 8 9 10 11 12 13 14 15
CELL 3 CELL 4
K
16 17
L
M
18 19 20 N
PROJECT NO:
FIGURE
LV SUTTON ENERGY COMPLEX
COMPACTED SOIL LAYER
FIELD GRID LOCATION
DECEMBER 2016
2
GC6198
2000
SCALE IN FEET
70'
70'

Standard Count Log
Nuclear Gauge Standard Count Log
ProjNo: GC6198
Project: L. V. Sutton Power Plant
TaskNo:01Location: Wilmington, North Carolina
Description:Cell Construction
Date Moisture Count Density Count Result QAID
Model:3440 SerialNo:20979
ArrivalDate:11/1/2016 DepartureDate:
LeakTestDate:3/8/2017
12/9/2016 652 1743 BCF
12/9/2016 653 1739 BCP
12/22/2016 654 1719 BCP
1/24/2017 652 1743 BCF
1/24/2017 654 1739 BCP
1/25/2017 651 1711 BCF
1/25/2017 650 1707 BCF
1/25/2017 647 1706 BCF
1/25/2017 652 1708 BCP
1/26/2017 646 1732 BCP
1/27/2017 653 1732 BCF
1/27/2017 658 1740 BCF
1/27/2017 657 1722 BCP
1/30/2017 653 1740 BCP
1/31/2017 652 1723 BCP
1/31/2017 649 1743 DWP
2/1/2017 653 1726 DWP
2/2/2017 593 2024 DWP
2/2/2017 656 1695 BCF
2/2/2017 652 1698 BCP
2/3/2017 596 2020 DWP
2/3/2017 653 1703 DWP
2/6/2017 635 1641 ARF
2/6/2017 624 1696 ARF
2/6/2017 650 1692 ARF
2/6/2017 664 1691 ARF
2/6/2017 661 1705 ARF
2/6/2017 648 1686 ARP
Friday, July 7, 2017 Page 1 of 5
[Copyright ©2010 by Geosyntec Consultants, Inc]
Nuclear Gauge Standard Count Log
ProjNo: GC6198
Project: L. V. Sutton Power Plant
TaskNo:01Location: Wilmington, North Carolina
Description:Cell Construction
2/7/2017 656 1705 ARP
2/8/2017 647 1693 ARP
2/9/2017 656 1694 ARP
2/10/2017 659 1696 ARP
2/13/2017 592 2017 DWP
2/13/2017 654 1693 ARP
2/14/2017 659 1803 ARF
2/14/2017 651 1724 ARF
2/14/2017 656 1731 ARF
2/14/2017 656 1733 ARF
2/14/2017 651 1742 ARP
2/16/2017 653 1699 ARF
2/16/2017 652 1705 ARF
2/16/2017 650 1696 ARF
2/16/2017 656 1693 ARF
2/16/2017 656 1684 ARP
2/17/2017 655 1707 ARF
2/17/2017 658 1698 ARP
2/20/2017 653 1691 ARP
2/21/2017 656 1699 DWP
2/22/2017 653 1693 ARP
2/23/2017 656 1702 DWP
2/24/2017 655 1696 DWP
3/2/2017 650 1701 CGMP
3/6/2017 651 1699 ARP
3/7/2017 653 1703 ARP
3/8/2017 658 1720 ARF
3/8/2017 650 1701 ARP
3/9/2017 650 1700 ARP
3/10/2017 622 1696 ARF
3/10/2017 621 1701 ARF
3/10/2017 624 1696 ARP
3/11/2017 648 1700 ARF
3/11/2017 652 1691 ARF
Friday, July 7, 2017 Page 2 of 5
[Copyright ©2010 by Geosyntec Consultants, Inc]
Nuclear Gauge Standard Count Log
ProjNo: GC6198
Project: L. V. Sutton Power Plant
TaskNo:01Location: Wilmington, North Carolina
Description:Cell Construction
3/11/2017 644 1700 ARF
3/11/2017 645 1697 ARP
3/13/2017 653 1697 ARP
3/14/2017 647 1715 ARF
3/14/2017 654 1708 ARP
3/15/2017 650 1729 ARF
3/15/2017 652 1732 ARF
3/15/2017 655 1720 ARP
3/16/2017 654 1692 CGMF
3/16/2017 654 1686 CGMF
3/16/2017 656 1696 CGMP
3/17/2017 652 1703 CGMP
3/20/2017 652 1706 ARP
3/21/2017 656 1683 ARP
3/22/2017 655 1682 DWP
3/23/2017 654 1707 ARP
3/24/2017 650 1696 ARP
Friday, July 7, 2017 Page 3 of 5
[Copyright ©2010 by Geosyntec Consultants, Inc]
Nuclear Gauge Standard Count Log
ProjNo: GC6198
Project: L. V. Sutton Power Plant
TaskNo:01Location: Wilmington, North Carolina
Description:Cell Construction
Date Moisture Count Density Count Result QAID
Model:3430 SerialNo:27418
ArrivalDate:1/27/2017 DepartureDate:
LeakTestDate:3/8/2017
1/31/2017 593 2035 DWP
2/2/2017 593 2024 DWP
2/3/2017 596 2020 DWP
2/13/2017 592 2017 DWP
2/14/2017 596 2033 DWP
2/15/2017 598 2012 ARP
2/17/2017 605 2085 ARF
2/17/2017 596 2016 ARF
2/17/2017 598 2028 ARF
2/17/2017 600 2032 ARF
2/17/2017 599 2033 ARF
2/17/2017 600 2033 ARP
2/20/2017 598 2015 DWP
2/21/2017 595 2026 DWP
2/22/2017 596 2026 DWP
2/23/2017 593 2029 DWP
2/24/2017 591 2028 DWP
2/27/2017 595 2019 DWP
2/28/2017 594 2016 DWp
3/10/2017 599 2010 ARP
3/15/2017 595 2026 DWP
3/16/2017 595 2014 DWP
3/17/2017 596 2020 DWP
3/21/2017 598 2013 DWp
3/22/2017 598 2005 DWP
3/23/2017 593 2018 CGMP
3/23/2017 603 2277 CGMF
3/23/2017 605 2280 CGMF
Friday, July 7, 2017 Page 4 of 5
[Copyright ©2010 by Geosyntec Consultants, Inc]
Nuclear Gauge Standard Count Log
ProjNo: GC6198
Project: L. V. Sutton Power Plant
TaskNo:01Location: Wilmington, North Carolina
Description:Cell Construction
3/23/2017 604 2279 CGMF
3/23/2017 605 2285 CGMF
3/23/2017 605 2279 CGMP
3/23/2017 584 2024 CGMF
3/23/2017 593 2028 CGMF
3/23/2017 585 2027 CGMF
3/23/2017 595 2020 CGMF
3/23/2017 589 2032 CGMP
3/24/2017 598 2018 DWF
3/24/2017 592 2024 DWF
3/24/2017 589 2019 DWF
3/24/2017 595 2026 DWP
Friday, July 7, 2017 Page 5 of 5
[Copyright ©2010 by Geosyntec Consultants, Inc]

General Fill

Field Density Test
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Drive Cylinders
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-001 11.3
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day January
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 5
95 N/A
FDT 3-056 Grid C-10 TEST NO.GFDC-015
BC
A 4 0.034 99.2
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.60 95.6
C 1.26 95.2
D 3.34 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
BC
O 7 6.7 11.7
P 331.3 312.9
Q 319.6 MOISTURE CONTENT = (R/S)X100 3.7
[L] MAXIMUM DRY UNIT WT. (pcf) 100.4 (M) OPT. MOIST. CONTENT (%)
BC
U1.5 2.2
V 97.9 95.8
W-0.2
GF Drive Cylinders- ASTM D2937.xls Page 1 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-017 15.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day January
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 17
95 N/A
FDT 3-075 Grid J-12 TEST NO.GFDC-016
BC
A 1 0.034 101.5
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.76 96.1
C 1.34 96.6
D 3.42 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
BC
O 62 8.1 15.5
P 295.8 272.2
Q 280.3 MOISTURE CONTENT = (R/S)X100 5.7
[L] MAXIMUM DRY UNIT WT. (pcf) 99.4 (M) OPT. MOIST. CONTENT (%)
BC
U1.5 4.2
V 101.2 97.1
W-1.0
GF Drive Cylinders- ASTM D2937.xls Page 2 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-017 15.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day January
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 17
95 N/A
FDT 3-100 Grid F-15 TEST NO.GFDC-017
BC
A 6 0.034 100.9
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.66 94.0
C 1.26 94.6
D 3.40 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
BC
O 5 6.7 21.8
P 325.7 297.2
Q 303.9 MOISTURE CONTENT = (R/S)X100 7.3
[L] MAXIMUM DRY UNIT WT. (pcf) 99.4 (M) OPT. MOIST. CONTENT (%)
BC
U1.4 5.9
V 100.5 94.9
W-0.9
GF Drive Cylinders- ASTM D2937.xls Page 3 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-001 11.3
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day January
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 19
95 N/A
FDT 3-125 Grid C-15 TEST NO.GFDC-018
BC
A 1 0.034 106.9
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.94 97.4
C 1.34 97.0
D 3.60 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
BC
O 62 8.1 23.5
P 273.9 242.3
Q 250.4 MOISTURE CONTENT = (R/S)X100 9.7
[L] MAXIMUM DRY UNIT WT. (pcf)100.4 (M) OPT. MOIST. CONTENT (%)
BC
U2.4 7.3
V 107.3 100.0
W-2.6
GF Drive Cylinders- ASTM D2937.xls Page 4 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-017 15.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day January
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 19
95 N/A
FDT 3-140 Grid A-16 TEST NO.GFDC-019
BC
A 6 0.034 105.1
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.80 96.5
C 1.26 97.1
D 3.54 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
BC
O 60 8.2 22.3
P 281.3 250.8
Q 259.0 MOISTURE CONTENT = (R/S)X100 8.9
[L] MAXIMUM DRY UNIT WT. (pcf)99.4 (M) OPT. MOIST. CONTENT (%)
BC
U1.5 7.4
V 104.1 96.9
W-0.4
GF Drive Cylinders- ASTM D2937.xls Page 5 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-017 15.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day January
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 24
95 N/A
FDT 3-141 Grid J-16 TEST NO.GFDC-020
BC
A 6 0.034 101.5
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.68 95.7
C 1.26 96.2
D 3.42 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
BC
O 7 6.7 15.8
P 279.9 257.4
Q 264.1 MOISTURE CONTENT = (R/S)X100 6.1
[L] MAXIMUM DRY UNIT WT. (pcf)99.4 (M) OPT. MOIST. CONTENT (%)
BC
U1.5 4.6
V 101.0 96.6
W-0.9
GF Drive Cylinders- ASTM D2937.xls Page 6 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-017 15.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day January
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 27
95 N/A
FDT 3-176 Grid E-16 TEST NO.GFDC-021
BC
A 07 0.034 105.1
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.80 97.5
C 1.26 98.1
D 3.54 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
BC
O 7 6.7 17.4
P 246.6 222.5
Q 229.2 MOISTURE CONTENT = (R/S)X100 7.8
[L] MAXIMUM DRY UNIT WT. (pcf)99.4 (M) OPT. MOIST. CONTENT (%)
BC
U1.2 6.6
V 105.1 98.6
W-1.1
GF Drive Cylinders- ASTM D2937.xls Page 7 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-017 15.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day January
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 27
95 N/A
FDT 3-177 Grid E-15 TEST NO.GFDC-022
BC
A 02 0.034 107.2
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.88 98.5
C 1.27 99.1
D 3.61 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
BC
O 2 6.7 25.5
P 322.6 290.4
Q 297.1 MOISTURE CONTENT = (R/S)X100 8.8
[L] MAXIMUM DRY UNIT WT. (pcf)99.4 (M) OPT. MOIST. CONTENT (%)
BC
U-0.3 9.1
V 108.4 99.4
W-0.9
GF Drive Cylinders- ASTM D2937.xls Page 8 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-003 13.4
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day January
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 31
95 N/A
FDT 3-224 Grid G-11 TEST NO.GFDC-023
DW
A 07 0.034 110.1
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.98 103.1
C 1.27 99.8
D 3.71 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 233 8.4 26.5
P 425.1 390.2
Q 398.6 MOISTURE CONTENT = (R/S)X100 6.8
[L] MAXIMUM DRY UNIT WT. (pcf)103.3 (M) OPT. MOIST. CONTENT (%)
DW
U1.1 5.7
V 112.1 106.1
W-3.0
GF Drive Cylinders- ASTM D2937.xls Page 9 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-003 13.4
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day February
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 1
95 N/A
FDT 3-249 Grid C-11 TEST NO.GFDC-024
DW
A 01 0.034 104.5
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.78 99.5
C 1.26 96.3
D 3.52 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 60 8.2 26.2
P 553.0 518.6
Q 526.8 MOISTURE CONTENT = (R/S)X100 5.1
[L] MAXIMUM DRY UNIT WT. (pcf)103.3 (M) OPT. MOIST. CONTENT (%)
DW
U0.7 4.4
V 103.3 99.0
W0.5
GF Drive Cylinders- ASTM D2937.xls Page 10 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-003 13.4
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day February
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 1
95 N/A
FDT 3-265 Grid H-16 TEST NO.GFDC-025
DW
A 05 0.034 106.9
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.86 100.7
C 1.26 97.5
D 3.60 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 2 6.8 26.2
P 463.1 430.1
Q 436.9 MOISTURE CONTENT = (R/S)X100 6.1
[L] MAXIMUM DRY UNIT WT. (pcf)103.3 (M) OPT. MOIST. CONTENT (%)
DW
U1.1 5.0
V 106.1 101.0
W-0.3
GF Drive Cylinders- ASTM D2937.xls Page 11 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-003 13.4
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day February
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 1
95 N/A
FDT 3-278 Grid J-14 TEST NO.GFDC-026
DW
A 03 0.034 105.4
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.87 99.2
C 1.32 96.0
D 3.55 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 62 8.2 25.1
P 432.3 399.0
Q 407.2 MOISTURE CONTENT = (R/S)X100 6.3
[L] MAXIMUM DRY UNIT WT. (pcf)103.3 (M) OPT. MOIST. CONTENT (%)
DW
U2.6 3.7
V 104.7 101.0
W-1.8
GF Drive Cylinders- ASTM D2937.xls Page 12 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-003 13.4
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day February
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 3
95 N/A
FDT 3-300/Grid G-15 TEST NO.GFDC-027
DW
A 01 0.034 106.3
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.84 100.5
C 1.26 97.3
D 3.58 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 3 6.8 21.9
P 411.8 383.1
Q 389.9 MOISTURE CONTENT = (R/S)X100 5.7
[L] MAXIMUM DRY UNIT WT. (pcf)103.3 (M) OPT. MOIST. CONTENT (%)
DW
U1.7 4.0
V 102.5 98.5
W2.0
GF Drive Cylinders- ASTM D2937.xls Page 13 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-003 13.4
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W-3.7
V 105.6 102.2
[L] MAXIMUM DRY UNIT WT. (pcf)103.3 (M) OPT. MOIST. CONTENT (%)
DW
U0.9 3.3
P 411.7 388.5
Q 395.2 MOISTURE CONTENT = (R/S)X100 4.2
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 4 6.7 16.5
98.5
C 1.26 95.4
D 3.46 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.72
FDT 3-319 Grid E-12 TEST NO.GFDC-028
DW
A 5 0.034 102.7
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 6
95 N/A
month 2017
SOURCE: General Fill
TASK NO.: 01
day February
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
GF Drive Cylinders- ASTM D2937.xls Page 14 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-003 13.4
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W-0.5
V 102.5 98.7
[L] MAXIMUM DRY UNIT WT. (pcf)103.3 (M) OPT. MOIST. CONTENT (%)
DW
U0.8 3.8
P 288.5 269.4
Q 276.1 MOISTURE CONTENT = (R/S)X100 4.6
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 7 6.7 12.4
98.2
C 1.26 95.1
D 3.46 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.72
FDT 3-338 Grid J-16 TEST NO.GFDC-029
DW
A 5 0.034 102.7
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 6
95 N/A
month 2017
SOURCE: General Fill
TASK NO.: 01
day February
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
GF Drive Cylinders- ASTM D2937.xls Page 15 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-010 15.6
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W-0.9
V 103.3 98.7
[L] MAXIMUM DRY UNIT WT. (pcf)100.9 (M) OPT. MOIST. CONTENT (%)
DW
U2.3 4.6
P 329.5 300.4
Q 308.8 MOISTURE CONTENT = (R/S)X100 6.9
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 677 8.4 20.7
97.8
C 1.26 96.9
D 3.52 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.78
FDT 3-374 Grid E-16 TEST NO.GFDC-030
DW
A 7 0.034 104.5
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 7
95 N/A
month 2017
SOURCE: General Fill
TASK NO.: 01
day February
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
GF Drive Cylinders- ASTM D2937.xls Page 16 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-010 15.6
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day February
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 8
95 N/A
FDT 3-383 Grid J-16 TEST NO.GFDC-031
DW
A 6 0.034 102.4
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.71 96.3
C 1.26 95.4
D 3.45 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 9 6.7 17.5
P 298.2 274.0
Q 280.7 MOISTURE CONTENT = (R/S)X100 6.4
[L] MAXIMUM DRY UNIT WT. (pcf)100.9 (M) OPT. MOIST. CONTENT (%)
DW
U0.9 5.5
V 103.1 97.7
W-1.4
GF Drive Cylinders- ASTM D2937.xls Page 17 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-001 11.3
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W-3.2
V 100.9 98.8
[L] MAXIMUM DRY UNIT WT. (pcf)100.4 (M) OPT. MOIST. CONTENT (%)
DW
U1.3 2.1
P 450.9 429.5
Q 436.2 MOISTURE CONTENT = (R/S)X100 3.4
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 9 6.7 14.7
95.6
C 1.26 95.2
D 3.33 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.59
FDT 3-400 Grid J-16 TEST NO.GFDC-032
DW
A 1 0.034 98.9
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 9
95 N/A
month 2017
SOURCE: General Fill
TASK NO.: 01
day February
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
GF Drive Cylinders- ASTM D2937.xls Page 18 of 19
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA GF-008 15.8
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: General Fill
TASK NO.: 01
day February
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 12
95 N/A
FDT 3-417 Grid A-12 TEST NO.GFDC-033
DW
A 4 0.034 104.5
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 4.78 99.9
C 1.26 99.5
D 3.52 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 8 6.8 17.4
P 398.4 374.2
Q 381.0 MOISTURE CONTENT = (R/S)X100 4.6
[L] MAXIMUM DRY UNIT WT. (pcf)100.4 (M) OPT. MOIST. CONTENT (%)
DW
U1.2 3.4
V 105.0 100.1
W-0.2
GF Drive Cylinders- ASTM D2937.xls Page 19 of 19

Compacted Soil Layer

Field Density Test
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Drive Cylinders
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-004 15.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W3.8
V 128.5 107.7
[L] MAXIMUM DRY UNIT WT. (pcf)112.3 (M) OPT. MOIST. CONTENT (%)
AR
U-3.219.3
P 249.7 209.2
Q 216.0 MOISTURE CONTENT = (R/S)X100 16.1
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
AR
O 8 6.8 33.7
111.5
C 1.26 99.3
D 4.36 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.62
FDT 4-025 Grid D-13 TEST NO.CSDC-011
AR
A 2 0.034 129.4
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 7
95 0-3
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
CS Drive Cylinders - ASTM D2937.xls Page 1 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-004 18.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 8
95 0-3
FDT 4-051 Grid F-15 TEST NO.CSDC-012
AR
A 7 0.034 121.1
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.42 100.1
C 1.34 95.0
D 4.08 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
AR
O 62 8.2 37.8
P 226.5 180.5
Q 188.7 MOISTURE CONTENT = (R/S)X100 20.9
[L] MAXIMUM DRY UNIT WT. (pcf)105.4 (M) OPT. MOIST. CONTENT (%)
BC
U-0.521.4
V 123.7 101.9
W-1.8
CS Drive Cylinders - ASTM D2937.xls Page 2 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-004 18.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W4.8
V 126.4 101.3
[L] MAXIMUM DRY UNIT WT. (pcf)105.4 (M) OPT. MOIST. CONTENT (%)
AR
U-5.024.8
P 286.8 233.9
Q 240.6 MOISTURE CONTENT = (R/S)X100 19.8
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
AR
O 2 6.7 46.2
106.1
C 1.26 100.7
D 4.28 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.54
FDT 4-067 Grid C-19 TEST NO.CSDC-013
AR
A 6 0.034 127.1
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 8
95 0-3
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
CS Drive Cylinders - ASTM D2937.xls Page 3 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-004 18.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W1.0
V 123.4 102.6
[L] MAXIMUM DRY UNIT WT. (pcf)105.4 (M) OPT. MOIST. CONTENT (%)
AR
U1.820.3
P 248.9 198.4
Q 205.1 MOISTURE CONTENT = (R/S)X100 22.1
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
AR
O 7 6.7 43.8
103.6
C 1.34 98.3
D 4.26 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.60
FDT 4-083 Grid F-14 TEST NO.CSDC-014
AR
A 1 0.034 126.5
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 8
95 0-3
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
CS Drive Cylinders - ASTM D2937.xls Page 4 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-004 18.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W-1.0
V 127.2 103.4
[L] MAXIMUM DRY UNIT WT. (pcf)105.4 (M) OPT. MOIST. CONTENT (%)
AR
U-1.823.0
P 323.1 260.0
Q 268.1 MOISTURE CONTENT = (R/S)X100 21.2
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
AR
O 113 8.1 55.0
102.4
C 1.26 97.2
D 4.18 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.44
FDT 4-094 Grid I-12 TEST NO.CSDC-015
AR
A 3 0.034 124.1
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 8
95 0-3
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
CS Drive Cylinders - ASTM D2937.xls Page 5 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-004 18.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W7.4
V 123.2 101.7
[L] MAXIMUM DRY UNIT WT. (pcf)105.4 (M) OPT. MOIST. CONTENT (%)
AR
U-2.421.1
P 260.0 213.4
Q 220.2 MOISTURE CONTENT = (R/S)X100 18.7
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
AR
O 3 6.8 39.8
109.1
C 1.26 103.5
D 4.36 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.62
FDT 4-114 Grid H-19 TEST NO.CSDC-016
AR
A 1 0.034 129.4
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 8
95 0-3
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
CS Drive Cylinders - ASTM D2937.xls Page 6 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-004 18.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W5.3
V 127.6 105.9
[L] MAXIMUM DRY UNIT WT. (pcf)105.4 (M) OPT. MOIST. CONTENT (%)
BC
U-6.220.4
P 268.4 228.9
Q 235.8 MOISTURE CONTENT = (R/S)X100 14.2
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
AR
O 8 6.9 32.6
111.2
C 1.26 105.5
D 4.28 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.54
FDT 4-133 Grid H-15 TEST NO.CSDC-017
AR
A 5 0.034 127.1
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 9
95 0-3
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
CS Drive Cylinders - ASTM D2937.xls Page 7 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-004 18.2
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W5.2
V 124.0 102.3
[L] MAXIMUM DRY UNIT WT. (pcf)105.4 (M) OPT. MOIST. CONTENT (%)
BC
U-4.021.1
P 250.1 207.9
Q 214.6 MOISTURE CONTENT = (R/S)X100 17.1
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
AR
O 5 6.7 35.5
107.5
C 1.36 102.0
D 4.24 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.60
FDT 4-159 Grid J-14 TEST NO.CSDC-018
AR
A 2 0.034 125.9
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 9
95 0-3
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
CS Drive Cylinders - ASTM D2937.xls Page 8 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-009 15
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W0.1
V 125.7 107.3
[L] MAXIMUM DRY UNIT WT. (pcf)112.1 (M) OPT. MOIST. CONTENT (%)
AR
U-1.419.4
P 228.1 186.2
Q 194.6 MOISTURE CONTENT = (R/S)X100 18.0
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
AR
O 677 8.4 33.5
107.4
C 1.26 95.8
D 4.27 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.53
FDT 4-188 Grid M-13 TEST NO.CSDC-019
AR
A 4 0.034 126.8
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 10
95 0-3
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
CS Drive Cylinders - ASTM D2937.xls Page 9 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-009 15
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W-4.3
V 128.9 111.8
[L] MAXIMUM DRY UNIT WT. (pcf)112.1 (M) OPT. MOIST. CONTENT (%)
DW
U0.317.9
P 304.1 250.2
Q 258.6 MOISTURE CONTENT = (R/S)X100 18.2
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 66 8.4 45.5
107.5
C 1.26 95.9
D 4.28 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.54
FDT 4-255 Grid A-20 TEST NO.CSDC-020
DW
A 4 0.034 127.1
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 17
95 0-3
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
CS Drive Cylinders - ASTM D2937.xls Page 10 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-009 15
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W2.3
V 127.9 107.8
[L] MAXIMUM DRY UNIT WT. (pcf)112.1 (M) OPT. MOIST. CONTENT (%)
DW
U-4.920.8
P 298.7 251.9
Q 258.6 MOISTURE CONTENT = (R/S)X100 15.9
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 5 6.7 40.1
110.1
C 1.26 98.2
D 4.30 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.56
FDT 4-267 Grid E-17 TEST NO.CSDC-021
DW
A 4 0.034 127.7
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 17
95 0-3
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
CS Drive Cylinders - ASTM D2937.xls Page 11 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-009 15
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 22
95 0-3
FDT 4-273 Grid A-15 TEST NO.CSDC-022
DW
A 6 0.034 126.5
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.52 108.8
C 1.26 97.1
D 4.26 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 233 8.3 49.4
P 362.0 304.3
Q 312.6 MOISTURE CONTENT = (R/S)X100 16.2
[L] MAXIMUM DRY UNIT WT. (pcf)112.1 (M) OPT. MOIST. CONTENT (%)
DW
U-2.118.3
V 128.5 111.1
W-2.3
CS Drive Cylinders - ASTM D2937.xls Page 12 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-009 15
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 22
95 0-3
FDT 4-288 Grid K-15 TEST NO.CSDC-023
DW
A 2 0.034 126.8
CYL HT 1 (IN): 5.00 CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.53 106.7
C 1.26 95.2
D 4.27 PASS/FAIL PASS
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 1 6.7 57.4
P 369.7 305.6
Q 312.3 MOISTURE CONTENT = (R/S)X100 18.8
[L] MAXIMUM DRY UNIT WT. (pcf)112.1 (M) OPT. MOIST. CONTENT (%)
DW
U-1.820.6
V 130.1 109.4
W-2.7
CS Drive Cylinders - ASTM D2937.xls Page 13 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-009 15
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W 108.8
V
[L] MAXIMUM DRY UNIT WT. (pcf)112.1 (M) OPT. MOIST. CONTENT (%)
DW
U 16.0
P 267.7 223.8
Q 231.9 MOISTURE CONTENT = (R/S)X100 16.0
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 62 8.1 35.8
108.8
C 1.26 97.0
D 4.25 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.51
4-289/Grid F-9 AT Cell 3/4 intercell berm TEST NO.CSDC-024
CM
A 7 0.034 126.2
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 23
95 0-3
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
CS Drive Cylinders - ASTM D2937.xls Page 14 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-009 15
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W 108.4
V
[L] MAXIMUM DRY UNIT WT. (pcf)112.1 (M) OPT. MOIST. CONTENT (%)
DW
U 15.8
P 289.0 243.7
Q 250.4 MOISTURE CONTENT = (R/S)X100 15.8
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 3 6.7 38.6
108.4
C 1.36 96.7
D 4.23 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.59
4-290/Grid I-9 AT Cell 3/4 intercell berm TEST NO.CSDC-025
CM
A 2 0.034 125.6
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 23
95 0-3
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
CS Drive Cylinders - ASTM D2937.xls Page 15 of 16
DETERMINATION OF DENSITY (DRIVE CYLINDER) (ASTM D 2937)
year
SPECIFICATION REQUIREMENTS:
MATERIAL TYPE: FILL SUBGRADE SUBBASE CLAY OTHER:
% COMPACTION:MOISTURE CONTENT RANGE:
TEST LOCATION:
FIELD TEST DATA -- ASTM D2937 QA ID:
CYLINDER NO.:VOLUME (1)(cf)E WET UNIT WEIGHT = D/A (lbs)
WEIGHT OF SAMPLE & CYLINDER (lbs)F DRY UNIT WEIGHT = E/(1 + (T/100) (pcf)
WEIGHT OF CYLINDER (lbs)G PERCENT COMPACTION = F/L (%)
WEIGHT OF WET SAMPLE = B - C (lbs)H
FIELD MOISTURE CONTENT -- ASTM D2216 QA ID:
WT. OF TARE NO. (gm)R WT. OF WATER = P - Q (lbs)
WT. OF WET SOIL & TARE (gm)S WT OF DRY SOIL = Q - O (pcf)
WT. OF DRY SOIL & TARE (gm)T
PROCTOR TEST DATA CS-009 15
COMPARISION WITH NUCLEAR GAUGE - ASTM D 6938 QA ID:
DELTA MOISTURE CONTENT = T - X X FDT MOISTURE CONTENT (%)
FDT WET UNIT WT. (pcf) Y FDT DRY UNIT WT. (pcf)
DELTA DRY UNIT WT. = F - Y
COMMENTS
W 108.1
V
[L] MAXIMUM DRY UNIT WT. (pcf)112.1 (M) OPT. MOIST. CONTENT (%)
DW
U 15.8
P 289.0 243.7
Q 250.4 MOISTURE CONTENT = (R/S)X100 15.8
NOTE 1. CYLINDER VOLUME IS OBTAINED BY MEASURING THE HEIGHT AND DIAMETER, OF FOUR EQUALLY SPACED POINTS, TO AN
ACCURACY OF 0.01-IN., AND CALCULATING THE VOLUME USING AVERAGE HEIGHT AND DIAMETER
DW
O 3 6.7 38.6
108.1
C 1.36 96.5
D 4.22 PASS/FAIL PASS
CYL HT 2 (IN): 5.00 CYL DIA 1 (IN): 3.85
B 5.58
4-291/Grid D-9 AT Cell 3/4 intercell berm TEST NO.CSDC-026
CM
A 2 0.034 125.3
CYL HT 1 (IN): 5.00 CYL DIA 2 (IN): 3.85
DESCRIPTION: Cell 4 Construction DATE: 23
95 0-3
month 2017
SOURCE: Compacted Soil
TASK NO.: 01
day March
PROJECT: L.V. Sutton CCR Landfill
LOCATION: Wilmington, North Carolina PROJECT NO.: GC6198
CS Drive Cylinders - ASTM D2937.xls Page 16 of 16
APPENDIX D

MANUFACTURER’S QUALITY
CONTROL DOCUMENTATION
Information provided in:
Construction Certification Report
Phase I - Cell 3
(DIN 28196)
APPENDIX E

GEOSYNTHETIC CONFORMANCE
TEST RESULTS
Information provided in:
Construction Certification Report
Phase I - Cell 3
(DIN 28196)
APPENDIX F

INSTALLER’S CERTIFICATE OF
ACCEPTANCE OF SUBGRADE
SURFACE
APPENDIX G

GEOMEMBRANE PANEL
PLACEMENT MONITORING LOGS
Panel Batch-Roll Date Width
(ft.)
Length
(ft.)
QA IDPlacement/Location/Comments
Primary / Secondary:Secondary Material Type:gml
Panel Placement Log
Series:3
Rectangle
Triangle
Time
ProjNo: GC6198
Project: L. V. Sutton Power Plant
TaskNo:01Location: Wilmington, North Carolina
Description:Cell Construction
3-001 16I1294-108188247 3/29/2017 22 520 CGMell 4 East slope/floor North (Cell 3 tie-in REC8:50 AM
3-002 16I1294-108188245 3/29/2017 22 520 CGMCell 4 East slope/floor North REC9:15 AM
3-003 16I1294-108188240 3/29/2017 22 520 CGMCell 4 East slope/floor North REC9:40 AM
3-004 16I1292-102183481 3/29/2017 22 520 CGMCell 4 East slope/floor North REC9:55 AM
3-005 16I1294-102183492 3/29/2017 22 520 CGMCell 4 East slope/floor North REC10:35 AM
3-006 16I1294-108188243 3/29/2017 22 520 CGMCell 4 East slope/floor North REC10:55 AM
3-007 16I1294-102183496 3/29/2017 22 520 CGMCell 4 East slope/floor North REC11:20 AM
3-008 16I1292-102183485 3/29/2017 22 520 CGMCell 4 East slope/floor North REC1:30 PM
3-009 16I1294-102183505 3/29/2017 22 520 CGMCell 4 East slope/floor Central REC1:50 PM
3-010 16I1292-102183484 3/29/2017 22 520 CGMCell 4 East slope/floor Central REC2:10 PM
3-011 16I1292-102183464 3/29/2017 22 520 CGMCell 4 East slope/floor Central REC2:30 PM
3-012 16I1294-108188246 3/29/2017 22 520 CGMCell 4 East slope/floor Central REC3:10 PM
3-013 16I1294-108188238 3/29/2017 22 223 CGMell 4 West slope/floor North (Cell 3 tie-i REC4:20 PM
3-014 16I1294-108188238 3/29/2017 22 224 CGMCell 4 West slope/floor North REC4:25 PM
3-015 16I1294-108188238 3/29/2017 22 62 CGMCell 4 floor North REC4:30 PM
3-016 16I1292-102183482 3/29/2017 22 163 CGMCell 4 West slope/floor North REC4:40 PM
3-017 16I1292-102183482 3/29/2017 22 226 CGMCell 4 West slope/floor North REC4:50 PM
3-018 16I1292-102183482 3/29/2017 22 129 CGMCell 4 West slope/floor North REC5:05 PM
3-019 16I1294-108188255 3/29/2017 22 99 CGMCell 4 floor North REC5:10 PM
3-020 16I1294-108188255 3/30/2017 22 226 CGMCell 4 West slope/floor North REC8:30 AM
3-021 16I1294-108188255 3/30/2017 22 180 CGMCell 4 West slope/floor North REC8:40 AM
3-022 16I1294-102183495 3/30/2017 22 48 CGMCell 4 floor North REC8:50 AM
3-023 16I1294-102183495 3/30/2017 22 228 CGMCell 4 West slope/floor North REC9:00 AM
3-024 16I1294-102183495 3/30/2017 22 229 CGMCell 4 West slope/floor North REC9:10 AM
3-025 16I1292-102183469 3/30/2017 22 229 CGMCell 4 West slope/floor North REC9:40 AM
3-026 16I1299-102183411 4/8/2017 22 520 CGMCell 4 East slope/floor South REC9:10 AM
3-027 16I1298-102183392 4/8/2017 22 520 CGMCell 4 East slope/floor South REC9:25 AM
3-028 16I1294-108188248 4/8/2017 22 520 CGMCell 4 East slope/floor South REC9:40 AM
3-029 16I1292-102183480 4/8/2017 22 520 CGMCell 4 East slope/floor South REC9:55 AM
3-030 16I1298-102183393 4/8/2017 22 520 CGMCell 4 East slope/floor South REC10:10 AM
Thursday, July 6, 2017 Page 1 of 3
[Copyright ©2010 by Geosyntec Consultants, Inc]
Panel Batch-Roll Date Width
(ft.)
Length
(ft.)
QA IDPlacement/Location/Comments
Primary / Secondary:Secondary Material Type:gml
Panel Placement Log
Series:3
Rectangle
Triangle
Time
ProjNo: GC6198
Project: L. V. Sutton Power Plant
TaskNo:01Location: Wilmington, North Carolina
Description:Cell Construction
3-031 16I1298-102183390 4/8/2017 22 520 CGMCell 4 East slope/floor South REC10:30 AM
3-032 16I1299-102183406 4/8/2017 22 520 CGMCell 4 East slope/floor Central REC10:45 AM
3-033 16I1299-102183396 4/8/2017 22 520 CGMCell 4 East slope/floor Central REC11:30 AM
3-034 16I1298-102183391 4/8/2017 22 520 CGMCell 4 East slope/floor Central REC11:50 AM
3-035 16H1134-108188274 4/8/2017 22 520 CGMCell 4 East slope/floor Central REC1:15 PM
3-036 16I1292-102183486 4/8/2017 22 520 CGMCell 4 East slope/floor Central REC1:35 PM
3-037 16I1298-102183387 4/8/2017 22 520 CGMCell 4 East slope/floor Central REC2:05 PM
3-038 16I1298-102183389 4/10/2017 22 520 CGMCell 4 West slope/floor Central REC1:15 PM
3-039 16I1294-102183500 4/10/2017 3 100 CGMCell 4 West slope/floor Central REC1:40 PM
3-040 16I1294-102183500 4/10/2017 3 84 CGMCell 4 floor Central REC1:47 PM
3-041 16I1292-102183469 4/10/2017 3 100 CGMCell 4 floor Central REC2:40 PM
3-042 16I1292-102183469 4/10/2017 5 98 CGMCell 4 floor Central REC2:42 PM
3-043 16I1292-102183469 4/10/2017 5 43 CGMCell 4 floor Central REC2:55 PM
3-044 16I1292-102183469 4/10/2017 5 106 CGMCell 4 floor Central REC3:00 PM
3-045 16I1299-102183417 4/12/2017 22 232 CGMCell 4 West slope/floor Central REC9:05 AM
3-046 16I1299-102183417 4/12/2017 22 234 CGMCell 4 West slope/floor Central REC9:15 AM
3-047 16I1299-102183433 4/12/2017 22 166 CGMCell 4 West slope/floor Central REC10:10 AM
3-048 16I1299-102183433 4/12/2017 17.5 73 CGMCell 4 West slope/floor/sumpCentral REC10:30 AM
3-049 16I1299-102183433 4/12/2017 10 73 CGMCell 4 West slope/floor/sumpCentral REC10:35 AM
3-050 16I1299-102183433 4/12/2017 4 81 CGMCell 4 West floor Central REC10:45 AM
3-051 16I1299-102183433 4/12/2017 4 82 CGMCell 4 West floor Central REC10:50 AM
3-052 16I1299-102183429 4/12/2017 22 163 CGMCell 4 West slope/floor Central REC10:55 AM
3-053 16I1299-102183433 4/12/2017 8 73 CGMCell 4 West slope/floor Central REC11:30 AM
3-054 16I1299-102183429 4/12/2017 22 234 CGMCell 4 West slope/floor Central REC11:45 AM
3-055 16I1299-102183427 4/12/2017 22 234 CGMCell 4 West slope/floor Central REC1:40 PM
3-056 16I1299-102183427 4/12/2017 22 235 CGMCell 4 West slope/floor Central REC1:45 PM
3-057 16I1299-102183430 4/12/2017 22 235 CGMCell 4 West slope/floor South REC1:55 PM
3-058 16I1299-102183430 4/12/2017 22 235 CGMCell 4 West slope/floor South REC2:00 PM
3-059 16I1299-102183431 4/12/2017 22 235 CGMCell 4 West slope/floor South REC2:35 PM
3-060 16I1299-102183431 4/12/2017 22 239 CGMCell 4 West slope/floor South REC2:45 PM
Thursday, July 6, 2017 Page 2 of 3
[Copyright ©2010 by Geosyntec Consultants, Inc]
Panel Batch-Roll Date Width
(ft.)
Length
(ft.)
QA IDPlacement/Location/Comments
Primary / Secondary:Secondary Material Type:gml
Panel Placement Log
Series:3
Rectangle
Triangle
Time
ProjNo: GC6198
Project: L. V. Sutton Power Plant
TaskNo:01Location: Wilmington, North Carolina
Description:Cell Construction
3-061 16I1299-102183422 4/12/2017 22 238 CGMCell 4 West slope/floor South REC3:10 PM
3-062 16I1299-102183422 4/12/2017 22 238 CGMCell 4 West slope/floor South REC3:15 PM
3-063 16I1299-102183436 4/12/2017 22 238 CGMCell 4 West slope/floor South REC3:30 PM
3-064 16I1299-102183436 4/12/2017 22 238 CGMCell 4 West slope/floor South REC3:55 PM
415850.5Approx. Area (sq. ft).Number of Panels:64
Thursday, July 6, 2017 Page 3 of 3
[Copyright ©2010 by Geosyntec Consultants, Inc]
Panel Batch-Roll Date Width
(ft.)
Length
(ft.)
QA IDPlacement/Location/Comments
Primary / Secondary:Primary Material Type:gml
Panel Placement Log
Series:4
Rectangle
Triangle
Time
ProjNo: GC6198
Project: L. V. Sutton Power Plant
TaskNo:01Location: Wilmington, North Carolina
Description:Cell Construction
4-001 16I1299-102183405 4/4/2017 22 520 CGMCell 4 East slope/floor Cell 3 tie-in North REC11:10 AM
4-002 16I1299-102183412 4/4/2017 22 520 CGMCell 4 East slope/floor North REC11:30 AM
4-003 16I1299-102183399 4/4/2017 22 520 CGMCell 4 East slope/floor North REC12:55 PM
4-004 16I1299-102183400 4/4/2017 22 520 CGMCell 4 East slope/floor North REC1:15 PM
4-005 16I1299-102183398 4/4/2017 22 520 CGMCell 4 East slope/floor North REC1:50 PM
4-006 16I1299-102183403 4/4/2017 22 520 CGMCell 4 East slope/floor North REC2:10 PM
4-007 16I1299-102183402 4/4/2017 22 520 CGMCell 4 East slope/floor North REC2:45 PM
4-008 16I1298-102183386 4/4/2017 22 520 CGMCell 4 East slope/floor Central REC3:10 PM
4-009 16I1298-102183385 4/4/2017 22 520 CGMCell 4 East slope/floor Central REC3:35 PM
4-010 16I1299-102183409 4/4/2017 22 520 CGMCell 4 East slope/floor Central REC4:20 PM
4-011 16I1292-102183476 4/4/2017 22 520 CGMCell 4 East slope/floor Central REC4:50 PM
4-012 16H1134-108188273 4/5/2017 22 220 CGMCell 4 West slope/floor Cell 3 tie-in Nort REC8:15 AM
4-013 16H1134-108188273 4/5/2017 22 220 CGMCell 4 West slope/floor North REC8:25 AM
4-014 16H1134-108188273 4/5/2017 22 66 CGMCell 4 West floor North REC8:35 AM
4-015 16I1299-102183397 4/5/2017 22 156 CGMCell 4 West slope/floor North REC8:45 AM
4-016 16I1299-102183397 4/5/2017 22 221 CGMCell 4 West slope/floor North REC8:55 AM
4-017 16I1299-102183397 4/5/2017 22 133 CGMCell 4 floor North REC9:15 AM
4-018 16I1299-102183434 4/5/2017 22 89 CGMCell 4 West slope/floor North REC9:20 AM
4-019 16I1299-102183434 4/5/2017 22 222 CGMCell 4 West slope/floor North REC9:25 AM
4-020 16I1299-102183434 4/5/2017 22 201 CGMCell 4 West slope/floor North REC9:35 AM
4-021 16I1298-102183394 4/5/2017 22 228 CGMCell 4 West slope/floor North REC9:50 AM
4-022 16I1298-102183394 4/5/2017 22 26 CGMCell 4 floor North REC9:55 AM
4-023 16I1298-102183394 4/5/2017 22 229 CGMCell 4 West slope/floor Central REC10:10 AM
4-024 16I1294-108188241 4/5/2017 22 133 CGMCell 4 West slope/floor Central REC11:25 AM
4-025 16I1292-102183469 4/5/2017 22 100 CGMCell 4 floor Central REC11:30 AM
4-026 16I1299-102183423 4/14/2017 22 520 CGMCell 4 East slope/floor South REC8:00 AM
4-027 16I1299-102183432 4/14/2017 22 520 CGMCell 4 East slope/floor South REC8:15 AM
4-028 16I1299-102183437 4/14/2017 22 520 CGMCell 4 East slope/floor South REC8:25 AM
4-029 16I1299-102183420 4/14/2017 22 520 CGMCell 4 East slope/floor South REC8:45 AM
4-030 16I1299-102183424 4/14/2017 22 520 CGMCell 4 East slope/floor South REC9:05 AM
Thursday, July 6, 2017 Page 1 of 3
[Copyright ©2010 by Geosyntec Consultants, Inc]
Panel Batch-Roll Date Width
(ft.)
Length
(ft.)
QA IDPlacement/Location/Comments
Primary / Secondary:Primary Material Type:gml
Panel Placement Log
Series:4
Rectangle
Triangle
Time
ProjNo: GC6198
Project: L. V. Sutton Power Plant
TaskNo:01Location: Wilmington, North Carolina
Description:Cell Construction
4-031 16I1299-102183410 4/14/2017 22 520 CGMCell 4 East slope/floor South REC9:20 AM
4-032 16I1294-108188259 4/14/2017 22 520 CGMCell 4 East slope/floor South REC10:00 AM
4-033 16I1292-102183470 4/14/2017 22 520 CGMCell 4 East slope/floor Central REC10:20 AM
4-034 16I1299-102183428 4/14/2017 22 520 CGMCell 4 East slope/floor Central REC10:40 AM
4-035 16I1299-102183421 4/14/2017 22 520 CGMCell 4 East slope/floor Central REC10:55 AM
4-036 16I1299-102183425 4/14/2017 22 500 CGMCell 4 East slope/floor Central REC1:30 PM
4-037 16I1299-102183438 4/14/2017 22 520 CGMCell 4 East slope/floor Central REC1:45 PM
4-038 16I1299-102183431 4/14/2017 22 22 CGMCell 4 East floor Central REC3:00 PM
4-039 16I1299-102183395 4/18/2017 22 240 CGMCell 4 West slope/floor South REC7:40 AM
4-040 16I1299-102183395 4/18/2017 22 145 CGMCell 4 West slope/floor South REC7:50 AM
4-041 16I1299-102183426 4/18/2017 22 95 CGMCell 4 floor South REC8:05 AM
4-042 16I1299-102183426 4/18/2017 22 239 CGMCell 4 West slope/floor South REC8:20 AM
4-043 16I1299-102183426 4/18/2017 22 147 CGMCell 4 floor South REC8:30 AM
4-044 16I1299-102183419 4/18/2017 22 92 CGMCell 4 West slope/floor South REC8:40 AM
4-045 16I1299-102183419 4/18/2017 22 239 CGMCell 4 West slope/floor South REC8:50 AM
4-046 16I1299-102183419 4/18/2017 22 181 CGMCell 4 floor South REC9:05 AM
4-047 16I1299-102183407 4/18/2017 22 58 CGMCell 4 West slope/floor South REC9:10 AM
4-048 16I1299-102183407 4/18/2017 22 237 CGMCell 4 West slope/floor South REC9:20 AM
4-049 16I1299-102183407 4/18/2017 22 218 CGMCell 4 West slope/floor South REC9:30 AM
4-050 16I1299-102183418 4/18/2017 22 19 CGMCell 4 floor Central REC9:40 AM
4-051 16I1299-102183418 4/18/2017 22 235 CGMCell 4 West slope/floor Central REC9:45 AM
4-052 16I1299-102183418 4/18/2017 22 234 CGMCell 4 West slope/floor Central REC9:55 AM
4-053 16H1134-108188281 4/18/2017 22 232 CGMCell 4 West slope/floor Central REC10:20 AM
4-054 16H1134-108188281 4/18/2017 22 234 CGMCell 4 West slope/floor Central REC10:30 AM
4-055 16I1299-102183415 4/18/2017 22 233 CGMCell 4 West slope/floor Central REC11:00 AM
4-056 16I1299-102183415 4/18/2017 22 233 CGMCell 4 West slope/floor Central REC11:10 AM
4-057 16I1299-102183426 4/18/2017 20 9 CGMCell 4 West floor Central REC12:00 PM
4-058 16I1299-102183408 4/19/2017 22 520 ARCell 4 East slope/floor central REC8:25 AM
4-059 16I1299-102183435 5/3/2017 6 240 ARCell 4 Middle cell floor South East REC8:55 AM
4-060 16I1299-102183435 5/3/2017 6 241 ARCell 4 Middle floor South Middle REC9:00 AM
Thursday, July 6, 2017 Page 2 of 3
[Copyright ©2010 by Geosyntec Consultants, Inc]
Panel Batch-Roll Date Width
(ft.)
Length
(ft.)
QA IDPlacement/Location/Comments
Primary / Secondary:Primary Material Type:gml
Panel Placement Log
Series:4
Rectangle
Triangle
Time
ProjNo: GC6198
Project: L. V. Sutton Power Plant
TaskNo:01Location: Wilmington, North Carolina
Description:Cell Construction
4-061 16I1299-102183435 5/3/2017 6 205 ARCell 4 Middle South West REC9:05 AM
4-062 16I1299-102183416 5/3/2017 22 520 ARCell 4 Middle floor REC10:30 AM
4-063 16I1292-102183471 5/3/2017 22 167 ARCell 4 Middle floor West REC10:55 AM
4-064 16I1292-102183471 5/3/2017 22 66 ARCell 4 West sump REC3:15 PM
417676Approx. Area (sq. ft).Number of Panels:64
Thursday, July 6, 2017 Page 3 of 3
[Copyright ©2010 by Geosyntec Consultants, Inc]
APPENDIX H

GEOMEMBRANE TRIAL SEAM LOGS

Field Tensiometer Calibration

Fusion
Trial
Seam
No
Date Time Mach ID Oper ID Mat Desc
Wedge Speed Peel Shear Unit Result
QA
ID
Fusion Test Results
Trial Seam Log - Fusion
° Celsius ft./Min ppi/psi
Peel
In Out
ProjNo: GC6198
Project: Duke Sutton
TaskNo: 01Location: Wilmington, North Carolina
Description:Cell Construction
Tensiometer Description:
Peel Inside:91
Peel Outside:91
Shear:120
ppi
ppi ppiMaterial Type 2gml:
3-001 3/29/2017 8:20 16 ER S/S 850 4.5 146 192 CGMppiP144
3-002 3/29/2017 8:25 80 EB S/S 860 6.0 142 195 CGMppiP134
3-003 3/29/2017 8:36 80 EB T/T 860 6.0 136 166 CGMppiP124
3-004 3/29/2017 8:30 79 MS S/S 860 5.5 134 158 CGMppiP128
3-005 3/29/2017 9:20 79 MS S/T 860 5.5 120 177 CGMppiP136
3-006 3/29/2017 9:32 58 LS S/S 860 6.0 128 173 CGMppiP130
3-007 3/29/2017 12:50 79 MS S/S 860 5.5 132 163 CGMppiP133
3-008 3/29/2017 12:55 79 MS T/T 860 5.5 132 156 CGMppiP130
3-009 3/29/2017 13:20 58 LS S/S 860 6.0 118 148 CGMppiP116
3-010 3/29/2017 13:25 16 ER S/S 850 4.5 128 174 CGMppiP128
3-011 3/29/2017 13:43 80 EB S/S 860 6.0 111 154 CGMppiP112
3-012 3/29/2017 13:47 80 EB T/T 860 5.0 125 150 CGMppiP120
3-013 3/29/2017 15:35 16 ER S/T 850 4.0 124 156 CGMppiP121
3-014 3/29/2017 16:55 58 LS T/T 860 6.0 124 152 CGMppiP127
3-015 3/29/2017 17:30 16 ER T/T 850 4.0 126 170 CGMppiP131
3-016 3/30/2017 7:40 16 ER S/S 850 4.5 144 203 CGMppiP140
3-017 3/30/2017 7:45 16 ER T/T 850 4.0 144 184 CGMppiP135
3-018 3/30/2017 8:00 58 LS S/S 860 6.0 124 196 CGMppiP126
3-019 3/30/2017 8:05 58 LS T/T 860 5.0 129 183 CGMppiP132
3-020 3/30/2017 14:05 58 LS T/T 860 4.0 134 148 CGMppiP123
3-021 4/8/2017 8:28 79 JV S/S 860 5.0 146 214 CGMppiP150
3-022 4/8/2017 8:38 75 CA S/S 860 5.0 128 190 CGMppiP132
3-023 4/8/2017 8:20 16 ER S/S 850 4.5 138 193 CGMppiP148
3-024 4/8/2017 9:00 72 EA S/S 860 4.5 152 202 CGMppiP148
3-025 4/8/2017 10:53 30 MS S/S 850 5.0 128 180 CGMppiP121
3-026 4/8/2017 14:30 72 EA S/S 860 4.5 124 172 CGMppiP117
3-027 4/8/2017 14:37 79 JV S/S 860 4.5 132 188 CGMppiP124
3-028 4/10/2017 12:10 72 EA S/S 860 4.5 122 158 CGMppiP115
3-029 4/10/2017 12:15 72 EA T/T 860 4.0 118 154 CGMppiP114
3-030 4/10/2017 12:45 30 MS S/S 860 5.0 126 172 CGMppiP123
3-031 4/10/2017 12:50 30 MS T/T 860 5.0 124 150 CGMppiP130
3-032 4/10/2017 12:55 30 MS S/T 860 4.5 112 151 CGMppiP122
3-033 4/10/2017 12:55 72 EA S/T 860 4.5 131 142 CGMppiP139
Friday, July 7, 2017 Page 1 of 3
[Copyright ©2010 by Geosyntec Consultants, Inc]
Trial
Seam
No
Date Time Mach ID Oper ID Mat Desc
Wedge Speed Peel Shear Unit Result
QA
ID
Fusion Test Results
Trial Seam Log - Fusion
° Celsius ft./Min ppi/psi
Peel
In Out
ProjNo: GC6198
Project: Duke Sutton
TaskNo: 01Location: Wilmington, North Carolina
Description:Cell Construction
Tensiometer Description:
Peel Inside:91
Peel Outside:91
Shear:120
ppi
ppi ppiMaterial Type 2gml:
3-034 4/10/2017 13:30 16 ER S/S 850 4.5 107 151 CGMppiP109
3-035 4/10/2017 12:48 16 ER T/T 850 4.5 121 145 CGMppiP122
3-036 4/10/2017 13:50 16 ER S/T 850 4.5 122 160 CGMppiP120
3-037 4/12/2017 9:10 30 MS S/S 860 5.0 128 171 CGMppiP126
3-038 4/12/2017 9:13 72 EB S/S 860 5.0 132 179 CGMppiP132
3-039 4/12/2017 10:33 30 MS S/T 860 5.0 123 147 CGMppiP130
3-040 4/12/2017 10:54 72 EB T/T 860 4.0 133 161 CGMppiP137
3-041 4/12/2017 12:15 30 MS T/T 860 5.0 140 137 CGMppiP134
3-042 4/12/2017 13:05 72 EB S/T 860 5.0 116 142 CGMppiP109
3-043 4/12/2017 13:09 72 EB T/T 850 5.0 107 132 CGMppiP110
3-044 4/12/2017 13:30 30 MS S/S 860 5.0 114 134 CGMppiP113
3-045 4/12/2017 16:15 30 MS T/T 860 4.0 143 162 CGMppiP138
4-001 4/4/2017 11:00 16 ER S/S 850 4.5 126 199 CGMppiP118
4-002 4/4/2017 11:05 16 ER S/T 850 4.5 110 192 CGMppiP112
4-003 4/4/2017 11:00 79 MS S/S 860 5.0 127 190 CGMppiP119
4-004 4/4/2017 11:10 79 MS S/T 860 5.0 127 182 CGMppiP130
4-005 4/4/2017 12:30 75 LS S/S 860 6.0 124 148 CGMppiP125
4-006 4/4/2017 12:35 75 LS T/T 860 6.0 131 149 CGMppiP124
4-007 4/4/2017 12:58 80 EB S/S 860 6.0 123 166 CGMppiP118
4-008 4/4/2017 14:45 79 MS S/S 860 5.5 114 160 CGMppiP113
4-009 4/4/2017 14:57 72 EB S/S 860 6.0 112 155 CGMPPIP112
4-010 4/4/2017 15:45 16 ER S/S 850 4.0 110 174 CGMPPIP108
4-011 4/5/2017 7:45 16 ER S/S 850 4.5 130 180 CGMppiP131
4-012 4/5/2017 7:58 72 EB T/T 860 5.0 156 190 CGMppiP152
4-013 4/5/2017 8:00 79 MS S/S 860 5.5 128 172 CGMppiP124
4-014 4/5/2017 8:02 79 MS T/T 860 5.0 134 172 CGMppiP138
4-015 4/5/2017 8:04 79 MS S/T 860 5.0 128 172 CGMppiP128
4-016 4/5/2017 8:10 16 ER T/T 850 4.0 131 179 CGMppiP129
4-017 4/5/2017 10:50 75 LS S/S 860 6.0 106 139 CGMppiP103
4-018 4/14/2017 7:40 30 MS S/S 860 5.0 140 180 CGMPPIP142
4-019 4/14/2017 7:45 72 EB S/S 860 5.0 142 187 CGMPPIP130
4-020 4/14/2017 7:50 80 EA S/S 860 4.5 148 179 CGMPPIP136
4-021 4/14/2017 8:59 75 CA S/S 860 5.0 102 152 CGMPPIP116
Friday, July 7, 2017 Page 2 of 3
[Copyright ©2010 by Geosyntec Consultants, Inc]
Trial
Seam
No
Date Time Mach ID Oper ID Mat Desc
Wedge Speed Peel Shear Unit Result
QA
ID
Fusion Test Results
Trial Seam Log - Fusion
° Celsius ft./Min ppi/psi
Peel
In Out
ProjNo: GC6198
Project: Duke Sutton
TaskNo: 01Location: Wilmington, North Carolina
Description:Cell Construction
Tensiometer Description:
Peel Inside:91
Peel Outside:91
Shear:120
ppi
ppi ppiMaterial Type 2gml:
4-022 4/14/2017 15:14 30 MS T/T 860 5.0 134 136 CGMppiP133
4-023 4/14/2017 13:20 72 EB S/S 860 5.0 122 160 CGMppiP126
4-024 4/15/2017 13:00 30 MS T/T 860 5.5 127 159 CGMppiP114
4-025 4/18/2017 8:20 75 MSB S/S 860 4.5 131 171 DWppiP132
4-026 4/18/2017 8:05 30 FB S/S 830 5.0 130 176 DWppiP125
4-027 4/18/2017 8:07 30 FB T/T 830 5.0 140 166 DWppiP134
4-028 4/18/2017 8:25 30 FB S/T 860 4.0 120 158 DWppiP116
4-029 4/18/2017 8:18 72 JR S/S 860 4.4 136 186 DWppiP130
4-030 4/18/2017 8:23 72 JR T/T 860 3.5 152 172 DWppiP140
4-031 4/18/2017 9:55 80 JS S/S 860 5.0 127 183 DWppiP134
4-032 4/18/2017 9:57 80 JS T/T 860 4.0 128 146 DWppiP130
4-033 4/19/2017 7:57 30 FR S/S 860 4.2 146 200 DWppiP138
4-034 4/19/2017 8:18 30 FR T/T 860 2.8 124 168 DWppiP116
4-035 5/3/2017 9:10 80 EB S/S 860 5.0 129 162 ARppiP117
4-036 5/3/2017 9:15 80 EB T/T 860 5.0 127 148 ARPpiP116
4-037 5/3/2017 9:20 80 EB S/T 860 5.0 124 152 ARPpiP130
4-038 5/3/2017 9:25 75 FR S/S 860 4.5 130 170 ARppiP144
4-039 5/3/2017 9:30 75 FR T/T 860 4.2 130 160 ARppiP132
4-040 5/3/2017 9:25 30 MS S/S 860 5.0 124 175 ARppiP125
4-041 5/3/2017 9:30 30 MS T/T 860 4.0 116 142 ARppiP124
4-042 5/3/2017 9:35 30 MS S/T 860 4.0 121 158 ARppiP122
4-043 5/3/2017 14:45 30 MS S/T 860 5.0 130 162 ARPPIP124
4-044 5/3/2017 14:50 30 MS T/T 860 4.0 102 138 ARPPIP108
4-045 5/3/2017 15:11 30 MS S/S 860 4.0 143 154 ARPPIP128
4-046 5/4/2017 7:25 30 MS T/T 860 4.0 152 159 ARPPIP160
Friday, July 7, 2017 Page 3 of 3
[Copyright ©2010 by Geosyntec Consultants, Inc]

Extrusion
Date TimeTrial
Seam No
Mach
ID
Oper
ID
Mat
Desc Pre heat Barrel Peel Shear Unit Result
P/F
Retest
No
QA IDTest ResultsExtrusion
Trial Seam Log - Extrusion
° Celsius ° Celsius
ppi/psi
ProjNo:GC6198
Project:Duke Sutton
TaskNo:01Location:Wilmington, North Carolina
Description: Cell Construction
Tensiometer Description:
Peel:78 Shear:120ppi ppiMaterial Type 2gml:
3/30/2017 8:403-001 16 JD T/T 550 520 146 168 CGMPppi
3/30/2017 10:123-002 49 CA T/T 550 550 112 140 CGMPppi
3/30/2017 13:283-003 51 RG T/T 530 480 122 132 CGMPppi
3/30/2017 13:103-004 16 JD T/T 550 520 124 141 CGMPppi
3/30/2017 13:033-005 49 CA T/T 550 550 120 138 CGMPppi
4/8/2017 14:433-006 49 CA T/T 550 550 135 176 CGMPppi
4/8/2017 14:453-007 16 JD T/T 550 550 126 138 CGMPppi
4/10/2017 15:153-008 49 JD T/T 550 550 98 164 CGMPppi
4/13/2017 7:453-009 12 FR T/T 550 550 96 178 CGMPPPI
4/13/2017 7:493-010 49 EB T/T 550 550 98 169 CGMPPPI
4/5/2017 7:554-001 12 LS T/T 550 550 94 140 CGMPppi
4/5/2017 12:364-002 12 LS T/T 550 550 116 154 CGMPppi
4/5/2017 13:004-003 51 EA T/T 550 550 108 138 CGMPppi
4/5/2017 12:554-004 16 CA T/T 550 550 122 147 CGMPppi
4/14/2017 14:334-005 12 CA T/T 550 550 139 144 CGMPppi
4/14/2017 14:324-006 49 JM T/T 540 510 137 146 CGMPppi
4/19/2017 9:004-007 49 MS T/T 550 550 106 139 DWPppi
4/19/2017 13:104-008 49 MS T/T 550 550 102 140 CGMPPPI
4/19/2017 15:004-009 49 MS T/T 550 550 138 163 CGMPppi
5/3/2017 12:104-010 49 JM T/T 500 430 124 151 ARPPPI
5/3/2017 12:304-011 103 EA T/T 450 350 103 132 ARPPPI
5/4/2017 8:254-012 49 FR T/T 510 480 100 177 ARPPPI
5/4/2017 9:154-013 12 EA T/T 550 550 132 154 ARPPPI
Friday, July 7, 2017 Page 1 of 1
[Copyright ©2010 by Geosyntec Consultants, Inc]
APPENDIX I

GEOMEMBRANE PRODUCTION
SEAM AND NON-DESTRUCTIVE
TEST LOGS
Da
t
e
Se
a
m
N
o
Ti
m
e
Ma
c
h
.

ID
Op
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.

ID
Le
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QA

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D
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Oper.Result Action QA ID
Pr
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n

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Sp
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Page 1 of 8
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0
3/
2
9
/
2
0
1
7
3-
0
1
4
-
0
1
6
-
0
-
1
6
3
17
:
2
3
79
MS
16
3
CG
M
0-
1
6
3
AT
FM CGM P
F
86
0
5.
5
3/
2
9
/
2
0
1
7
3-
0
1
7
-
0
1
8
-
0
-
1
2
7
17
:
3
5
80
EB
12
7
CG
M
0-
1
2
7
AT
FM CGM P
F
86
0
6.
0
3/
2
9
/
2
0
1
7
3-
0
0
5
-
0
1
9
-
2
1
-
0
17
:
4
0
16
ER
21
CG
M
0-
2
1
AT
FM CGM P
F
85
0
4.
0
3/
2
9
/
2
0
1
7
3-
0
0
4
-
0
1
7
-
2
1
-
0
17
:
4
2
16
ER
21
CG
M
21
-
0
AT
FM CGM P
F
85
0
4.
0
3/
2
9
/
2
0
1
7
3-
0
0
3
-
0
1
5
-
2
1
-
0
17
:
4
6
16
ER
21
CG
M
0-
2
1
AT
FM CGM P
F
85
0
4.
0
3/
2
9
/
2
0
1
7
3-
0
0
2
-
0
1
4
-
2
2
-
0
17
:
5
2
16
ER
22
CG
M
0-
2
2
AT
FM CGM P
F
85
0
4.
0
3/
2
9
/
2
0
1
7
3-
0
0
1
-
0
1
3
-
2
2
-
0
17
:
5
6
16
ER
22
CG
M
22
-
0
AT
FM CGM P
F
85
0
4.
0
3/
3
0
/
2
0
1
7
3-
0
1
9
-
0
2
0
-
0
-
9
9
8:
4
5
16
ER
99
CG
M
99
-
0
AT
FM CGM P
F
85
0
4.
5
3/
3
0
/
2
0
1
7
3-
0
2
1
-
0
2
2
-
2
2
-
0
8:
5
3
58
LS
22
CG
M
0-
2
2
AT
FM CGM P
F
86
0
6.
0
3/
3
0
/
2
0
1
7
3-
0
1
8
-
0
2
0
-
0
-
1
2
6
9:
0
0
16
ER
12
6
CG
M
0-
1
2
6
AT
FM CGM P
F
85
0
4.
5
3/
3
0
/
2
0
1
7
3-
0
2
0
-
0
2
2
-
0
-
4
8
9:
0
6
58
LS
48
CG
M
48
-
0
AT
FM CGM P
F
86
0
6.
0
3/
3
0
/
2
0
1
7
3-
0
2
0
-
0
2
1
-
0
-
1
7
9
9:
1
5
58
LS
17
9
CG
M
0-
1
7
9
AT
FM CGM P
F
86
0
6.
0
Th
u
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s
d
a
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,

J
u
l
y

6
,

2
0
1
7
Page 2 of 8
[C
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r
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©
2
0
1
0

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ID
Op
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.

ID
Le
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QA

I
D
Lo
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Oper.Result Action QA ID
Pr
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S
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3
Te
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p
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Pr
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GC
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1
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8
Pr
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L.

V
.

S
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t
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P
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w
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P
l
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s
k
N
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:
01
Lo
c
a
t
i
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n
:
Wi
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m
i
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t
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,

N
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i
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P
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25
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p
s
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f
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5

m
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s

m
a
x
.

l
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s
s

<
3

Va
c
u
u
m

B
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x
:
5 psi for 20 seconds
Sp
e
c
i
f
i
c
a
t
i
o
n
s
:
Ma
t
e
r
i
a
l

T
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2
gm
l
:
3/
3
0
/
2
0
1
7
3-
0
2
2
-
0
2
3
-
0
-
4
8
9:
2
5
16
ER
48
CG
M
48
-
0
AT
FM CGM P
F
85
0
4.
5
3/
3
0
/
2
0
1
7
3-
0
2
1
-
0
2
3
-
0
-
1
8
0
9:
3
3
16
ER
18
0
CG
M
0-
1
8
0
AT
FM CGM P
F
85
0
4.
5
3/
3
0
/
2
0
1
7
3-
0
2
3
-
0
2
4
-
0
-
2
2
7
9:
5
0
58
LS
22
7
CG
M
0-
2
2
7
AT
FM CGM P
F
86
0
6.
0
3/
3
0
/
2
0
1
7
3-
0
2
4
-
0
2
5
-
0
-
2
2
9
10
:
1
0
16
ER
22
9
CG
M
0-
2
2
9
AT
FM CGM P
F
85
0
4.
5
3/
3
0
/
2
0
1
7
3-
0
0
9
-
0
2
4
-
2
1
-
0
10
:
5
2
58
LS
21
CG
M
0-
2
1
AT
FM CGM P
F
86
0
6.
0
3/
3
0
/
2
0
1
7
3-
0
0
8
-
0
2
3
-
2
1
-
0
11
:
1
8
58
LS
21
CG
M
0-
2
1
AT
FM CGM P
F
86
0
6.
0
3/
3
0
/
2
0
1
7
3-
0
0
7
-
0
2
2
-
2
1
-
0
11
:
2
1
58
LS
21
CG
M
0-
2
1
AT
FM CGM P
F
86
0
6.
0
3/
3
0
/
2
0
1
7
3-
0
0
6
-
0
2
0
-
2
1
-
0
11
:
2
5
58
LS
21
CG
M
0-
2
1
AT
FM CGM P
F
86
0
6.
0
3/
3
0
/
2
0
1
7
3-
0
1
0
-
0
2
5
-
2
1
-
0
14
:
3
0
58
LS
21
CG
M
21
-
0
AT
FM CGM P
F
86
0
4.
0
4/
8
/
2
0
1
7
3-
0
2
6
-
0
2
7
-
5
1
8
-
0
9:
3
5
16
ER
51
8
CG
M
51
8
-
0
AT
FM CGM P
F
85
0
4.
5
4/
8
/
2
0
1
7
3-
0
2
7
-
0
2
8
-
5
1
7
-
0
9:
5
5
72
EA
51
7
CG
M
51
7
-
0
AT
FM CGM P
F
86
0
4.
5
4/
8
/
2
0
1
7
3-
0
2
8
-
0
2
9
-
5
1
8
-
0
10
:
0
8
75
CA
51
8
CG
M
51
8
-
0
AT
FM CGM P
F
86
0
5.
0
4/
8
/
2
0
1
7
3-
0
2
9
-
0
3
0
-
5
1
9
-
0
10
:
2
4
79
JV
51
9
CG
M
51
9
-
0
AT
FM CGM P
F
86
0
5.
0
4/
8
/
2
0
1
7
3-
0
3
0
-
0
3
1
-
5
1
9
-
0
11
:
0
4
30
MS
51
9
CG
M
51
9
-
0
AT
FM CGM P
F
86
0
5.
0
4/
8
/
2
0
1
7
3-
0
3
1
-
0
3
2
-
5
1
9
-
5
0
8
11
:
2
5
16
ER
8
CG
M
50
8
-
5
1
9
AT
FM CGM P
F
85
0
4.
5
4/
8
/
2
0
1
7
3-
0
3
2
-
0
3
3
-
5
1
9
-
0
11
:
4
5
72
EA
51
9
CG
M
51
9
-
0
AT
FM CGM P
F
86
0
4.
5
Th
u
r
s
d
a
y
,

J
u
l
y

6
,

2
0
1
7
Page 3 of 8
[C
o
p
y
r
i
g
h
t

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2
0
1
0

b
y

G
e
o
s
y
n
t
e
c

C
o
n
s
u
l
t
a
n
t
s
,

I
n
c
]
Da
t
e
Se
a
m
N
o
Ti
m
e
Ma
c
h
.

ID
Op
e
r
.

ID
Le
n
g
t
h
QA

I
D
Lo
c
a
t
i
o
n
De
t
a
i
l
Oper.Result Action QA ID
Pr
o
d
u
c
t
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o
n

S
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a
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S
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/

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d
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c
o
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d
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Ex
t
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:
(f
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)
Se
r
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s
:

3
Te
m
p
.
Sp
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e
d
Pr
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j
N
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:
GC
6
1
9
8
Pr
o
j
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c
t
:
L.

V
.

S
u
t
t
o
n

P
o
w
e
r

P
l
a
n
t
Ta
s
k
N
o
:
01
Lo
c
a
t
i
o
n
:
Wi
l
m
i
n
g
t
o
n
,

N
o
r
t
h

C
a
r
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l
i
n
a
De
s
c
r
i
p
t
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o
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:
Ce
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l

C
o
n
s
t
r
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c
t
i
o
n
Se
a
m

P
r
e
s
s
u
r
e
:
25
-
3
0

p
s
i

f
o
r

5

m
i
n
u
t
e
s

m
a
x
.

l
o
s
s

<
3

Va
c
u
u
m

B
o
x
:
5 psi for 20 seconds
Sp
e
c
i
f
i
c
a
t
i
o
n
s
:
Ma
t
e
r
i
a
l

T
y
p
e
2
gm
l
:
4/
8
/
2
0
1
7
3-
0
3
3
-
0
3
4
-
5
1
9
-
0
12
:
0
4
75
CA
51
9
CG
M
51
9
-
0
AT
FM CGM P
F
86
0
4.
5
4/
8
/
2
0
1
7
3-
0
3
4
-
0
3
5
-
5
2
0
-
0
13
:
2
7
30
MS
52
0
CG
M
52
0
-
0
AT
FM CGM P
F
86
0
5.
0
4/
8
/
2
0
1
7
3-
0
3
6
-
0
3
7
-
5
1
8
-
0
14
:
3
8
72
EA
51
8
CG
M
51
8
-
0
AT
FM CGM P
F
86
0
4.
5
4/
8
/
2
0
1
7
3-
0
3
5
-
0
3
6
-
5
1
9
-
0
14
:
4
0
79
JV
51
9
CG
M
51
9
-
0
AT
FM CGM P
F
86
0
5.
0
4/
1
0
/
2
0
1
7
3-
0
1
2
-
0
3
8
-
0
-
5
1
6
13
:
2
0
30
MS
51
6
CG
M
51
6
-
0
AT
FM CGM P
F
86
0
5.
0
4/
1
0
/
2
0
1
7
3-
0
3
9
-
0
4
0
-
3
-
0
13
:
5
0
72
EA
3
CG
M
CGM
F
86
0
4.
5
4/
1
0
/
2
0
1
7
3-
0
3
7
-
0
4
0
-
8
3
-
0
13
:
5
4
72
EA
83
CG
M
83
-
0
AT
FM CGM P
F
86
0
4.
5
4/
1
0
/
2
0
1
7
3-
0
3
7
-
0
3
9
-
8
1
-
0
14
:
0
4
72
EA
81
CG
M
81
-
0
AT
FM CGM P
F
86
0
4.
5
4/
1
0
/
2
0
1
7
3-
0
3
8
-
0
4
0
-
8
3
-
0
14
:
2
4
72
EA
83
CG
M
83
-
0
AT
FM CGM P
F
86
0
4.
5
4/
1
0
/
2
0
1
7
3-
0
3
8
-
0
3
9
-
8
1
-
0
14
:
4
1
72
EA
81
CG
M
81
-
0
AT
FM CGM P
F
86
0
4.
5
4/
1
0
/
2
0
1
7
3-
0
4
1
-
0
4
2
-
3
-
0
14
:
4
3
16
ER
3
CG
M
CGM
F
85
0
4.
5
4/
1
0
/
2
0
1
7
3-
0
3
7
-
0
4
2
-
9
8
-
0
14
:
5
0
16
ER
98
CG
M
98
-
0
AT
MS CGM P
F
85
0
4.
5
4/
1
0
/
2
0
1
7
3-
0
3
7
-
0
4
1
-
1
0
0
-
0
15
:
0
5
16
ER
10
0
CG
M
10
0
-
0
AT
MS CGM P
F
85
0
4.
5
4/
1
0
/
2
0
1
7
3-
0
3
7
-
0
4
4
-
1
0
6
-
0
15
:
0
5
30
MS
10
6
CG
M
10
6
-
0
AT
MS CGM P
F
86
0
5.
0
4/
1
0
/
2
0
1
7
3-
0
4
3
-
0
4
4
-
5
-
0
15
:
0
5
72
EA
5
CG
M
CGM
F
86
0
4.
5
4/
1
0
/
2
0
1
7
3-
0
3
8
-
0
4
4
-
1
0
6
-
0
15
:
1
3
72
EA
10
6
CG
M
0-
1
0
6
AT
MS CGM P
F
86
0
4.
5
Th
u
r
s
d
a
y
,

J
u
l
y

6
,

2
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1
7
Page 4 of 8
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.

ID
Op
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.

ID
Le
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g
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QA

I
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Oper.Result Action QA ID
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3
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Pr
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L.

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S
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P
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01
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Wi
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N
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C
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C
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P
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:
25
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p
s
i

f
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5

m
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s

m
a
x
.

l
o
s
s

<
3

Va
c
u
u
m

B
o
x
:
5 psi for 20 seconds
Sp
e
c
i
f
i
c
a
t
i
o
n
s
:
Ma
t
e
r
i
a
l

T
y
p
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2
gm
l
:
4/
1
0
/
2
0
1
7
3-
0
3
7
-
0
4
3
-
4
3
-
0
15
:
2
0
30
MS
43
CG
M
0-
4
3
AT
MS CGM P
F
86
0
5.
0
4/
1
0
/
2
0
1
7
3-
0
4
2
-
0
4
3
-
5
-
0
15
:
2
5
30
MS
5
CG
M
CGM
F
86
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5.
0
4/
1
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0
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4
3
-
4
3
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15
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9
72
EA
43
CG
M
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-
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MS CGM P
F
86
0
4.
5
4/
1
0
/
2
0
1
7
3-
0
3
8
-
0
4
1
-
1
0
0
-
0
15
:
3
0
16
ER
10
0
CG
M
10
0
-
0
AT
MS CGM P
F
85
0
4.
5
4/
1
0
/
2
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1
7
3-
0
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4
2
-
9
8
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0
15
:
3
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72
EA
98
CG
M
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9
8
AT
MS CGM P
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86
0
4.
5
4/
1
0
/
2
0
1
7
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0
4
0
-
0
4
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15
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0
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ER
3
CG
M
CGM
F
85
0
4.
5
4/
1
2
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1
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5
-
0
4
5
-
0
-
2
2
9
9:
1
7
30
MS
22
9
CG
M
0-
2
2
9
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
4
5
-
0
4
6
-
0
-
2
3
1
9:
2
2
72
EB
23
1
CG
M
0-
2
3
1
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
4
6
-
0
4
7
-
0
-
1
6
6
10
:
2
1
72
EB
16
6
CG
M
16
6
-
0
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
4
6
-
0
4
8
-
0
-
6
8
10
:
3
7
30
MS
68
CG
M
0-
6
8
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
4
8
-
0
4
9
-
7
3
-
0
10
:
5
1
30
MS
73
CG
M
0-
7
3
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
5
0
-
0
5
1
-
4
-
0
10
:
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2
72
EB
4
CG
M
CGM
F
86
0
4.
0
4/
1
2
/
2
0
1
7
3-
0
4
7
-
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5
0
-
8
1
-
0
10
:
5
9
72
EB
81
CG
M
81
-
0
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
4
7
-
0
5
1
-
8
2
-
0
11
:
1
1
72
EB
82
CG
M
82
-
0
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
5
0
-
0
5
2
-
8
1
-
0
11
:
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30
MS
81
CG
M
81
-
0
AT
CA CGM P
F
86
0
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0
4/
1
2
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2
0
1
7
3-
0
5
1
-
0
5
2
-
8
2
-
0
11
:
3
7
30
MS
82
CG
M
82
-
0
AT
CA CGM P
F
86
0
5.
0
Th
u
r
s
d
a
y
,

J
u
l
y

6
,

2
0
1
7
Page 5 of 8
[C
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p
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h
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©
2
0
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b
y

G
e
o
s
y
n
t
e
c

C
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n
s
u
l
t
a
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t
s
,

I
n
c
]
Da
t
e
Se
a
m
N
o
Ti
m
e
Ma
c
h
.

ID
Op
e
r
.

ID
Le
n
g
t
h
QA

I
D
Lo
c
a
t
i
o
n
De
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a
i
l
Oper.Result Action QA ID
Pr
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d
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t
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S
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GC
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Pr
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L.

V
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S
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t
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P
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w
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P
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s
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N
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c
a
t
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:
Wi
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m
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N
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C
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P
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s
s
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:
25
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3
0

p
s
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f
o
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5

m
i
n
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t
e
s

m
a
x
.

l
o
s
s

<
3

Va
c
u
u
m

B
o
x
:
5 psi for 20 seconds
Sp
e
c
i
f
i
c
a
t
i
o
n
s
:
Ma
t
e
r
i
a
l

T
y
p
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2
gm
l
:
4/
1
2
/
2
0
1
7
3-
0
4
9
-
0
5
3
-
7
2
-
0
11
:
4
2
72
EB
72
CG
M
0-
7
2
AT
CA CGM P
F
86
0
4.
0
4/
1
2
/
2
0
1
7
3-
0
5
3
-
0
5
4
-
7
2
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0
11
:
5
2
30
MS
72
CG
M
0-
7
2
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
5
2
-
0
5
4
-
1
6
2
-
0
12
:
0
0
72
EB
16
2
CG
M
16
2
-
0
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
4
9
-
0
5
2
-
8
-
0
12
:
2
2
30
MS
8
CG
M
0-
8
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
4
7
-
0
4
9
-
7
-
0
12
:
2
4
30
MS
7
CG
M
0-
7
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
4
7
-
0
4
8
-
1
6
-
0
12
:
2
5
30
MS
16
CG
M
0-
1
6
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
5
2
-
0
5
3
-
1
2
-
0
12
:
2
5
30
MS
12
CG
M
0-
1
2
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
5
4
-
0
5
5
-
2
3
3
-
0
13
:
4
7
72
EB
23
3
CG
M
0-
2
3
3
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
5
5
-
0
5
6
-
2
3
3
-
0
13
:
5
0
30
MS
23
3
CG
M
0-
2
3
3
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
5
6
-
0
5
7
-
2
3
5
-
0
14
:
2
0
30
MS
23
5
CG
M
0-
2
3
5
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
5
7
-
0
5
8
-
2
3
5
-
0
14
:
2
4
72
EB
23
5
CG
M
0-
2
3
5
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
5
8
-
0
5
9
-
2
3
5
-
0
14
:
4
6
30
MS
23
5
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2
3
5
AT
CA CGM P
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86
0
5.
0
4/
1
2
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2
0
1
7
3-
0
5
9
-
0
6
0
-
2
3
5
-
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15
:
0
0
72
EB
23
5
CG
M
0-
2
3
5
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
6
0
-
0
6
1
-
2
3
8
-
0
15
:
1
6
30
MS
23
8
CG
M
0-
2
3
8
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
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0
6
1
-
0
6
2
-
2
3
8
-
0
15
:
3
7
72
EB
23
8
CG
M
0-
2
3
8
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
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0
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2
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0
6
3
-
2
3
8
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0
15
:
4
8
30
MS
23
8
CG
M
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2
3
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AT
CA CGM P
F
86
0
5.
0
Th
u
r
s
d
a
y
,

J
u
l
y

6
,

2
0
1
7
Page 6 of 8
[C
o
p
y
r
i
g
h
t

©
2
0
1
0

b
y

G
e
o
s
y
n
t
e
c

C
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n
s
u
l
t
a
n
t
s
,

I
n
c
]
Da
t
e
Se
a
m
N
o
Ti
m
e
Ma
c
h
.

ID
Op
e
r
.

ID
Le
n
g
t
h
QA

I
D
Lo
c
a
t
i
o
n
De
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a
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l
Oper.Result Action QA ID
Pr
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d
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c
t
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S
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3
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p
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Pr
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GC
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Pr
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c
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:
L.

V
.

S
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t
t
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P
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P
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t
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s
k
N
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:
01
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c
a
t
i
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n
:
Wi
l
m
i
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g
t
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n
,

N
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C
a
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l
i
n
a
De
s
c
r
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p
t
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:
Ce
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l

C
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n
s
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r
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c
t
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n
Se
a
m

P
r
e
s
s
u
r
e
:
25
-
3
0

p
s
i

f
o
r

5

m
i
n
u
t
e
s

m
a
x
.

l
o
s
s

<
3

Va
c
u
u
m

B
o
x
:
5 psi for 20 seconds
Sp
e
c
i
f
i
c
a
t
i
o
n
s
:
Ma
t
e
r
i
a
l

T
y
p
e
2
gm
l
:
4/
1
2
/
2
0
1
7
3-
0
6
3
-
0
6
4
-
2
3
7
-
0
16
:
1
2
72
EB
23
7
CG
M
0-
2
3
7
AT
CA CGM P
F
86
0
5.
0
4/
1
2
/
2
0
1
7
3-
0
2
6
-
0
6
4
-
2
2
-
0
16
:
2
3
30
MS
22
CG
M
0-
2
2
AT
CA CGM P
F
86
0
4.
0
4/
1
2
/
2
0
1
7
3-
0
2
7
-
0
6
3
-
2
2
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0
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5
30
MS
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CG
M
0-
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2
AT
CA CGM P
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86
0
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0
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1
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0
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16
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30
MS
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CG
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2
2
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CA CGM P
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86
0
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0
4/
1
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1
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3-
0
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9
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6
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16
:
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4
30
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86
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0
4/
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16
:
5
8
30
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0
4/
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:
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30
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CG
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0
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:
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0
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J
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6
,

2
0
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7
Page 7 of 8
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Page 8 of 8
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5
4/
4
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2
0
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0
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5
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13
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0
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0
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:
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5
4/
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2
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7
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0
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0
4/
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0
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4
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9
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1
9
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0
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0
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0
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2
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Th
u
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s
d
a
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,

J
u
l
y

6
,

2
0
1
7
Page 1 of 9
[C
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p
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r
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2
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ID
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ID
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QA

I
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:
(f
t
.
)
Se
r
i
e
s
:

4
Te
m
p
.
Sp
e
e
d
Pr
o
j
N
o
:
GC
6
1
9
8
Pr
o
j
e
c
t
:
L.

V
.

S
u
t
t
o
n

P
o
w
e
r

P
l
a
n
t
Ta
s
k
N
o
:
01
Lo
c
a
t
i
o
n
:
Wi
l
m
i
n
g
t
o
n
,

N
o
r
t
h

C
a
r
o
l
i
n
a
De
s
c
r
i
p
t
i
o
n
:
Ce
l
l

C
o
n
s
t
r
u
c
t
i
o
n
Se
a
m

P
r
e
s
s
u
r
e
:
25
-
3
0

p
s
i

f
o
r

5

m
i
n
u
t
e
s

m
a
x
.

l
o
s
s

<
3

Va
c
u
u
m

B
o
x
:
5 psi for 20 seconds
Sp
e
c
i
f
i
c
a
t
i
o
n
s
:
Ma
t
e
r
i
a
l

T
y
p
e
2
gm
l
:
4/
5
/
2
0
1
7
4-
0
1
3
-
0
1
5
-
0
-
1
5
6
9:
1
5
16
ER
15
6
CG
M
0-
1
5
6
AT
FM CGM P
F
85
0
4.
5
4/
5
/
2
0
1
7
4-
0
1
5
-
0
1
6
-
0
-
1
5
6
9:
1
7
72
EB
15
6
CG
M
0-
1
5
6
AT
FM CGM P
F
86
0
6.
0
4/
5
/
2
0
1
7
4-
0
1
2
-
T
I
3
-
0
-
9
9:
4
0
79
MS
9
CG
M
0-
9
AT
FM CGM P
F
86
0
5.
0
4/
5
/
2
0
1
7
4-
0
1
2
-
T
I
3
-
9
-
2
2
0
9:
4
0
79
MS
21
1
CG
M
9-
2
1
1
AT
FM CGM P
F
86
0
5.
0
4/
5
/
2
0
1
7
4-
0
1
7
-
0
1
8
-
2
2
-
0
9:
4
7
72
EB
22
CG
M
22
-
0
AT
FM CGM P
F
86
0
5.
0
4/
5
/
2
0
1
7
4-
0
1
6
-
0
1
7
-
0
-
1
3
1
9:
5
7
72
EB
13
1
CG
M
13
1
-
0
AT
FM CGM P
F
86
0
6.
0
4/
5
/
2
0
1
7
4-
0
1
6
-
0
1
8
-
0
-
8
9
10
:
2
2
72
EB
89
CG
M
0-
8
9
AT
FM CGM P
F
86
0
6.
0
4/
5
/
2
0
1
7
4-
0
1
7
-
0
1
9
-
0
-
1
3
3
10
:
2
5
16
ER
13
3
CG
M
13
3
-
0
AT
FM CGM P
F
85
0
4.
5
4/
5
/
2
0
1
7
4-
0
2
0
-
0
2
2
-
2
2
-
0
10
:
3
4
72
EB
22
CG
M
0-
2
2
AT
FM CGM P
F
86
0
5.
0
4/
5
/
2
0
1
7
4-
0
2
1
-
0
2
2
-
0
-
2
6
10
:
4
2
79
MS
26
CG
M
0-
2
6
AT
FM CGM P
F
86
0
5.
5
4/
5
/
2
0
1
7
4-
0
1
9
-
0
2
2
-
0
-
2
6
10
:
4
5
72
EB
26
CG
M
0-
2
6
AT
FM CGM P
F
86
0
6.
0
4/
5
/
2
0
1
7
4-
0
2
0
-
0
2
1
-
0
-
2
0
1
10
:
4
5
79
MS
20
1
CG
M
0-
2
0
1
AT
FM CGM P
F
86
0
5.
5
4/
5
/
2
0
1
7
4-
0
1
8
-
0
1
9
-
0
-
8
9
10
:
5
0
16
ER
89
CG
M
89
-
0
AT
FM CGM P
F
85
0
4.
5
4/
5
/
2
0
1
7
4-
0
1
9
-
0
2
0
-
0
-
2
0
1
10
:
5
0
72
EB
20
1
CG
M
0-
2
0
1
AT
FM CGM P
F
86
0
6.
0
4/
5
/
2
0
1
7
4-
0
2
1
-
0
2
3
-
0
-
2
2
8
10
:
5
1
75
LS
22
8
CG
M
0-
2
2
8
AT
FM CGM P
F
86
0
6.
0
4/
5
/
2
0
1
7
4-
0
0
5
-
0
1
7
-
2
2
-
0
11
:
1
5
16
ER
22
CG
M
0-
2
2
AT
FM CGM P
F
85
0
4.
0
Th
u
r
s
d
a
y
,

J
u
l
y

6
,

2
0
1
7
Page 2 of 9
[C
o
p
y
r
i
g
h
t

©
2
0
1
0

b
y

G
e
o
s
y
n
t
e
c

C
o
n
s
u
l
t
a
n
t
s
,

I
n
c
]
Da
t
e
Se
a
m
N
o
Ti
m
e
Ma
c
h
.

ID
Op
e
r
.

ID
Le
n
g
t
h
QA

I
D
Lo
c
a
t
i
o
n
De
t
a
i
l
Oper.Result Action QA ID
Pr
o
d
u
c
t
i
o
n

S
e
a
m
Lo
c
a
t
i
o
n
No
n
d
e
s
t
r
u
c
t
i
v
e

T
e
s
t
Se
r
i
e
s
-
S
e
a
m
1
-
S
e
a
m
2
-
B
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g
i
n
-
E
n
d
Pr
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d
u
c
t
i
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S
e
a
m

L
o
g
Pr
i
m
a
r
y

/

S
e
c
o
n
d
a
r
y
:
Pr
i
m
a
r
y
Ex
t
/
Fu
s
:
(f
t
.
)
Se
r
i
e
s
:

4
Te
m
p
.
Sp
e
e
d
Pr
o
j
N
o
:
GC
6
1
9
8
Pr
o
j
e
c
t
:
L.

V
.

S
u
t
t
o
n

P
o
w
e
r

P
l
a
n
t
Ta
s
k
N
o
:
01
Lo
c
a
t
i
o
n
:
Wi
l
m
i
n
g
t
o
n
,

N
o
r
t
h

C
a
r
o
l
i
n
a
De
s
c
r
i
p
t
i
o
n
:
Ce
l
l

C
o
n
s
t
r
u
c
t
i
o
n
Se
a
m

P
r
e
s
s
u
r
e
:
25
-
3
0

p
s
i

f
o
r

5

m
i
n
u
t
e
s

m
a
x
.

l
o
s
s

<
3

Va
c
u
u
m

B
o
x
:
5 psi for 20 seconds
Sp
e
c
i
f
i
c
a
t
i
o
n
s
:
Ma
t
e
r
i
a
l

T
y
p
e
2
gm
l
:
4/
5
/
2
0
1
7
4-
0
0
4
-
0
1
6
-
2
2
-
0
11
:
1
8
16
ER
22
CG
M
0-
2
2
AT
FM CGM P
F
85
0
4.
0
4/
5
/
2
0
1
7
4-
0
0
3
-
0
1
4
-
2
2
-
0
11
:
2
2
16
ER
22
CG
M
0-
2
2
AT
FM CGM P
F
85
0
4.
0
4/
5
/
2
0
1
7
4-
0
0
2
-
0
1
3
-
2
2
-
0
11
:
2
6
16
ER
22
CG
M
0-
2
2
AT
FM CGM P
F
85
0
4.
0
4/
5
/
2
0
1
7
4-
0
0
1
-
0
1
2
-
2
2
-
0
11
:
3
1
16
ER
22
CG
M
0-
2
2
AT
FM CGM P
F
85
0
4.
0
4/
5
/
2
0
1
7
4-
0
2
4
-
0
2
5
-
2
2
-
0
11
:
3
7
79
MS
22
CG
M
0-
2
2
AT
FM CGM P
F
86
0
5.
0
4/
5
/
2
0
1
7
4-
0
2
3
-
0
2
5
-
0
-
9
8
11
:
4
3
16
ER
98
CG
M
98
-
0
AT
FM CGM P
F
85
0
4.
5
4/
5
/
2
0
1
7
4-
0
2
3
-
0
2
4
-
0
-
1
3
1
11
:
4
4
79
MS
13
1
CG
M
0-
1
3
1
AT
FM CGM P
F
86
0
5.
5
4/
5
/
2
0
1
7
4-
0
1
0
-
0
2
5
-
1
7
-
0
12
:
0
2
16
ER
17
CG
M
17
-
0
AT
FM CGM P
F
85
0
4.
0
4/
5
/
2
0
1
7
4-
0
0
9
-
0
2
3
-
2
2
-
0
12
:
0
5
16
ER
22
CG
M
0-
2
2
AT
FM CGM P
F
85
0
4.
0
4/
5
/
2
0
1
7
4-
0
0
8
-
0
2
1
-
2
2
-
0
12
:
1
0
16
ER
22
CG
M
0-
2
2
AT
FM CGM P
F
85
0
4.
0
4/
5
/
2
0
1
7
4-
0
0
7
-
0
2
2
-
2
2
-
0
12
:
1
2
16
ER
22
CG
M
0-
2
2
AT
FM CGM P
F
85
0
4.
0
4/
5
/
2
0
1
7
4-
0
0
6
-
0
1
9
-
2
3
-
0
12
:
1
3
16
ER
23
CG
M
0-
2
3
AT
FM CGM P
F
85
0
4.
0
4/
1
4
/
2
0
1
7
4-
0
2
6
-
0
2
7
-
5
1
9
-
0
8:
1
7
30
MS
51
9
CG
M
51
9
-
0
AT
FR CGM P
F
86
0
5.
5
4/
1
4
/
2
0
1
7
4-
0
2
7
-
0
2
8
-
5
1
8
-
0
8:
4
1
72
EB
51
8
CG
M
51
8
-
0
AT
FR CGM P
F
86
0
5.
0
4/
1
4
/
2
0
1
7
4-
0
2
8
-
0
2
9
-
1
2
6
-
0
9:
0
2
80
EA
12
6
CG
M
12
6
-
0
AT
FR CGM P
F
86
0
4.
5
4/
1
4
/
2
0
1
7
4-
0
2
8
-
0
2
9
-
5
1
9
-
1
2
6
9:
0
2
80
EA
39
3
CG
M
51
9
-
1
2
6
AT
FR CGM P
F
86
0
4.
5
Th
u
r
s
d
a
y
,

J
u
l
y

6
,

2
0
1
7
Page 3 of 9
[C
o
p
y
r
i
g
h
t

©
2
0
1
0

b
y

G
e
o
s
y
n
t
e
c

C
o
n
s
u
l
t
a
n
t
s
,

I
n
c
]
Da
t
e
Se
a
m
N
o
Ti
m
e
Ma
c
h
.

ID
Op
e
r
.

ID
Le
n
g
t
h
QA

I
D
Lo
c
a
t
i
o
n
De
t
a
i
l
Oper.Result Action QA ID
Pr
o
d
u
c
t
i
o
n

S
e
a
m
Lo
c
a
t
i
o
n
No
n
d
e
s
t
r
u
c
t
i
v
e

T
e
s
t
Se
r
i
e
s
-
S
e
a
m
1
-
S
e
a
m
2
-
B
e
g
i
n
-
E
n
d
Pr
o
d
u
c
t
i
o
n

S
e
a
m

L
o
g
Pr
i
m
a
r
y

/

S
e
c
o
n
d
a
r
y
:
Pr
i
m
a
r
y
Ex
t
/
Fu
s
:
(f
t
.
)
Se
r
i
e
s
:

4
Te
m
p
.
Sp
e
e
d
Pr
o
j
N
o
:
GC
6
1
9
8
Pr
o
j
e
c
t
:
L.

V
.

S
u
t
t
o
n

P
o
w
e
r

P
l
a
n
t
Ta
s
k
N
o
:
01
Lo
c
a
t
i
o
n
:
Wi
l
m
i
n
g
t
o
n
,

N
o
r
t
h

C
a
r
o
l
i
n
a
De
s
c
r
i
p
t
i
o
n
:
Ce
l
l

C
o
n
s
t
r
u
c
t
i
o
n
Se
a
m

P
r
e
s
s
u
r
e
:
25
-
3
0

p
s
i

f
o
r

5

m
i
n
u
t
e
s

m
a
x
.

l
o
s
s

<
3

Va
c
u
u
m

B
o
x
:
5 psi for 20 seconds
Sp
e
c
i
f
i
c
a
t
i
o
n
s
:
Ma
t
e
r
i
a
l

T
y
p
e
2
gm
l
:
4/
1
4
/
2
0
1
7
4-
0
2
9
-
0
3
0
-
5
1
9
-
0
9:
2
7
75
CA
51
9
CG
M
51
9
-
0
AT
FR CGM P
F
86
0
4.
5
4/
1
4
/
2
0
1
7
4-
0
3
0
-
0
3
1
-
5
1
7
-
0
9:
3
7
30
MS
51
7
CG
M
51
7
-
0
AT
FR CGM P
F
86
0
5.
5
4/
1
4
/
2
0
1
7
4-
0
3
0
-
0
3
1
-
5
1
9
-
5
1
7
9:
3
7
30
MS
2
CG
M
51
7
-
5
1
9
AT
FR CGM P
F
86
0
5.
5
4/
1
4
/
2
0
1
7
4-
0
3
1
-
0
3
2
-
2
6
4
-
0
10
:
2
4
72
EB
26
4
CG
M
26
4
-
0
AT
FR CGM P
F
86
0
5.
0
4/
1
4
/
2
0
1
7
4-
0
3
1
-
0
3
2
-
5
1
9
-
2
6
4
10
:
2
4
72
EB
25
5
CG
M
51
9
-
2
6
4
AT
FR CGM P
F
86
0
5.
0
4/
1
4
/
2
0
1
7
4-
0
3
2
-
0
3
3
-
5
1
9
-
0
10
:
4
6
80
EA
51
9
CG
M
51
9
-
0
AT
FR CGM P
F
86
0
4.
5
4/
1
4
/
2
0
1
7
4-
0
3
3
-
0
3
4
-
5
2
0
-
0
10
:
5
2
30
MS
52
0
CG
M
52
0
-
0
AT
FR CGM P
F
86
0
5.
5
4/
1
4
/
2
0
1
7
4-
0
3
4
-
0
3
5
-
5
1
9
-
0
11
:
1
7
75
CA
51
9
CG
M
51
9
-
0
AT
FR CGM P
F
86
0
4.
5
4/
1
4
/
2
0
1
7
4-
0
3
5
-
0
3
6
-
4
9
9
-
0
13
:
4
8
72
EB
49
9
CG
M
49
9
-
0
AT
FR CGM P
F
86
0
5.
0
4/
1
4
/
2
0
1
7
4-
0
3
6
-
0
3
7
-
4
9
7
-
0
14
:
0
2
30
MS
49
7
CG
M
49
7
-
0
AT
FR CGM P
F
86
0
5.
0
4/
1
4
/
2
0
1
7
4-
0
3
5
-
0
3
8
-
2
2
-
0
15
:
2
9
30
MS
22
CG
M
22
-
0
AT
FR CGM P
F
86
0
5.
5
4/
1
4
/
2
0
1
7
4-
0
3
7
-
0
3
8
-
2
2
-
0
15
:
3
4
30
MS
22
CG
M
22
-
0
AT
FR CGM P
F
86
0
5.
5
4/
1
4
/
2
0
1
7
4-
0
3
6
-
0
3
8
-
2
2
-
0
15
:
3
9
30
MS
22
CG
M
22
-
0
AT
FR CGM P
F
86
0
5.
0
4/
1
8
/
2
0
1
7
4-
0
4
0
-
0
4
1
-
2
2
-
0
8:
2
8
30
FB
22
CG
M
0-
2
2
AT
CA CGM P
F
86
0
5.
4
4/
1
8
/
2
0
1
7
4-
0
3
9
-
0
4
1
-
9
5
-
0
8:
3
0
75
MS
B
95
CG
M
0-
9
5
AT
CA CGM P
F
85
0
4.
5
4/
1
8
/
2
0
1
7
4-
0
4
1
-
0
4
2
-
9
5
-
0
8:
3
6
30
FB
95
CG
M
0-
9
5
AT
CA CGM P
F
86
0
5.
0
Th
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s
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,

J
u
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y

6
,

2
0
1
7
Page 4 of 9
[C
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©
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.

ID
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.

ID
Le
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g
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QA

I
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Oper.Result Action QA ID
Pr
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S
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L.

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S
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P
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P
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01
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c
a
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:
Wi
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m
i
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N
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C
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C
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m
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m
a
x
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l
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Va
c
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m

B
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x
:
5 psi for 20 seconds
Sp
e
c
i
f
i
c
a
t
i
o
n
s
:
Ma
t
e
r
i
a
l

T
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2
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l
:
4/
1
8
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2
0
1
7
4-
0
3
9
-
0
4
0
-
1
4
5
-
0
8:
4
3
75
MS
B
14
5
CG
M
14
5
-
0
AT
CA CGM P
F
85
0
4.
5
4/
1
8
/
2
0
1
7
4-
0
4
3
-
0
4
4
-
2
2
-
0
8:
4
4
72
JR
22
CG
M
0-
2
2
AT
CA CGM P
F
86
0
3.
5
4/
1
8
/
2
0
1
7
4-
0
4
0
-
0
4
2
-
1
2
5
-
0
8:
5
0
30
FB
12
5
CG
M
12
5
-
0
AT
CA CGM P
F
85
0
5.
0
4/
1
8
/
2
0
1
7
4-
0
4
0
-
0
4
2
-
1
4
4
-
1
2
5
8:
5
0
30
FB
19
CG
M
14
4
-
1
2
5
AT
CA CGM P
F
86
0
5.
0
4/
1
8
/
2
0
1
7
4-
0
4
2
-
0
4
4
-
9
1
-
0
8:
5
3
72
JR
91
CG
M
0-
9
1
AT
CA CGM P
F
86
0
4.
4
4/
1
8
/
2
0
1
7
4-
0
4
2
-
0
4
3
-
1
4
7
-
0
9:
1
0
72
JR
14
7
CG
M
14
7
-
0
AT
CA CGM P
F
86
0
4.
4
4/
1
8
/
2
0
1
7
4-
0
4
4
-
0
4
5
-
9
2
-
0
9:
1
0
75
MS
B
92
CG
M
0-
9
2
AT
CA CGM P
F
86
0
4.
5
4/
1
8
/
2
0
1
7
4-
0
4
6
-
0
4
7
-
2
2
-
0
9:
1
8
30
FB
22
CG
M
0-
2
2
AT
CA CGM P
F
86
0
4.
0
4/
1
8
/
2
0
1
7
4-
0
4
5
-
0
4
7
-
5
8
-
0
9:
2
4
30
FB
58
CG
M
0-
5
8
AT
CA CGM P
F
86
0
4.
0
4/
1
8
/
2
0
1
7
4-
0
4
3
-
0
4
5
-
1
4
7
-
0
9:
3
0
75
MS
B
14
7
CG
M
14
7
-
0
AT
CA CGM P
F
86
0
4.
5
4/
1
8
/
2
0
1
7
4-
0
4
5
-
0
4
6
-
1
8
1
-
0
9:
3
2
30
FB
18
1
CG
M
18
1
-
0
AT
CA CGM P
F
86
0
4.
0
4/
1
8
/
2
0
1
7
4-
0
4
7
-
0
4
8
-
5
7
-
0
9:
5
0
72
JR
57
CG
M
0-
5
7
AT
CA CGM P
F
86
0
4.
4
4/
1
8
/
2
0
1
7
4-
0
4
9
-
0
5
0
-
2
2
-
0
9:
5
9
30
FB
22
CG
M
22
-
0
AT
CA CGM P
F
86
0
3.
1
4/
1
8
/
2
0
1
7
4-
0
4
6
-
0
4
8
-
1
8
0
-
0
10
:
0
0
72
JR
18
0
CG
M
18
0
-
0
AT
CA CGM P
F
86
0
4.
4
4/
1
8
/
2
0
1
7
4-
0
5
1
-
0
5
2
-
2
3
4
-
6
3
10
:
0
6
80
JS
17
1
CG
M
63
-
2
3
4
AT
CA CGM P
F
86
0
5.
0
4/
1
8
/
2
0
1
7
4-
0
5
1
-
0
5
2
-
6
3
-
0
10
:
0
6
80
JS
63
CG
M
0-
6
3
AT
CA CGM P
F
86
0
5.
0
Th
u
r
s
d
a
y
,

J
u
l
y

6
,

2
0
1
7
Page 5 of 9
[C
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y

G
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o
s
y
n
t
e
c

C
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n
s
u
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t
a
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s
,

I
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c
]
Da
t
e
Se
a
m
N
o
Ti
m
e
Ma
c
h
.

ID
Op
e
r
.

ID
Le
n
g
t
h
QA

I
D
Lo
c
a
t
i
o
n
De
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a
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l
Oper.Result Action QA ID
Pr
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d
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c
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S
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/

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Pr
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Ex
t
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(f
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:

4
Te
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p
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Sp
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Pr
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GC
6
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9
8
Pr
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c
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:
L.

V
.

S
u
t
t
o
n

P
o
w
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r

P
l
a
n
t
Ta
s
k
N
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:
01
Lo
c
a
t
i
o
n
:
Wi
l
m
i
n
g
t
o
n
,

N
o
r
t
h

C
a
r
o
l
i
n
a
De
s
c
r
i
p
t
i
o
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:
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l

C
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n
s
t
r
u
c
t
i
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n
Se
a
m

P
r
e
s
s
u
r
e
:
25
-
3
0

p
s
i

f
o
r

5

m
i
n
u
t
e
s

m
a
x
.

l
o
s
s

<
3

Va
c
u
u
m

B
o
x
:
5 psi for 20 seconds
Sp
e
c
i
f
i
c
a
t
i
o
n
s
:
Ma
t
e
r
i
a
l

T
y
p
e
2
gm
l
:
4/
1
8
/
2
0
1
7
4-
0
4
9
-
0
5
1
-
2
1
6
-
0
10
:
0
7
30
FB
21
6
CG
M
0-
2
1
6
AT
CA CGM P
F
86
0
5.
0
4/
1
8
/
2
0
1
7
4-
0
4
8
-
0
4
9
-
2
1
8
-
0
10
:
0
8
75
MS
B
21
8
CG
M
0-
2
1
8
AT
CA CGM P
F
86
0
4.
5
4/
1
8
/
2
0
1
7
4-
0
4
8
-
0
5
0
-
1
9
-
0
10
:
3
5
75
MS
B
19
CG
M
19
-
0
AT
CA CGM P
F
86
0
4.
5
4/
1
8
/
2
0
1
7
4-
0
5
0
-
0
5
1
-
1
9
-
0
10
:
3
8
30
FB
19
CG
M
0-
1
9
AT
CA CGM P
F
86
0
5.
0
4/
1
8
/
2
0
1
7
4-
0
5
2
-
0
5
3
-
2
3
2
-
0
10
:
4
5
72
JR
23
2
CG
M
0-
2
3
2
AT
CA CGM P
F
86
0
4.
4
4/
1
8
/
2
0
1
7
4-
0
5
3
-
0
5
4
-
2
3
2
-
0
10
:
4
8
75
MS
B
23
2
CG
M
0-
2
3
2
AT
CA CGM P
F
86
0
4.
5
4/
1
8
/
2
0
1
7
4-
0
2
5
-
0
5
5
-
0
-
2
7
11
:
0
8
80
JS
27
CG
M
0-
2
7
AT
CA CGM P
F
86
0
5.
0
4/
1
8
/
2
0
1
7
4-
0
2
5
-
0
5
5
-
2
7
-
9
9
11
:
0
8
80
JS
72
CG
M
27
-
9
9
AT
CA CGM P
F
86
0
5.
0
4/
1
8
/
2
0
1
7
4-
0
5
5
-
0
5
6
-
0
-
2
3
2
11
:
1
6
30
FB
23
2
CG
M
0-
2
3
2
AT
CA CGM P
F
86
0
5.
0
4/
1
8
/
2
0
1
7
4-
0
2
4
-
0
5
5
-
0
-
8
8
11
:
2
7
80
JS
88
CG
M
0-
8
8
AT
CA CGM P
F
86
0
5.
0
4/
1
8
/
2
0
1
7
4-
0
2
4
-
0
5
5
-
8
8
-
1
3
0
11
:
2
7
80
JS
42
CG
M
88
-
1
3
0
AT
CA CGM P
F
86
0
5.
0
4/
1
8
/
2
0
1
7
4-
0
2
6
-
0
3
9
-
2
2
-
0
11
:
4
0
72
JR
22
CG
M
0-
2
2
AT
CA CGM P
F
86
0
3.
5
4/
1
8
/
2
0
1
7
4-
0
2
7
-
0
4
0
-
2
2
-
0
11
:
4
5
72
JR
22
CG
M
0-
2
2
AT
CA CGM P
F
86
0
3.
5
4/
1
8
/
2
0
1
7
4-
0
2
8
-
0
4
2
-
2
2
-
0
11
:
5
7
72
JR
22
CG
M
22
-
0
AT
CA CGM P
F
86
0
3.
5
4/
1
8
/
2
0
1
7
4-
0
2
9
-
0
4
3
-
2
2
-
0
11
:
5
7
72
JR
22
CG
M
0-
2
2
AT
CA CGM P
F
86
0
3.
5
4/
1
8
/
2
0
1
7
4-
0
3
3
-
0
5
0
-
2
2
-
0
11
:
5
7
80
JS
22
CG
M
0-
2
2
AT
CA CGM P
F
86
0
5.
4
Th
u
r
s
d
a
y
,

J
u
l
y

6
,

2
0
1
7
Page 6 of 9
[C
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p
y
r
i
g
h
t

©
2
0
1
0

b
y

G
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s
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n
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c

C
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s
u
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t
a
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,

I
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c
]
Da
t
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Se
a
m
N
o
Ti
m
e
Ma
c
h
.

ID
Op
e
r
.

ID
Le
n
g
t
h
QA

I
D
Lo
c
a
t
i
o
n
De
t
a
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l
Oper.Result Action QA ID
Pr
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d
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c
t
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n

S
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5
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0
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3
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7
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6
,

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0
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7
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N
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ID
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ID
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l
m
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:
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p
s
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f
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5

m
i
n
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s

m
a
x
.

l
o
s
s

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Va
c
u
u
m

B
o
x
:
5 psi for 20 seconds
Sp
e
c
i
f
i
c
a
t
i
o
n
s
:
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t
e
r
i
a
l

T
y
p
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l
:
Co
m
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t
s
:
To
t
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J
u
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y

6
,

2
0
1
7
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e
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c

C
o
n
s
u
l
t
a
n
t
s
,

I
n
c
]
APPENDIX J
GEOMEMBRANE
DESTRUCTIVE SEAM TEST
LOGS AND LABORATORY TEST
RESULTS
Samp
No
Weld
Type
Track
Type Seam Dist.
Mach
ID
Oper
ID Inside Outside
Shear Unit
ppi/psi
Result
(P/F)
Date
Samp
QA
ID
Re test
1
Re test
2
Sample Data
Peel
Destructive Test Log
Primary / Secondary:Secondary
Location
(ft.)
Series:3 MaterialType:2
Test Data
ProjNo:GC6198Project:L. V. Sutton Power Plant
TaskNo:01Location:Wilmington, North Carolina
Description: Cell Construction
Peel Inside: 91 Peel Outside: 91 Shear: 120Test Reqs: Fusion:
Extrusion: Peel:78 Shear:120
3-001 3-001-TI3 150 79 MSFD 3/30/2017 137 146 173 --BCppiPLab
124 120 158 CGMppiPField
3-002 3-001-002 300 16 ERFD 3/30/2017 150 142 173 --BCppiPLab
158 156 177 CGMppiPField
3-003 3-002-003 450 58 LSFD 3/30/2017 151 156 174 --BCppiPLab
126 124 183 CGMppiPField
3-004 3-003-004 50 80 EBFD 3/30/2017 140 141 188 --BCppiPLab
134 130 174 CGMppiPField
3-005 3-004-005 250 16 ERFD 3/30/2017 135 140 173 --BCppiPLab
124 122 174 CGMppiPField
3-006 3-005-006 475 58 LSFD 3/30/2017 139 145 176 --BCppiPLab
132 136 180 CGMppiPField
3-007 3-006-007 50 80 EBFD 3/30/2017 164 143 185 --BCppiPLab
142 145 172 CGMppiPField
3-008 3-013-TI3 75 16 ERFD 3/30/2017 138 147 188 --BCppiPLab
134 126 168 CGMppiPField
3-009 3-013-014 200 79 MSFD 3/30/2017 139 142 175 --BCppiPLab
130 130 168 CGMppiPField
3-010 3-015-016 11 80 EBFD 3/30/2017 160 161 173 --BCppiPLab
134 149 166 CGMppiPField
Thursday, July 6, 2017 Page 1 of 6
[Copyright ©2010 by Geosyntec Consultants, Inc]
Samp
No
Weld
Type
Track
Type Seam Dist.
Mach
ID
Oper
ID Inside Outside
Shear Unit
ppi/psi
Result
(P/F)
Date
Samp
QA
ID
Re test
1
Re test
2
Sample Data
Peel
Destructive Test Log
Primary / Secondary:Secondary
Location
(ft.)
Series:3 MaterialType:2
Test Data
ProjNo:GC6198Project:L. V. Sutton Power Plant
TaskNo:01Location:Wilmington, North Carolina
Description: Cell Construction
Peel Inside: 91 Peel Outside: 91 Shear: 120Test Reqs: Fusion:
Extrusion: Peel:78 Shear:120
3-011 3-016-017 100 58 LSFD 3/30/2017 135 149 156 --BCppiPLab
131 132 180 CGMppiPField
3-012 3-007-008 250 58 LSFD 3/30/2017 140 148 189 --BCppiPLab
138 134 184 CGMppiPField
3-013 3-008-009 400 16 ERFD 3/30/2017 139 145 168 --BCppiPLab
138 128 181 CGMppiPField
3-014 3-009-010 75 80 EBFD 3/30/2017 147 140 172 --BCppiPLab
152 134 174 CGMppiPField
3-015 3-010-011 300 79 MSFD 3/30/2017 147 141 193 --BCppiPLab
135 134 177 CGMppiPField
3-016 3-011-012 475 58 LSFD 3/30/2017 143 148 172 --BCppiPLab
130 128 184 CGMppiPField
3-017 3-021-022 11 58 LSFD 3/30/2017 151 156 174 --BCppiPLab
130 128 142 CGMppiPField
3-018 3-018-020 50 16 ERFD 3/30/2017 148 136 191 --BCppiPLab
132 123 174 CGMppiPField
3-019 3-023-024 150 58 LSFD 3/30/2017 147 145 167 --BCppiPLab
124 125 163 CGMppiPField
3-020 3-024-025 75 16 ERFD 3/30/2017 150 150 177 --BCppiPLab
138 134 175 CGMppiPField
Thursday, July 6, 2017 Page 2 of 6
[Copyright ©2010 by Geosyntec Consultants, Inc]
Samp
No
Weld
Type
Track
Type Seam Dist.
Mach
ID
Oper
ID Inside Outside
Shear Unit
ppi/psi
Result
(P/F)
Date
Samp
QA
ID
Re test
1
Re test
2
Sample Data
Peel
Destructive Test Log
Primary / Secondary:Secondary
Location
(ft.)
Series:3 MaterialType:2
Test Data
ProjNo:GC6198Project:L. V. Sutton Power Plant
TaskNo:01Location:Wilmington, North Carolina
Description: Cell Construction
Peel Inside: 91 Peel Outside: 91 Shear: 120Test Reqs: Fusion:
Extrusion: Peel:78 Shear:120
3-021 3-026-027 25 16 ERFD 4/8/2017 139 147 187 --BCppiPLab
138 128 180 CGMppiPField
3-022 3-027-028 250 72 EAFD 4/8/2017 146 138 172 --BCppiPLab
127 119 181 CGMppiPField
3-023 3-028-029 500 75 CAFD 4/8/2017 133 133 168 --BCppiPLab
126 128 170 CGMppiPField
3-024 3-029-030 300 79 JVFD 4/8/2017 134 141 183 --BCppiPLab
136 128 178 CGMppiPField
3-025 3-030-031 150 30 MSFD 4/8/2017 153 126 171 --BCppiPLab
128 136 186 CGMppiPField
3-026 3-031-032 425 16 ERFD 4/8/2017 140 147 180 --BCppiPLab
127 125 186 CGMppiPField
3-027 3-032-033 200 72 EAFD 4/8/2017 125 137 162 --BCppiPLab
134 132 188 CGMppiPField
3-028 3-033-034 25 75 CAFD 4/8/2017 136 137 169 --BCppiPLab
132 122 188 CGMppiPField
3-029 3-034-035 500 30 MSFD 4/8/2017 146 145 186 --BCppiPLab
124 122 173 CGMppiPField
3-030 3-035-036 225 79 JVFD 4/8/2017 136 131 172 --BCppiPLab
126 126 165 CGMppiPField
Thursday, July 6, 2017 Page 3 of 6
[Copyright ©2010 by Geosyntec Consultants, Inc]
Samp
No
Weld
Type
Track
Type Seam Dist.
Mach
ID
Oper
ID Inside Outside
Shear Unit
ppi/psi
Result
(P/F)
Date
Samp
QA
ID
Re test
1
Re test
2
Sample Data
Peel
Destructive Test Log
Primary / Secondary:Secondary
Location
(ft.)
Series:3 MaterialType:2
Test Data
ProjNo:GC6198Project:L. V. Sutton Power Plant
TaskNo:01Location:Wilmington, North Carolina
Description: Cell Construction
Peel Inside: 91 Peel Outside: 91 Shear: 120Test Reqs: Fusion:
Extrusion: Peel:78 Shear:120
3-031 3-036-037 25 72 EAFD 4/8/2017 149 136 169 --BCppiPLab
132 136 178 CGMppiPField
3-032 3-037-039 50 72 EAFD 4/10/2017 145 146 167 --BCppiPLab
132 135 155 CGMppiPField
3-033 3-037-044 50 30 MSFD 4/10/2017 150 136 175 --BCppiPLab
131 129 178 CGMppiPField
3-034 3-012-038 300 30 MSFD 4/10/2017 152 137 162 --BCppiPLab
124 127 174 CGMppiPField
3-035 3-038-041 75 16 ERFD 4/10/2017 128 149 156 --BCppiPLab
128 121 152 CGMppiPField
3-036 3-035-036 490 79 JVFD 4/13/2017 133 139 181 --BCppiPLab
130 140 190 CGMppiPField
3-037 3-033-034 481 75 CAFD 4/13/2017 125 145 166 --BCppiPLab
132 134 194 CGMppiPField
3-038 3-025-045 100 30 MSFD 4/13/2017 142 144 181 --BCppiPLab
136 136 174 CGMppiPField
3-039 3-045-046 200 72 EBFD 4/13/2017 136 124 160 --BCppiPLab
120 124 167 CGMppiPField
3-040 3-052-054 25 72 EBFD 4/13/2017 140 137 178 --BCppiPLab
136 131 173 CGMppiPField
Thursday, July 6, 2017 Page 4 of 6
[Copyright ©2010 by Geosyntec Consultants, Inc]
Samp
No
Weld
Type
Track
Type Seam Dist.
Mach
ID
Oper
ID Inside Outside
Shear Unit
ppi/psi
Result
(P/F)
Date
Samp
QA
ID
Re test
1
Re test
2
Sample Data
Peel
Destructive Test Log
Primary / Secondary:Secondary
Location
(ft.)
Series:3 MaterialType:2
Test Data
ProjNo:GC6198Project:L. V. Sutton Power Plant
TaskNo:01Location:Wilmington, North Carolina
Description: Cell Construction
Peel Inside: 91 Peel Outside: 91 Shear: 120Test Reqs: Fusion:
Extrusion: Peel:78 Shear:120
3-041 3-055-056 100 30 MSFD 4/13/2017 122 136 157 --BCppiPLab
136 128 170 CGMppiPField
3-042 3-056-057 25 30 MSFD 4/13/2017 146 146 181 --BCppiPLab
130 124 171 CGMppiPField
3-043 3-057-058 175 72 EBFD 4/13/2017 150 138 183 --BCppiPLab
133 130 166 CGMppiPField
3-044 3-059-060 125 72 EBFD 4/13/2017 ---3-044A1 3-044BBC--Lab
118 110 172 CGMppiFField
3-044A 3-059-060 115 72 EBFD 4/13/2017 ---3-044A1 3-044BBC--Lab
125 139 #Num!CGMppiFField
3-044A1 3-059-060 105 72 EBFD 4/13/2017 117 139 166 --BCppiPLab
138 132 162 CGMppiPField
3-044B 3-059-060 135 72 EBFD 4/13/2017 125 137 160 --BCppiPLab
133 135 173 CGMppiPField
3-045 3-031-059 11 30 MSFD 4/13/2017 139 139 171 --BCppiPLab
136 136 158 CGMppiPField
3-046 3-062-063 225 30 MSFD 4/13/2017 109 139 165 --BCppiPLab
132 134 169 CGMppiPField
3-047 3-063-064 25 72 EBFD 4/13/2017 127 118 163 --BCppiPLab
136 126 170 CGMppiPField
Thursday, July 6, 2017 Page 5 of 6
[Copyright ©2010 by Geosyntec Consultants, Inc]
Samp
No
Weld
Type
Track
Type Seam Dist.
Mach
ID
Oper
ID Inside Outside
Shear Unit
ppi/psi
Result
(P/F)
Date
Samp
QA
ID
Re test
1
Re test
2
Sample Data
Peel
Destructive Test Log
Primary / Secondary:Secondary
Location
(ft.)
Series:3 MaterialType:2
Test Data
ProjNo:GC6198Project:L. V. Sutton Power Plant
TaskNo:01Location:Wilmington, North Carolina
Description: Cell Construction
Peel Inside: 91 Peel Outside: 91 Shear: 120Test Reqs: Fusion:
Extrusion: Peel:78 Shear:120
Comments:3-044:FAILED FIELD TESTING 3-044A1 and 3-044B are retest; 3-044A:FAILED FIELD TESTING 3-044A1 and 3-044B are
retest
Thursday, July 6, 2017 Page 6 of 6
[Copyright ©2010 by Geosyntec Consultants, Inc]
Samp
No
Weld
Type
Track
Type Seam Dist.
Mach
ID
Oper
ID Inside Outside
Shear Unit
ppi/psi
Result
(P/F)
Date
Samp
QA
ID
Re test
1
Re test
2
Sample Data
Peel
Destructive Test Log
Primary / Secondary:Primary
Location
(ft.)
Series:4 MaterialType:2
Test Data
ProjNo:GC6198Project:L. V. Sutton Power Plant
TaskNo:01Location:Wilmington, North Carolina
Description: Cell Construction
Peel Inside: 91 Peel Outside: 91 Shear: 120Test Reqs: Fusion:
Extrusion: Peel:78 Shear:120
4-001 4-001-TI3 500 79 MSFD 4/4/2017 155 125 173 --BCppiPLab
118 124 184 CGMppiPField
4-002 4-001-002 250 16 ERFD 4/4/2017 147 150 174 --BCppiPLab
148 139 176 CGMppiPField
4-003 4-002-003 25 75 LSFD 4/4/2017 137 146 166 --BCppiPLab
130 136 184 CGMppiPField
4-004 4-003-004 100 80 EBFD 4/4/2017 142 135 180 --BCppiPLab
142 142 190 CGMppiPField
4-005 4-004-005 400 75 LSFD 4/4/2017 132 135 170 --BCppiPLab
134 146 188 CGMppiPField
4-006 4-005-006 500 16 ERFD 4/4/2017 137 144 161 --BCppiPLab
134 137 188 CGMppiPField
4-007 4-006-007 50 79 MSFD 4/4/2017 126 141 177 --BCppiPLab
123 130 150 CGMppiPField
4-008 4-007-008 350 72 EBFD 4/4/2017 141 146 174 --BCppiPLab
142 149 187 CGMppiPField
4-009 4-008-009 500 75 LSFD 4/4/2017 139 143 172 --BCppiPLab
133 140 190 CGMppiPField
4-010 4-009-010 300 16 ERFD 4/4/2017 142 144 186 --BCppiPLab
136 148 193 CGMppiPField
Thursday, July 6, 2017 Page 1 of 6
[Copyright ©2010 by Geosyntec Consultants, Inc]
Samp
No
Weld
Type
Track
Type Seam Dist.
Mach
ID
Oper
ID Inside Outside
Shear Unit
ppi/psi
Result
(P/F)
Date
Samp
QA
ID
Re test
1
Re test
2
Sample Data
Peel
Destructive Test Log
Primary / Secondary:Primary
Location
(ft.)
Series:4 MaterialType:2
Test Data
ProjNo:GC6198Project:L. V. Sutton Power Plant
TaskNo:01Location:Wilmington, North Carolina
Description: Cell Construction
Peel Inside: 91 Peel Outside: 91 Shear: 120Test Reqs: Fusion:
Extrusion: Peel:78 Shear:120
4-011 4-010-011 25 79 MSFD 4/4/2017 148 144 171 --BCppiPLab
134 139 200 CGMppiPField
4-012 4-007-022 11 16 ERFD 4/5/2017 145 149 174 --BCppiPLab
126 144 134 CGMppiPField
4-013 4-012-TI3 50 79 MSFD 4/5/2017 126 125 173 --BCppiPLab
116 108 145 CGMppiPField
4-014 4-015-016 50 72 EBFD 4/5/2017 141 149 178 --BCppiPLab
136 120 155 CGMppiPField
4-015 4-017-019 50 16 ERFD 4/5/2017 126 150 181 --BCppiPLab
128 132 158 CGMppiPField
4-016 4-019-020 125 72 EBFD 4/5/2017 145 151 166 --BCppiPLab
122 122 163 CGMppiPField
4-017 4-021-023 50 75 LSFD 4/5/2017 133 138 174 --BCppiPLab
114 128 154 CGMppiPField
4-018 4-023-024 25 79 MSFD 4/5/2017 140 147 171 --BCppiPLab
120 130 165 CGMppiPField
4-019 4-026-027 250 30 MSFD 4/14/2017 146 147 169 --BCppiPLab
126 126 163 CGMppiPField
4-020 4-027-028 25 72 EBFD 4/14/2017 137 145 190 --BCppiPLab
116 122 148 CGMppiPField
Thursday, July 6, 2017 Page 2 of 6
[Copyright ©2010 by Geosyntec Consultants, Inc]
Samp
No
Weld
Type
Track
Type Seam Dist.
Mach
ID
Oper
ID Inside Outside
Shear Unit
ppi/psi
Result
(P/F)
Date
Samp
QA
ID
Re test
1
Re test
2
Sample Data
Peel
Destructive Test Log
Primary / Secondary:Primary
Location
(ft.)
Series:4 MaterialType:2
Test Data
ProjNo:GC6198Project:L. V. Sutton Power Plant
TaskNo:01Location:Wilmington, North Carolina
Description: Cell Construction
Peel Inside: 91 Peel Outside: 91 Shear: 120Test Reqs: Fusion:
Extrusion: Peel:78 Shear:120
4-021 4-028-029 150 80 EAFD 4/14/2017 135 148 167 --BCppiPLab
126 120 154 CGMppiPField
4-022 4-027-028 500 72 EBFD 4/14/2017 145 135 177 --BCppiPLab
142 138 174 CGMppiPField
4-023 4-029-030 423 75 CAFD 4/14/2017 141 145 190 --BCppiPLab
132 134 173 CGMppiPField
4-024 4-030-031 25 30 MSFD 4/14/2017 144 147 175 --BCppiPLab
131 138 159 CGMppiPField
4-025 4-031-032 250 72 EBFD 4/14/2017 139 141 176 --BCppiPLab
126 129 166 CGMppiPField
4-026 4-030-031 500 30 MSFD 4/14/2017 144 144 171 --BCppiPLab
132 131 170 CGMppiPField
4-027 4-032-033 500 80 EAFD 4/14/2017 137 142 183 --BCppiPLab
132 122 154 CGMppiPField
4-028 4-032-033 25 80 EAFD 4/14/2017 131 153 165 --BCppiPLab
124 125 170 CGMppiPField
4-029 4-033-034 250 30 MSFD 4/14/2017 146 146 161 --BCppiPLab
124 123 165 CGMppiPField
4-030 4-034-035 500 75 CAFD 4/14/2017 140 141 188 --BCppiPLab
126 129 168 CGMppiPField
Thursday, July 6, 2017 Page 3 of 6
[Copyright ©2010 by Geosyntec Consultants, Inc]
Samp
No
Weld
Type
Track
Type Seam Dist.
Mach
ID
Oper
ID Inside Outside
Shear Unit
ppi/psi
Result
(P/F)
Date
Samp
QA
ID
Re test
1
Re test
2
Sample Data
Peel
Destructive Test Log
Primary / Secondary:Primary
Location
(ft.)
Series:4 MaterialType:2
Test Data
ProjNo:GC6198Project:L. V. Sutton Power Plant
TaskNo:01Location:Wilmington, North Carolina
Description: Cell Construction
Peel Inside: 91 Peel Outside: 91 Shear: 120Test Reqs: Fusion:
Extrusion: Peel:78 Shear:120
4-031 4-034-035 25 75 CAFD 4/14/2017 141 148 170 --BCppiPLab
125 128 170 CGMppiPField
4-032 4-035-036 300 72 EBFD 4/14/2017 145 135 165 --BCppiPLab
120 130 157 CGMppiPField
4-033 4-036-038 11 30 MSFD 4/14/2017 145 145 174 --BCppiPLab
132 128 154 CGMppiPField
4-034 4-038-053 11 80 JSFD 4/19/2017 147 145 170 --BCppiPLab
130 141 160 CGMppiPField
4-035 4-048-050 9 75 MSBFD 4/19/2017 134 143 183 --BCppiPLab
125 120 165 CGMppiPField
4-036 4-030-045 11 72 JRFD 4/19/2017 150 135 170 --BCppiPLab
136 140 158 CGMppiPField
4-037 4-040-042 25 30 FBFD 4/19/2017 145 141 175 --BCppiPLab
130 128 166 CGMppiPField
4-038 4-039-041 10 75 MSBFD 4/19/2017 148 137 164 --BCppiPLab
133 138 172 CGMppiPField
4-039 4-042-044 75 72 JRFD 4/19/2017 150 147 186 --BCppiPLab
132 128 162 CGMppiPField
4-040 4-046-047 11 30 FBFD 4/19/2017 146 146 165 --BCppiPLab
144 128 168 CGMppiPField
Thursday, July 6, 2017 Page 4 of 6
[Copyright ©2010 by Geosyntec Consultants, Inc]
Samp
No
Weld
Type
Track
Type Seam Dist.
Mach
ID
Oper
ID Inside Outside
Shear Unit
ppi/psi
Result
(P/F)
Date
Samp
QA
ID
Re test
1
Re test
2
Sample Data
Peel
Destructive Test Log
Primary / Secondary:Primary
Location
(ft.)
Series:4 MaterialType:2
Test Data
ProjNo:GC6198Project:L. V. Sutton Power Plant
TaskNo:01Location:Wilmington, North Carolina
Description: Cell Construction
Peel Inside: 91 Peel Outside: 91 Shear: 120Test Reqs: Fusion:
Extrusion: Peel:78 Shear:120
4-041 4-049-051 100 30 FBFD 4/19/2017 147 148 169 --BCppiPLab
126 136 166 CGMppiPField
4-042 4-025-055 75 80 JSFD 4/19/2017 137 137 187 --BCppiPLab
129 132 180 CGMppiPField
4-043 4-011-058 25 30 JRFD 4/19/2017 146 149 163 --BCppiPLab
126 127 172 CGMppiPField
4-044 4-011-058 500 30 JRFD 4/19/2017 148 133 173 --BCppiPLab
132 128 176 CGMppiPField
4-045 4-054-061 100 80 EBFD 5/3/2017 134 135 157 --BCppiPLab
136 128 142 ARppiPField
4-046 4-061-063 25 30 MSFD 5/3/2017 132 140 164 --BCppiPLab
144 132 148 ARppiPField
4-047 4-037-060 35 30 MSFD 5/3/2017 138 144 167 --BCppiPLab
116 128 157 ARppiPField
4-048 4-056-063 15 80 EBFD 5/3/2017 144 147 176 --BCppiPLab
132 119 157 ARppiPField
4-049 4-058-062 100 75 FRFD 5/3/2017 130 135 161 --BCppiPLab
119 120 137 ARppiPField
4-050 4-037-059 200 75 ARFD 5/3/2017 145 153 173 --BCppiPLab
129 139 156 ARppiPField
Thursday, July 6, 2017 Page 5 of 6
[Copyright ©2010 by Geosyntec Consultants, Inc]
Samp
No
Weld
Type
Track
Type Seam Dist.
Mach
ID
Oper
ID Inside Outside
Shear Unit
ppi/psi
Result
(P/F)
Date
Samp
QA
ID
Re test
1
Re test
2
Sample Data
Peel
Destructive Test Log
Primary / Secondary:Primary
Location
(ft.)
Series:4 MaterialType:2
Test Data
ProjNo:GC6198Project:L. V. Sutton Power Plant
TaskNo:01Location:Wilmington, North Carolina
Description: Cell Construction
Peel Inside: 91 Peel Outside: 91 Shear: 120Test Reqs: Fusion:
Extrusion: Peel:78 Shear:120
4-051 4-054-064 40 30 MSFD 5/4/2017 145 146 175 --BCppiPLab
126 135 167 ARPPIPField
Comments:
Thursday, July 6, 2017 Page 6 of 6
[Copyright ©2010 by Geosyntec Consultants, Inc]
APPENDIX K

GEOMEMBRANE REPAIR SUMMARY
LOGS
Re
p
a
i
r

D
a
t
e
Re
p
a
i
r

I
D
DS

N
o
Se
a
m
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I
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A

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Si
z
e
Lo
c
a
t
i
o
n
We
l
d
e
r

I
.
D
.
Non-Destructive Testing
Re
p
a
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r

S
u
m
m
a
r
y

L
o
g
Pr
i
m
a
r
y

/

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:
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s
3/
3
0
/
2
0
1
7
3-
0
0
1
3-
0
0
1
-
T
I
3
10
10
3
0
16
JD
CG
M
3/
3
0
/
2
0
1
7
BS VT CGM P
P
3/
3
0
/
2
0
1
7
3-
0
0
2
3-
0
0
3
-
0
0
4
50
4
2
0
16
JD
CG
M
3/
3
0
/
2
0
1
7
BS VT CGM
3-
0
0
4
P
P
3/
3
0
/
2
0
1
7
3-
0
0
3
3-
0
0
1
-
T
I
3
15
0
4
2
0
16
JD
CG
M
3/
3
0
/
2
0
1
7
BS VT CGM
3-
0
0
1
P
P
3/
3
0
/
2
0
1
7
3-
0
0
4
3-
0
0
1
-
0
0
2
30
0
4
2
0
16
JD
CG
M
3/
3
0
/
2
0
1
7
BS VT CGM
3-
0
0
2
P
P
3/
3
0
/
2
0
1
7
3-
0
0
5
3-
0
0
2
-
0
0
3
45
0
4
2
0
16
JD
CG
M
3/
3
0
/
2
0
1
7
BS VT CGM
3-
0
0
3
P
P
3/
3
0
/
2
0
1
7
3-
0
0
6
3-
0
0
1
-
0
1
3
-
T
I
3
IN
T
3
4
0
49
CA
CG
M
3/
3
0
/
2
0
1
7
BS VT CGM P
P
3/
3
0
/
2
0
1
7
3-
0
0
7
3-
0
0
1
-
0
0
2
-
0
1
3
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J
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6
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2
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7
Page 5 of 7
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J
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6
,

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0
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APPENDIX L

LEACHATE SYSTEM INFORMATION

System Pressure Test Logs

PROJECT:
LOCATION:
DESCRIPTION:
CONTRACTOR
TEST DESCRIPTION: Pneumatic X Hydrostatic Other:
PASS/FAIL CRITERION:
MATERIAL DESCRIPTION:X Forcemain Containment Manhole Other:
TEST LOCATION:
PA
S
S
FA
I
L
PASS
PASS
PASS
PASS
PASS
PASS
PASS
PASS
8 inch HDPE forcemain pipe YEAR:2017
Duke Sutton CCP
Wilmington, NC PROJECT NO.:GC6198 TASK NO.:
Section A - 2700 feet (from Section B -(93 feet from tanks) to manhole #4) As per Submittal No. P-4005
01
Glover Construction
READING
NO.
DATE
(day/month)TIME GAUGE
READING
CHANGE IN
READING COMMENTS QA ID
1 25-May 9:30 60 0 Initial reading CGM
CGM
3 25-May 11:30 59 1 Initial / + 2.0 gal CGM
2 25-May
4 25-May 12:30 58
1 Initial / +.50 gal10:30 59
2 Initial / + 4.0 gal CGM
5 25-May 13:30 58 2 Initial / + 4.0 gal CGM
CGM
7 25-May 15:30 58 2 End of Test 2 / + 3.5 gal CGM
6 25-May
8 25-May 16:30 58
2 End of Test 1 / + 3.5 gal14:30 58
2 End of Test 3 / + 3.0 gal CGM
Duke Sutton Hydro Pressure Test Log - Cell 4 Page 1 of 3
PROJECT:
LOCATION
DESCRIPTION
CONTRACTOR
TEST DESCRIPTION: Pneumatic X Hydrostatic Other:
PASS/FAIL CRITERION:
MATERIAL DESCRIPTIONX Forcemain Containment Manhole Other:
TEST LOCATION
PA
S
S
FA
I
L
P
BC
2 11-Jul 10:50 63 0 No change/End of test BC
1 11-Jul 9:50 63 Stabilized/Initial reading
53-foot Section G - 8x4 dual contained piping- from manhole #4 to the Cell 4 riser pipe pad
READING
NO.
DATE
(day/month)TIME GAUGE
READING
CHANGE IN
READING COMMENTS QA ID
8 inch HDPE forcemain pipe YEAR:2017
Glover Construction
Duke Sutton CCP
Wilmington, NC PROJECT NO.:GC6198 TASK NO.:01
Duke Sutton Hydro Pressure Test Log - Cell 4 Page 2 of 3
PROJECT:
LOCATION:
DESCRIPTION:
CONTRACTOR
TEST DESCRIPTION: Pneumatic X Hydrostatic Other:
PASS/FAIL CRITERION:
MATERIAL DESCRIPTION: Forcemain Containment X Manhole Other:
TEST LOCATION:
PA
S
S
FA
I
L
PASS
PASS
PASS
PASS
PASS DW518-May 17:55 6.75-feet 0 End of test
DW
4 18-May 16:55 6.75-feet 0 No change DW
3 18-May 15:55 6.75-feet 0 No change
DW
2 18-May 14:55 6.75-feet 0 No change DW
1 18-May 13:55 6.75-feet 0 Initial reading
Manhole #4
READING
NO.
DATE
(day/month)TIME Depth Of
Water
CHANGE IN
READING COMMENTS QA ID
Manhole #4 YEAR:2017
Glover Construction
Duke Sutton CCP
Wilmington, NC PROJECT NO.:GC6198 TASK NO.:01
Duke Sutton Hydro Pressure Test Log - Cell 4 Page 3 of 3

Jetclean America Report

JETCLEAN AMERICA
HIGH PRESSURE WATER JETTING 7538 DUNBRIDGE DRIVE
EXPLOSION PROOF VIDEO INSPECTION ODESSA, FL 33556
VACUUM TRUCK SERVICES T: 800-226-8013 / F: 813-926-4616
WWW.JETCLEANAMERICA.COM [e-mail]

Glover Construction
Duke Energy - Sutton Landfill
Cell 4 Construction
New Leachate Collection Piping
Jetcleaning & EX Video Inspections

Work Performed
May 2017

Conducted By:
Jetclean America
800-226-8013
JETCLEAN AMERICA
HIGH PRESSURE WATER JETTING 7538 DUNBRIDGE DRIVE
EXPLOSION PROOF VIDEO INSPECTION ODESSA, FL 33556
VACUUM TRUCK SERVICES T: 800-226-8013 / F: 813-926-4616
WWW.JETCLEANAMERICA.COM [e-mail]

REPORT

DATE : 5/17/2017
TO : Walt Williford, Mark Short – Glover Construction
FROM : Ralph Calistri ([e-mail])
SUBJECT : 2017 - Duke Energy - Sutton Landfill - Cell 4 - New Collection Piping Jet/TV

Jetclean America completed the high-pressure water-jetting and explosion-proof video-
inspection of the new Cell 4 leachate collection piping at the Duke Energy - Sutton Landfill on
5/10/2017. Please find the included jetting log, Pipe Graphic Reports, and inspection videos for
your further detailed reference.

High-pressure Water-jetting:
As the below jetting log indicates, the new Cell 4 leachate collection system piping was
jetcleaned end-to-end utilizing a high-pressure water-jetting nozzle. The system was blockage
free and functional upon completion.

ACHIEVED
LOCATION DISTANCE (ft) COMMENTS
CO1 744.1' Entire Pipe Jetcleaned.
CO2 744.1' Entire Pipe Jetcleaned.
Sump Left 52.6' Entire Pipe Jetcleaned.
Sump Right 56.0' Entire Pipe Jetcleaned.
Sump Center 54.7' Entire Pipe Jetcleaned.

Explosion-proof Video-inspection:
After pipe jetcleaning was completed, the above piping was video-inspected in entirety utilizing
certified explosion-proof video-inspection equipment (see included Video Footage, Pipe Graphic
Reports, and CCTV Survey Listings). All areas of the piping viewed through the inspection
camera appear to be in good condition, with no specific defects noted.

Please call us with questions or concerns.

Regards,

Ralph Calistri - Jetclean America - 800-226-8013
1 5/10/2017 Duke Energy Sutton CO-1 CELL 4 CO-1A CELL 4 U 585.96Y
2 5/10/2017 Duke Energy Sutton CO-2 CELL 4 CO-2A CELL 4 U 744.18Y
4 5/10/2017 Duke Energy Sutton SUMP LEFT SUMP LEFTA D 52.624Y
5 5/10/2017 Duke Energy Sutton SUMP CENTER SUMP CENTERA D 54.724Y
6 5/10/2017 Duke Energy Sutton SUMP RIGHT SUNP RIGHTA D 56.024Y
7 5/10/2017 Duke Energy Sutton CO-3 CO-1A D 201.46Y
Total Length Surveyed
0.0Total Scheduled Length
1,694.7
Setup Date Street Start MH Finish MH Scheduled
Length
Surveyed
Length
Dir Size Pre
Clean
Vid Cassette
inch
CCTV Surveys List for Glover
Tuesday, May 23, 2017Number of surveys in this list is as of ftUnit of measure:6
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
585.9 Ft
Pi
p
e

F
l
o
w
S
u
r
v
e
y

D
i
r
Start of SurveyManhole/Node [CO-1 CELL 4]Water level 0 0.0 Ft
Survey abandoned [camera stuck @ weld] 585.9 Ft
Miscellaneous
Pipe Graphic Report of PLR CO-1A CELL 4 X
Work Order Video
Surveyed On 05/10/2017
Setup 1
Operator David Van Ref NC-3
Street Name Duke Energy Sutton
Weather Dry
City
Location type Near environmentally sensitive area
Surface
Survey purpose Pre-acceptance - normally new sewers for adoption or private line
Pipe Use Foul Water
Shape Circular
Material Polyethylene - High density
Lining
Schedule length Ft
Size 6 by ins
Joint spacing Ft
From CO-1 CELL 4 Depth F
t
To CO-1A CELL 4 Depth F
tDirectionUpstream
Pre-clean Y
General note
Location note
Structural Service
Hydraulic
Constructional
Facility
Year laid 2017 Last cleaned 5/10/2017
Contract
for Glover
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
744.1 Ft
Pi
p
e

F
l
o
w
S
u
r
v
e
y

D
i
r
Start of SurveyManhole/Node [CO-2 CELL 4]Water level 0 0.0 Ft
Survey abandoned [end cap] 744.1 Ft
Miscellaneous
Pipe Graphic Report of PLR CO-2A CELL 4 C
Work Order Video
Surveyed On 05/10/2017
Setup 2
Operator David Van Ref NC-3
Street Name Duke Energy Sutton
Weather Dry
City
Location type Near environmentally sensitive area
Surface
Survey purpose Pre-acceptance - normally new sewers for adoption or private line
Pipe Use Foul Water
Shape Circular
Material Polyethylene - High density
Lining
Schedule length Ft
Size 8 by ins
Joint spacing Ft
From CO-2 CELL 4 Depth F
t
To CO-2A CELL 4 Depth F
tDirectionUpstream
Pre-clean Y
General note
Location note
Structural Service
Hydraulic
Constructional
Facility
Year laid 2017 Last cleaned 5/10/2017
Contract
for Glover
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
52.6 Ft
P
i
p
e

F
l
o
w
S
u
r
v
e
y

D
i
r
Start of SurveyManhole/Node [SUMP LEFT]Water level 0 0.0 Ft
Survey abandoned [end cap] 52.6 Ft
Miscellaneous
Pipe Graphic Report of PLR SUMP LEFT F
Work Order Video
Surveyed On 05/10/2017
Setup 4
Operator David Van Ref NC-3
Street Name Duke Energy Sutton
Weather Dry
City
Location type Near environmentally sensitive area
Surface
Survey purpose Pre-acceptance - normally new sewers for adoption or private line
Pipe Use Foul Water
Shape Circular
Material Polyethylene - High density
Lining
Schedule length Ft
Size 24 by ins
Joint spacing Ft
From SUMP LEFT Depth F
t
To SUMP LEFTA Depth F
tDirectionDownstream
Pre-clean Y
General note
Location note
Structural Service
Hydraulic
Constructional
Facility
Year laid 2017 Last cleaned 5/10/2017
Contract
for Glover
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
54.7 Ft
P
i
p
e

F
l
o
w
S
u
r
v
e
y

D
i
r
Start of SurveyManhole/Node [SUMP CENTER]Water level 0 0.0 Ft
Survey abandoned [end cap] 54.7 Ft
Miscellaneous
Pipe Graphic Report of PLR SUMP CENTER F
Work Order Video
Surveyed On 05/10/2017
Setup 5
Operator David Van Ref NC-3
Street Name Duke Energy Sutton
Weather Dry
City
Location type Near environmentally sensitive area
Surface
Survey purpose Pre-acceptance - normally new sewers for adoption or private line
Pipe Use Foul Water
Shape Circular
Material Polyethylene - High density
Lining
Schedule length Ft
Size 24 by ins
Joint spacing Ft
From SUMP CENTER Depth F
t
To SUMP CENTERA Depth F
tDirectionDownstream
Pre-clean Y
General note
Location note
Structural Service
Hydraulic
Constructional
Facility
Year laid 2017 Last cleaned 5/10/2017
Contract
for Glover
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
56 Ft
P
i
p
e

F
l
o
w
S
u
r
v
e
y

D
i
r
Start of SurveyManhole/Node [SUMP RIGHT]Water level 0 0.0 Ft
Survey abandoned [end cap] 56.0 Ft
Miscellaneous
Pipe Graphic Report of PLR SUMP RIGHT F
Work Order Video
Surveyed On 05/10/2017
Setup 6
Operator David Van Ref NC-3
Street Name Duke Energy Sutton
Weather Dry
City
Location type Near environmentally sensitive area
Surface
Survey purpose Pre-acceptance - normally new sewers for adoption or private line
Pipe Use Foul Water
Shape Circular
Material Polyethylene - High density
Lining
Schedule length Ft
Size 24 by ins
Joint spacing Ft
From SUMP RIGHT Depth F
t
To SUNP RIGHTA Depth F
tDirectionDownstream
Pre-clean Y
General note
Location note
Structural Service
Hydraulic
Constructional
Facility
Year laid 2017 Last cleaned 5/10/2017
Contract
for Glover
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
201.4 Ft
P
i
p
e

F
l
o
w
S
u
r
v
e
y

D
i
r
Start of SurveyManhole/Node [CO-3]Water level 0 0.0 Ft
Survey abandoned [Overlap] 201.4 Ft
Miscellaneous
Pipe Graphic Report of PLR CO-3 F
Work Order Video
Surveyed On 05/10/2017
Setup 7
Operator David Van Ref NC-3
Street Name Duke Energy Sutton
Weather Dry
City
Location type Near environmentally sensitive area
Surface
Survey purpose Pre-acceptance - normally new sewers for adoption or private line
Pipe Use Foul Water
Shape Circular
Material Polyethylene - High density
Lining
Schedule length Ft
Size 6 by ins
Joint spacing Ft
From CO-3 Depth F
t
To CO-1A Depth F
tDirectionDownstream
Pre-clean Y
General note
Location note
Structural Service
Hydraulic
Constructional
Facility
Year laid 2017 Last cleaned 5/10/2017
Contract
for Glover
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
APPENDIX M

RECORD DRAWINGS

Surveyor’s Record Drawings

Geomembrane Panel Layout – Secondary
and Primary

SP1 SP2 SP3 SP4 SP5 SP6 SP7 SP8 SP9 SP10 SP11
SP13 SP14 SP16 SP17
SP19
SP15
SP18
SP20 SP21 SP23 SP24
SP22
SP12 SP38 SP37 SP36 SP35 SP34 SP33 SP32
SP31
SP30 SP29 SP28 SP27
SP25
SP45
SP46 SP47 SP52 SP54 SP55
SP56
SP57 SP58 SP59
SP60
SP61
SP62 SP63
SP
5
3
SP49SP48
SP26
SP64
SP51
SP50
SP44
SP43
SP42
SP41
SP40
SP39
CELL 3
DS046
DS044A
DS044B
DS001
DS002
DS003
DS004
DS005
DS006
DS007
DS008
DS009
DS010
DS011
DS012
DS013
DS014
DS015
DS016
DS017
DS018 DS019
DS020
DS021
DS022
DS023
DS024
DS025
DS026
DS027
DS028
DS029
DS030
DS031
DS032
DS033
DS034
DS035
DS036
DS037
DS038
DS039
DS040
DS041
DS042
DS043
DS044
DS045
DS047
DS044A1
F
1
E
D
C
2 3
B
A
1 2 3
4 5 6 7 8
54 6 7 8
F
E
D
C
B
A
L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:
SIGNATURE
DATE
JULY 2017
GC6198
DATEREV APPDESCRIPTIONDRN
1300 SOUTH MINT STREET, SUITE 300
CHARLOTTE, NC 28203 USA
PHONE: [phone]
NC LICENSE NO.:C-3500
CT
U
R
L
I
N
G
T
O
N
-

7-
J
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1
7
K:
\
C
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D
D
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_
P
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J
E
C
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S
\
D
\
D
U
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E

E
N
E
R
G
Y
\
S
U
T
T
O
N
\
O
N
S
I
T
E

L
A
N
D
F
I
L
L

L
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R

A
S
-
B
U
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T

P
H
A
S
E

I
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D
W
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\
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C
6
1
9
8

F
0
0
4

L
I
N
E
R
OF NC, PC
VMD
JWO
VMD
MAO
VMD
PRELIMINARY ASBUILT RECORD CELL 4
SECONDARY GEOMEMBRANE
2
LEGEND
PANEL SEAM
ANCHOR TRENCH
PANEL DESIGNATION
PATCH REPAIR LOCATION
DESTRUCTIVE SAMPLE LOCATION
GC6198 F004 LINER
PANEL LINER AS-BUILT, PHASE I CELL 4
0 40 80
SCALE IN FEET
N
NOTES:
1.LINER SURVEY PROVIDED BY SURVEYING SOLUTIONS (SURVEYPC.COM), SURVEY TITLED "L.V. SUTTON ENERGY
COMPLEX ONSITE CCR DISPOSAL FACILITY PHASE 1 - CELLS 3 AND 4 RECORD SURVEY DRAWING OF THE SECONDARY 60
MIL HDPE EXTURED GEOMEMBRANE", SUBMITTED DATE 05/05/2017.
2.COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE GRID SYSTEM, NORTH AMERICAN DATUM OF
1983 (NAD83). ELEVATIONS ARE BASED ON NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88).
SP1
DS001
107 JULY 2017
PP61
PP61
PP60
PP59
PP01 PP02 PP03 PP04 PP05 PP06 PP07 PP08 PP09 PP10 PP11 PP36 PP35 PP34 PP33 PP32 PP31 PP30 PP29 PP28 PP27
PP14
PP12 PP13 PP15 PP16 PP17
PP18
PP22
PP19 PP20 PP21 PP23
PP25
PP55
PP24
PP38
PP57
PP53 PP52 PP51 PP49 PP48 PP46 PP45 PP43 PP42 PP40
PP47
PP44 PP41
PP50
PP37PP58
PP56
PP54
PP26
PP39
PP65 PP64
PP63
PP62
CELL 3
DS043
DS044
DS051
DS047
DS047
DS001
DS002
DS003
DS004
DS005
DS006
DS007
DS008
DS009
DS010
DS011
DS012
DS013
DS014
DS015
DS016
DS017
DS018
DS019
DS020
DS021
DS022
DS023
DS024
DS025
DS026DS027
DS028
DS029
DS030
DS031
DS032
DS033
DS034
DS035
DS036
DS037
DS038
DS039
DS040
DS041
DS045
DS046
DS048
DS049
DS050
DS042
LEGEND
PANEL SEAM
ANCHOR TRENCH
PANEL DESIGNATION
PATCH REPAIR LOCATION
DESTRUCTIVE SAMPLE LOCATION
GC6198 F003 LINER
2
PANEL LINER AS-BUILT, PHASE I CELL 4
0 40 80
SCALE IN FEET
N
NOTES:
1.LINER SURVEY PROVIDED BY SURVEYING SOLUTIONS (SURVEYPC.COM), SURVEY TITLED "L.V.SUTTON ENERGY
COMPLEX ONSITE CCR DISPOSAL FACILITY PHASE 1 - CELLS 3 AND 4 RECORD SURVEY OF THE PRIMARY 60 MIL HDPE TEXTURED
GEOMEMBRANE", SUBMITTED DATE 05/05/2017.
2.COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE GRID SYSTEM, NORTH AMERICAN DATUM OF 1983
(NAD83). ELEVATIONS ARE BASED ON NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88).
PP01
DS001
F
1
E
D
C
2 3
B
A
1 2 3
4 5 6 7 8
54 6 7 8
F
E
D
C
B
A
L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
PROJECT:
SITE:
TITLE:
APPROVED BY:
REVIEWED BY:DRAWING NO.:
OF
DRAWN BY:
DESIGN BY:
CHECKED BY:FILE:
PROJECT NO.:
DATE:
SIGNATURE
DATE
JULY 2017
GC6198
DATEREV APPDESCRIPTIONDRN
1300 SOUTH MINT STREET, SUITE 300
CHARLOTTE, NC 28203 USA
PHONE: [phone]
NC LICENSE NO.:C-3500
CT
U
R
L
I
N
G
T
O
N
-

7-
J
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1
7
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\
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A
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P
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J
E
C
T
S
\
D
\
D
U
K
E

E
N
E
R
G
Y
\
S
U
T
T
O
N
\
O
N
S
I
T
E

L
A
N
D
F
I
L
L

L
I
N
E
R

A
S
-
B
U
I
L
T

P
H
A
S
E

I
\
D
W
G
\
G
C
6
1
9
8

F
0
0
3

L
I
N
E
R
OF NC, PC
VMD
JWO
VMD
MAO
VMD
PRELIMINARY ASBUILT RECORD CELL 4
PRIMARY GEOMEMBRANE
207 JULY 2017