8503_Duke_PineHallRd_Phases1&2CQACapRepair_DIN27505_20160313

REPORT OF CONSTRUCTION QUALITY ASSURANCE

CLOSED PINE HALL ROAD ASH LANDFILL MODIFICATIONS

BELEWS CREEK STEAM STATION

Belews Creek, North Carolina

PREPARED FOR:

Duke Energy Carolinas, LLC
3191 Pine Hall Road
Walnut Cove, North Carolina

Prepared By:

Amec Foster Wheeler
Environment & Infrastructure, Inc.

Abingdon, Virginia

Amec Foster Wheeler Project Number 7810-16-0657

October 4, 2016

TABLE OF CONTENTS

SECTION PAGE

1.0 PURPOSE AND SCOPE .................................................................................................................. 1
1.1 OVERVIEW ................................................................................................................................. 1
1.2 KEY PERSONNEL ...................................................................................................................... 2
2.0 INTRODUCTION ............................................................................................................................ 4
2.1 PROJECT DESCRIPTION ........................................................................................................... 4
2.2 PROJECT DESIGN ...................................................................................................................... 4
2.2.1 Bench #2 Cover System ............................................................................................................ 4
2.2.2 Perimeter Cover System ............................................................................................................ 5
2.2.3 Design Clarification and Revisions ........................................................................................... 6
3.0 CLOSED PINE HALL ROAD ASH LANDFILL SITE PREPARATION ...................................... 9
3.1 SITE PREPARATION .................................................................................................................. 9
3.2 EXCAVATION OF PROTECTIVE COVER SOIL ..................................................................... 9
3.3 REMOVAL OF EXISTING DRAINAGE FEATURES .............................................................. 9
4.0 RESTORATION OF SUBGRADE ................................................................................................ 11
4.1 SCOPE OF WORK ..................................................................................................................... 11
4.2 SUBGRADE FOUNDATION .................................................................................................... 11
4.3 COMPACTED FILL................................................................................................................... 12
4.3.1 Introduction ............................................................................................................................. 12
4.3.2 Material Conformance Evaluation .......................................................................................... 12
4.3.3 Placement and Compaction ..................................................................................................... 12
4.3.4 Construction Quality Control .................................................................................................. 13
5.0 40 MIL LINEAR LOW-DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE ................ 14
5.1 MATERIAL SPECIFICATION ................................................................................................. 14
5.2 CONFORMANCE TESTING .................................................................................................... 14
5.3 STORAGE AND HANDLING .................................................................................................. 15
5.4 INSTALLATION ....................................................................................................................... 16
6.0 GEOCOMPOSITE DRAINAGE LAYER ...................................................................................... 19
6.1 MATERIAL SPECIFICATION ................................................................................................. 19
SECTION PAGE

6.2 CONFORMANCE TESTING .................................................................................................... 19
6.3 STORAGE AND HANDLING .................................................................................................. 20
6.4 INSTALLATION ....................................................................................................................... 20
7.0 PROTECTIVE COVER LAYER MODIFICATIONS ................................................................... 22
7.1 DRAINAGE AGGREGATE ...................................................................................................... 22
7.2 8 OZ. NONWOVEN GEOTEXTILE ......................................................................................... 22
7.2.1 Material specification .............................................................................................................. 22
7.2.2 Conformance testing ............................................................................................................... 23
7.2.3 Storage and Handling .............................................................................................................. 23
7.2.4 Installation ............................................................................................................................... 24
7.3 COVER SOIL AND VEGETATIVE COVER ........................................................................... 24

Appendices:

Appendix A – Photograph Log

Appendix B – Laboratory Testing
Particle Size Distribution
Liquid Limit, Plastic Limit, Plasticity Index
Standard Proctor Compaction

Appendix C – Field Testing
One-Point Proctor
Relative Compaction Testing

Appendix D – Geosynthetics Documentation
40 mil LLDPE Inventory Log
40 mil LLDPE MQC Data
40 mil LLDPE Conformance Testing
40 mil LLDPE Panel Placement Log
40 mil LLDPE Trial Seaming Log
40 mil LLDPE Seaming Log
40 mil LLDPE NDT Seaming Log
40 mil LLDPE Destructive Test Log
40 mil LLDPE Destructive Test Results
40 mil LLDPE Repair Summary Log
GDN Deployment Log
GDN MQC Data
GDN Conformance Testing
8 oz. NWGT Deployment Log
8 oz. NWGT MQC Data
8 oz. NWGT Conformance Testing
Geosynthetic Installer Warranty

Appendix E – As-Built Record Drawings
As-Built Drawing of Finished Subgrade Topography
As-Built Drawing of 40 mil LLDPE Geomembrane
As-Built Drawing of Final Grade Topography
As-Built of NCDOT #57 Aggregate Extents
Pine Hall Road Landfill Modification –Survey Data Spreadsheet

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1.0 PURPOSE AND SCOPE

1.1 OVERVIEW

This report presents a summary of the Construction Quality Assurance (CQA) activities performed by
Amec Foster Wheeler of Abingdon, Virginia during the construction activities for the modifications to
the Closed Pine Hall Road Landfill located in Belews Creek, Stokes County, North Carolina. Amec
Foster Wheeler was retained by Duke Energy Carolinas, LLC (Duke) to perform Construction Quality
Assurance (CQA) monitoring and testing during construction activities in accordance with the
Technical Specifications, Construction Quality Assurance Plan, and Construction Drawings for the
Closed Pine Hall Road Ash Landfill modifications. Amec Foster Wheeler served as the Construction
Quality Assurance Engineer and Construction Quality Assurance Engineering Technicians as defined
in the above mentioned documents. The CQA activities performed by Amec Foster Wheeler included
observation and/or testing of:

 Site Preparation;
 Excavation of existing protective cover soils;
 Removal of existing drainage features;
 Restoration of the subgrade beneath the geosynthetics liner system;
 Geosynthetic cover system modifications; and,
 Protective Cover Modifications.

The CQA activities were performed to confirm that the construction materials and procedures used to
modify the Closed Pine Hall Road Ash Landfill were in compliance with the requirements of the
Technical Specifications, CQA Plan, and Construction Drawings. Appendix A, Photograph Log,
includes photographs of the key construction elements of the Closed Pine Hall Road Landfill
modifications. This report includes the CQA record as-built drawings and other documents for
modifications for the Closed Pine Hall Road Ash Landfill.

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1.2 KEY PERSONNEL

A list of the key organizations that participated in the modification of the closed Pine Hall Road Landfill
at the Belews Creek Steam Station is presented below:

OWNER & OPERATOR
Duke Energy Carolinas, LLC (Duke Energy)
3191 Pine Hall Road
Walnut Cove, North Carolina
 Owners Representative – Mr. Evan Andrews, P.E.

CONSTRUCTION QUALITY ASSURANCE
Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler)
1070 West Main Street, Suite 5
Abingdon, Virginia 24210
 CQA Engineer - Mr. Jon McDaniel, P.E.

DESIGN ENGINEER
Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler)
2801 Yorkmont Road, Suite 100
Charlotte, North Carolina 28208
 Engineer of Record - Mr. Mark Shumpert, P.E.

GENERAL CONTRACTOR
Charah, Inc.
12601 Plantside Drive
Louisville, KY
 Project Engineer - Mr. Stephen Carroll

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RECORD SURVEYOR
ESP Associates, P.A.
7011 Albert Pick Road
Greensboro, NC 28027
 Project Manager – John P. Scoville, L.S.

GEOSYNTHETICS MATERIALS TESTING LABORATORY
Geotechnics, Inc.
544 Braddock Avenue
East Pittsburgh, Pennsylvania 15112
 Lab Manager – Mr. JP Kline, P.E.

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2.0 INTRODUCTION

2.1 PROJECT DESCRIPTION

The Pine Hall Road Ash Landfill is a closed solid waste facility located in Belews Creek, Stokes
County, North Carolina at Duke Energy’s Belews Creek Steam Station. The solid waste facility was
closed in 2009 by installing a geosynthetic cover system. Since closure, some of the cover system’s
drainage features in the western region of the facility have been observed to inadequately convey the
cover system drainage. Duke Energy performed an evaluation of the existing cover system and concluded
the following for Bench #2 and the landfill’s western perimeter cover systems:

 The existing cover drainage system was in need of improvement; and,
 Modification to the original closure design is necessary to improve cover system drainage.

2.2 PROJECT DESIGN

The Closed Pine Hall Road Ash Landfill design consists of modifying Bench #2 and the landfill’s
western perimeter cover system to mitigate minor damages caused from cover system drainage
deficiencies and modify the original design to improve cover system drainage.

2.2.1 Bench #2 Cover System

Prior to modifying the cover system drainage components at Bench #2, excavation of protective cover
soils and removal of existing drainage features was necessary to modify the underlying geosynthetics
system. The improvements for the Bench #2 modifications included the following components:

 Attaching a 40 mil LLDPE geomembrane and Geocomposite Drainage Net “flap” to existing
geosynthetics to daylight drainage to the Bench #2 surface;
 Placing #57 drainage aggregate and protective cover soil;
 Installing 8 oz. non-woven geotextile as a separation fabric; and,
 Restoring vegetative cover.

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Figure 1 illustrates a typical section of the Bench #2 modifications.

Figure 1
Bench #2 Modifications

2.2.2 Perimeter Cover System

Modifications to the existing key trench and perimeter drain were necessary prior to restoring subgrade
and modifying the western perimeter cover system. Excavation of protective cover soils and removal
of existing drainage features were necessary for the perimeter cover system’s modification. The
modifications to the landfill’s western perimeter included the following components:

 Existing key trench and perimeter drain removal;
 Restoration of subgrade, accomplished by the removal of unsuitable materials and placement
of compacted fill;
 Attaching 40 mil LLDPE geomembrane and geocomposite drainage net to existing
geosynthetics;
 Installation of 8 oz. non-woven geotextile separation fabric;
 Placing #57 drainage aggregate and protective cover soil; and,
 Restoring vegetative cover.

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Figure 2 illustrates a typical section of the perimeter cover system’s modifications.

Figure 2
Perimeter Cover System Modifications

2.2.3 Design Clarification and Revisions

While modifying the Closed Pine Hall Road Ash Landfill, the contractor requested the following
clarification from the engineer of record:

1) Additional detail for the transition from the Bench #2 drainage outlet to the landfill perimeter
drainage outlet (approximate station -4+50 to station -6+00);
2) Additional detail for the Perimeter Cover System drainage outlet construction at the
intersection of Bench #2 and the landfill perimeter (approximate station -4+50 to station -
3+60); and,
3) Additional detail for the Perimeter Cover System drainage outlet construction at the
intersection of Bench #1 and the landfill perimeter (approximate station 0+90 to station 1+50).

The response from the engineer of record provided detail for the above mentioned questions and minor
revisions to the Closed Pined Hall Road Ash Landfill Construction Drawings. The number associated
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with each request for information above corresponds to the number associated with the responses
below.

1) Installation of a continuous 40 mil LLDPE and GDN “flap” from approximate station -4+50 to
station -6+00 was required to transition the Bench #2 drainage outlet to the perimeter drainage
outlet.
2) Replace NCDOT #57 aggregate with protective cover soil from approximate station -4+50 to
station -3+60 due to the shallow slope (less than 3H:1V) where Bench #2 intersects the
perimeter. This adjustment allowed for future access to Bench #2.

Additionally, from approximate station -4+50 to station -3+60, the following work activities
took place:

 The Existing key trench was removed;
 The subgrade was restored, accomplished by the removal of unsuitable materials and the
placement of compacted fill;
 40 mil LLDPE geomembrane and Geocomposite Drainage Net were placed over restored
subgrade;
 Protective cover soil was placed above the geosynthetic liner system;
 Aggregate zone terminations up station and down station were installed with a non-woven
geotextile separator; and,
 Geocomposite drainage net terminations were wrapped with a non-woven geotextile
separator.

3) Direction from the engineer of record required the replacement of NCDOT #57 aggregate with
protective cover soil from approximate station 0+90 to station 1+50 to allow future access to
Bench #1.

Additionally, work activities from approximate station 0+90 to station 1+50 included:

 Perimeter drain removal;
 Restoration of subgrade, accomplished by the removal of unsuitable materials and
placement of compacted fill;
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 Installation of 40 mil LLDPE geomembrane and geocomposite drainage net “flap” from
approximate station 0+90 extending onto Bench #1 as illustrated in detail 8 on drawing 41
of the Construction Drawings;
 Installation of 40 mil LLDPE geomembrane and geocomposite drainage net required
installation across the Bench #1 intersection with the landfill’s perimeter as illustrated in
detail 2 on drawing 40 of the Construction Drawings;
 Placement of protective cover soil;
 Aggregate zone terminations up station and down station were installed with a non-woven
geotextile separator; and,
 Geocomposite drainage net terminations up station and down station were wrapped with a
non-woven geotextile separator.

While modifying the Closed Pine Hall Road Ash Landfill, the CQA Technician requested clarification
for compacted fill requirements from the Engineer of Record. The Engineer of Record provided
clarification and direction by submitting a Record of Information (003) change to relieve the compacted
fill requirements to 90% of maximum dry density at a moisture content suitable to achieve compaction.

As-built record drawings of Bench #1, Bench #2, and the Perimeter Cover System are included in
Appendix E and capture the design clarifications and revisions.

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3.0 CLOSED PINE HALL ROAD ASH LANDFILL SITE PREPARATION

3.1 SITE PREPARATION

The work required for the Closed Pine Hall Road Landfill involved preparing the site for the Bench #2
and the landfill’s western perimeter cover system modifications. The contractor constructed a
temporary truck turn around and laydown area and installed erosion and sediment control devices prior
to commencing construction activities as described in the Technical Specifications, Construction
Quality Assurance Plan, and Construction Drawings. Erosion and sediment control devices were
monitored and maintained as described in the Technical Specifications, Construction Quality
Assurance Plan, and Construction Drawings.

3.2 EXCAVATION OF PROTECTIVE COVER SOIL

The modifications for the Closed Pine Hall Road Ash Landfill required the excavation of 1,445 cubic
yards of protective cover soils to access underlying geosynthetics to restore the subgrade necessary for
the site’s drainage improvements. Amec Foster Wheeler observed the contractor implement the
following techniques on a part-time basis to reduce the risk of damaging underlying geosynthetics:

 An excavator with a solid steel plate “butterbar” attached across the teeth of the excavator’s
bucket to provide a smooth cut for the removal of the first 18 inches of protective cover soils;
 The final 6 inches of protective cover soils were removed by laborers equipped with hand
tools; and,
 Heavy equipment maintained the proper separation thickness from the geosynthetic liner
system as required by the Technical Specifications and Construction Quality Assurance Plan.

3.3 REMOVAL OF EXISTING DRAINAGE FEATURES

The work required for the Closed Pine Hall Road Landfill cover system modifications required the
removal of existing drainage features at Bench #2 and the landfill’s western perimeter. Existing
drainage features were removed in accordance with the Technical Specifications, Construction Quality
Assurance Plan, and Construction Drawings. Amec Foster Wheeler, observed on a part-time basis, the
following components removed from the Bench #2 cover drainage system:

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 The 12-inch wide aggregate wrapped panel drain, aggregate wrapped with 8 oz. non-woven
geotextile. The panel drain was left in place if it was encountered above the drainage swale and
did not encroach on the area of the proposed modifications;
 12-inch drainage panel tees;
 12-inch to 4-inch flat outlet adapters; and,
 4-inch corrugated HDPE panel drain outlet pipes.

Amec Foster Wheeler observed that the following components removed from the landfill’s western
perimeter cover drainage system:

 The existing key trench;
 The 12-inch wide aggregate wrapped panel drain, with 8 oz. non-woven geotextile;
 12-inch drainage panel tees;
 12-inch to 4-inch flat outlet adapters;
 4” corrugated HDPE panel drain outlet pipes;
 The existing perimeter drain removal, which included the removal of the 6-inch corrugated
perforated HDPE drain pipe, aggregate, and 10 oz. non-woven geotextile; and,
 Existing 40 mil LLDPE geomembrane and geocomposite drainage net along the perimeter of
the existing key trench .
 Concrete termination blocks within the key trench; and,
 Capping of the existing 8-inch HDPE outlet pipe at the perimeter drain.

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4.0 RESTORATION OF SUBGRADE

4.1 SCOPE OF WORK

Along the western perimeter of the Closed Pine Hall Road Landfill required for the restoration of
subgrade beneath the existing geosynthetic liner system included the excavation of unsuitable material
and the placement and grading of suitable onsite materials. The restoration of subgrade was completed
to mitigate minor damages caused by existing cover system drainage deficiencies. All work was
completed in general accordance with the Technical Specifications, Construction Quality Assurance
Plan, and Construction Drawings.

This report, with accompanying appendices, tables, and drawings provides record documentation of the
quality assurance program implemented by Amec Foster Wheeler during the modifications for the
Closed Pine Hall Road Landfill. The following items are included in Section 4.0 Restoration of
Subgrade portion of this report:
 Observations of the removal of unsuitable and deleterious materials;
 Laboratory soil material test results; and,
 Compacted fill placement observation and/or compaction testing.

4.2 SUBGRADE FOUNDATION

The western perimeter’s subgrade foundation was re-established by over excavating unsuitable
materials and constructing 1,234 linear feet of trench to an approximate depth of 3.5 feet and an
approximate width of 4 feet. Additionally, approximately 1,140 square feet of repair areas outside the
footprint of the constructed trench were over excavated to a depth that was non-yielding and the
unsuitable materials from these areas were removed. Unsuitable materials included ash and soil
damaged by water conduits that developed over time from deficiencies in the existing landfill cover
drainage system. Amec Foster Wheeler observed the subgrade foundation to be excavated to a depth
that was non-yielding and provided a firm base for subsequent lifts of compacted structural fill.

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4.3 COMPACTED FILL

4.3.1 Introduction

Compacted fill materials consisted of clean on-site soil materials excavated from the key trench or
cover system. Details of the conformance evaluation of materials utilized as compacted fill is presented
below in Section 4.3.2. The placement and compaction of the materials utilized as compacted fill is
presented below in Section 4.3.3.

4.3.2 Material Conformance Evaluation

Amec Foster Wheeler observed the fill materials utilized to restore the subgrade foundation consisted
of clean existing soils. Materials utilized for compacted fill materials did not consist of any deleterious
materials or coal combustion residuals. Laboratory testing was performed to confirm field classification
of fill materials as required by the Technical Specifications, CQA Plan, and Construction Drawings.
Results for laboratory testing can be found in Appendix B.

Due to encountering an unanticipated material change, conformance testing could not be performed in
advance of compacted fill placement. The material encountered was placed during the previous Pine
Hall Road Ash Landfill construction closure activities. At that time, conformance testing was
performed be S&ME, Incorporated (S&ME). Conformance testing performed by S&ME are included
in Appendix B.

4.3.3 Placement and Compaction

Approximately 1,234 linear feet of over excavation trench (approximately 3.5 feet deep and
approximately 4 feet wide) was constructed to remediate the subgrade along the western perimeter of
the landfill. Suitable on-site soils were placed and compacted to backfill the trench to the approximate
original subgrade elevation, which restored the western perimeter of the landfill. In addition,
approximately 1,140 square feet of repair area outside the footprint of the constructed over excavation
trench also required the placement and compaction of backfill materials. The placement of compacted
fill materials was monitored by Amec Foster Wheeler personnel to ensure the proper placement
procedures were followed in accordance with the Technical Specifications, Construction Quality
Assurance Plan, and Construction Drawings.

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In the areas requiring compacted fill, on-site soils were placed and compacted in accordance with the
Technical Specifications, Construction Quality Control Plan, and Construction Drawings. Amec Foster
Wheeler observed maximum lift thickness to not exceed 8 inches and the routing of compaction
equipment over each lift of compacted fill materials. Amec Foster Wheeler performed in-place density
testing on each lift to ensure the required percent compaction and moisture content was achieved.

4.3.4 Construction Quality Control

In-place density testing of the compacted fill materials was performed to confirm the required density
of 90% of maximum dry density was achieved. Compacted fill was tested at a minimum of one test
per 200 linear feet per lift in trenches and one test per acre per lift in repair areas as required by the
Technical Specifications and Construction Quality Assurance Plan. Approximately 1,234 linear feet
of over excavated trench and approximately 1,140 square feet of other excavation areas required
compacted fill to restore subgrade around the western perimeter of the landfill. Based on the required
density testing frequency, a total of 35 density/moisture tests were required. Amec Foster Wheeler
performed a total of 48 density/moisture tests in accordance with ASTM D 6938. The results of the
testing performed were in compliance with the Technical Specifications, CQA Plan, and Construction
Drawings. Results of compaction testing are located in Appendix C.

TABLE 1
COMPACTED FILL DENSITY TESTING

Test Description Test Method Test Frequency
Required
Number of
Tests
Required
Actual Number
of Tests
Performed
Moisture Content ASTM D 6938
1 tests per 200 LF
per lift (Trenches) /
1 test per acre per
lift
35 48
Dry Unit Weight ASTM D 6938
1 test per 200 LF
per lift (Trenches) /
1 test per acre per
lift
35 48

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5.0 40 MIL LINEAR LOW-DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE

A total of 20,291 square feet of 40 mil Linear Low-Density Polyethylene (LLDPE) geomembrane was
installed for the Closed Pine Hall Road Ash Landfill modifications. The 40 mil LLDPE geomembrane
utilized during construction was in compliance with the Technical Specifications, Construction Quality
Assurance Plan, and Construction Drawings.

5.1 MATERIAL SPECIFICATION

The 40 mil LLDPE double sided textured geomembrane utilized for the modifications at the Closed
Pine Hall Road Landill was found to be in general accordance with specified requirements as outlined
in GRI-GM17. Amec Foster Wheeler reviewed all 40 mil LLDPE geomembrane manufacturer’s quality
control (MQC) submittals prior to releasing material for shipment to the site. All MQC data met or
exceeded the requirements outlined in the Technical Specifications, Construction Quality Assurance
Plan, and Construction Drawings. MQC data is included in Appendix D.

5.2 CONFORMANCE TESTING

Amec Foster Wheeler performed conformance testing of all 40 mil LLDPE geomembrane placed at the
site in accordance with the Technical Specifications and Construction Quality Assurance Plan. The
test methods utilized for evaluation of the 40 mil LLDPE geomembrane materials are listed in Table
4.3.2 of the Construction Quality Assurance Plan. The testing frequency for the 40 mil LLDPE
materials was conducted in accordance with Table 4.3.2 of the Construction Quality Assurance Plan.

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TABLE 2
40 mil LLDPE GEOMEMBRANE CQA CONFORMANCE TESTING

Test Description Test Method Test Frequency
Required
Number of
Tests
Required
Actual Number
of Tests
Performed
Thickness (mils) ASTM D 5199 One Test per
100,000 sq. ft. 1 1
Asperity Height ASTM D7466 One Test per
100,000 sq. ft. 1 1
Density ASTM D1505 One Test per
100,000 sq. ft. 1 1
Carbon Black Content ASTM D1603 One Test per
100,000 sq. ft. 1 1
Tensile Properties ASTM D6693 One Test per
100,000 sq. ft. 1 1
Tear Resistance ASTM D1004 One Test per
100,000 sq. ft. 1 1

Results of all conformance testing conducted for the LLDPE materials utilized for the Closed Pine Hall
Road Landfill modifications are in conformance with the Technical Specifications and Construction
Quality Assurance Plan and 40 mil LLDPE geomembrane conformance testing results are located in
Appendix D.

5.3 STORAGE AND HANDLING

Upon delivery of the 40 mil LLDPE geomembrane to the project site, Amec Foster Wheeler observed
the rolls of geomembrane for proper labeling, defects, and storage conditions. The rolls of
geomembrane were observed to be properly labeled, free from defects, and stored in accordance with
the requirements of the Technical Specifications and Construction Quality Assurance Plan. The
contractor utilized appropriate equipment during unloading to prevent risk of damage to the
geomembrane in accordance with the Technical Specifications and Construction Quality Assurance
Plan.

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5.4 INSTALLATION

Field Panel Identification

Amec Foster Wheeler assigned each field panel an identification code. The field panel identification
code was utilized in all CQA records for identification of the corresponding panel. The field panels
with the identification codes are shown on the 40 mil LLDPE geomembrane as-built panel drawing
located in Appendix E.

Field Panel Deployment

Amec Foster Wheeler observed the placement of field panels for underlying subgrade conditions,
weather conditions, contractor’s placement methods, geomembrane anchors and penetrations, and
damage. The deployment and installation of the 40 mil LLDPE geomembrane was observed to be in
compliance with the Technical Specifications, Construction Quality Assurance Plan, and Construction
Drawings.

When incidents of inclement weather impacted the project site, all deployment and installation activities
were immediately halted and did not resume until weather conditions were deemed acceptable.
Inclement weather conditions included: ambient temperatures below 32 degrees Fahrenheit, any forms
of precipitation, excessive moisture, or in the presence of excessive wind.

Amec Foster Wheeler observed the contractor’s deployment methods for compliance with the
Technical Specifications, Construction Quality Assurance Plan, and Construction Drawings. The
geomembrane was observed for damage (including holes, blisters, and creases) after the placement of
each panel. After the deployment of each field panel, field seaming was completed as outlined below.

Field Seaming

A field test seam was prepared for at the beginning of each seaming period, after any interruption in
power, after any prolonged idle period during the day, or when changes in storing equipment occurred.
Amec Foster Wheeler observed the preparation and destructive testing of each field test seam. The
field test seams were observed to be in compliance with the requirements the Technical Specifications
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and Construction Quality Assurance Plan. Documentation of the field test seams is listed in the Field
Test Seam Log located in Appendix D.

Amec Foster Wheeler observed the seaming of adjacent 40 mil LLDPE geomembrane panels for
compliance with the Technical Specifications, Construction Quality Assurance Plan, and US EPA
Technical Guidance Document: “The Fabrication of Polyethylene FML Field Seams.” Field Seaming
was performed by extrusion welding techniques. Adjoining panels were observed to be overlapped as
recommended by the manufacturer, but not less than four inches. Seaming operations were observed
for proper seam preparation and welding process. Weather conditions were monitored by Amec Foster
Wheeler during field seaming operations. Field seaming was not performed in the presence of
precipitation, when the ambient temperature was below 32 degrees Fahrenheit or above 104 degrees
Fahrenheit, or when the sheet temperature was above 122 degrees Fahrenheit. Documentation of the
field seaming operations is listed in the Seaming Monitoring Log located in Appendix D.

Non-Destructive Testing

Amec Foster Wheeler observed the non-destructive seam continuity testing of all field seams and
repairs. A non-destructive continuity test was performed over the entire seam length by the Vacuum
Box Test methods as outlined in ASTM D5641. All field seams and repairs were observed to meet or
exceed the requirements of the Technical Specifications and Construction Quality Assurance Plan.

During non-destructive testing activities, the vacuum pump was fully charged and the tank pressure
was set to a minimum of four to eight pounds per square inch to confirm seam continuity over the entire
length of each seam or repair. In certain instances, while performing the non-destructive testing, a
defect or an interruption in the continuity of a seam occurred. When a discontinuity was observed, the
location was repaired in accordance with the Technical Specifications or Construction Quality
Assurance Plan. Results of Vacuum Box testing and repair details can be found in the Non-Destructive
Seam Test Log and the Repair and Non-Destructive Testing Log located in Appendix D.

Destructive Testing

Amec Foster Wheeler performed laboratory destructive seam testing as required by the Technical
Specifications and Construction Quality Assurance Plan. Bench #2 seams were not destructively tested
as specified by Specification 31 32 05 (Section 3.5) of the Technical Specifications. Field destructive
Duke Energy Carolinas October 4, 2016
Amec Foster Wheeler Project Number 7810-16-0657 Report of CQA and CQC Services

18

testing was not required for extrusion welded seams by the Technical Specifications or Construction
Quality Assurance Plan. Destructive seam testing locations were located by Amec Foster Wheeler and
sampled by the contractor. The destructive samples were obtained at the minimum frequency outlined
by the Technical Specifications and Construction Quality Assurance Plan.

TABLE 3
40 mil LLDPE GEOMEMBRANE DESTRUCTIVE TESTING

Test Description Test Method Test Frequency
Required
Number of
Tests
Required
Actual Number
of Tests
Performed
Peel Strength (lbs) ASTM D 6392 1 per 500 feet Seam
Length (1,767 ft.) 4 4
Shear Strength (lbs) ASTM D 6392 1 per 500 feet Seam
Length (1,767 ft.) 4 4

Destructive test specimen DS-2 did not meet the requirements of the Technical Specifications or
Construction Quality Assurance Plan. Two additional production seam “binding” destructive samples
in opposite directions from the original failed sample were obtained and tested. The results of the two
“binding” destructive tests met the requirements of the Technical Specifications and Construction
Quality Assurance Plan. Once the length of seam was bound, the length of seam between the two
passing “binding” destructive samples was reconstructed by installing a cap strip to repair the deficient
seam. The results of the destructive testing completed for the 40 mil LLDPE geomembrane materials
are shown in Appendix D and were in accordance with the Technical Specifications and Construction
Quality Assurance Plan.

Defects and Repair

A total of 22 repairs were required for the Closed Pine Hall Road modifications. The types of repairs
required included destructive test sample locations, material damage, burn outs, and cap strips. The
repairs were completed in accordance with Technical Specifications and Construction Quality
Assurance Plan. The non-destructive Vacuum Box Test (performed in accordance with ASTM D 5641)
was completed for each applicable repair location and results are documented in the Repair Summary
Log and Non-Destructive Test Log in Appendix D.

Duke Energy Carolinas October 4, 2016
Amec Foster Wheeler Project Number 7810-16-0657 Report of CQA and CQC Services

19

6.0 GEOCOMPOSITE DRAINAGE LAYER

A total of 20,291 square feet of Geocomposite Drainage Net (GDN) was installed for the Closed Pine
Hall Road Ash Landfill modifications. The GDN utilized during construction was in compliance with
the Technical Specifications, Construction Quality Assurance Plan, and Construction Drawings.

6.1 MATERIAL SPECIFICATION

The GDN utilized for the modifications at the Closed Pine Hall Road Landill consisted of a solid rib
extruded high density polyethelene (HDPE) geonet drainage core with nonwoven geotextiles heat
bonded to each side. Amec Foster Wheeler reviewed all GDN geomembrane manufacturer’s quality
control (MQC) submittals prior to releasing material for shipment to the site. All MQC data met or
exceeded the requirements outlined in the Technical Specifications, Construction Quality Assurance
Plan, and Construction Drawings. GDN MQC data is included in Appendix D.

6.2 CONFORMANCE TESTING

Amec Foster Wheeler performed conformance testing of the GDN in accordance with the Technical
Specifications and Construction Quality Assurance Plan. The test methods utilized for evaluation of
the GDN materials are listed in Table 5.3.2 of the Construction Quality Assurance Plan. The testing
frequency of the GDN materials was conducted in accordance with Table 5.3.2 of the Construction
Quality Assurance Plan.

Duke Energy Carolinas October 4, 2016
Amec Foster Wheeler Project Number 7810-16-0657 Report of CQA and CQC Services

20

Laboratory testing of the GDN materials included the following:

TABLE 4
GDN CQA CONFORMANCE TESTING

Test Description Test Method Test Frequency
Required
Number of
Tests
Required
Actual Number
of Tests
Performed
Thickness (mils) ASTM D 5199 One Test per
100,000 sq. ft. 1 1
Density (g/cc) ASTM D 1505 One Test per
100,000 sq. ft. 1 1
Ply Adhesion (lb/in) ASTM D 7005 One Test per
100,000 sq. ft. 1 1
Transmissivity (m2/sec) ASTM D 4716 One Test per
100,000 sq. ft. 1 1

The results of the conformance testing completed for the GDN materials were in compliance with the
Technical Specifications and Construction Quality Assurance Plan and are located in Appendix D.

6.3 STORAGE AND HANDLING

Upon delivery of the geocomposite drainage net (GDN) to the project site, Amec Foster Wheeler
observed the rolls of GDN for proper labeling, defects, and storage conditions. The rolls of GDN were
observed to be properly labeled, free from defects, and stored in accordance with the requirements of
the Technical Specifications and Construction Quality Assurance Plan. The contractor utilized
appropriate equipment during handling to prevent risk of damage to the GDN in accordance with the
Technical Specifications and Construction Quality Assurance Plan.

6.4 INSTALLATION

Amec Foster Wheeler observed the handling and placement of the GDN for proper methods and
techniques as required by the Technical Specifications and Construction Quality Assurance Plan. The
underlying 40 mil LLDPE geomembrane was approved by the CQA Engineer and Geomembrane
installer prior to preceding with GDN installation. Throughout GDN deployment, Amec Foster Wheeler
Duke Energy Carolinas October 4, 2016
Amec Foster Wheeler Project Number 7810-16-0657 Report of CQA and CQC Services

21

observed the underlying services to be free of dirt, excessive dust, stones, or any other objects that could
damage the GDN or underlying 40 mil LLDPE geomembrane.

The GDN was seamed by using a combination of geonet lap joints and sewing the side of the bonded
geotextile. The geonet component was secured utilizing one plastic tie per one linear foot of seam or
every six linear inches in anchor trenches. The geotextile overlaps were secured and closed by utilizing
sewing techniques. Amec Foster Wheeler observed procedures for seaming and overlapping of the
GDN as required by the Technical Specifications and Construction Quality Assurance Plan.

Amec Foster Wheeler performed visual examination of the GDN panels after placement for any
potentially harmful foreign objects and to have general good appearance qualities. Any defects or
damages were repaired as required by Technical Specifications and Construction Quality Assurance
Plan.

Duke Energy Carolinas October 4, 2016
Amec Foster Wheeler Project Number 7810-16-0657 Report of CQA and CQC Services

22

7.0 PROTECTIVE COVER LAYER MODIFICATIONS

The protective cover layer includes drainage aggregate, 8 oz. nonwoven geotextile, protective cover
soil, and vegetative cover. The protective cover modifications were completed in accordance with the
Technical Specifications, Construction Quality Assurance Plan, and Construction Requirements.

7.1 DRAINAGE AGGREGATE

A total of 471 cubic yards of North Carolina Department of Transportation #57 clean washed aggregate
was placed for the Closed Pine Hall Road Landfill modifications. Amec Foster Wheeler observed, on
a part-time basis, the following placement techniques implemented for the #57 aggregate:

 Heavy equipment maintained the proper separation thickness as required by the Technical
Specifications and Construction Quality Plan to prevent damage to underlying geosynthetics;
and,
 Placement techniques that did not alter or damage underlying geosynthetics.

7.2 8 OZ. NONWOVEN GEOTEXTILE

A total of 7,661 square feet of 8 oz. Non-woven Geotextile was utilized for the closed Pine Hall Road
Ash Landfill modifications. The non-woven geotextile utilized during construction was in compliance
with the Technical Specifications, Construction Quality Assurance Plan, and Construction Drawings.

7.2.1 Material specification

The non-woven geotextile utilized for the modifications at the Closed Pine Hall Road Ash Landfill
consisted of 8 oz. / yd.2 nonwoven needle punched continuous filament polypropylene material. Amec
Foster Wheeler reviewed all nonwoven geotextile manufacturer’s quality control (MQC) submittals
prior to releasing material for shipment to the site. 8 oz. Non-woven Geotextile MQC data met or
exceeded the requirements outlined in the Technical Specifications, Construction Quality Assurance
Plan, and Construction Drawings. MQC data is included in Appendix D.

Duke Energy Carolinas October 4, 2016
Amec Foster Wheeler Project Number 7810-16-0657 Report of CQA and CQC Services

23

7.2.2 Conformance testing

Amec Foster Wheeler performed conformance testing of the non-woven geotextile placed at the site in
accordance with the Technical Specifications and Construction Quality Assurance Plan. The test
methods utilized for evaluation of the non-woven geotextile materials are listed in Table 6.3.2 of the
Construction Quality Assurance Plan. The testing frequency of the non-woven geotextile materials
was conducted in accordance with Table 6.3.2 of the Construction Quality Assurance Plan.

Laboratory testing of the non-woven geotextile materials included the following:

TABLE 5
8 OZ. NON-WOVEN GEOTEXTILE CQA CONFORMANCE TESTING

Test Description Test Method Test Frequency
Required
Number of
Tests
Required
Actual Number
of Tests
Performed
Grab Tensile Strength
(lbs) ASTM D 4632 One Test per
100,000 sq. ft. 1 1
Puncture Resistance
(lbs) ASTM D 6241 One Test per
100,000 sq. ft. 1 1
Trapezoidal Tear
Strength (lbs) ASTM D 4533 One Test per
100,000 sq. ft. 1 1
Apparent Opening Size
(mm) ASTM D 4716 One Test per
100,000 sq. ft. 1 1

The results of the conformance testing completed for the 8 oz. non-woven geotextile materials were in
compliance with the Technical Specifications and Construction Quality Assurance Plan and are located
in Appendix D.

7.2.3 Storage and Handling

Upon delivery of the non-woven geotextile to the project site, Amec Foster Wheeler observed the rolls
of non-woven geotextile for proper labeling, defects, and storage conditions. The rolls of non-woven
geotextile were observed to be properly labeled, free from defects, and stored in accordance with the
requirements of the Technical Specifications and Construction Quality Assurance Plan. The contractor
Duke Energy Carolinas October 4, 2016
Amec Foster Wheeler Project Number 7810-16-0657 Report of CQA and CQC Services

24

utilized appropriate equipment during handling to prevent risk of damage to the non-woven geotextile
in accordance with the Technical Specifications and Construction Quality Assurance Plan.

7.2.4 Installation

Amec Foster Wheeler observed the handling and placement of the non-woven geotextile for proper
methods and techniques as required by the Technical Specifications and Construction Quality
Assurance Plan. The non-woven geotextile was overlapped 6-inches and secured by sewing techniques.
Damages and defects were repaired with a patch made from the same non-woven geotextile material.

7.3 COVER SOIL AND VEGETATIVE COVER

The protective soil layer consisted of a minimum of 24 inches of soil supporting vegetative growth.
Approximately 974 cubic yards protective cover materials were placed and consisted of onsite materials
free of residual waste, debris, foreign and deleterious material. The test methods utilized for evaluation
of the protective cover are listed in Table 7.2.1 of the Construction Quality Assurance Plan. The testing
frequency of the protective cover materials was conducted in accordance with Table 7.2.1 of the
Construction Quality Assurance Plan. Amec Foster Wheeler observed the placement of protective
cover materials on a part-time basis for the following:

 Heavy equipment maintained the proper separation thickness as required by the technical
specifications and Construction Quality Assurance Plan to prevent damage to underlying
geosynthetics; and,
 Adequate cover soil thickness.

Vegetation was established by the application of grass seed and fertilizer. Grass seed was observed for
the proper grass seed mixture and application set forth by the Technical Specifications and Construction
Quality Assurance Plan.

APPENDIX A:

Photograph Log

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Initial 100 ft of excavation and existing geosynthetics for bench 2 modifications.

LLDPE panel deployment along bench 2 modification.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Sewing of 8 ounce, nonwoven geotextile to the GDN sewn seam.

Deployment of GDN over placed LLDPE for Bench 2 modifications.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Bench 2 modification graded #57 stone placement.

Placement and compaction of coversoil backfill with seperation fabric inplace.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Bench 2 modification completion of backfill.

Bench 2 modification completion with seeding.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Key trench excavation near station -4+50 at bench 2 crossing.

Removal of geosynthetics within the key trench exposing erosion of ash.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Erosion of ash along top of the key trench near station -5+00.

Compacting of backfill soil to restore subgrade near station -5+00.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Deploy and welding of LLDPE over restored subgrade of key trench near station -5+00.

Completed GDN and 8 oz. nonwoven geotextile near station -5+00.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Over excavation near -6+50 for tie-in to existing key trench..

Compaction of backfill of perimiter drain at tie-in near station -6+50.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Tracking of backfill coversoil to restore grade near station -5+00.

Stripping of topsoil prior to key trench excavation.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Excavation of key trench and removal of soil from geosynthetics by hand.

Erosion of ash and conduit of movement near the bottom of the key trench excavation.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Excavation of cover soil and removal of panel drain along top of key trench.

Placement of soil backfill to restore subgrade.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Erosion near the top of the key trench near station -1+50

Placement of fill soil to restore subgrade of key trench.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Location of 8” HDPE culvert under silt trap inlet concrete apron at station 0+00.

Caped 8 inch HDPE pipe near station 0+00.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

GDN rolled back exposing LLDPE to cover soil at concrete block.

Repair of GDN where LLDPE was exposed at concrete block.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Ash erosion at top of key trench near station -0+50.

Backfill of perimiter drain near station 0+50.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Excavation of perimeter drain and road truck hauling for disposal.

Backfill of key trench near station 1+00.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Bench 1 corssing erosion of ash near station 1+50.

Over excavation of the erosion at bench 1 crossing near station 1+50.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Subgrade restore of the Bench 1 crossing area.

Backfill of perimiter drain key trench near station 1+50.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Excavation of perimiter drain near station 3+00.

Excavation of perimiter drain near station 5+50.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Placement of LLDPE near station -2+00.

Extrusion welding and seam prep at tie-in of LLDPE.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Vaccum testing of extrusion weld seams.

Geosynthetics palced near station -0+50.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Layout prior to palcement of #54 graded stone wedge.

Exposed erosion void of ash near station 5+00.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Over excavation of erosion void of ash near station 5+00.

Repair of geosynthetics near station 5+00.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Over excavation of erosion void of ash near station 3+80 to 4+50.

Subgrade restore of erosion void of ash near station 3+80 to 4+50.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Final grade restored and edge of linner marker near station 2+00.

Removed 8 inch HDPE pipe near station -0+75.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Completed cover system modifications near station 0+00.

Completed cover system modification near 6+00.

APPENDIX B:

Laboratory Testing
(See Attached)

Particle Size Distribution
Liquid Limit, Plastic Limit, Plasticity Index
Standard Proctor Compaction

Particle Size Distribution

Tested By: D Kopitsky Checked By: G Williams
4-21-16
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Yellowish Red Silty Sand
#4
#10
#20
#40
#60
#100
#140
#200
100.0
97.8
94.1
84.0
75.3
63.6
53.0
44.3
NP NV NP
0.6190 0.4526 0.1332
0.0950
SM A-4(0)
Duke Energy Carolinas
PHR Landfill CQA
7810160657
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Location: Craig Road Landfill Borrow Area
Sample Number: 1 Depth: NA 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 2.2 13.8 39.7 44.3
6 i
n
.
3 i
n
.
2 i
n
.
1½

i
n
.
1 i
n
.
¾
i
n
.
½
i
n
.
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
Amec Foster Wheeler
GRAIN SIZE DISTRIBUTION TEST DATA 4/27/2016
Client: Duke Energy Carolinas
Project: PHR Landfill CQA
Project Number: 7810160657
Location:Craig Road Landfill Borrow Area
Depth:NA Sample Number:1
Material Description: Yellowish Red Silty Sand
Date: 4-21-16 PL: NP LL: NV PI: NP
USCS Classification: SM AASHTO Classification: A-4(0)
Tested by: D Kopitsky Checked by: G Williams
Sieve Test Data
Dry
Sample
and Tare
(grams)
Tare
(grams)
Cumulative
Pan
Tare Weight
(grams)
Sieve
Opening
Size
Cumulative
Weight
Retained
(grams)
Percent
Finer
225.71 109.76 0.00 3/4"
3/8"
#4 0.00 100.0
#10 2.55 97.8
#20 6.84 94.1
#40 18.57 84.0
#60 28.62 75.3
#100 42.18 63.6
#140 54.53 53.0
#200 64.55 44.3
Fractional Components
Cobbles
0.0
Gravel
Coarse
0.0
Fine
0.0
Total
0.0
Sand
Coarse
2.2
Medium
13.8
Fine
39.7
Total
55.7
Fines
Silt Clay Total
44.3
D5 D10 D15 D20 D30 D40 D50
0.0950
D60
0.1332
D80
0.3302
D85
0.4526
D90
0.6190
D95
0.9379
Fineness
Modulus
0.74
Tested By: D Kopitsky Checked By: G Williams
4-26-16
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Brown Sandy Silt
3/4"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0
94.2
92.9
90.8
87.3
82.2
78.4
73.1
66.6
58.9
31 44 13
1.5558 0.6080 0.0788
ML A-7-5(7)
Duke Energy Carolinas
PHR Landfill CQA
7810160657
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Location: PHR Landfill Bench 2
Sample Number: 2 Depth: NA 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 7.1 2.1 8.6 23.3 58.9
6 i
n
.
3 i
n
.
2 i
n
.
1½

i
n
.
1 i
n
.
¾
i
n
.
½
i
n
.
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
Amec Foster Wheeler
GRAIN SIZE DISTRIBUTION TEST DATA 4/27/2016
Client: Duke Energy Carolinas
Project: PHR Landfill CQA
Project Number: 7810160657
Location:PHR Landfill Bench 2
Depth:NA Sample Number:2
Material Description: Brown Sandy Silt
Date: 4-26-16 PL: 31 LL: 44 PI: 13
USCS Classification: ML AASHTO Classification: A-7-5(7)
Tested by: D Kopitsky Checked by: G Williams
Sieve Test Data
Dry
Sample
and Tare
(grams)
Tare
(grams)
Cumulative
Pan
Tare Weight
(grams)
Sieve
Opening
Size
Cumulative
Weight
Retained
(grams)
Percent
Finer
248.77 92.48 0.00 3/4" 0.00 100.0
3/8" 9.08 94.2
#4 11.10 92.9
#10 14.41 90.8
#20 19.78 87.3
#40 27.75 82.2
#60 33.70 78.4
#100 42.07 73.1
#140 52.23 66.6
#200 64.30 58.9
Fractional Components
Cobbles
0.0
Gravel
Coarse
0.0
Fine
7.1
Total
7.1
Sand
Coarse
2.1
Medium
8.6
Fine
23.3
Total
34.0
Fines
Silt Clay Total
58.9
D5 D10 D15 D20 D30 D40 D50 D60
0.0788
D80
0.3100
D85
0.6080
D90
1.5558
D95
10.9402
Fineness
Modulus
0.95

Liquid Limit, Plastic Limit, Plasticity Index

Tested By: D Kopitsky Checked By: G Williams
Client:
Project:
Project No.:Figure
Duke Energy Carolinas
PHR Landfill CQA
7810160657
SYMBOL SOURCE
NATURAL
USCSSAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY
NO.CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
SOIL DATA
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT0 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
1 NA 27.6 NP NV NP SM
2 NA NR 31 44 13 ML
Amec Foster Wheeler
LIQUID AND PLASTIC LIMIT TEST DATA 4/27/2016
Client: Duke Energy Carolinas
Project: PHR Landfill CQA
Project Number: 7810160657
Location:Craig Road Landfill Borrow Area
Depth:NA Sample Number:1
Material Description: Yellowish Red Silty Sand
USCS: SM AASHTO: A-4(0)
Tested by: D Kopitsky Checked by: G Williams
Liquid Limit Data
1 2 3 4 5 6Run No.
Wet+Tare
Dry+Tare
Tare
# Blows
Moisture
Mo
i
s
t
u
r
e
0
4
8
12
16
20
24
28
32
36
40
Blows
5 6 7 8 9 10 20 25 30 40
Liquid Limit=NV
Plastic Limit=NP
Plasticity Index=NP
Natural Moisture=27.6
Plastic Limit Data
1 2 3 4Run No.
Wet+Tare
Dry+Tare
Tare
Moisture
Natural Moisture Data
Wet+Tare
257.73
Dry+Tare
225.71
Tare
109.76
Moisture
27.6
Amec Foster Wheeler
LIQUID AND PLASTIC LIMIT TEST DATA 4/27/2016
Client: Duke Energy Carolinas
Project: PHR Landfill CQA
Project Number: 7810160657
Location:PHR Landfill Bench 2
Depth:NA Sample Number:2
Material Description: Brown Sandy Silt
USCS: ML AASHTO: A-7-5(7)
Tested by: D Kopitsky Checked by: G Williams
Liquid Limit Data
1
33.06
28.04
16.22
29
42.5
2
35.34
29.33
16.13
22
45.5
3
34.28
28.47
16.51
15
48.6
4 5 6Run No.
Wet+Tare
Dry+Tare
Tare
# Blows
Moisture
Mo
i
s
t
u
r
e
41
42
43
44
45
46
47
48
49
50
51
Blows
5 6 7 8 9 10 20 25 30 40
1
2
3
Liquid Limit=44
Plastic Limit=31
Plasticity Index=13
Natural Moisture=NR
Plastic Limit Data
1
17.24
15.69
10.79
31.6
2
17.28
15.77
10.89
30.9
3 4Run No.
Wet+Tare
Dry+Tare
Tare
Moisture

Standard Proctor Compaction

Tested By: A Kottenstette Checked By: D Kopitsky
COMPACTION TEST REPORT
Dr
y

d
e
n
s
i
t
y
,

p
c
f
90
92
94
96
98
100
Water content, %
13 15 17 19 21 23 25
20.5%, 94.6 pcf
ZAV forSp.G. =2.30
Test specification:ASTM D 698-07 Method A Standard
NA SM A-4(0)27.6 NR NV NP 0.0 44.3
Yellowish Red Silty Sand
7810160657 Duke Energy Carolinas
Elev/Classification Nat.Sp.G. LL PI
% > % <
Depth USCS AASHTO Moist.#4 No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Location: Craig Road Landfill Borrow Area Sample Number: 1
Figure
Maximum dry density = 94.6 pcf
Optimum moisture = 20.5 %
PHR Landfill CQA
Amec Foster Wheeler
MOISTURE DENSITY TEST DATA 4/27/2016
Client: Duke Energy Carolinas
Project: PHR Landfill CQA
Project Number: 7810160657
Location:Craig Road Landfill Borrow Area
Depth:NA Sample Number:1
Description: Yellowish Red Silty Sand
USCS Classification: SM AASHTO Classification: A-4(0)
Natural Moisture: 27.6 Liquid Limit: NV Plasticity Index: NP
Tested by: A Kottenstette Checked by: D Kopitsky
Percent passing #4 sieve: 100.0
Test Data and Results
Test Specification:
Type of Test: ASTM D 698-07 Method A Standard
Mold Dia: 4.00 Hammer Wt.: 5.5 lb. Drop: 12 in. Layers: three Blows per Layer: 25
90
91.5
93
94.5
96
97.5
13 15 17 19 21 23 25
ZAV SpG2.30
Dr
y

D
e
n
s
i
t
y
,

p
c
f
Moisture Content, %
Point No.
Wt. M+S
Wt. M
Wt. W+T
Wt. D+T
Tare
Moist.
Dry Den.
1
5945.0
4356.0
784.5
728.9
369.8
15.5
91.1
2
6018.0
4356.0
802.9
737.1
373.1
18.1
93.2
3
6081.0
4356.0
620.9
546.2
186.7
20.8
94.6
4
6081.0
4356.0
675.6
594.3
242.6
23.1
92.8
Test Results: Max. Dry Den.= 94.6 pcf Opt. Moist.= 20.5%
Tested By: A. Kottenstette Checked By: D. Kopitsky
COMPACTION TEST REPORT
Dr
y

d
e
n
s
i
t
y
,

p
c
f
92
94
96
98
100
102
Water content, %
14 16 18 20 22 24 26
19.8%, 99.0 pcf
ZAV forSp.G. =2.38
Test specification:ASTM D 698-07 Method A Standard
NA ML A-7-5(7)NR NA 44 13 2.1 58.9
Brown Sandy Silt
7810160657 Duke Energy Carolinas
Elev/Classification Nat.Sp.G. LL PI
% > % <
Depth USCS AASHTO Moist.#4 No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Location: PHR Landfill Bench 2 Sample Number: 2
Figure
Maximum dry density = 99.0 pcf
Optimum moisture = 19.8 %
PHR Landfill CQA
Amec Foster Wheeler
MOISTURE DENSITY TEST DATA 4/27/2016
Client: Duke Energy Carolinas
Project: PHR Landfill CQA
Project Number: 7810160657
Location:PHR Landfill Bench 2
Depth:NA Sample Number:2
Description: Brown Sandy Silt
USCS Classification: ML AASHTO Classification: A-7-5(7)
Natural Moisture: NR Liquid Limit: 44 Plasticity Index: 13
Tested by: A. Kottenstette Checked by: D. Kopitsky
Percent passing #4 sieve: 97.9
Test Data and Results
Test Specification:
Type of Test: ASTM D 698-07 Method A Standard
Mold Dia: 4.00 Hammer Wt.: 5.5 lb. Drop: 12 in. Layers: three Blows per Layer: 25
93
94.5
96
97.5
99
100.5
12.5 15 17.5 20 22.5 25 27.5
ZAV SpG2.38
Dr
y

D
e
n
s
i
t
y
,

p
c
f
Moisture Content, %
Point No.
Wt. M+S
Wt. M
Wt. W+T
Wt. D+T
Tare
Moist.
Dry Den.
1
6045.0
4356.0
811.7
753.4
373.3
15.3
96.9
2
6115.0
4356.0
715.0
642.3
242.6
18.2
98.5
3
6156.0
4356.0
598.9
528.4
186.7
20.6
98.8
4
6124.0
4356.0
723.6
656.0
369.9
23.6
94.7
Test Results: Max. Dry Den.= 99.0 pcf Opt. Moist.= 19.8%

APPENDIX C:

Field Testing
(See Attached)

One-Point Proctor
Relative Compaction Testing

One-Point Proctor

AmecFosterWheeler
EnvironmentandInfrastructure
1070WestMainStreet,Suite5
Abingdon,Virginia24210
Date:
1
Stationft.(m) 5+50
GeneralLocation backfill
Originalgroundft.(m) 2ftSG
Finishedgradeft.(m)
RammaX
A.13.32
B.9.4
C.3.9
D.117.6
E. Moisturecontent,%,fromFieldMoisture 30.3
F. DryDensity,D/(1+(F/100))90.3
G.Maximumdrydensitylb./ft³92.20
H.Optimummoisturecontent,%,27.50
I.No.4(+4.75mm)materialfromfielddensityhole
J. Correctedmaximumdensitylb./ft³(kg/m³)
K.97.9%
By: JasonC.Monk
Title: ProjectEngineer
Cc:
TL125A(Rev.07/00)
Wetdensityofsoil.Cx30lb./ft³(Cx1060kg/m³)
TypeofRoller
WORKSHEETFORONEPOINTPROCTOR
FieldTestNo.
Weight(mass)ofmoldandwetsoil.lb.(kg)
LocationofTest
ReferenceElevation
Weight(mass)ofmold.lb.(kg)
%Compaction
6/21/2016
DukeEnergy
7810160657
Weight(mass)ofwetsoil.ABlb.(kg)
Remarks:VerifyproctorS2completedbyS&MEfromlandfill
closurereporting.
ClosedPineHallLandfillModificationsProjectName:
ProjectNo.
Client:
AmecFosterWheeler
EnvironmentandInfrastructure
1070WestMainStreet,Suite5
Abingdon,Virginia24210
Date:
2
Stationft.(m) 4+00
GeneralLocation backfill
Originalgroundft.(m) SGbackfill
Finishedgradeft.(m)
RammaX
A.13.3
B.9.32
C.4.0
D.119.4
E. Moisturecontent,%,fromFieldMoisture 22.1
F. DryDensity,D/(1+(F/100))97.8
G.Maximumdrydensitylb./ft³ 99.00
H.Optimummoisturecontent,%,19.80
I.No.4(+4.75mm)materialfromfielddensityhole
J. Correctedmaximumdensitylb./ft³(kg/m³)
K.
By: JasonC.Monk
Title: ProjectEngineer
Cc:
WORKSHEETFORONEPOINTPROCTOR
FieldTestNo.
Weight(mass)ofmoldandwetsoil.lb.(kg)
LocationofTest
ReferenceElevation
Weight(mass)ofmold.lb.(kg)
7/18/2016
DukeEnergy
7810160657
Weight(mass)ofwetsoil.ABlb.(kg)
TypeofRoller
Remarks:VerifyproctorPHRLandfillBench2coversoil.
ClosedPineHallLandfillModificationsProjectName:
ProjectNo.
Client:
%Compaction
Wetdensityofsoil.Cx30lb./ft³(Cx1060kg/m³)

Relative Compaction Testing

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
TEST LOCATION OR
STATION NUMBER
Lift 1 -
Station -4+50
(Perimeter
Modifications)
Lift 2 -
Station -4+25
(Perimeter
Modifications)
Lift 3 -
Station -4+35
(Perimeter
Modifications)
Lift 4 -
Station -3+85
(Perimeter
Modifications)
27.5 27.5 27.5 27.5
92.2 92.2 92.2 92.2
S-2 S-2 S-2 S-2

90%90%90%90%
96.1%91.8%96.0%95.9%

88.6 84.6 88.5 88.4
30.5 29.9 26.6 30.1
27.0 25.3 23.5 26.6
115.6 109.9 112.0 115.0
8"8"8"8"
1 2 3 4
COUNT VERIFIED BY:JCM SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
AVERAGE: 2174 AVERAGE: 650 TECHNICIAN:Jason Monk PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:6/21/2016 PROJECT #:7810-16-0657
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
AVERAGE: 2174 AVERAGE: 650 TECHNICIAN:Jason Monk PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:6/22/2016 PROJECT #:7810-16-0657
COUNT VERIFIED BY:JCM SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
8"8"8"8"8"
5 6 7 8 9
24.2 25.7 24.2 21.9 19.0
108.4 113.5 113.2 108.8 110.2

84.2 87.8 89.0 86.9 91.2
28.7 29.3 27.2 25.2 20.8

90%90%90%90%90%
91.3%95.2%96.5%94.3%98.9%
92.2 92.2 92.2 92.2 92.2
S-2 S-2 S-2 S-2 S-2
27.5 27.5 27.5 27.5 27.5
TEST LOCATION OR
STATION NUMBER
Lift 1
Station -5+25
(Perimeter
Modifications)
Lift 2 Station -
5+35
(Perimeter
Modifications)
Lift 3
Station -5+15
(Perimeter
Modifications)
Lift 4
Station -5+40
(Perimeter
Modifications)
Lift 5
Station -5+00
(Perimeter
Modifications)
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
AVERAGE: 2136 AVERAGE: 661 TECHNICIAN:Jason Monk PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:6/25/2016 PROJECT #:7810-16-0657
COUNT VERIFIED BY:JCM SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
8"
10
24.8
111.3

86.5
28.7

90%
93.8%
92.2
S-2
27.5
TEST LOCATION OR
STATION NUMBER
Lift 1
Station -3+50
(Perimeter
Modifications)
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
AVERAGE: 2136 AVERAGE: 661 TECHNICIAN:Jason Monk PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:6/27/2016 PROJECT #:7810-16-0657
COUNT VERIFIED BY:JCM SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
8"8"
11 12
25.1 26.9
112.3 117.9

87.2 91.0
28.8 29.6

90%90%
94.6%98.7%
92.2 92.2
S-2 S-2
27.5 27.5
TEST LOCATION OR
STATION NUMBER
Lift 3
Station -3+05
(Perimeter
Modifcations)
Lift 4
Station -3+45
(Perimeter
Modifications)
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
TEST LOCATION OR
STATION NUMBER
Lift 1 Station -
1+75
(Perimeter
Modifications)
Lift 2
Station -2+00
(Perimeter
Modifications)
Lift 3 Station
-2+25
(Perimeter
Modifications)
Lift 4
Station -2+24
(Perimeter
Modifications)
Lift 1
Station -0+75
(Perimeter
Modifications)
27.5 27.5 27.5 27.5 27.5
92.2 92.2 92.2 92.2 92.2
S-2 S-2 S-2 S-2 S-2

90%90%90%90%90%
92.8%99.8%98.9%96.4%96.9%

85.6 92.0 91.2 88.9 89.3
29.7 27.2 24.5 26.4 26.2
25.4 25.0 22.3 23.5 23.4
111.0 117.0 113.5 112.4 112.7
8"8"8"8"8"
13 14 15 16 17
COUNT VERIFIED BY:JCM SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
AVERAGE: 2136 AVERAGE: 661 TECHNICIAN:Jason Monk PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:6/28/2016 PROJECT #:7810-16-0657
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
TEST LOCATION OR
STATION NUMBER
Lift 3
Station -0+50
(Perimeter
Modifications)
27.5
92.2
S-2

90%
96.5%

89.0
25.8
23.0
112.0
8"
18
COUNT VERIFIED BY:JCM SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
AVERAGE: 2135 AVERAGE: 652 TECHNICIAN:Jason Monk PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:6/29/2016 PROJECT #:7810-16-0657
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
AVERAGE: 2138 AVERAGE: 655 TECHNICIAN:Jason Monk PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:6/30/2016 PROJECT #:7810-16-0657
COUNT VERIFIED BY:JCM SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
8"8"8"8"8"
19 20 21 22 23
29.0 25.7 24.4 24.9 22.1
117.1 116.0 113.0 113.6 112.5

88.1 90.3 88.6 88.7 90.4
32.9 28.5 27.5 28.1 24.4

90%90%90%90%90%
95.6%97.9%96.1%96.2%98.0%
92.2 92.2 92.2 92.2 92.2
S-2 S-2 S-2 S-2 S-2
27.5 27.5 27.5 27.5 27.5
TEST LOCATION OR
STATION NUMBER
Lift 4
Station -0+25
(Perimeter
Modifications)
Lift 5
Station -0+15
(Perimeter
Modifications)
Lift 1
Station 0+15
(Perimeter
Modifications)
Lift 2
Station 0+60
(Perimeter
Modifications)
Lift 6
Station -0+50
(Perimeter
Modifications)
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
TEST LOCATION OR
STATION NUMBER
Lift 3
Station 0+40
(Perimeter
Modifications)
Lift 4
Station 0+65
(Perimeter
Modifications)
27.5 27.5
92.2 92.2
S-2 S-2

90%90%
97.8%96.3%

90.2 88.8
26.6 27.0
24.0 24.0
114.2 112.8
8"8"
24 25
COUNT VERIFIED BY:JCM SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
AVERAGE: 2138 AVERAGE: 655 TECHNICIAN:Jason Monk PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:7/5/2016 PROJECT #:7810-16-0657
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
TEST LOCATION OR
STATION NUMBER
Lift 5 Station
0+75
(Perimeter
Modifications)
27.5
92.2
S-2

90%
97.8%

90.2
26.4
23.8
114.0
8"
26
COUNT VERIFIED BY:JCM SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
AVERAGE: 2122 AVERAGE: 657 TECHNICIAN:Jason Monk PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:7/6/2016 PROJECT #:7810-16-0657
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
AVERAGE: 2122 AVERAGE: 657 TECHNICIAN:Jason Monk PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:7/7/2016 PROJECT #:7810-16-0657
COUNT VERIFIED BY:JCM SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
8"8"8"8"
27 28 29 30
23.1 25.2 25.4 26.3
109.7 115.0 112.1 117.6

86.6 89.8 86.7 91.3
26.7 28.1 29.3 28.8

90%90%90%90%
93.9%97.4%94.0%99.0%
92.2 92.2 92.2 92.2
S-2 S-2 S-2 S-2
27.5 27.5 27.5 27.5
TEST LOCATION OR
STATION NUMBER
Lift 1
Station 2+50
(Perimeter
Modifications)
Lift 4
Station 1+30
(Perimeter
Modifications)
Lift 2
Station 3+25
(Perimeter
Modifications)
Lift 3
Station 3+40
(Perimeter
Modifications)
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
AVERAGE: 2181 AVERAGE: 655 TECHNICIAN:Nicholas Huff PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:7/8/2016 PROJECT #:7810-16-0657
COUNT VERIFIED BY:NCH SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
37
8"8"8"8"8"8"
31 32 33 34 35 36
8"
25.6 24.2 24.9 24.5 25.4 24.7 24.7
115.9 115.1 116.3 115.0 115.6 115.7 115.4

90.3 90.9 91.4 90.5 90.2 91.0 90.7
28.3 26.6 27.2 27.1 28.2 27.1 27.2

90%90%90%90%90%90%90%
97.9%98.6%99.1%98.2%97.8%98.7%98.4%
92.2 92.2 92.2 92.2 92.2 92.2 92.2
S-2 S-2 S-2 S-2 S-2 S-2 S-2
27.5 27.5 27.5 27.5 27.5 27.5 27.5
TEST LOCATION OR
STATION NUMBER
Lift 1
Station -6+25
(Perimeter
Modifications)
Lift 2 Station
-6+35
(Perimeter
Modifcations)
Lift 3
Station -6+45
(Perimeter
Modifications)
Station -6+50
Soil Plug
Transition
(Perimeter
Modifications)
Station -6+50
Soil Plug
(Perimeter
Modifications)
Lift 3
Station
+2+50
(Perimeter
Modifications)
Lift 4 Station
+2+30
(Perimeter
Modifications)
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
TEST LOCATION OR
STATION NUMBER
Lift 1
Station +4+85
(Perimeter
Modifications)
Lift 2
Station +4+60
(Perimeter
Modifications)
Lift 3
Station +4+30
(Perimeter
Modifications)
Lift 1
Station +5+45
(Perimeter
Modifications)
Test Failed
Retest on
7/11/16
27.5 27.5 27.5 27.5
92.2 92.2 92.2 92.2
S-2 S-2 S-2 S-2

90%90%90%90%
99.9%96.9%97.9%91.5%

92.1 89.3 90.3 84.4
26.3 29.0 27.2 32.2
24.2 25.9 24.6 27.2
116.3 115.2 114.9 111.6
8"8"8"8"
38 39 40 41
COUNT VERIFIED BY:NCH SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
AVERAGE: 2127 AVERAGE: 665 TECHNICIAN:Nicholas Huff PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:7/9/2016 PROJECT #:7810-16-0657
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
TEST LOCATION OR
STATION NUMBER
Lift 1
Station +5+75
(Perimeter
Modificaitons)
Retest From
7/09/16
Lift 2
Station +5+55
(Perimeter
Modifications)
Lift 3
Station +5+45
(Perimeter
Modifications)
Lift 4
Station +5+65
(Perimeter
Modifications)
27.5 27.5 27.5 27.5
92.2 92.2 92.2 92.2
S-2 S-2 S-2 S-2

90%90%90%90%
95.6%97.0%96.3%98.7%

88.1 89.4 88.8 91.0
27.4 26.6 28.4 27.4
24.1 23.8 25.2 24.9
112.2 113.2 114.0 115.9
8"8"8"8"
42 43 44 45
COUNT VERIFIED BY:NCH SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
AVERAGE: 2127 AVERAGE: 665 TECHNICIAN:Nicholas Huff PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:7/11/2016 PROJECT #:7810-16-0657
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
TEST LOCATION OR
STATION NUMBER
Lift 2
Station 4+40
Subgrade
Restore
(Perimeter
Modifications)
Lift 3
Station 3+90
Subgrade
Restore
(Perimeter
Modifications)
19.8 19.8
99.0 99.0
PHRL B2 PHRL B2

90%90%
96.8%93.0%

95.8 92.1
22.4 17.6
21.5 16.2
117.3 108.3
8"8"
46 47
COUNT VERIFIED BY:JCM SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
AVERAGE: 2092 AVERAGE: 661 TECHNICIAN:Jason Monk PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:7/18/2016 PROJECT #:7810-16-0657
Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
P: [phone]
F: [phone]
TEST NUMBER
PROBE DEPTH
DENSITY COUNT
MOISTURE COUNT
WET DENSITY (PCF)
WATER (PCF)
% MOISTURE
DRY DENSITY (PCF)
% RELATIVE COMPACTION
REQUIRED COMPACTION
PROCTOR ID NUMBER
MAXIMUM DRY DENSITY (PCF)
OPTIMUM MOISTURE CONTENT
ELEVATION
TEST LOCATION OR
STATION NUMBER
Lift 2
Station 5+05
Subgrade
Restore
(Perimeter
Modifications)
19.8
99.0
PHRL B2

90%
94.9%

94.0
22.7
21.3
115.3
8"
48
COUNT VERIFIED BY:JCM SERIAL NO.:#36735 CONTRACTOR:Charah
± 1.0%± 2.0%GAUGE MODEL:Troxler 3430 CLIENT:DUKE Energy
AVERAGE: 2119 AVERAGE: 615 TECHNICIAN:Jason Monk PROJECT NAME:Belews Creek Cover System Modification
NUCLEAR GAUGE DENSITY AND MOISTURE TEST:ASTM D-6938-07 (SOIL)
1
DENSITY STANDARD MOISTURE STANDARD DATE:7/19/2016 PROJECT #:7810-16-0657

APPENDIX D:

Geosynthetics Documentation
(See Attached)

40 mil LLDPE Inventory Log
40 mil MQC Data
40 mil LLDPE Conformance Testing
40 mil LLDPE Panel Placement Log
40 mil LLDPE Trial Seaming Log
40 LLDPE mil NDT Seaming Log
40 mil LLDPE Destructive Test Log
40 mil LLDPE Destructive Test Results
40 mil LLDPE Repair Summary Log
GDN Deployment Log
GDN MQC Data
GDN Conformance Testing
8 oz. NWGT Deployment Log
8 oz. NWGT MQC Data
8 oz. NWGT Conformance Testing
Geosynthetic Installer Warranty

40 mil LLDPE Inventory Log

40 mil LLDPE MQC Data

352 Earls Road Middle River, MD 21220 410-335-5886 phone [phone] fax
SUBMITTAL Date: May 15 2016
COVER SHEET
Project: Pine Hall Road LF
General Contractor: Charah Inc 12601 Plantside Drive
Louisville KY
Owner: Duke EnergyBelews Creek
Submittal Ref: 40mil LLDPE Textured Manufacturers Quality Control
Certifications
REVIEWER NOTES
Note: Conformance sampling is being coordinated with Geotechnics (Pitttsburgh)
A sample 5 year NON Prorated Warranty will be provided under separate cover
Executive Offices: 500 Garrison Road, Georgetown, SC 29440  843 546-0600  800 321-1379  Sales Office: 700 Rockmead, Suite 150, Kingwood, TX 77339  281 358-4741  800 373-2478  Email: [e-mail]
24 May 2016
To Whom it May Concern
RE: UV AND OVEN AGING PER GRI GM 17
CERTIFICATION
GRI GM 17 requires that UV Resistance, Oven Aging Testing, modulus and multiaxial testing be performed once per formulation. A formulation is described as a unique
combination of virgin resin and carbon black. This testing is not specific to a particular
thickness, surface characteristic or resin lot number, but rather describes properties intrinsic to the raw materials used to manufacture the finished product. This is the
reason the UV, oven aging, modulus and multiaxial reports are for different lot numbers.
If you have any additional questions, please let me know.
Sincerely,
Nathan Ivy Corporate Quality Control/Technical Manager
Agru America
Executive Offices: 500 Garrison Road, Georgetown, SC 29440  843 546-0600  800 321-1379  Sales Office: 700 Rockmead, Suite 150, Kingwood, TX 77339  281 358-4741  800 373-2478  Email: [e-mail]
12 May 2016
Ryan Clark
Chesapeake Containment Systems, Inc. 352 Earls Rd.
Middle River, MD 21220
RE: PINE HALL ASH ROAD LF
OA#32670
CERTIFICATION
Dear Mr. Clark,
Please find certifications below for the above referenced project:
The geomembrane supplied by Agru America, Inc. will meet or exceed the projectspecifications upon approval to the clarifications (attached separately).
The geomembrane supplied by Agru America Inc. was continuously spark testedduring manufacturing and found to be free of holes and/or pin holes.
Sincerely,
Nathan Ivy Corporate Quality Control/Technical Manager
Agru America
Executive Offices: 500 Garrison Road, Georgetown, SC 29440  843 546-0600  800 321-1379  Sales Office: 700 Rockmead, Suite 150, Kingwood, TX 77339  281 358-4741  800 373-2478  Email: [e-mail]
23 February 2016
JOB NAME: CLOSED PINE HALL ROAD LF
BELEWS CREEK, NC
CLARIFICATIONS
DIRECT SHEAR IS A SITE SPECIFIC DESIGN TEST. AS SUCH, AGRU CANNOT GUARANTEE OR CERTIFY
TO RESULTS ON AN INDIVIDUAL PROJECT BASIS. WE CAN PROVIDE SAMPLES AT NO CHARGE FOR
TESTING AT A THIRD PARTY LAB, BUT CANNOT RELEASE MATERIAL FOR SHIPMENT UNTIL TESTING
IS COMPLETED AND APPROVED. IF REQUIRED
GEOMEMBRANE – SECTION 31 32 05
40 MIL LLDPE MICROSPIKE LDMSDS040BBBEG:
No clarifications.
Cust: Chesapeake Containment Systems doc 32670
PO#: 16088 Pine Hall Road Ash LF
Dest: Walnut Cove, NC
2 rolls 40LL micro (750)
roll # width length area check weld rod qty (if ordered)wgt resin lot #
G16C000374 23 750 17,250 40LL micro 2tot 1 3724 CGA810700
G16C000375 23 750 17,250 40LL micro 2tot 2 3724 CGA810700
7448
English Dimensions
CHES CONT Pine Hall Road Ash LF, Walnut Cove, NC doc 32670 list (2m).xls Page 1

40 LL MICROSPIKECGA810700G16C000374ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness
Length
Width
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
( 2 inches / minute)TD
Tensile Elongation
ASTM D6693
Lo = 1.3" Yield
Lo = 2.0" Break
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)
Customer:
PO:
Destination:
Production Date:
Signature:
Quality Control Department
g/cc
%
%
N
N
ppi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
mm mil40
228.603
7.01
1.02
750
23
185
.934
.37
2.4
10 in Category 1
88
12522
Asperity
ASTM D7466
Top
Bottom
37
37
mil
mil
Grade:7104
3415
3133
423
570
33
27120.1
391.4
2/15/2016
psi
psi
ppiMDN/mm 13724Average Strength @ Break
%
MD
TD
MD
TD
lbs.N146.8
Chesapeake Containment Systems
16088 Pine Hall Road Ash LF
Walnut Cove, NC
Average
Average Density
METRIC ENGLISH
Average Peak Load
mm
mm
.94
.94
OA#:32670
Maria Coffey
METRIC ENGLISH
mm mil
mm
mm
mil
mil
MIN:37
MAX:41
AVE:39
.93
1.03
.99
mm
mm
mm

40 LL MICROSPIKECGA810700G16C000375ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness
Length
Width
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
( 2 inches / minute)TD
Tensile Elongation
ASTM D6693
Lo = 1.3" Yield
Lo = 2.0" Break
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)
Customer:
PO:
Destination:
Production Date:
Signature:
Quality Control Department
g/cc
%
%
N
N
ppi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
mm mil40
228.603
7.01
1.02
750
23
185
.934
.37
2.3
10 in Category 1
88
14525
Asperity
ASTM D7466
Top
Bottom
37
37
mil
mil
Grade:7104
3349
3627
451
555
33
27120.1
391.4
2/16/2016
psi
psi
ppiMDN/mm 13423Average Strength @ Break
%
MD
TD
MD
TD
lbs.N146.8
Chesapeake Containment Systems
16088 Pine Hall Road Ash LF
Walnut Cove, NC
Average
Average Density
METRIC ENGLISH
Average Peak Load
mm
mm
.94
.94
OA#:32670
Maria Coffey
METRIC ENGLISH
mm mil
mm
mm
mil
mil
MIN:36
MAX:44
AVE:39
.92
1.11
1.00
mm
mm
mm
Product: PE 7104 BULK
Lot Number: CGA810700 ____________________________________________________________________________
Property Test Method Value Unit____________________________________________________________________________
Melt Index ASTM D1238 0.35 g/10mi
HLMI ASTM D1238 14.69 g/10mi
Pellet Count ST-905 32 pel/g
Production date 20160111
Density D1505 or D4883 0.918 g/cm3____________________________________________________________________________

The data set forth herein have been carefully compiled by Chevron Phillips Chemical Company LP (CPChem).
However, there is no warranty of any kind, either expressed or implied, applicable to its use, and the user assumes
all risk and liability in connection therewith.
KEVIN AYRES
QUALITY ASSURANCE SUPERINTENDENT
For CoA questions contact Customer Service Representative at [phone]
AGRU AMERICA INC:GEORGETOWN
500 GARRISON RD
GEORGETOWN SC 29440
USA
Recipient: PALMER
Fax:
CoA Date: 01/16/2016
Delivery #: 89192697
Page 1 of 1
PO #: 010019
Weight: 192800 LB
Ship Date: 01/16/2016
Package: BULK
Mode: Hopper Car
Car #: CPCX814678
Seal No: 43011
Shipped To:
Certificate of Analysis
June 17, 2015
Grant Palmer
Agru America
500 Garrison Road
Georgetown, SC 29440
Dear Grant:
This letter is to report the final results of oven-aging and UV-aging tests (according to GRI-GM13 and GRI-GM17) on Agru America black sheet samples that you provided to us recently. These tests were
performed by CPChem’s Materials Evaluation Laboratory in Bartlesville, OK. The tests were completed
June 2015.

The GRI-GM13 (HDPE) and GRI-GM17 (LLDPE) durability tests were done according to the following
procedures.

Test Exposure Method
HP-OIT 150 °C, 500 psi oxygen D5885
Oven Aging 90 days, 85 °C D5721
UV Aging 1600 UV hrs (Conditions were 20 hours UVA-340 at 75 °C followed by 4 hrs
dark with condensation at 60 °C. Irradiance was 0.72 W/m2 at 340 nm.)
D7238

Oven-Aging Results

Sample Initial HP-
OIT (min)
HP-OIT Value
after Oven Aging
90 Days (min)
% HP-OIT
Retained after
Oven Aging 90
Days
GRI-GM13 and
GRI-GM17% Retained
Requirement
(Oven Aging 90 Days)
60 mil HDPE
Roll # G14F514045
from Marlex® K307
Polyethylene
Lot # H71-4-1337

1066

883

83

80
40 mil LLDPE
Roll # G14C243027
from Marlex® 7104
Polyethylene
Lot # CEC810320

512

422

82

60

Yingying Lu, Ph.D., Geomembrane Technical Service & Applications Development
Highways 60 & 123, Bartlesville Research and Technology Center, Room 149 PTC
Bartlesville, OK 74003
918-977-6894 [e-mail] Fax: [phone]  www.cpchem.com

YL 06/17/15 Page 2
UV-Aging Results

Sample
Initial HP-
OIT (min)
HP-OIT Value after
UV Aging (min)
% HP-OIT
Retained
GRI-GM13 and GRI-
GM17 % Retained
Requirement
60 mil HDPE
Roll # G14F514045
from Marlex® K307
Polyethylene
Lot # H71-4-1337

1066

930

87

50
40 mil LLDPE
Roll # G14C243027
from Marlex® 7104
Polyethylene
Lot # CEC810320

512

351

69

35

According to these test results, the durability requirements are met.

If you have any questions, please call me at 918-977-6894.

Sincerely,
Yingying Lu, Ph. D.
Polyethylene Technical Service and Applications Development

Any technical advice, recommendations, results, or analysis ("Information") contained herein, including, without limitation,
Information as it may relate to the selection of a specific product ("Product") for your use and application, is given without warranty
or guarantee and is accepted at your sole risk. It is imperative that you test the Information (and Product, if applicable) to
determine to your own satisfaction whether the Information (and Product, if applicable) are suitable for your intended use and
application. You expressly assume, and release Chevron Phillips Chemical Company, from all risk and liability, whether
based in contract, tort or otherwise, in connection with the use of, or results obtained from, such Information (and
Product, if applicable).

TRI / Environmental, Inc.
A Texas Research International Company
GEOMEMBRANE TEST RESULTS
TRI Client: Agru America
Material: 40 mil. Microspike LLDPE Geomembrane Resin: Chevron Marlex 7104 LLDPE
Roll Number: 303112-13 Resin Lot #: CCN811900
TRI Log #: E2375-24-04
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
2% Secant Modulus (ASTM D 5323)
MD 2% Secant Modulus (psi)34530 33311 37457 36861 40240 36480 2696
MD 2% Secant Modulus (lb/in)1744 1782 1794 1773 1887 1796 54
TD 2% Secant Modulus (psi)44698 44751 47500 37885 49374 44842 4360
TD 2% Secant Modulus (lb/in)2007 2099 2109 1769 2355 2068 211
MD Machine Direction TD Transverse Direction
The testing is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply
to samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the final use and purpose of the material.
TRI observes and maintains client confidentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.
page 2 of 2
GeosyntheticTesting.com
9063 Bee Caves Road / Austin, TX 78733 / 512 263 2101 / fax: [phone]
TRI / Environmental, Inc.
A Texas Research International Company
GEOMEMBRANE TEST RESULTS
TRI Client: Agru America
Project:GRI GM17 compliance 2010
Material: AGRU 40 mil Microspike LLDPE Geomembrane
Roll #: 319110.10 (Chevron 7104 LLDPE resin lot CAA810800)
TRI Log #: E2341-52-07
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Multi-axial Tensile (ASTM D 5617)Test Method A: Centerpoint Deflection Versus Pressure
Thickness (mils)43 43 40 42 2
Maximum Stress (psi)1765 1558 1643 1655 104
% Elongation @ Rupture (%)76.9 76.3 81.6 78.3 2.9 30 min
Failure Description H-CAT MDT MDT
N-EF N-EF N-EF
MDT A tear in the machine direction.
TDT A tear in the transverse direction.
H Circular or elliptical hole in the specimen.
H-CAT Circular or elliptical hole in an area where the material has significantly necked down
or thinned. The large thinned area resembles a pupil of a cat eye.
N-EF No edge failure
MD Machine Direction TD Transverse Direction NA Not Available
The testing is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply
to samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the final use and purpose of the material.
TRI observes and maintains client confidentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.
page 2 of 2GeosyntheticTesting.com
9063 Bee Caves Road / Austin, TX 78733 / 512 263 2101 / fax: [phone]

40 mil LLDPE Conformance Testing

40 mil LLDPE Panel Placement Log

40 mil LLDPE Trial Seaming Log

40 mil LLDPE Seaming Log

40 PLOLLDPE NDT Seaming Log

40 mil LLDPE Destructive Test Log

40 mil LLDPE Destructive Test Results

40 mil LLDPE Repair Summary Log

GDN Deployment Log

GDN MQC Data

Ref. : Pine Hall Road Ash Landfill Cap, NC
Customer P.O. # 16086Product : TN 350-2-6
Test Method Unit Value Qualifier
ASTM D 5199 mil 330 MAV6
ASTM D 4218 %2.0 - 3.0 Range
ASTM D 12382 g/10 min 1.0 Maximum
ASTM D 1505 g/cm3 0.94 MAV
ASTM D 7005 lb/in 1.0 MAV
ASTM D 4716 m2/sec 1.0 x 10-3 MAV
ASTM D 5261 oz/yd2 6.0 MARV5
ASTM D 4632 lbs 160 MARV
ASTM D 4632 %50 MARV
ASTM D 6241 lbs 475 MARV
ASTM D 4491 sec-1 0.30 MARV
ASTM D 4751 US Sieve 70 MaxARV
ASTM D 4355 %/hrs 70/500 MARV
Notes:
1.
2.
3.
4.
5.
6.
Chesapeake Containment Systems, Inc.
Rajesh Patel
QA Manager
UV Resistance
AOS
Minium average value
Transmissivity measured using water at 21 +2 o C (70+4 o F) with a gradient of 0.33 and a confining pressure of 1,000
psf between soil & geomembrane after 24 hours.
Sincerely,
Geotextile and Geonet properties are prior to lamination.
Geotextile data is provided by the supplier.
MARV is statistically defined as mean minus two standard deviations and it is the value which is exceeded by 97.5% of all
the test data.
Rajesh Patel
Condition 190/2.16
Permittivity
Melt Flow
Property
Fabric Weight
Geonet3
Grab Elongation
Thickness
Density
Composite
Carbon Black
We hereby certify that the TN 350-2-6 drainage geocomposite, meets or exceeds the project requirements as
stated in the specifications. The properties listed in this section are:
CBR Puncture
Transmissivity1
Geotextile3 & 4
May 23, 2016
352 Earls Road
Middle River, MD, 21220
Ply Adhesion
Grab Strength
571 Industrial Parkway, Commerce, GA 30529 * Ph : 706-336-7000 * Fax : [phone] * Email : [e-mail]
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GDN Conformance Testing

8 oz. NWGT Deployment Log

8 oz. NWGT MQC Data

QUALITY POLICY

Hanes Geo Components’ goal is to be a preferred supplier to all of its customers
and capable employees are the most valuable asset in achieving this goal as
they support leadership through the continuous improvement of processes and
products. The technical departments, manufacturing departments and quality
assurance departments within Hanes Geo Components all share the
responsibility for the quality of geotextiles produced in any manufacturing
location.

Quality Control

Hanes Geo Components verifies product quality at each step in the geotextile
manufacturing process. Resin quality is monitored prior to fiber or tape extrusion.
After the extrusion process, the product quality is again tested prior to use in
weaving or nonwoven fabric production. Finally, the finished fabric is evaluated
for compliance with specifications. These test results are used to certify each
shipment of fabric. All tests are conducted on equipment which is calibrated and
monitored for accuracy on a specified schedule.

Raw Materials

Hanes Geo Components uses polypropylene resin in the manufacture of its
woven and nonwoven geotextiles. Polypropylene is obtained from propylene gas,
a byproduct of oil refining. It is resistant to commonly encountered soil chemicals,
mildew, and insects and is non-biodegradable.

The wide pH range of polypropylene, 2-13, provides excellent resistance to
varying types of chemical exposure. While acids affect the physical stability of
polyester, they have little effect on polypropylene.

Another physical attribute of polypropylene is its low specific gravity of 0.90. The
specific gravity of water is 1.0, thereby making polypropylene the only fiber that is
lighter than water.

The resin used in the processing of Hanes Geo Components’ woven and
nonwoven geotextiles is the highest quality available. Resin is delivered to the
manufacturing locations by either railcars or bulk trucks. Each batch of
polypropylene resin is tested for comparison with internal specifications. When
resin is received by rail, at least two of the four compartments are tested. At least
one test is conducted on each tanker of resin received.

Page 2

Production Control and Testing

Nonwoven Fabric:

Resin that has been tested and accepted for use is utilized in the fiber extrusion
process. Quality control tests are conducted for fiber melt flow, tensile strength,
elongation, percent finish, crimp, denier, and cut length. Fiber data is recorded by
production date and line number. Off quality fiber is sold to distressed fiber
brokers or reclaimed for in-house use.

After production and quality control testing, fiber is carded and run through a
needlepunching process. Needlepunching fabrics designed for waste related
applications are then subjected to state of the art needle detection. Any needle
fragments found are removed. If fragments cannot be removed, the affected
portion of fabric is discarded.

During the production of any nonwoven fabric, samples representing 10% of
production are taken to the Quality Assurance Lab for acceptance testing. These
samples are tested for fabric weight, tensile strength, elongation, thickness,
trapezoidal tear strength, puncture strength, and burst strength to verify property
conformance. Fabric ultraviolet strength retention, apparent opening size, and
hydraulic properties are tested on a random basis at fewer frequencies, detailed
below.

Page 3

Nonwoven Fabric:

Test Frequencies for Nonwoven Civil Engineering Fabrics

Index Tests Test Method Testing Frequency
Weight ASTM-D-5261 100,000 ft² (9,290 m²
Grab Tensile ASTM-D-4632 100,000 ft² (9,290 m²)
Grab Elongation ASTM-D-4632 100,000 ft² (11,150 m²)
Mullen Burst ASTM-D-3786 120,000 ft² (11,150 m²)
Puncture ASTM-D-4833 120,000 ft² (11,150 m²)
Trapezoidal Tear ASTM-D-4533 120,000 ft² (9,290 m²)
Thickness ASTM-D-5199 One per product
Minimum run
Permittivity ASTM-D-4491 Once per production run
AOS ASTM-D-4751 Once per production run
UV Resistance ASTM-D-4355 Per formulation change

Index Tests Test Method Testing Frequency
Wide Width Tensile ASTM-D-4595 *
Wide Width Elongation ASTM-D-4595 *

*Performance testing conducted at regular frequencies depending on customer
requirements, intended geotextile application, etc.

Page 4
Nonwoven Fabric (continued):

Provided that the lab tests reveal property conformance, production continues
and sampling resumes on material at the regular intervals shown in the table.
This frequency is considered standard procedure, but may increase if deemed
necessary by the process engineer. In the event that the sample tested is not in
conformance with any one of the properties specified, the process is corrected
and the next available sample is taken to the Quality Control Lab. Production
quantities represented by nonconforming samples are downgraded and sold to
distressed fabric brokers or removed from the core and reclaimed for in house
use. Standard testing procedures resume once the samples tested prove to be in
conformance with requirements. Attachment A is a flowchart for the nonwoven
production process from raw material testing to fabric shipment.

Woven Fabric:

After quality control testing and approval, resin is used in extrusion of
monofilament and flat slit film. During production, quality control tests are
conducted for tensile, elongation, color, yarn dimensions, and denier. Yarn test
results are recorded by production line, date and shift. Off quality yarns are sold
to distressed yarn brokers or removed from the yarn tube and reclaimed for in
house use.

Quality warp yarns are used in the beaming operation. Visual observations are
made to insure that warps produced in beaming have no soft spots, burned
selvages, or ridges. Defective warps are removed from the beam and reclaimed
for in house use.

Fabric is woven on modified Sulzer weaving machines. Fabric is routinely tested
for grab strength, elongation, burst, puncture, trapezoid tear strength. Woven
fabric test frequencies vary by style and application and have been set based on
statistical analysis of test data. Strength retention after UV exposure is tested
quarterly.

If a laboratory failure occurs, necessary process corrections are made and every
roll doffed is tested until all tests are passed. Woven fabric test results are
recorded by style, roll number, loom, and date. Fabric failing the prescribed test
is down graded and sold to distressed fabric brokers or removed from the core
and reclaimed for in house use. A flowchart for the weaving process is given in
Attachment B.

Page 5
DOCUMENT #: 1 QUALITY PLAN FOR: SILT FENCE MACHINES

PROCESS OBJECTIVE: To confirm that all product processed conform to all established requirements and expectations of our internal and external customers.
PROCESS STEP VERIFICATION ACTIVITY CHECK GAUGE OR METHOD
FORMS/
DOCUMENTS
(Proof of Verification) CHECKED BY
FREQUENCY OF
INSPECTION / LOT SIZE
REACTION PLAN (NON-
CONFORMANCE FOUND)
LOADING MASTER ROLL
VERIFY MASTER ROLL QUALITY (MATERIAL APPEARANCE, CORE
QUALITY, OR OTHER
FACTORS INFLUENCING
FINISHED ROLL QUALITY)
Make sure Product is approved for the State DOT Silt fences
VISUAL N/A OPERATOR EACH MASTER ROLL NOTIFY SUPERVISOR
LOADING MASTER ROLL VERIFY WIDTH TAPE MEASURE N/A OPERATOR EACH MASTER ROLL
NOTIFY SUPERVISOR
and/or PRODUCT
MANAGER
STAKES QUALITY VERTIFY STAKES ARE CORRECT SIZE AND THAT BAR CODE IS ACCURATE
TAPE MEASURE/ VISUAL N/A OPERATOR EACH PALLET NOTIFY SUPERVISOR and/or PRODUCT MANAGER
CONVERTING ORDER
SPECIFICATIONS
VERIFY ALL CONVERTING
ORDER SPECIFICATIONS HAVE BEEN COMPLETED VISUAL INITIAL ORDER OPERATOR EACH CONVERTING
ORDER
NOTIFY SUPERVISOR PER
NONCONFORMANCE
PROCEDURE
CUSTOMER SPECIAL INSTRUCTIONS
VERIFY ALL APPROPRIATE
SPECIAL INSTRUCTIONS ON CONVERTING ORDER HAVE BEEN COMPLETED
VISUAL INITIAL ORDER OPERATOR EACH CONVERTING ORDER
NOTIFY CUSTOMER
SERVICE OR
OPERATIONS
MANAGEMENT IF ANY INSTRUCTION CANNOT
BE COMPLETED
APPLYING BAR CODE
STICKER LABEL
PLACE BAR CODE LABLE ON
PALLET WHNE COMPLETE VISUAL N/A OPERATOR EACH PALLET REMOVE IMPROPER
LABEL AND RELABEL

INSPECT FINISHED PRODUCT FOR PROPER LABEL
VERIFY EACH LABEL IS FLAT
AND NOT FOLDED VISUAL N/A OPERATOR EACH PALLET REMOVE IMPROPER
LABEL AND RELABEL
PALLET HAS PROPER
AMOUNT
CHECK MASTER LIST FOR
PROPER PIECE QUANTITIES VISUAL CONVERTING
ORDER OPERATOR EACH PALLET
ADD OR REMOVE
ROLLS UNTIL DESIRED
QUANTITY IS REACHED/NOTIFY
SUPERVISOR/PRODUCT
MANAGER IF
UNACHIEVABLE
FINISHED PALLET
APPEARANCE PACKED NEATLY VISUAL CONVERTING
ORDER OPERATOR EACH PALLET
NOTIFY
SUPERVISOR/PRODUCT
MANAGER (RECASE
IFAPPLICABLE)

Quality Control Data Entry

Quality control data for woven geotextiles is generated corresponding to master
rolls of approximately 1000 linear yards. Each master roll is then packaged into
smaller rolls for shipping in sizes specified for each product style.

Nonwoven quality control data is generated corresponding to finished production
rolls. Nonwoven and woven geotextile data is then recorded by roll number for
inventory, identification, and quality control purposes.

Packaging, Storage and Handling

Geotextile fabrics are identified, packaged, stored and handled in accordance
with ASTM-D-4873. All rolls are wrapped in a heavy duty polyethylene stretch
wrap. Each roll is labeled with identification numbers on a three part form, such
as the sample label shown in Attachment C. These identification labels are
placed both on the outside wrapping of the geotextile roll and inside the roll core.
Wrapped and labeled geotextile rolls are stored in a dry, clean environment until
the products are shipped from our facilities.

Page 6

Page 7

Certification

A letter of certification is generated upon request. This letter shows test data
consistent with Hanes Geo Components’ specified testing procedures, and
certifying Hanes Geo Components published minimum average roll values for the
geotextile.

Shipping

Geotextile rolls are retrieved from storage areas using fork lifts fitted with poles
and loaded into specified covered trucks or on flatbeds for shipment. The
identified numbers of the geotextile rolls loaded are recorded and a bill of lading
is included in each shipment of geotextile. The shipping identification is
referenced in the certification letter prepared for that shipment of fabric.

Geotextiles are tough, durable products which
provide cost effective solutions to a wide vari-
ety of civil engineering construction problems.
As with any construction material, geotextiles
must be handled and stored properly to assure
that the specified physical properties are re-
tained to serve project needs. This technical
note provides guidance for protecting geotex-
tiles during on-site handling and storage.
What is the recommended approach for the
handling and storage of WEBTEC geotextiles?
The objective of geotextile handling and stor-
age is to safely transport and store the
geotextile rolls at the project site without dam-
aging the geotextile or unduly exposing it to
ultraviolet (UV) light, moisture or other contami-
nation. The American Society For Testing and
Materials (ASTM) has published an industry
standard titled “Standard Guide for Identifi-
cation, Storage, and Handling of Geotextiles”
(ASTM D 4873). Hanes Geo Components
recommends the guidelines published in this
standard be followed for the handling and storage
of Hanes Geo geotextiles. The following additional
recommendations supplement the ASTM guidelines.
Site Unloading:A forklift or front end loader
fitted with a long, tapered pole is recommended
for unloading geotextile rolls. The pole, shown
in figure 1, is often referred to as a “carpet
pole” or “stinger”. The carpet pole is inserted
into the geotextile roll core and the roll is lifted
off of the truck bed. The pole should be long
enough to extend at least 2/3 of the way into the
geotextile roll core to avoid the possibility of
breaking or damaging the roll core.
Geotextile rolls may also be lifted from flatbed
trailers using nylon straps or rope and a crane,
backhoe, or bulldozer. No more than three
geotextile rolls should be lifted at a time.
Exceeding this number may cause damage to
the roll core and hamper geotextile deployment.
Chains and cables should not be used to lift
geotextile rolls.
Site Handling: Rolls of geotextile should
always be lifted off of the ground surface prior
to moving. Dragging the geotextile and operat-
ing equipment on the geotextile should be
avoided at all times. Not only is physical dam-
age of concern, but the geotextile might also
become contaminated with dirt and other mate-
rials. Such contamination can significantly
reduce the geotextile’s ability to perform its
intended function in some applications.
Site Storage:The geotextile rolls should be
adequately protected from moisture and
ultraviolet light exposure during storage on
site. A protective wrapping which meets the
Handling and Storage of Geotextiles
Technical
Note No. 2
Figure 1.
requirements of ASTM D 4873 should be
kept on the roll until the geotextile is installed.
If stored outdoors, the geotextile should be
elevated from the ground surface and covered
with a tarpaulin or opaque plastic as shown
in figure 2.
What if it is impossible to follow these
recommendations?
Thedescribedrecommendationsrepresent
theindustry-acceptedstandardforthehan-
dling and storage of geotextiles. WEBTEC does
not recommenddeviatingfromthisstandard.
However,conditionsataconstructionsitemay
arisewhichmakeitimpossibletoadhereto
acceptedpractice.Insuchcases,contingency
proceduresmaybeadoptedwhichallow
constructiontocontinuewithoutcompromis-
ingprojectquality.Theremainderofthis
technicalnoteprovidessomehelpfulhintsfor
proceedingwithgeotextileconstructionwhen
recommendedprocedurescannotbefollowed.
How can geotextiles be unloaded if the
recommended equipment is not available?
The equipment recommended to unload
geotextile rolls is not always available at
construction sites. In these cases, other
methods can be used for unloading geotextile
rolls. If unloaded with care, the geotextile will
remain suitable for construction.
A roll puller, nylon strap, or rope can be used
to unload geotextile rolls from an enclosed
trailer if a carpet pole is not available. Roll
pullers are devices which are inserted into the
roll core and attached via a chain or strap to a
loader, bulldozer, or other vehicle as shown in
figure 3. As the vehicle pulls, the roll puller
expands against the inside of the roll core and
drags the roll to the edge of the truck bed and
down to the ground surface. Nylon straps or
ropes may also be wrapped around the geot-
extile roll using a slip knot. Again the roll is
dragged to the edge of the truck and down to
the ground surface. A tarpaulin, sheet of plas-
tic, or fabric should be placed on the ground
where the geotextile rolls are to be unloaded.
What should be done if the geotextile roll or
protective wrapping is damaged?
In most cases, damage to a roll of geotextile is
limited to the protective wrapping. If the wrap-
ping is damaged, proper storage of the
geotextile is particularly critical. The rolls must
be elevated off of the ground surface and
securely covered with a tarpaulin or opaque
plastic. If the outer layer of the geotextile itself
is damaged, it is permissible during installation
to remove the outermost wraps of the roll and
discard the damaged material. The remaining
undamaged material is suitable for construc-
tion. Removing the outermost wrap of
geotextile is also acceptable when a roll is
exposed to sunlight for a time period beyond
that permitted by the project specifications.
The remaining unexposed material is suitable
for construction.
2
Figure 2.
Why must geotextile rolls be kept dry during
storage?
Exposing geotextile rolls to moisture or water
prior to installation can lead to serious handling
problems. Nonwoven geotextiles in particular
can absorb up to three times their weight in
water. Also, the cores on which the geotextile
rolls are wound are manufactured from lami-
nated paper. When wet, the strength of these
cores is seriously diminished to the point where
the core will not support the weight of the geot-
extile. As a result, it can be extremely difficult to
install wet rolls of geotextile. In addition, it is
nearly impossible to unroll wet, frozen geotex-
tile without first allowing it to thaw.
What can be done if geotextile rolls become
wet?
If geotextile rolls become wet, it is permissible
to remove the waterproof cover to allow for a
few days of exposure to sun and wind in order
to dry the fabric. It is essential that the rolls be
elevated during this process. It is also possible
to remove the protective wrapping from one
end of the roll and elevate the opposite end of
the roll. The majority of excess water will then
flow out of the geotextile.
In most cases these procedures will not allow
the fabric to dry completely. Once unrolled
during installation, the geotextile will dry very
quickly in the sun and wind. However, it should
be noted that nonwoven geotextiles used in
conjunction with asphalt overlays of existing
pavements must be completely dry prior to
installation.
How long may a geotextile be exposed to
ultraviolet light?
Geotextiles, which are polymer geosynthetics,
slowly degrade in the presence of ultraviolet
light. WEBTEC geotextiles are protected with
ultraviolet stabilizing chemicals to keep this
degradation to a minimum. It is advisable to
limit geotextile exposure to sunlight until
just before installation. Acceptable limits of
exposure to ultraviolet light depend upon site
environmental conditions (temperature,
latitude, time of year, wind, etc.) and the as-
sumptions used by the engineer during design.
Thegeotextileshouldalwaysbeinstalled
withinthetimeperiodrequiredbytheproject
specifications.Ifnotimerequirementsare
provided,itisgenerallyrecommendedthat
geotextileexposuretoultravioletlightbelimited
toatimeperiodofapproximatelytwoweeks.
Are extreme temperatures during storage
harmful to geotextiles?
Excessive cold temperatures normally found
at construction sites, even in the coldest
climates, do not pose a threat to geotextiles.
The temperatures at which construction work
can progress are more than adequate for
geotextile use.
Extreme heat can damage geotextiles by alter-
ing their molecular composition. Both woven
and nonwoven geotextiles are manufactured by
3
Figure 3.
orienting long chain polymer molecules. It is this
orientation of molecules which gives the
geotextile fibers their strength and other
physical properties. Exposing geotextiles to
temperatures can cause the polymer molecules
to revert back to their random, natural orienta-
tion. The result is a loss of strength and other
physical properties.
For polypropylene geotextiles, this reorientation
process occurs at approximately 350°F. It is
generally recommended to limit long-term
exposure of geotextiles to temperatures less
than 200°F. Care should also be taken to avoid
local sources of extreme heat. These sources
would include the welding equipment used to
seam geomembrane liners on landfill construc-
tion sites.
Note: This technical note does not purport to address all of the safety problems associated with storage and handling of geotextiles. It is the responsibility of the user of this
technicalnotetoestablishappropriatesafetypracticesanddeterminetheapplicabilityofregulatorylimitationspriortouse.

April 15, 2016

Duke Power

REF: Certificate of Compliance Certification TerraTex N08E nonwoven geotextile

This is to certify that the TerraTex N08E is a nonwoven geotextile made up of polypropylene
fibers. These fibers are needled to form a stable and durable network such that the fibers
retain their relative position. It is non-biodegradable and resistant to most soil chemicals,
acids and alkali with a pH range of 3 to 12. TerraTex N08E is manufactured to meet or
exceed the following minimum average roll values:

Minimum Average
Roll Value
Property Test Method English

Weight ASTM D-3776 8.0 oz/yd2
Tensile Strength ASTM D-4632 225 lb
Tensile Elongation ASTM D-4632 50%
Mullen Burst ASTM D-3786 425 psi
Puncture Strength ASTM D-4833 130 lb
Trapezoid Tear ASTM D-4533 95 lb
UV Resistance ASTM D-4355 70% @ 500 hr
AOS ASTM D-4751 80 US Sieve
Permittivity ASTM D-4491 1.26 sec-1
Water Flow Rate ASTM D-4491 100 gal/min/ft2
Thickness ASTM D-1777 100 mils

Attached, Representative Quality Control Test Data

Sincerely,
Keith Harris
Technical Director

8 oz. NWGT Conformance Testing

Geosynthetic Installer Warranty

CHESAPEAKE CONTAINMENT SYSTEMS, INC.
LIMITED WORKMANSHIP WARRANTY
Warranty No._16-041-1_____
Project No:16-041_________
Effective Date: 8-11-16__
PURCHASER:__Charah Inc ______ PROJECT NAME:__Duke Belews Crek Pine Hall Road___________
ADDRESS:__12601 Plantside Drive___________________
CITY, STATE,:___Louisville Kentucky_____
DESCRIPTION:__ 40mil , Geocomposite
ADDRESS:___3562 Pine Hall Road
CITY, STATE,:_Walnut Cove NC27052_______
CHESAPEAKE CONTAINMENT SYSTEMS, INC. (CCSI) warrants each CCSI LINER SYSTEM installed by CCSI to be free from
defects in workmanship. This "Workmanship Warranty" shall be in effect from the date the installation of the Liner System is
completed and accepted by the Owner for a period of FIVE YEARS (NOT PRO-RATED) of normal use in approved applications.
This Limited Warranty does not include damages or defects in the
CCSI Liner System resulting from acts of God, casualty or
catastrophe including but not limited to: earthquakes, floods, piercing
hail, tornadoes or force majeure. The term "normal use" as used
herein does not include, among other things, the exposure of CCSI
Liner System to harmful chemicals, abuse of CCSI Liner System by
machinery, equipment or people, excessive pressures or stress from
any source, subsurface or overburdened soil conditions, and total or
differential soil settlements and the effect these may have on the liner
system.
Should defects or premature loss of use within the scope of the above
Limited Workmanship Warranty occur, CCSI will, at its option,
repair or replace the CCSI Liner System at the then current price
in such manner as to charge the Purchaser/User. CCSI will have
the right to inspect and determine the cause of any alleged defect in
the CCSI Liner System and to take appropriate steps to repair or
replace the CCSI Liner System if a defect exists and is within
the term of this Limited Warranty.
Any claim for any alleged breach of this warranty must be made in
writing, by certified mail, to the President of CCSI within thirty
(30)days after the alleged defect is noticed. Should the required
notice not be given, the defect and all warranties shall be deemed to
have been waived by the Purchaser, and Purchaser shall have no right
of recovery against CCSI. In the event repairs and/or replacements
are to be effected, said repairs and/or replacements shall not become
due until the area subject to repair and/or replacement of CCSI Liner
System is available to CCSI in a clean, dry, unencumbered condition.
This includes, but is not limited to, the area made available for repair
and/or replacement of CCSI Liner System to be free from all water,
dirt, sludge, residuals, and liquids of any kind.
CCSI’s liability under this warranty shall in no event exceed the
replacement cost of the material and installation sold to the Purchaser
for the particular installation in which it failed. Further, under no
circumstances shall CCSI be liable for any special, direct, indirect, or
consequential damages arising from loss of production or any other
losses including losses due to personal injuries and product liability
owing to the failure of the material or installation and no allowance
will be made for repairs, replacements, or alterations made by the
Purchaser without the express written consent of CCSI.
CCSI neither assumes nor authorizes any person other than an officer
of CCSI to assume for it any other or additional liability in
connection with the CCSI Liner System made the basis of the Limited
Warranty. The Limited Workmanship Warranty on the CCSI Liner
System herein is given in lieu of all other possible material
warranties, either express or implied, and by accepting delivery of the
material Purchaser waives all other possible workmanship warranties,
except those specifically given.
The parties expressly agree that the sale hereunder is for commercial
or industrial use only.
CCSI’s Limited Warranty is extended to the purchaser/owner and is
non transferable and non-assignable.
Purchaser acknowledges by acceptance that the Limited
Workmanship Warranty given herein is accepted in preference to any
and all other possible workmanship warranties.
CCSI MAKES NO WARRANTY OF ANY KIND OTHER THAN THAT GIVEN ABOVE AND HEREBY DISCLAIMS ALL WARRANTIES,
BOTH EXPRESS OR IMPLIED, OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE
WARRANTY BECOMES EFFECTIVE UPON RECEIPT OF FINAL PAYMENT
I hereby state I have read and understood the above and Chesapeake Containment Systems, Inc.
foregoing Limited Warranty and agree to such by
signing hereunder
PURCHASER NAME:______________________________ ___________________________________________
SIGNATURE:_____________________________________ Ryan Clark Vice President
DATE:___________________________________________

APPENDIX E:

As-built Record Drawings
(See Attached)

As-Built Drawing of Finished Subgrade Topography
As-Built Drawing of 40 mil LLDPE Geomembrane
As-Built Drawing of Final Grade Topography
As-Built of NCDOT #57 Aggregate Extents
Pine Hall Road Landfill Modification – Survey Data Spreadsheet

As-Built Drawing of Finished Subgrade Topography

As-Built Drawing of 40 mil LLDPE Geomembrane

As-Built Drawing of Final Grade Topography

As-Built of NCDOT #57 Aggregate Extents

Pine Hall Road Landfill Modification – Survey Data Spreadsheet

REPORT OF CONSTRUCTION QUALITY ASSURANCE

CLOSED PINE HALL ROAD ASH LANDFILL MODIFICATIONS

PHASE II

BELEWS CREEK STEAM STATION

Belews Creek, North Carolina

PREPARED FOR:

Duke Energy Carolinas, LLC
3191 Pine Hall Road
Walnut Cove, North Carolina

Prepared By:

Amec Foster Wheeler
Environment & Infrastructure, Inc.

Registered in North Carolina
Engineering and Land Surveying Liscense No. F-1253
Geology License No. C-247

Amec Foster Wheeler Project Number 7810-16-0766

TABLE OF CONTENTS

SECTION PAGE

1.0 PURPOSE AND SCOPE .................................................................................................................. 1
1.1 OVERVIEW ................................................................................................................................. 1
1.2 KEY PERSONNEL ...................................................................................................................... 2
2.0 INTRODUCTION ............................................................................................................................ 4
2.1 PROJECT DESCRIPTION ........................................................................................................... 4
2.2 PROJECT DESIGN ...................................................................................................................... 5
2.2.1 Perimeter Cover System ............................................................................................................ 5
2.2.3 Design Clarification and Revisions ........................................................................................... 7
3.0 CLOSED PINE HALL ROAD ASH LANDFILL SITE PREPARATION ...................................... 9
3.1 SITE PREPARATION .................................................................................................................. 9
3.2 EXCAVATION OF PROTECTIVE COVER SOIL ..................................................................... 9
3.3 REMOVAL OF EXISTING DRAINAGE FEATURES .............................................................. 9
4.0 RESTORATION OF SUBGRADE ................................................................................................ 11
4.1 SCOPE OF WORK ..................................................................................................................... 11
4.2 SUBGRADE FOUNDATION .................................................................................................... 11
4.3 COMPACTED FILL .................................................................................................................. 12
4.3.1 Introduction ............................................................................................................................. 12
4.3.2 Material Conformance Evaluation .......................................................................................... 12
4.3.3 Placement and Compaction ..................................................................................................... 12
4.3.4 Construction Quality Control .................................................................................................. 13
5.0 40 MIL LINEAR LOW-DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE ................ 14
5.1 MATERIAL SPECIFICATION ................................................................................................. 14
5.2 CONFORMANCE TESTING .................................................................................................... 14
5.3 STORAGE AND HANDLING .................................................................................................. 15
5.4 INSTALLATION ....................................................................................................................... 16
6.0 GEOCOMPOSITE DRAINAGE LAYER ...................................................................................... 19
6.1 MATERIAL SPECIFICATION ................................................................................................. 19
6.2 CONFORMANCE TESTING .................................................................................................... 19
6.3 STORAGE AND HANDLING .................................................................................................. 20
6.4 INSTALLATION ....................................................................................................................... 20
7.0 PROTECTIVE COVER LAYER MODIFICATIONS ................................................................... 22
7.1 DRAINAGE AGGREGATE ...................................................................................................... 22
7.2 8 OZ. NONWOVEN GEOTEXTILE ......................................................................................... 22
7.2.1 Material specification .............................................................................................................. 22
7.2.2 Conformance testing ............................................................................................................... 23
7.2.3 Storage and Handling .............................................................................................................. 23
7.2.4 Installation ............................................................................................................................... 23
7.3 COVER SOIL AND VEGETATIVE COVER ........................................................................... 23

Appendices:

Appendix A – Photograph Log

Appendix B – Laboratory Testing
Particle Size Distribution
Liquid Limit, Plastic Limit, Plasticity Index
Standard Proctor Compaction

Appendix C – Field Testing
One-Point Proctor
Relative Compaction Testing

Appendix D – Geosynthetics Documentation
40 mil LLDPE Inventory Log
40 mil LLDPE MQC Data
40 mil LLDPE Conformance Testing
40 mil LLDPE Panel Placement Log
40 mil LLDPE Trial Seaming Log
40 mil LLDPE Seaming Log
40 mil LLDPE NDT Seaming Log
40 mil LLDPE Destructive Test Log
40 mil LLDPE Destructive Test Results
40 mil LLDPE Repair Summary Log
GDN Deployment Log
GDN MQC Data
GDN Conformance Testing
8 oz. NWGT Deployment Log
8 oz. NWGT MQC Data
Geosynthetic Installer Warranty

Appendix E – As-Built Record Drawings
As-Built Drawing of Existing Grade Topography
As-Built Drawing of Finished Subgrade Topography
As-Built Drawing of 40 mil LLDPE Geomembrane
As-Built of NCDOT #57 Aggregate Extents
Pine Hall Road Ash Landfill Modification –Survey Data Spreadsheet
As-Built Drawing of Final Grade Topography

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1.0 PURPOSE AND SCOPE

1.1 OVERVIEW

This report presents a summary of the Construction Quality Assurance (CQA) activities performed by
Amec Foster Wheeler of Abingdon, Virginia during the second phase of modifications to the Closed
Pine Hall Road Ash Landfill located in Belews Creek, Stokes County, North Carolina. Amec Foster
Wheeler was retained by Duke Energy Carolinas, LLC (Duke Energy) to perform CQA monitoring and
testing during construction activities in accordance with the Technical Specifications, CQA Plan, and
Construction Drawings for the Closed Pine Hall Road Ash Landfill Phase II modifications. Amec
Foster Wheeler served as the CQA Engineer and CQA Engineering Technicians as defined in the above
mentioned documents. The CQA activities performed by Amec Foster Wheeler included observation
and/or testing of:

Excavation of existing protective cover soils on a part-time basis;
Removal of existing drainage appurtenances (12-inch wide aggregate drain, 12-inch drainage panel
tees, 12-inch to 4-inch flat outlet adapters, 4-inch corrugated HDPE panel drain outlet pipes, and
perimeter drains) on a part-time basis;
Restoration of the subgrade beneath the geosynthetics liner system;
Geosynthetic cover system modifications; and,
Protective cover modifications on a part-time basis.

The CQA activities were performed to confirm that the construction materials and procedures used to
modify the Closed Pine Hall Road Ash Landfill were in compliance with the requirements of the
Technical Specifications, CQA Plan, and Construction Drawings. Appendix A, Photograph Log,
includes photographs of the key construction elements of the Closed Pine Hall Road Ash Landfill
modifications. This report includes the CQA record as-built drawings and other documents for
modifications for the Closed Pine Hall Road Ash Landfill.

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1.2 KEY PERSONNEL

A list of the key organizations that participated in the modification of the closed Pine Hall Road Ash
Landfill at the Belews Creek Steam Station is presented below:

OWNER & OPERATOR
Duke Energy Carolinas, LLC (Duke Energy)
3191 Pine Hall Road
Walnut Cove, North Carolina
Owners Representative – Steven Wellman

CONSTRUCTION QUALITY ASSURANCE
Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler)
1070 West Main Street, Suite 5
Abingdon, Virginia 24210
CQA Engineer - Mr. Jon McDaniel, P.E.

DESIGN ENGINEER
Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler)
2801 Yorkmont Road, Suite 100
Charlotte, North Carolina 28208
Engineer of Record - Mr. Mark Shumpert, P.E.

GENERAL CONTRACTOR
Charah, Inc.
12601 Plantside Drive
Louisville, KY
Project Engineer - Mr. Stephen Carroll

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GEOSYNTHETIC INSTALLER
Chesapeake Containment Systems, Inc.
2960-D Salisbury Highway
Statesville, NC 28677
Vice President – Ryan Clark

RECORD SURVEYOR
ESP Associates, P.A.
7011 Albert Pick Road
Greensboro, NC 28027
Project Manager – John P. Scoville, L.S.

GEOSYNTHETICS MATERIALS TESTING LABORATORY
Geotechnics, Inc.
544 Braddock Avenue
East Pittsburgh, Pennsylvania 15112
Lab Manager – Mr. JP Kline, P.E.

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2.0 INTRODUCTION

2.1 PROJECT DESCRIPTION

The Pine Hall Road Ash Landfill is a closed solid waste facility located in Belews Creek, Stokes
County, North Carolina at Duke Energy’s Belews Creek Steam Station. The original design of the solid
waste facility required the construction of three benches terraced around the landfill’s slopes. The
lowest bench was designated with the title of Bench #1, the middle bench was designated with the title
of Bench #2, and the upper bench was designated with the title of Bench #3. The solid waste facility
was closed in 2009 by installing a geosynthetic cover system. Since closure, some of the cover system’s
drainage features in the western region to northern region of the facility have been observed to
inadequately convey the cover system drainage. Duke Energy performed an evaluation of the existing
cover system and concluded the following for Bench #2 and the landfill’s western perimeter cover
systems:

The existing cover drainage system was in need of improvement; and,
Modification to the original closure design is necessary to improve cover system drainage.

Phase I modifications were completed in July of 2016 to improve cover system drainage along Bench #2
and a portion of the landfill’s western perimeter at the Closed Pine Hall Road Ash Landfill. Details of the
improvements performed to Bench #2 and the landfill’s western perimeter during the Phase I
modifications are documented in the CQA Report for the Closed Pine Hall Road Ash Landfill
Modifications dated October 4, 2016. Duke Energy determined, after completing the Phase I
modifications at the Closed Pine Hall Road Ash Landfill, that a second phase of modifications (Phase II)
were necessary to extend the landfill’s Phase I western perimeter modifications from approximately
station 6+30 to station 11+00 and modify the landfill’s northern perimeter from station -1+30 to station
8+70. Phase II station orientation can be found in the as-built drawings located in Appendix E.

The original Phase II modification construction drawings excluded modifying the perimeter drain
between station 8+70 to station 11+00 to avoid disturbing the existing slope drain, stormwater vault,
and other surface drainage features. During a progress meeting held on October 20, 2016, project
stakeholders determined the following design changes needed to be implemented to improve the
transition from the western and northern perimeter drains to the existing perimeter outlet drain and
prevent disturbance to the existing slope drain, stormwater vault, and other surface drainage features:
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Extend perimeter drain modifications along the landfill’s western perimeter to approximately
station 11+45;
Extend perimeter drain modifications along the landfill’s northern perimeter to station 8+92;
and,
Exclude perimeter drain modifications from approximately station 8+92 to station 11+45.

2.2 PROJECT DESIGN

The Closed Pine Hall Road Ash Landfill design consists of modifying the landfill’s western and
northern perimeter cover system to mitigate minor damages caused from cover system drainage
deficiencies and modify the original design to improve cover system drainage.

2.2.1 Perimeter Cover System

Modifications to the existing key trench and perimeter drain were necessary prior to restoring subgrade
and modifying the western and northern perimeter cover system. Excavation of protective cover soils
and removal of existing drainage features were necessary for the perimeter cover system’s modification.
The modifications to the landfill’s western and northern perimeter included the following components:

Existing key trench and perimeter drain removal;
Restoration of subgrade, accomplished by the removal of unsuitable materials and placement
of compacted fill;
Attaching 40 mil LLDPE geomembrane and geocomposite drainage net to existing
geosynthetics;
Installation of 8 oz. nonwoven separation geotextile;
Placing #57 drainage aggregate and protective cover soil; and,
Restoring vegetative cover.

Figure 1 illustrates a typical section of the perimeter cover system’s modifications from station 6+20
to station 11+45 along the western perimeter and from station -1+30 to station 8+92 along the northern
perimeter. Phase II station orientation can be found in the as-built drawings located in Appendix E.

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Figure 1
Perimeter Cover System Modifications

Phase II included adjusting the landfill’s northern perimeter to allow future access at where Bench #1
intersects the perimeter from station 2+30 to station 3+50. The work activities from station 2+30 to
3+50 included the following:

The existing key trench was removed;
The subgrade was restored, accomplished by the removal of unsuitable materials and the
placement of compacted fill;
40 mil LLDPE geomembrane and geocomposite drainage net were placed over restored
subgrade;
Protective cover soil was placed above the geosynthetic liner system;
Aggregate zone terminations up station and down station were installed with a non-woven
separation geotextile; and,
Geocomposite drainage net terminations were wrapped with a non-woven separation
geotextile.

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Figure 2 illustrates a typical section of the perimeter cover system’s modifications from station 2+30
to station 3+50. Phase II station orientation can be found in the as-built drawings located in Appendix E.
Figure 2
Bench #1 Access Modifications

2.2.3 Design Clarification and Revisions

While modifying the Closed Pine Hall Road Ash Landfill, the contractor requested the following
clarification from the engineer of record:

Charah submitted request for information 001 expressing concern that existing materials and
conditions would potentially impact structural backfill compaction. During the Phase I
modifications 95% relative compaction of the standard proctor’s maximum dry density was not
achieved after considerable effort was applied to similar existing materials and conditions. Charah
proposed to relieve the compacted fill requirements to 90% of maximum dry density at a moisture
content suitable to achieve compaction.

The response from the engineer of record provided detail for the above mentioned question and minor
revisions to the Closed Pined Hall Road Ash Landfill Construction Drawings.
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Specification section 31 20 00, Earth Moving, requires 95% of the maximum dry density to be
achieved for “Compacted Fill” at a moisture content as required for compaction. Considering the
application for compacted fill, the compacted fill was approved to be placed at 90% of the
maximum dry density and at a moisture content suitable to achieve compaction for geosynthetic
subgrade and for key trench backfill.

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3.0 CLOSED PINE HALL ROAD ASH LANDFILL SITE PREPARATION

3.1 SITE PREPARATION

The Closed Pine Hall Road Ash Landfill Phase II modifications involved preparing the site’s western
and northern perimeter cover system for work activity. The contractor continued utilizing the temporary
truck turn and laydown area constructed for the Phase I modifications. Erosion and sediment control
devices were installed prior to commencing construction activities as described in the Technical
Specifications, CQA Plan, and Construction Drawings. Erosion and sediment control devices were
monitored and maintained as described in the Technical Specifications, CQA Plan, and Construction
Drawings.

3.2 EXCAVATION OF PROTECTIVE COVER SOIL

The modifications for the Closed Pine Hall Road Ash Landfill required the excavation of 856 cubic
yards of protective cover soils to access underlying geosynthetics to restore the subgrade necessary for
the site’s drainage improvements. Amec Foster Wheeler observed the contractor implement the
following techniques on a part-time basis to reduce the risk of damaging underlying geosynthetics:

An excavator with a solid steel plate “butterbar” attached across the teeth of the excavator’s
bucket to provide a smooth cut for the removal of the first 18 inches of protective cover soils;
The final 6 inches of protective cover soils were removed by laborers equipped with hand
tools; and,
Heavy equipment maintained the proper separation thickness from the geosynthetic liner
system as required by the Technical Specifications and CQA Plan.

3.3 REMOVAL OF EXISTING DRAINAGE FEATURES

The work required for the Closed Pine Hall Road Ash Landfill cover system modifications required the
removal of existing drainage features landfill’s western and northern perimeter. Existing drainage
features were removed in accordance with the Technical Specifications, CQA Plan, and Construction
Drawings.

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Duke Energy personnel monitored the removal of the following components from the landfill’s western
and northern perimeter cover drainage system:

The existing key trench;
The 12-inch wide aggregate wrapped panel drain, with 8 oz. non-woven geotextile;
12-inch drainage panel tees;
12-inch to 4-inch flat outlet adapters;
4-inch corrugated HDPE panel drain outlet pipes;
The existing perimeter drain removal, which included the removal of the 6-inch corrugated
perforated HDPE drain pipe, aggregate, and 10 oz. non-woven geotextile; and,
Existing 40 mil LLDPE geomembrane and geocomposite drainage net along the perimeter of
the existing key trench.
Concrete termination blocks within the key trench; and,
Capping of the existing 8-inch HDPE outlet pipe at the perimeter drain.

Amec Foster Wheeler verified that the above mentioned components were removed from the excavated
trench prior to preceding with the restoration of subgrade as required by the Technical Specifications,
CQA Plan, and Construction Drawings.

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4.0 RESTORATION OF SUBGRADE

4.1 SCOPE OF WORK

The western and northern perimeter of the Closed Pine Hall Road Ash Landfill required the restoration
of subgrade beneath the existing geosynthetic liner system included the excavation of unsuitable
material and the placement and grading of suitable onsite materials. The restoration of subgrade was
completed to mitigate minor damages caused by existing cover system drainage deficiencies. All work
was completed in general accordance with the Technical Specifications, CQA Plan, and Construction
Drawings.

This report, with accompanying appendices, tables, and drawings provides record documentation of the
quality assurance program implemented by Amec Foster Wheeler during the modifications for the
Closed Pine Hall Road Ash Landfill. The following items are included in Section 4.0 Restoration of
Subgrade portion of this report:
 Observation of the removal of unsuitable and deleterious materials;
 Laboratory soil material test results; and,
 Compacted fill placement observation and/or compaction testing.

4.2 SUBGRADE FOUNDATION

The western perimeter’s subgrade foundation was re-established by over excavating unsuitable
materials and constructing 525 linear feet of trench. The northern perimeter’s subgrade foundation,
including the modifications required for Bench #1 access, was re-established by over excavating
unsuitable materials and constructing 1,158 linear feet of trench. The trenches were constructed to an
approximate depth of 3.5 feet and an approximate width of 4 feet Unsuitable materials included ash
and soil damaged by water conduits that developed over time from deficiencies in the existing landfill
cover drainage system. Amec Foster Wheeler observed the subgrade foundation to be excavated to a
depth that was non-yielding and provided a firm base for subsequent lifts of compacted structural fill.

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4.3 COMPACTED FILL

4.3.1 Introduction

Compacted fill materials consisted of clean on-site soil materials excavated from the key trench or
cover system. Details of the conformance evaluation of materials utilized as compacted fill is presented
below in Section 4.3.2. The placement and compaction of the materials utilized as compacted fill is
presented below in Section 4.3.3.

4.3.2 Material Conformance Evaluation

Amec Foster Wheeler visually observed that the fill materials did not consist of any deleterious material
or coal combustion residuals and materials utilized to restore the subgrade foundation consisted of clean
existing soils. Laboratory testing was performed to confirm field classification of fill materials as
required by the Technical Specifications, CQA Plan, and Construction Drawings. Results for
laboratory testing can be found in Appendix B.

4.3.3 Placement and Compaction

Approximately 1,683 linear feet of over excavation trench (approximately 3.5 feet deep and
approximately 4 feet wide) was constructed to remediate the subgrade along the western and northern
perimeter of the landfill. Suitable on-site soils were placed and compacted to backfill the trench to the
approximate original subgrade elevation, which restored the western perimeter of the landfill. The
placement of compacted fill materials was monitored by Amec Foster Wheeler personnel to ensure the
proper placement procedures were followed in accordance with the Technical Specifications, CQA
Plan, and Construction Drawings.

In the areas requiring compacted fill, on-site soils were placed and compacted in accordance with the
Technical Specifications, CQA Plan, and Construction Drawings. Amec Foster Wheeler observed
maximum lift thickness to not exceed 8 inches and the routing of compaction equipment over each lift
of compacted fill materials. Amec Foster Wheeler performed in-place density testing on each lift to
ensure the required percent compaction and moisture content was achieved.

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4.3.4 Construction Quality Control

Amec Foster Wheeler performed the standard Proctor test in accordance with ASTM D698 to determine
the fill material’s maximum dry density and optimum moisture content. In-place density testing of the
compacted fill materials was performed to confirm the required density of 90% maximum dry density.
Compacted fill was tested at a minimum of one test per 200 linear feet per lift in trenches and one test
per acre per lift in repair areas as required by the Technical Specifications and CQA Plan.
Approximately 1,683 linear feet of over excavated trench required compacted fill to restore subgrade
around the western and northern perimeter of the landfill. Based on the required density testing
frequency, a total of 43 density/moisture tests were required. Amec Foster Wheeler performed a total
of 43 density/moisture tests in accordance with ASTM D 6938. The results of the testing performed
were in compliance with the Technical Specifications, CQA Plan, and Construction Drawings. Results
of compaction testing are located in Appendix C.

TABLE 1
COMPACTED FILL DENSITY TESTING

Test Description Test Method Test Frequency
Required
Number of
Tests
Required
Actual
Number of
Tests
Performed
Moisture Content ASTM D 6938
1 tests per 200 LF
per lift (Trenches) /
1 test per acre per
lift
43 43
Dry Unit Weight ASTM D 6938
1 test per 200 LF
per lift (Trenches) /
1 test per acre per
lift
43 43

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5.0 40 MIL LINEAR LOW-DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE

A total of 12,429 square feet of 40 mil Linear Low-Density Polyethylene (LLDPE) geomembrane was
installed for the Closed Pine Hall Road Ash Landfill modifications. The 40 mil LLDPE geomembrane
utilized during construction was in compliance with the Technical Specifications, CQA, and
Construction Drawings.

5.1 MATERIAL SPECIFICATION

The 40 mil LLDPE double sided textured geomembrane utilized for the modifications at the Closed
Pine Hall Road Ash Landfill was found to be in general accordance with specified requirements as
outlined in GRI-GM17. Amec Foster Wheeler reviewed all 40 mil LLDPE geomembrane
manufacturer’s quality control (MQC) submittals prior to releasing material for shipment to the site.
All MQC data met or exceeded the requirements outlined in the Technical Specifications, CQA Plan,
and Construction Drawings. MQC data is included in Appendix D.

5.2 CONFORMANCE TESTING

Amec Foster Wheeler performed conformance testing of all 40 mil LLDPE geomembrane placed at the
site in accordance with the Technical Specifications and CQA Plan. The test methods utilized for
evaluation of the 40 mil LLDPE geomembrane materials are listed in Table 4.3.2 of the CQA Plan.
The testing frequency for the 40 mil LLDPE materials was conducted in accordance with Table 4.3.2
of the CQA Plan.

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TABLE 2
40 MIL LLDPE GEOMEMBRANE CQA CONFORMANCE TESTING

Test Description Test Method Test Frequency
Required
Number of
Tests
Required
Actual
Number of
Tests
Performed
Thickness (mils) ASTM D 5199 One Test per
100,000 sq. ft. 1 1
Asperity Height ASTM D7466 One Test per
100,000 sq. ft. 1 1
Density ASTM D1505 One Test per
100,000 sq. ft. 1 1
Carbon Black
Content ASTM D1603 One Test per
100,000 sq. ft. 1 1
Tensile Properties ASTM D6693 One Test per
100,000 sq. ft. 1 1
Tear Resistance ASTM D1004 One Test per
100,000 sq. ft. 1 1

Results of all conformance testing conducted for the LLDPE materials utilized for the Closed Pine Hall
Road Ash Landfill modifications are in conformance with the Technical Specifications and CQA Plan
and 40 mil LLDPE geomembrane conformance testing results are located in Appendix D.

5.3 STORAGE AND HANDLING

Upon delivery of the 40 mil LLDPE geomembrane to the project site, Amec Foster Wheeler observed
the rolls of geomembrane for proper labeling, defects, and storage conditions. The rolls of
geomembrane were observed to be properly labeled, free from defects, and stored in accordance with
the requirements of the Technical Specifications and CQA Plan. The contractor utilized appropriate
equipment during unloading to prevent risk of damage to the geomembrane in accordance with the
Technical Specifications and CQA Plan.

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5.4 INSTALLATION

Field Panel Identification

Amec Foster Wheeler assigned each field panel an identification code. The field panel identification
code was utilized in all CQA records for identification of the corresponding panel. The field panels
with the identification codes are shown on the 40 mil LLDPE geomembrane as-built panel drawing
located in Appendix E.

Field Panel Deployment

Amec Foster Wheeler observed the placement of field panels for underlying subgrade conditions,
weather conditions, contractor’s placement methods, geomembrane anchors and penetrations, and
damage. The deployment and installation of the 40 mil LLDPE geomembrane was observed to be in
compliance with the Technical Specifications, CQA Plan, and Construction Drawings.

When incidents of inclement weather impacted the project site, all deployment and installation activities
were immediately halted and did not resume until weather conditions were deemed acceptable.
Inclement weather conditions included: ambient temperatures below 32 degrees Fahrenheit, any forms
of precipitation, excessive moisture, or in the presence of excessive wind.

Amec Foster Wheeler observed the contractor’s deployment methods for compliance with the
Technical Specifications, CQA Plan, and Construction Drawings. The geomembrane was observed for
damage (including holes, blisters, and creases) after the placement of each panel. After the deployment
of each field panel, field seaming was completed as outlined below.

Field Seaming

A field test seam was prepared for at the beginning of each seaming period, after any interruption in
power, after any prolonged idle period during the day, or when changes in storing equipment occurred.
Amec Foster Wheeler observed the preparation and destructive testing of each field test seam. The
field test seams were observed to be in compliance with the requirements the Technical Specifications
and CQA Plan. Documentation of the field test seams is listed in the Field Test Seam Log located in
Appendix D.
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Amec Foster Wheeler observed the seaming of adjacent 40 mil LLDPE geomembrane panels for
compliance with the Technical Specifications, CQA Plan, and US EPA Technical Guidance Document:
“The Fabrication of Polyethylene FML Field Seams.” Field Seaming was performed by extrusion
welding techniques. Adjoining panels were observed to be overlapped as recommended by the
manufacturer, but not less than four inches. Seaming operations were observed for proper seam
preparation and welding process. Weather conditions were monitored by Amec Foster Wheeler during
field seaming operations. Field seaming was not performed in the presence of precipitation, when the
ambient temperature was below 32 degrees Fahrenheit or above 104 degrees Fahrenheit, or when the
sheet temperature was above 122 degrees Fahrenheit. Documentation of the field seaming operations
is listed in the Seaming Monitoring Log located in Appendix D.

Non-Destructive Testing

Amec Foster Wheeler observed the non-destructive seam continuity testing of all field seams and
repairs. A non-destructive continuity test was performed over the entire seam length by the Vacuum
Box Test methods as outlined in ASTM D5641. All field seams and repairs were observed to meet or
exceed the requirements of the Technical Specifications and CQA Plan.

During non-destructive testing activities, the vacuum pump was fully charged and the tank pressure
was set to a minimum of four to eight pounds per square inch to confirm seam continuity over the entire
length of each seam or repair. In certain instances, while performing the non-destructive testing, a
defect or an interruption in the continuity of a seam occurred. When a discontinuity was observed, the
location was repaired in accordance with the Technical Specifications or CQA Plan. Results of Vacuum
Box testing and repair details can be found in the Non-Destructive Seam Test Log and the Repair and
Non-Destructive Testing Log located in Appendix D.

Destructive Testing

Amec Foster Wheeler performed laboratory destructive seam testing as required by the Technical
Specifications and CQA Plan. Field destructive testing was not required for extrusion welded seams by
the Technical Specifications or CQA Plan. Destructive seam testing locations were located by Amec
Foster Wheeler and sampled by the contractor. The destructive samples were obtained at the minimum
frequency outlined by the Technical Specifications and CQA Plan.
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TABLE 3
40 MIL LLDPE GEOMEMBRANE DESTRUCTIVE TESTING

Test Description Test Method Test Frequency
Required
Number of
Tests
Required
Actual
Number of
Tests
Performed
Peel Strength (lbs) ASTM D 6392 1 per 500 feet Seam
Length (1,853 ft.) 4 4
Shear Strength (lbs) ASTM D 6392 1 per 500 feet Seam
Length (1,853 ft.) 4 4

The results of the destructive testing completed for the 40 mil LLDPE geomembrane materials are
shown in Appendix D and were in accordance with the Technical Specifications and CQA Plan.

Defects and Repair

A total of 33 repairs were required for the Closed Pine Hall Road modifications. The types of repairs
required included destructive test sample locations, material damage, burn outs, and cap strips. The
repairs were completed in accordance with Technical Specifications and CQA Plan. The non-
destructive Vacuum Box Test (performed in accordance with ASTM D 5641) was completed for each
applicable repair location and results are documented in the Repair Summary Log and Non-Destructive
Test Log in Appendix D.

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6.0 GEOCOMPOSITE DRAINAGE LAYER

A total of 12,429 square feet of Geocomposite Drainage Net (GDN) was installed for the Closed Pine
Hall Road Ash Landfill modifications. The GDN utilized during construction was in compliance with
the Technical Specifications, CQA Plan, and Construction Drawings.

6.1 MATERIAL SPECIFICATION

The GDN utilized for the modifications at the Closed Pine Hall Road Ash Landfill consisted of a solid
rib extruded high density polyethelene (HDPE) geonet drainage core with nonwoven geotextiles heat
bonded to each side. Amec Foster Wheeler reviewed all GDN geomembrane manufacturer’s quality
control (MQC) submittals prior to releasing material for shipment to the site. All MQC data met or
exceeded the requirements outlined in the Technical Specifications, CQA Plan, and Construction
Drawings. GDN MQC data is included in Appendix D.

6.2 CONFORMANCE TESTING

Amec Foster Wheeler performed conformance testing of the GDN in accordance with the Technical
Specifications and CQA Plan. The test methods utilized for evaluation of the GDN materials are listed
in Table 5.3.2 of the CQA Plan. The testing frequency of the GDN materials was conducted in
accordance with Table 5.3.2 of the CQA Plan.

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Laboratory testing of the GDN materials included the following:

TABLE 4
GDN CQA CONFORMANCE TESTING

Test Description Test Method Test Frequency
Required
Number of
Tests
Required
Actual
Number of
Tests
Performed
Thickness (mils) ASTM D 5199 One Test per
100,000 sq. ft. / Lot 2 2
Density (g/cc) ASTM D 1505 One Test per
100,000 sq. ft. / Lot 2 2
Ply Adhesion (lb/in) ASTM D 7005 One Test per
100,000 sq. ft. / Lot 2 2
Transmissivity
(m2/sec) ASTM D 4716 One Test per
100,000 sq. ft. / Lot 2 2

The results of the conformance testing completed for the GDN materials were in compliance with the
Technical Specifications and CQA Plan and are located in Appendix D.

6.3 STORAGE AND HANDLING

Upon delivery of the geocomposite drainage net (GDN) to the project site, Amec Foster Wheeler
observed the rolls of GDN for proper labeling, defects, and storage conditions. The rolls of GDN were
observed to be properly labeled, free from defects, and stored in accordance with the requirements of
the Technical Specifications and CQA Plan. The contractor utilized appropriate equipment during
handling to prevent risk of damage to the GDN in accordance with the Technical Specifications and
CQA Plan.

6.4 INSTALLATION

Amec Foster Wheeler observed the handling and placement of the GDN for proper methods and
techniques as required by the Technical Specifications and CQA Plan. The underlying 40 mil LLDPE
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geomembrane was approved by the CQA Engineer and Geomembrane installer prior to preceding with
GDN installation. Throughout GDN deployment, Amec Foster Wheeler observed the underlying
services to be free of dirt, excessive dust, stones, or any other objects that could damage the GDN or
underlying 40 mil LLDPE geomembrane.

The GDN was seamed by using a combination of geonet lap joints and sewing the side of the bonded
geotextile. The geonet component was secured utilizing one plastic tie per one linear foot of seam or
every six linear inches in anchor trenches. The geotextile overlaps were secured and closed by utilizing
sewing techniques. Amec Foster Wheeler observed procedures for seaming and overlapping of the
GDN as required by the Technical Specifications and CQA Plan.

Amec Foster Wheeler performed visual examination of the GDN panels after placement for any
potentially harmful foreign objects and to have general good appearance qualities. Any defects or
damages were repaired as required by Technical Specifications and CQA Plan.

Duke Energy Carolinas January 27, 2017
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7.0 PROTECTIVE COVER LAYER MODIFICATIONS

The protective cover layer includes drainage aggregate, 8 oz. nonwoven geotextile, protective cover
soil, and vegetative cover. The protective cover modifications were completed in accordance with the
Technical Specifications, CQA Plan, and Construction Requirements.

7.1 DRAINAGE AGGREGATE

A total of 316 cubic yards of North Carolina Department of Transportation #57 clean washed aggregate
was placed for the Closed Pine Hall Road Ash Landfill modifications. Amec Foster Wheeler observed,
on a part-time basis, the following placement techniques implemented for the #57 aggregate:

Heavy equipment maintained the proper separation thickness as required by the Technical
Specifications and CQA Plan to prevent damage to underlying geosynthetics; and,
Placement techniques that did not alter or damage underlying geosynthetics.

7.2 8 OZ. NONWOVEN GEOTEXTILE

A total of 2,214 square feet of 8 oz. Non-woven Geotextile was utilized for the closed Pine Hall Road
Ash Landfill modifications. The non-woven geotextile utilized during construction was in compliance
with the Technical Specifications, CQA Plan, and Construction Drawings.

7.2.1 Material specification

The non-woven geotextile utilized for the modifications at the Closed Pine Hall Road Ash Landfill
consisted of 8 oz. / yd.2 nonwoven needle punched continuous filament polypropylene material. Amec
Foster Wheeler reviewed all nonwoven geotextile manufacturer’s quality control (MQC) submittals
prior to releasing material for shipment to the site. 8 oz. Non-woven Geotextile MQC data met or
exceeded the requirements outlined in the Technical Specifications, CQA Plan, and Construction
Drawings. MQC data is included in Appendix D.

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7.2.2 Conformance testing

Conformance testing was deemed unnecessary for the 8 oz. non-woven geotextile prior to placement
operations. Conformance testing for the phase 2 modifications were not performed.

7.2.3 Storage and Handling

Upon delivery of the non-woven geotextile to the project site, Amec Foster Wheeler observed the rolls
of non-woven geotextile for proper labeling, defects, and storage conditions. The rolls of non-woven
geotextile were observed to be properly labeled, free from defects, and stored in accordance with the
requirements of the Technical Specifications and CQA Plan. The contractor utilized appropriate
equipment during handling to prevent risk of damage to the non-woven geotextile in accordance with
the Technical Specifications and CQA Plan.

7.2.4 Installation

Amec Foster Wheeler observed the handling and placement of the non-woven geotextile for proper
methods and techniques as required by the Technical Specifications and CQA Plan. The non-woven
geotextile was overlapped 6-inches and secured by sewing techniques. Damages and defects were
repaired with a patch made from the same non-woven geotextile material.

7.3 COVER SOIL AND VEGETATIVE COVER

The protective soil layer consisted of a minimum of 24 inches of soil supporting vegetative growth.
Approximately 540 cubic yards protective cover materials were placed and consisted of onsite materials
free of residual waste, debris, foreign and deleterious material. Amec Foster Wheeler observed the
placement of protective cover materials on a part-time basis for the following:

Heavy equipment maintained the proper separation thickness as required by the technical
specifications and CQA Plan to prevent damage to underlying geosynthetics; and,
Adequate cover soil thickness.

Vegetation was established by the application of grass seed and fertilizer. Grass seed was observed for
the proper grass seed mixture and application set forth by the Technical Specifications and CQA Plan.

APPENDIX A:

Photograph Log

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Western perimeter drain excavations at approximately station 7+00.

Western perimeter drain excavations at approximately station 10+80.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Structural fill materials were placed in 8” loose lifts to restore subgrade along the landfill’s western perimeter.

Each lift of backfill materials was compacted to 90% of maximum dry density to restore subgrade along the
landfill’s western perimeter.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Each lift of structural fill materials was compacted to a minimum of 90% of maximum dry density to restore
subgrade along the western perimeter of the landfill.

Removal of rocks, organics, and debris was performed prior to geosynthetic deployment along the landfill’s
western perimeter.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Structural fill was placed in uniform 8” uniform loose lifts to restore the subgrade along the landfill’s northern
perimeter at approximately station 6+50.

Perimeter drain exacavation along the landfill’s northern perimeter at approximately station 9+00.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Each lift of structural fill materials was compacted to a minimum of 90% of the maximum dry density to restore
subgrade along the landfill’s northern perimeter at approximately station 9+00.

Unsuitable materials were excavated and disposed of at the approved waste area.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Additional riprap was placed for the western and northern terminations at approximately station 11+47.

Sand was placed as a fine grading material to prepare the subgrade for 40 mil LLDPE installation.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

40 mil LLDPE panels were deployed along the landfill’s western perimeter.

Extrusion welding methods were utilized to weld the 40 mil LLDPE to the landfill’s existing geomembrane cap.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

40 mil LLDPE installation prior to geocomposite drainage net installtion along the landfill’s western perimeter.

40 mil LLDPE deployment along the landfill’s northern perimeter.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Geocomposite drainage net was deployed overlaying 40 mil LLDPE along the landfill’s western perimeter.

The deployed geocomposite drainage net was secure to the existing geocomposite drainage net by tying the
geonet with zip-ties and sewing nonwoven geotextile components.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

8 oz. nonwoven geotextile was deployed prior to placing NCDOT #57 stone along the landfill’s western
perimeter.

8 oz. nonwoven geotextile was attached by sewing methods to the GDN overlaying the 40 mil LLDPE.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Geocomposite drainage net was deployed overlaying 40 mil LLDPE along the landfill’s northern perimeter.

Vacuum testing was performed to non-destructively test all extrusion welded seams.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

NCDOT #57 aggregate grading and placement operations tying in the Phase 1 modifications to the Phase 2
modification along the landfill’s western perimeter.

A view along the landfill’s western perimeter of layout preparing for the placement NCDOT #57 aggregate.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Perimeter cover system modifications for the Bench #1 access/transition along the landfill’s northern perimeter
from approximately station 2+30 to station 3+50.

Structural fill was placed in 8” uniform loose lifts and compacted to a minimum of 90% of the maximum dry
density to restore the subgrade along the landfill’s northern perimeter from approximately station 4+50 to
station 2+30.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Each lift of structural fill materials was compacted to a minimum of 90% of the maximum dry density to restore
subgrade along the landfill’s northern perimeter from approximately station 4+50 to station 1+27.

View of the western cover system modificiations after NCDOT #57 aggregate and soil wedge placement.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Inlet proection was installed at the perimeter concrete drop inlets.

Prequalification test seams were performed and destructively tested prior to production welding operations.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

40 mil LLDPE deployment and installation along the landfill’s northern perimeter.

40 mil LLDPE damages and defects were repaired by installing repair patches.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

Prior to extrusion welding the 40 mil LLDPE to the existing geoemembrane cap the surface was cleaned and
prepared for seaming operations.

Destructive test samples were sampled at the required frequency and a repair patch was installed at each
destructive test sample location.

Amec Foster Wheeler
Environment & Infrastructure, Inc.
1070 West Main Street, Suite 5
Abingdon, VA 24210
Phone: [phone]

Photographs

A view of the Phase I modifications tying into the completed Phase II modifications.

A view of the perimeter cover system modifications along the landfill’s northern perimeter at approximately
station 4+60

APPENDIX B:

Laboratory Testing
(See Attached)

Particle Size Distribution

Liquid Limit, Plastic Limit, Plasticity Index

Standard Proctor Compaction

APPENDIX C:

Field Testing
(See Attached)

Relative Compaction Testing

Am
e
c

F
o
s
t
e
r

W
h
e
e
l
e
r
En
v
i
r
o
n
m
e
n
t

&

I
n
f
r
a
s
t
r
u
c
t
u
r
e
,

I
n
c
.
10
7
0

W
e
s
t

M
a
i
n

S
t
r
e
e
t
,

S
u
i
t
e

5
Ab
i
n
g
d
o
n
,

V
A

2
4
2
1
0
P:

(
2
7
6
)

6
7
6
-
0
4
2
6
F:

(
2
7
6
)

6
7
6
-
0
7
6
1
TE
S
T

N
U
M
B
E
R
PR
O
B
E

D
E
P
T
H
DE
N
S
I
T
Y

C
O
U
N
T
MO
I
S
T
U
R
E

C
O
U
N
T
WE
T

D
E
N
S
I
T
Y

(
P
C
F
)
WA
T
E
R

(
P
C
F
)
%
M
O
I
S
T
U
R
E
DR
Y

D
E
N
S
I
T
Y

(
P
C
F
)
%
R
E
L
A
T
I
V
E

C
O
M
P
A
C
T
I
O
N
RE
Q
U
I
R
E
D

C
O
M
P
A
C
T
I
O
N
PR
O
C
T
O
R

I
D

N
U
M
B
E
R
MA
X
I
M
U
M

D
R
Y

D
E
N
S
I
T
Y

(
P
C
F
)
OP
T
I
M
U
M

M
O
I
S
T
U
R
E

C
O
N
T
E
N
T
EL
E
V
A
T
I
O
N
TE
S
T

L
O
C
A
T
I
O
N

O
R

ST
A
T
I
O
N

N
U
M
B
E
R
We
s
t

Pe
r
i
m
e
t
e
r

Lif
t

1

St
a
t
i
o
n

6+
2
0
We
s
t

Pe
r
i
m
e
t
e
r

Li
f
t

1

St
a
t
i
o
n

8+
2
5
21
.
1
21
.
1
97
.
3
97
.
3
Ba
g

1
Ba
g

1

90
%
90
%
94
.
0
%
94
.
6
%

91
.
5
92
.
0

25
.
2
25
.
4

23
.
1
23
.
4
11
4
.
6
11
5
.
4
6
6
1
2
C
O
U
N
T

V
E
R
I
F
I
E
D

B
Y
:
SE
R
I
A
L

N
O
.
:
36
7
3
5
CO
N
T
R
A
C
T
O
R
:
Charah
±
1
.
0
%
±
2
.
0
%
GA
U
G
E

M
O
D
E
L
:
34
4
0
CL
I
E
N
T
:
Duke Energy
A
V
E
R
A
G
E
:

2
1
0
1
A
V
E
R
A
G
E
:

6
5
1
TE
C
H
N
I
C
I
A
N
:
Ge
r
a
l
d

M
i
l
l
e
r
PR
O
J
E
C
T

N
A
M
E
:
Belews Creek
NU
C
L
E
A
R

G
A
U
G
E

D
E
N
S
I
T
Y

A
N
D

M
O
I
S
T
U
R
E

T
E
S
T
:
AS
T
M

D
-
6
9
3
8
-
0
7

(
S
O
I
L
)
1
D
E
N
S
I
T
Y

S
T
A
N
D
A
R
D
M
O
I
S
T
U
R
E

S
T
A
N
D
A
R
D
DA
T
E
:
10
/
1
9
/
2
0
1
6
PR
O
J
E
C
T

#
:
7810-16-0766
Am
e
c

F
o
s
t
e
r

W
h
e
e
l
e
r
En
v
i
r
o
n
m
e
n
t

&

I
n
f
r
a
s
t
r
u
c
t
u
r
e
,

I
n
c
.
10
7
0

W
e
s
t

M
a
i
n

S
t
r
e
e
t
,

S
u
i
t
e

5
Ab
i
n
g
d
o
n
,

V
A

2
4
2
1
0
P:

(
2
7
6
)

6
7
6
-
0
4
2
6
F:

(
2
7
6
)

6
7
6
-
0
7
6
1
TE
S
T

N
U
M
B
E
R
PR
O
B
E

D
E
P
T
H
DE
N
S
I
T
Y

C
O
U
N
T
MO
I
S
T
U
R
E

C
O
U
N
T
WE
T

D
E
N
S
I
T
Y

(
P
C
F
)
WA
T
E
R

(
P
C
F
)
%
M
O
I
S
T
U
R
E
DR
Y

D
E
N
S
I
T
Y

(
P
C
F
)
%
R
E
L
A
T
I
V
E

C
O
M
P
A
C
T
I
O
N
RE
Q
U
I
R
E
D

C
O
M
P
A
C
T
I
O
N
PR
O
C
T
O
R

I
D

N
U
M
B
E
R
MA
X
I
M
U
M

D
R
Y

D
E
N
S
I
T
Y

(
P
C
F
)
OP
T
I
M
U
M

M
O
I
S
T
U
R
E

C
O
N
T
E
N
T
EL
E
V
A
T
I
O
N
TE
S
T

L
O
C
A
T
I
O
N

O
R

ST
A
T
I
O
N

N
U
M
B
E
R
We
s
t

Pe
r
i
m
e
t
e
r

Lif
t

1

St
a
t
i
o
n

9+
5
3
We
s
t

Pe
r
i
m
e
t
e
r

Li
f
t

2

St
a
t
i
o
n

11
+
2
2
We
s
t

Pe
r
i
m
e
t
e
r

Li
f
t

2

St
a
t
i
o
n

6+
7
0
We
s
t

Pe
r
i
m
e
t
e
r

Li
f
t

2

St
a
t
i
o
n

8+
5
2
We
s
t

Pe
r
i
m
e
t
e
r

Lif
t

3

St
a
t
i
o
n

6+
6
6
We
s
t

Pe
r
i
m
e
t
e
r

Lif
t

3

St
a
t
i
o
n

8+
1
1
We
s
t

Pe
r
i
m
e
t
e
r

Li
f
t

3

St
a
t
i
o
n

10
+
2
2
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1

90
%
90
%
90
%
90
%
90
%
90
%
90
%
10
1
.
0
%
97
.
9
%
97
.
5
%
10
1
.
2
%
10
1
.
3
%
91
.
9
%
91
.
7
%

98
.
3
95
.
3
94
.
9
98
.
5
98
.
6
89
.
4
89
.
2

23
.
1
22
.
5
22
.
6
19
.
9
22
.
1
20
.
8
18
.
6

22
.
7
21
.
4
21
.
4
19
.
6
21
.
8
18
.
6
16
.
6
12
1
.
0
11
6
.
7
11
6
.
3
11
8
.
1
12
0
.
4
10
8
.
0
10
5
.
8
9
6
6
6
6
6
6
3
4
5
6
7
8
6
C
O
U
N
T

V
E
R
I
F
I
E
D

B
Y
:
SE
R
I
A
L

N
O
.
:
36
7
3
5
CO
N
T
R
A
C
T
O
R
:
Charah
±
1
.
0
%
±
2
.
0
%
GA
U
G
E

M
O
D
E
L
:
34
4
0
CL
I
E
N
T
:
Duke Energy
A
V
E
R
A
G
E
:

2
1
0
1
A
V
E
R
A
G
E
:

6
5
1
TE
C
H
N
I
C
I
A
N
:
Ge
r
a
l
d

M
i
l
l
e
r
PR
O
J
E
C
T

N
A
M
E
:
Belews Creek
NU
C
L
E
A
R

G
A
U
G
E

D
E
N
S
I
T
Y

A
N
D

M
O
I
S
T
U
R
E

T
E
S
T
:
AS
T
M

D
-
6
9
3
8
-
0
7

(
S
O
I
L
)
1
D
E
N
S
I
T
Y

S
T
A
N
D
A
R
D
M
O
I
S
T
U
R
E

S
T
A
N
D
A
R
D
DA
T
E
:
10
/
2
0
/
2
0
1
6
PR
O
J
E
C
T

#
:
7810-16-0766
Am
e
c

F
o
s
t
e
r

W
h
e
e
l
e
r
En
v
i
r
o
n
m
e
n
t

&

I
n
f
r
a
s
t
r
u
c
t
u
r
e
,

I
n
c
.
10
7
0

W
e
s
t

M
a
i
n

S
t
r
e
e
t
,

S
u
i
t
e

5
Ab
i
n
g
d
o
n
,

V
A

2
4
2
1
0
P:

(
2
7
6
)

6
7
6
-
0
4
2
6
F:

(
2
7
6
)

6
7
6
-
0
7
6
1
TE
S
T

N
U
M
B
E
R
PR
O
B
E

D
E
P
T
H
DE
N
S
I
T
Y

C
O
U
N
T
MO
I
S
T
U
R
E

C
O
U
N
T
WE
T

D
E
N
S
I
T
Y

(
P
C
F
)
WA
T
E
R

(
P
C
F
)
%
M
O
I
S
T
U
R
E
DR
Y

D
E
N
S
I
T
Y

(
P
C
F
)
%
R
E
L
A
T
I
V
E

C
O
M
P
A
C
T
I
O
N
RE
Q
U
I
R
E
D

C
O
M
P
A
C
T
I
O
N
PR
O
C
T
O
R

I
D

N
U
M
B
E
R
MA
X
I
M
U
M

D
R
Y

D
E
N
S
I
T
Y

(
P
C
F
)
OP
T
I
M
U
M

M
O
I
S
T
U
R
E

C
O
N
T
E
N
T
EL
E
V
A
T
I
O
N
No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

2

St
a
t
i
o
n

8+
5
1

North Perimeter Lift 3 Station 4+98
TE
S
T

L
O
C
A
T
I
O
N

O
R

ST
A
T
I
O
N

N
U
M
B
E
R
No
r
t
h

Pe
r
i
m
e
t
e
r

Lif
t

1

St
a
t
i
o
n

8+
6
0
No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

1

St
a
t
i
o
n

6+
7
3
No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

1

St
a
t
i
o
n

5+
9
4

No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

1

St
a
t
i
o
n

4+
8
0
No
r
t
h

Pe
r
i
m
e
t
e
r

Lif
t

2

St
a
t
i
o
n

4+
6
0
No
r
t
h

Pe
r
i
m
e
t
e
r

Lif
t

2

St
a
t
i
o
n

5+
2
2
No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

2

St
a
t
i
o
n

7+
0
8
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
21.1
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
97.3
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Bag 1
90
%
90
%
90
%
90
%
90
%
90
%
90
%
90
%
90%
90
.
0
%
94
.
9
%
92
.
6
%
95
.
6
%
93
.
0
%
10
0
.
1
%
10
0
.
9
%
94
.
2
%
100.7%
87
.
6
92
.
3
90
.
1
93
.
0
90
.
5
97
.
4
98
.
2
91
.
7
98.0
26
.
7
25
.
8
23
.
4
22
.
7
22
.
8
22
.
8
17
.
7
23
.
9
17.8
23
.
4
23
.
8
21
.
1
21
.
1
20
.
6
22
.
2
17
.
4
21
.
9
17.4
11
1
.
0
11
6
.
1
11
1
.
2
11
4
.
1
11
1
.
1
11
9
.
6
11
5
.
6
11
3
.
6
115.4
16
17
18
6
6
6
6
6
6
10
11
12
13
14
15
6
6
6
C
O
U
N
T

V
E
R
I
F
I
E
D

B
Y
:
SE
R
I
A
L

N
O
.
:
36
7
3
5
CO
N
T
R
A
C
T
O
R
:
Charah
±
1
.
0
%
±
2
.
0
%
GA
U
G
E

M
O
D
E
L
:
34
4
0
CL
I
E
N
T
:
Duke Energy
A
V
E
R
A
G
E
:

2
1
0
1
A
V
E
R
A
G
E
:

6
5
1
TE
C
H
N
I
C
I
A
N
:
Ge
r
a
l
d

M
i
l
l
e
r
PR
O
J
E
C
T

N
A
M
E
:
Belews Creek
NU
C
L
E
A
R

G
A
U
G
E

D
E
N
S
I
T
Y

A
N
D

M
O
I
S
T
U
R
E

T
E
S
T
:
AS
T
M

D
-
6
9
3
8
-
0
7

(
S
O
I
L
)
1
D
E
N
S
I
T
Y

S
T
A
N
D
A
R
D
M
O
I
S
T
U
R
E

S
T
A
N
D
A
R
D
DA
T
E
:
10
/
2
6
/
2
0
1
6
PR
O
J
E
C
T

#
:
7810-16-0766
Am
e
c

F
o
s
t
e
r

W
h
e
e
l
e
r
En
v
i
r
o
n
m
e
n
t

&

I
n
f
r
a
s
t
r
u
c
t
u
r
e
,

I
n
c
.
10
7
0

W
e
s
t

M
a
i
n

S
t
r
e
e
t
,

S
u
i
t
e

5
Ab
i
n
g
d
o
n
,

V
A

2
4
2
1
0
P:

(
2
7
6
)

6
7
6
-
0
4
2
6
F:

(
2
7
6
)

6
7
6
-
0
7
6
1
TE
S
T

N
U
M
B
E
R
PR
O
B
E

D
E
P
T
H
DE
N
S
I
T
Y

C
O
U
N
T
MO
I
S
T
U
R
E

C
O
U
N
T
WE
T

D
E
N
S
I
T
Y

(
P
C
F
)
WA
T
E
R

(
P
C
F
)
%
M
O
I
S
T
U
R
E
DR
Y

D
E
N
S
I
T
Y

(
P
C
F
)
%
R
E
L
A
T
I
V
E

C
O
M
P
A
C
T
I
O
N
RE
Q
U
I
R
E
D

C
O
M
P
A
C
T
I
O
N
PR
O
C
T
O
R

I
D

N
U
M
B
E
R
MA
X
I
M
U
M

D
R
Y

D
E
N
S
I
T
Y

(
P
C
F
)
OP
T
I
M
U
M

M
O
I
S
T
U
R
E

C
O
N
T
E
N
T
EL
E
V
A
T
I
O
N
A
V
E
R
A
G
E
:

2
1
0
1
A
V
E
R
A
G
E
:

6
5
1
TE
C
H
N
I
C
I
A
N
:
Ge
r
a
l
d

M
i
l
l
e
r
PR
O
J
E
C
T

N
A
M
E
:
Belews Creek
NU
C
L
E
A
R

G
A
U
G
E

D
E
N
S
I
T
Y

A
N
D

M
O
I
S
T
U
R
E

T
E
S
T
:
AS
T
M

D
-
6
9
3
8
-
0
7

(
S
O
I
L
)
1
D
E
N
S
I
T
Y

S
T
A
N
D
A
R
D
M
O
I
S
T
U
R
E

S
T
A
N
D
A
R
D
DA
T
E
:
10
/
2
7
/
2
0
1
6
PR
O
J
E
C
T

#
:
7810-16-0766
C
O
U
N
T

V
E
R
I
F
I
E
D

B
Y
:
SE
R
I
A
L

N
O
.
:
36
7
3
5
CO
N
T
R
A
C
T
O
R
:
Charah
±
1
.
0
%
±
2
.
0
%
GA
U
G
E

M
O
D
E
L
:
34
4
0
CL
I
E
N
T
:
Duke Energy
25
6
6
6
6
6
6
19
20
21
22
23
24
6
20
.
5
23
.
6
18
.
5
20
.
8
21
.
5
20
.
1
22
.
0
11
6
.
6
11
8
.
1
10
7
.
3
11
1
.
1
11
3
.
8
11
7
.
6
11
5
.
5

96
.
1
94
.
5
88
.
8
90
.
3
92
.
3
97
.
5
93
.
5

21
.
3
25
.
0
20
.
8
23
.
0
23
.
3
20
.
6
23
.
5

90
%
90
%
90
%
90
%
90
%
90
%
90
%
98
.
8
%
97
.
1
%
91
.
3
%
92
.
8
%
94
.
9
%
10
0
.
2
%
96
.
1
%

97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
TE
S
T

L
O
C
A
T
I
O
N

O
R

ST
A
T
I
O
N

N
U
M
B
E
R
No
r
t
h

Pe
r
i
m
e
t
e
r

Lif
t

3

St
a
t
i
o
n

6+
5
0
No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

3

St
a
t
i
o
n

8+
5
0
We
s
t

Pe
r
i
m
e
t
e
r

Li
f
t

1

St
a
t
i
o
n

11
+
3
2

We
s
t

Pe
r
i
m
e
t
e
r

Li
f
t

2

St
a
t
i
o
n

11
+
4
3
We
s
t

Pe
r
i
m
e
t
e
r

Lif
t

3

St
a
t
i
o
n

11
+
1
9
No
r
t
h

Pe
r
i
m
e
t
e
r

Lif
t

4

St
a
t
i
o
n

6+
6
5
No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

4

St
a
t
i
o
n

8+
0
7
Am
e
c

F
o
s
t
e
r

W
h
e
e
l
e
r
En
v
i
r
o
n
m
e
n
t

&

I
n
f
r
a
s
t
r
u
c
t
u
r
e
,

I
n
c
.
10
7
0

W
e
s
t

M
a
i
n

S
t
r
e
e
t
,

S
u
i
t
e

5
Ab
i
n
g
d
o
n
,

V
A

2
4
2
1
0
P:

(
2
7
6
)

6
7
6
-
0
4
2
6
F:

(
2
7
6
)

6
7
6
-
0
7
6
1
TE
S
T

N
U
M
B
E
R
PR
O
B
E

D
E
P
T
H
DE
N
S
I
T
Y

C
O
U
N
T
MO
I
S
T
U
R
E

C
O
U
N
T
WE
T

D
E
N
S
I
T
Y

(
P
C
F
)
WA
T
E
R

(
P
C
F
)
%
M
O
I
S
T
U
R
E
DR
Y

D
E
N
S
I
T
Y

(
P
C
F
)
%
R
E
L
A
T
I
V
E

C
O
M
P
A
C
T
I
O
N
RE
Q
U
I
R
E
D

C
O
M
P
A
C
T
I
O
N
PR
O
C
T
O
R

I
D

N
U
M
B
E
R
MA
X
I
M
U
M

D
R
Y

D
E
N
S
I
T
Y

(
P
C
F
)
OP
T
I
M
U
M

M
O
I
S
T
U
R
E

C
O
N
T
E
N
T
EL
E
V
A
T
I
O
N
A
V
E
R
A
G
E
:

2
1
1
9
A
V
E
R
A
G
E
:

5
9
5
TE
C
H
N
I
C
I
A
N
:
Ge
r
a
l
d

M
i
l
l
e
r
PR
O
J
E
C
T

N
A
M
E
:
Belews Creek
NU
C
L
E
A
R

G
A
U
G
E

D
E
N
S
I
T
Y

A
N
D

M
O
I
S
T
U
R
E

T
E
S
T
:
AS
T
M

D
-
6
9
3
8
-
0
7

(
S
O
I
L
)
1
D
E
N
S
I
T
Y

S
T
A
N
D
A
R
D
M
O
I
S
T
U
R
E

S
T
A
N
D
A
R
D
DA
T
E
:
11
/
1
4
/
2
0
1
6
PR
O
J
E
C
T

#
:
7810-16-0766
C
O
U
N
T

V
E
R
I
F
I
E
D

B
Y
:
SE
R
I
A
L

N
O
.
:
36
7
3
5
CO
N
T
R
A
C
T
O
R
:
Charah
±
1
.
0
%
±
2
.
0
%
GA
U
G
E

M
O
D
E
L
:
34
4
0
CL
I
E
N
T
:
Duke Energy
32
33
34
6
6
6
6
6
6
26
27
28
29
30
31
6
6
6
16
.
9
19
.
0
20
.
8
17
.
3
18
.
1
21
.
5
17
.
7
21
.
3
19.4
10
5
.
5
10
8
.
8
11
6
.
5
10
5
.
5
10
8
.
6
11
6
.
1
10
7
.
7
11
2
.
7
113.7
88
.
6
89
.
8
95
.
7
88
.
2
90
.
5
94
.
6
90
.
0
91
.
4
94.3
19
.
1
21
.
2
21
.
7
19
.
6
20
.
0
22
.
7
19
.
7
23
.
3
20.6
90
%
90
%
90
%
90
%
90
%
90
%
90
%
90
%
90%
91
.
1
%
92
.
3
%
98
.
4
%
90
.
6
%
93
.
0
%
97
.
2
%
92
.
5
%
93
.
9
%
96.9%
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
97.3
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Bag 1
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
21.1
No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

3

St
a
t
i
o
n

3+
2
9
North Perimeter Lift 3 Station 1+58
TE
S
T

L
O
C
A
T
I
O
N

O
R

ST
A
T
I
O
N

N
U
M
B
E
R
No
r
t
h

Pe
r
i
m
e
t
e
r

Lif
t

1

St
a
t
i
o
n

4+
2
8
No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

1

St
a
t
i
o
n

2+
4
4
No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

1

St
a
t
i
o
n

1+
4
5

No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

2

St
a
t
i
o
n

3+
8
7
No
r
t
h

Pe
r
i
m
e
t
e
r

Lif
t

2

St
a
t
i
o
n

3+
0
2
No
r
t
h

Pe
r
i
m
e
t
e
r

Lif
t

2

St
a
t
i
o
n

2+
1
1
No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

3

St
a
t
i
o
n

4+
0
5
Am
e
c

F
o
s
t
e
r

W
h
e
e
l
e
r
En
v
i
r
o
n
m
e
n
t

&

I
n
f
r
a
s
t
r
u
c
t
u
r
e
,

I
n
c
.
10
7
0

W
e
s
t

M
a
i
n

S
t
r
e
e
t
,

S
u
i
t
e

5
Ab
i
n
g
d
o
n
,

V
A

2
4
2
1
0
P:

(
2
7
6
)

6
7
6
-
0
4
2
6
F:

(
2
7
6
)

6
7
6
-
0
7
6
1
TE
S
T

N
U
M
B
E
R
PR
O
B
E

D
E
P
T
H
DE
N
S
I
T
Y

C
O
U
N
T
MO
I
S
T
U
R
E

C
O
U
N
T
WE
T

D
E
N
S
I
T
Y

(
P
C
F
)
WA
T
E
R

(
P
C
F
)
%
M
O
I
S
T
U
R
E
DR
Y

D
E
N
S
I
T
Y

(
P
C
F
)
%
R
E
L
A
T
I
V
E

C
O
M
P
A
C
T
I
O
N
RE
Q
U
I
R
E
D

C
O
M
P
A
C
T
I
O
N
PR
O
C
T
O
R

I
D

N
U
M
B
E
R
MA
X
I
M
U
M

D
R
Y

D
E
N
S
I
T
Y

(
P
C
F
)
OP
T
I
M
U
M

M
O
I
S
T
U
R
E

C
O
N
T
E
N
T
EL
E
V
A
T
I
O
N
TE
S
T

L
O
C
A
T
I
O
N

O
R

ST
A
T
I
O
N

N
U
M
B
E
R
No
r
t
h

Pe
r
i
m
e
t
e
r

Lif
t

4

St
a
t
i
o
n

3+
7
3
No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

4

St
a
t
i
o
n

2+
2
5
No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

1

St
a
t
i
o
n

0+
0
3

No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

2

St
a
t
i
o
n

0+
7
9
No
r
t
h

Pe
r
i
m
e
t
e
r

Li
f
t

3

St
a
t
i
o
n

-
0+
3
2
21
.
1
21
.
1
21
.
1
21
.
1
21
.
1
97
.
3
97
.
3
97
.
3
97
.
3
97
.
3
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1
Ba
g

1

90
%
90
%
90
%
90
%
90
%
99
.
7
%
94
.
5
%
91
.
2
%
91
.
9
%
93
.
3
%

97
.
0
91
.
9
88
.
7
89
.
4
90
.
8

20
.
7
18
.
0
22
.
4
24
.
9
19
.
3

20
.
1
16
.
5
19
.
9
22
.
3
17
.
5
11
7
.
1
10
8
.
4
10
8
.
6
11
1
.
7
10
8
.
3
6
6
6
6
6
35
36
37
38
39
C
O
U
N
T

V
E
R
I
F
I
E
D

B
Y
:
SE
R
I
A
L

N
O
.
:
36
7
3
5
CO
N
T
R
A
C
T
O
R
:
Charah
±
1
.
0
%
±
2
.
0
%
GA
U
G
E

M
O
D
E
L
:
34
4
0
CL
I
E
N
T
:
Duke Energy
A
V
E
R
A
G
E
:

2
1
1
4
A
V
E
R
A
G
E
:

5
9
3
TE
C
H
N
I
C
I
A
N
:
Ge
r
a
l
d

M
i
l
l
e
r
PR
O
J
E
C
T

N
A
M
E
:
Belews Creek
NU
C
L
E
A
R

G
A
U
G
E

D
E
N
S
I
T
Y

A
N
D

M
O
I
S
T
U
R
E

T
E
S
T
:
AS
T
M

D
-
6
9
3
8
-
0
7

(
S
O
I
L
)
1
D
E
N
S
I
T
Y

S
T
A
N
D
A
R
D
M
O
I
S
T
U
R
E

S
T
A
N
D
A
R
D
DA
T
E
:
11
/
1
5
/
2
0
1
6
PR
O
J
E
C
T

#
:
7810-16-0766
Am
e
c

F
o
s
t
e
r

W
h
e
e
l
e
r
En
v
i
r
o
n
m
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APPENDIX D:

Geosynthetics Documentation
(See Attached)

40 mil LLDPE Inventory Log

40 mil LLDPE MQC Data

Thickness ( ), mil (mm)
Thickness ( ), mil (mm)
ASTM D5
.JOJNVN
"WFSBHF
Values

40 1.0 ) 60 (1.5)0 (2.0)
5 (1.)7 (1.)
Density, g/cc, mimum ASTM D792, Method B 0.9 0.9 0.9
ASTM D6693, Type IV
2 in/minute
Tensile Propert (both direction
Strength @ Break, lb/in width (N/mm)
Elongation @ Break, % (GL=2.0in) 0
Tear Resistance ASTM D1004 ()
Puncture Resistance, ASTM D4833 1 ()
Carbon Black Content ASTM D4218 2 - 3
Carbon Black Dispersion (Category) ASTM D5596
Oxidative Induction Time, minutes ASTM D3895, 200 C,1 atm O 2
-JOFBS
-PX
%FOTJUZ
1PMZFUIZMFOF

.JDSP4QJLF¥
-JOFS
Product Data
Property
Supply Information (Standard Roll Dimensions)
Thickness Width Length Area (approx.)
mil mm ft m ft m ft
2 m2
© Agru America, Inc. 
500 Garrison Road, Georgetown, South Carolina 29440 843-546-0600 800-373-2478 Fax: [phone]
email: [e-mail] www.AgruAmerica.com
Note:
All information, recommendations and suggestions appearing in this literature concerning the use of our products are based upon tests and data believed
to be reliable; however, it is the users responsibility to determine the suitability for their own use of the products described herein. Since the actual
use by others is beyond our control, no guarantee or warranty of any kind, expressed or implied, is made by Agru America as to the effects of such use
or the results to be obtained, nor does Agru America assume any liability in connection herewith. Any statement made herein may not be absolutely
complete since additional information may be necessary or desirable when particular or exceptional conditions or circumstances exist or because of
applicable laws or government regulations. Nothing herein is to be construed as permission or as a recommendation to infringe any patent.
Only near spherical agglomerates10 views
Agru America’s geomembranes are certified to pass Low Temp. Brittleness via ASTM D746 (-80°C), Dimensional Stability via ASTM D1204 (±2% @ 100°C)


0WFO
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67
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These product specifications meet or exceed GRI’s GM1


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ASTM D7
40 1.0 23 7
60 1.5 23

80 2.0 23

100 2.5 23

7
7
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1
Limited Material Warranty
Please Note: Warranty will be Null & Void until Full Clear Funding on Project Is Received.

OWNER: Duke Energy
REQUESTED BY: Chesapeake Containment Systems
PROJECT: Belews Creek Pine Hall RD Landfill
TYPE MATERIAL: 40 ml LLDPE double sided Microspike ® 1 roll
LOCATION: 3562 Pine Hall Rd. , Walnut Cove , NC. 27052
EFFECTIVE DATE: 10/24/16

AGRU AMERICA, Inc. (AGRU) warrants its material for a period of FIVE(5) YEARS,non- prorated, from the
final project ship date when subsequently properly installed and used for a _Landfill Cap (Buried). AGRU
warrants that the liner will be free from material defects and is manufactured in all material respects to
AGRU’s product specifications as indicated in the applicable AGRU technical records, catalogs,
guidelines, and test certificates in effect at the time when the material is sold. Note: AGRU’s products
may vary in details of design and construction from descriptions in any literature or from any sample,
display, or other model inspected by Customer.
AGRU disclaims all other representations and warranties of any kind, express or implied, in fact or in
law, including, without limitation, the implied warranty of merchantability and the implied warranty of
fitness for a particular purpose. Every claim under this limited warranty shall be deemed waived unless
in writing and received by SELLER within 10 days of delivery if visibly damaged or defective, and,
otherwise, within 30 days after the defect to which each claim relates is discovered, or should have been
discovered, but in no event longer than FIVE(5) YEARS after product shipment.
AGRU’s liability under this limited warranty is not applicable when damage is caused by: Natural
phenomena such as, but not limited to: thunderstorms, floods, earthquakes, or other acts of God; and
acts of war, machinery, foreign objects or animals; and Chemicals which are not suitable for LLDPE liner
materials.
AGRU’s Limited Material Warranty will be void if any of the material is shipped prior to completion and
approval of all testing required by the project specifications.
Further, the AGRU limited warranty is voided by, and AGRU in no event shall be liable for damages due
to improper site preparation, as well as the misapplication, incorrect installation (including incorrect
welding of seams in the installation), and/or damages resulting from any kind of improper handling.
Further, AGRU’s warranty will be void in the event that the Customer performs repairs or makes
alterations without the express approval of AGRU in writing. Customer shall not repair, replace,
remove, alter, or disturb any liner prior to AGRU’S inspection except that the Customer may take
emergency action necessary to prevent damage to persons, property or the environment. Failure to
comply with this paragraph shall void the warranty.

2
This warranty is only valid on condition that the generally approved technical standards, and in
particular the guidelines for the installation of the liner, are followed in all respects.
AGRU shall be given an opportunity to ascertain the cause of damages. AGRU reserves the right to
decide how damages will be settled. Customer agrees that it shall provide AGRU with clean, dry and
unobstructed access to the liner in order for AGRU to perform the inspections and repairs which may be
required pursuant to the warranty. AGRU shall not be obligated to perform any inspection or be
obligated to perform any repair or replacement under this warranty until the area is made available free
from all obstructions, water, dirt, sludge, residuals and liquids of any kind. AGRU shall not be liable for
any costs relating to providing such access to the liner. If after inspection it is determined that there is
no claim under this warranty, Customer shall reimburse AGRU for its costs associated with the site
inspection.
Customer’s exclusive remedy and the limit of AGRU’s liability for breach of this limited warranty,
whether based on negligence, breach of warranty, strict liability, or any other theory, at law or in equity,
shall be, at AGRU’s option: repair, replacement with a like quantity of non-defective product, or refund
of the purchase price, plus reasonable handling and transportation charges incurred for approved
refunds.
AGRU will not be held responsible for any delays in performing approved material repairs or
replacements that are caused by machinery or mechanical failure beyond AGRU’s control.
AGRU’s maximum liability under this warranty will not exceed the purchase price of the liner and will
only be in force when payment has been made in full, and further claims, regardless of the legal
suppositions, are not applicable.
All AGRU products (including liners) are sold under AGRU’s General Terms and Conditions, including this
Limited Material Warranty, and bar on recovery of consequential and other damages.
AGRU AMERICA SHALL NOT BE LIABLE FOR ANY CONSEQUENTIAL OR SPECIAL DAMAGES BASED ON
NEGLIGENCE, BREACH OF WARRANTY, STRICT LIABILITY, OR ANY OTHER THEORY, FOR FAILURE TO
PERFORM ITS OBLIGATIONS UNDER THIS AGREEMENT. ADDITIONALLY, CONSEQUENTIAL AND SPECIAL
DAMAGES SHALL NOT BE RECOVERABLE EVEN IF THE REPAIR, REPLACEMENT, OR REFUND REMEDY FOR
AGRU AMERICA’S BREACH OF ITS LIMITED WARRANTY FAILS ITS ESSENTIAL PURPOSE OR FOR ANY
OTHER REASON.
No warranty made by any representative of AGRU, or any other person, regarding the AGRU
material shall be binding upon AGRU except the warranty set forth herein.

4838-4451-5604.1
Executive Offices: 500 Garrison Road, Georgetown, SC 29440 843 546-0600 800 321-1379
Sales Office: 700 Rockmead, Suite 150, Kingwood, TX 77339 281 358-4741 800 373-2478
Email: [e-mail]
The weld
rod is compatible with the geomembrane
.
Sincerely,
Nathan Ivy
Agru America
Executive Offices: 500 Garrison Road, Georgetown, SC 29440 843 546-0600 800 321-1379
Sales Office: 700 Rockmead, Suite 150, Kingwood, TX 77339 281 358-4741 800 373-2478
Email: [e-mail]
SUBJECT:SPARK TESTING OF GEOMEMBRANE MATERIALS -AGRU AMERICA,INC.
To Whom It May Concern:
As part of its quality assurance program, Agru continuously spark tests every
geomembrane produced to ensure that no pinholes or defects are present prior to rolling
the geomembrane materials onto their cores. This spark testing is accomplished through
a holiday detector which is connected to a copper brush that extends the entire width of
the geomembrane production line. A steel roller is located on the opposite side of the
geomembrane. An electrical current of 15,000 to 20,000 volts is administered through the
holiday detector, and in the event of any hole in the geomembrane the electrical circuit will
be completed via the hole to the steel roller. In the event of this rare occurrence, an alarm
sounds and an entire machine length (approximately 50’) of material is removed.
The spark testing system for each machine is tested once per shift (twice daily) by
introducing three holes (left, right and center) to the geomembrane. The alarm should
sound three times, once for each hole introduced, to ensure that the equipment is
performing as intended. These tests are logged in the operating protocol for the machine
by the operator.
The rolls provided for the above referenced project were spark test following our
standard procedure and are certified to be pinhole free.
Sincerely,
Nathan Ivy
Agru America
Cust:Chesapeake Containment Systems Doc#: 34191
PO#: 16132 Pine Hall Road Ash LF
Dest: Walnut Cove, NC
1 roll 40LL micro (740)
roll # width length area check weld rod qty (if ordered) wgt resin lot #
ft. ft. ft². lbs.
G16B003367 23 740 17,020 40LL micro 1tot 1 3527 CGG810600
waiting on conformance instructions TRI
English
CHES CONT Pine Hall Road Ash LF, Walnut Cove, NC doc 34191 list (1m).xls Page 1
40 LL MICROSPIKECGG810600G16B003367ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E
Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)TD
Tensile Elongation
ASTM D6693
(2 inches / minute)
Lo = 1.3" Yield
Lo = 2.0" Break
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)
Customer:
PO:
Destination:
Production Date:
Signature:
Quality Control Department
g/cc
%
%
N
N
ppi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
mm mil40
225.555
7.01
1.02
740
23
193
.934
.33
2.4
10 in Category 1
94
18432
Asperity
ASTM D7466
Top
Bottom
29
34
mil
mil
Grade:K307
4858
4588
467
524
49
45198.5
416.9
8/30/2016
psi
psi
ppiMDN/mm 19434Average Strength @ Break
%
MD
TD
MD
TD
lbs.N217.3
Chesapeake Containment Systems
16132 Pine Hall Road Ash LF
Walnut Cove, NC
Average
Average Density
METRIC ENGLISH
Average Peak Load
mm
mm
.74
.86
OA#:34191
Maria Coffey
METRIC ENGLISH
mil
mil
mil
MIN:39
MAX:46
AVE:42
1.0
1.2
1.1
mm
mm
mm
Product:
MARLEX 7104 POLYETHYLENE in Bulk
Lot Number: CGG810600 ____________________________________________________________________________
Property Test Method Value Unit____________________________________________________________________________
Melt Index ASTM D1238 0.33 g/10mi
HLMI ASTM D1238 12.68 g/10mi
Pellet Count ST-905 34 pel/g
Production date 20160721
Density D1505 or D4883 0.918 g/cm3____________________________________________________________________________
The data set forth herein have been carefully compiled by Chevron Phillips Chemical Company LP (CPChem).
However, there is no warranty of any kind, either expressed or implied, applicable to its use, and the user assumes
all risk and liability in connection therewith.
KEVIN AYRES
QUALITY ASSURANCE SUPERINTENDENT
For CoA questions contact Customer Service Representative at [phone]
AGRU AMERICA INC:GEORGETOWN
500 GARRISON RD
GEORGETOWN SC 29440
USA
Recipient: PALMER
Fax:
CoA Date: 08/10/2016
Delivery #: 89309200
Page 1 of 1
PO #: 010632
Weight: 186850 LB
Ship Date: 08/10/2016
Package: BULK
Mode: Hopper Car
Car #: PSPX002037
Seal No: 69818
Shipped To:
Certificate of Analysis
June 17, 2015
Grant Palmer
Agru America
500 Garrison Road
Georgetown, SC 29440
Dear Grant:
This letter is to report the final results of oven-aging and UV-aging tests (according to GRI-GM13 and
GRI-GM17) on Agru America black sheet samples that you provided to us recently. These tests were
performed by CPChem’s Materials Evaluation Laboratory in Bartlesville, OK. The tests were completed
June 2015.
The GRI-GM13 (HDPE) and GRI-GM17 (LLDPE) durability tests were done according to the following
procedures.
Test Exposure Method
HP-OIT 150 °C, 500 psi oxygen D5885
Oven Aging 90 days, 85 °C D5721
UV Aging 1600 UV hrs (Conditions were 20 hours UVA-340 at 75 °C followed by 4 hrs
dark with condensation at 60 °C. Irradiance was 0.72 W/m2 at 340 nm.)
D7238
Oven-Aging Results
Sample Initial HP-
OIT (min)
HP-OIT Value
after Oven Aging
90 Days (min)
% HP-OIT
Retained after
Oven Aging 90
Days
GRI-GM13 and
GRI-GM17% Retained
Requirement
(Oven Aging 90 Days)
60 mil HDPE
Roll # G14F514045
from Marlex®K307
Polyethylene
Lot # H71-4-1337
1066 883 83 80
40 mil LLDPE
Roll # G14C243027
from Marlex® 7104
Polyethylene
Lot # CEC810320
512 422 82 60
Yingying Lu, Ph.D., Geomembrane Technical Service & Applications Development
Highways 60 & 123, Bartlesville Research and Technology Center, Room 149 PTC
Bartlesville, OK 74003
918-977-6894 [e-mail] Fax: [phone] www.cpchem.com
YL 06/17/15
Page 2
UV-Aging Results

Sample
Initial HP-
OIT (min)
HP-OIT Value after
UV Aging (min)
% HP-OIT
Retained
GRI-GM13 and GRI-
GM17 % Retained
Requirement
60 mil HDPE
Roll # G14F514045
from Marlex® K307
Polyethylene
Lot # H71-4-1337

1066

930

87

50
40 mil LLDPE
Roll # G14C243027
from Marlex® 7104
Polyethylene
Lot # CEC810320

512

351

69

35

According to these test results, the durability requirements are met.

If you have any questions, please call me at 918-977-6894.

Sincerely,

Yingying Lu, Ph. D.
Polyethylene Technical Service and Applications Development

Any technical advice, recommendations, results, or analysis ("Information") contained herein, including, without limitation,
Information as it may relate to the selection of a specific product ("Product") for your use and application, is given without warranty
or guarantee and is accepted at your sole risk. It is imperative that you test the Information (and Product, if applicable) to
determine to your own satisfaction whether the Information (and Product, if applicable) are suitable for your intended use and
application. You expressly assume, and release Chevron Phillips Chemical Company, from all risk and liability, whether
based in contract, tort or otherwise, in connection with the use of, or results obtained from, such Information (and
Product, if applicable).

TRI / Environmental, Inc.
A Texas Research International Company
GEOMEMBRANE TEST RESULTS
TRI Client: Agru America
Material: 40 mil. Microspike LLDPE Geomembrane Resin: Chevron Marlex 7104 LLDPE
Roll Number: 303112-13 Resin Lot #: CCN811900
TRI Log #: E2375-24-04
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 678910
2% Secant Modulus (ASTM D 5323)
MD 2% Secant Modulus (psi) 34530 33311 37457 36861 40240 36480 2696
MD 2% Secant Modulus (lb/in) 1744 1782 1794 1773 1887 1796 54
TD 2% Secant Modulus (psi) 44698 44751 47500 37885 49374 44842 4360
TD 2% Secant Modulus (lb/in) 2007 2099 2109 1769 2355 2068 211
MD Machine Direction TD Transverse Direction
The testing is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply
to samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the final use and purpose of the material.
TRI observes and maintains client confidentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.
page 2 of 2
GeosyntheticTesting.com
9063 Bee Caves Road / Austin, TX 78733 / 512 263 2101 / fax: [phone]
A Texas Research International Company
Thickness (mils) 43 43 40 2
Maximum Stress (psi) 1765 1558 1643 104
% Elongation @ Rupture (%) 76.9 76.3 81.6 2.9 30 min
Failure Description H-CAT MDT MDT
N-EF N-EF N-EF
MDT A tear in the machine direction.
TDT A tear in the transverse direction.
H Circular or ellip ical hole in the specimen.
H-CAT Circular or ellip ical hole in an area where the material has significantly necked down
or thinned. The large thinned area resembles a pupil of a cat eye.
N-EF No edge failure
MD Machine Direction TD Transverse Direction NA Not Available
The testing is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply
to samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the final use and purpose of the material.
TRI observes and maintains client confidentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.
page 2 of 2
9063 Bee Caves Road / Austin, TX 78733 / 512 263 2101 / fax: [phone]

40 mil LLDPE Conformance Testing

40 mil LLDPE Panel Placement Log

40 mil LLDPE Trial Seaming Log

40 mil LLDPE Seaming Log

40 LLDPE NDT Seaming Log

40 mil LLDPE Destructive Test Log

40 mil LLDPE Destructive Test Results

40 mil LLDPE Repair Summary Log

GDN Deployment Log

GDN MQC Data

Rajesh Patel
571 Industrial Parkway, Commerce, GA 30529 * Ph : 706-336-7000 * Fax : [phone] * Email : [e-mail]
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GDN Conformance Testing

8 oz. NWGT Deployment Log

8 oz. NWGT MQC Data

SKAPS Industries (Nonwoven Division) Sales Office:
335, Athena Drive Engineered Synthetic Product Inc.
Athens, GA 30601 (U.S.A.) Phone: [phone]
Phone [phone] Fax [phone] Fax: [phone]
E-mail: [e-mail]
October 11, 2016
Hanes Industries
500 N Mclin Creek RdConover,
NC, 28613
PO : 90057
BOL : 055138
ASTM D 5261 oz/sy(g/m2)8.00 (271)
ASTM D 5199 mils (mm) 100 (2.54)
ASTM D 4632 lbs (kN) 225 (1.00)
Grab Elongation ASTM D 4632 % 50
Trapezoidal Tear ASTM D 4533 lbs (kN) 90 (0.40)
Puncture Resistance ASTM D 4833 lbs (kN) 130 (0.58)
ASTM D 6241 lbs (kN) 650 (2.89)
Mullen Burst Strength ASTM D 3786 psi (kPa) 425 (2930)
ASTM D 4491 sec-1 1.26
Permeability* ASTM D 4491 cm/sec 0.30
ASTM D 4491 gpm/ft2(l/min/m2)100 (4074)
ASTM D 4751 US Sieve (mm) 80 (0.18)
UV Resistance ASTM D 4355 %/hrs 70/500
Notes:
* At the time of manufacturing. Handling may change these properties.
KOUROSH SABZEVARI
QUALITY CONTROL MANAGER
www.espgeosynthetics.com
CBR Puncture
www.skaps.com
Weight
Thickness*
Permittivity*
Water Flow*
Grab Tensile
AOS*
Dear Sir/Madam:
ThisistocertifythatSKAPSGE180isahighqualityneedle-punchednonwoven
geotextilemadeof100%polypropylenestaplefibers,randomly networkedto formahighstrength
dimensionally stable fabric. SKAPS GE180 resists ultraviolet deterioration,
rotting, biological degradation. The fabric is inert to commonly encountered soil chemicals.
PolypropyleneisstablewithinapHrangeof2to13.SKAPS GE180 conforms to
the property values listed below:
M.A.R.V.
Minimum Average Roll ValuePROPERTY TEST METHOD UNITS
*
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Geosynthetic Installer Warranty

CHESAPEAKE CONTAINMENT SYSTEMS, INC.
LIMITED WORKMANSHIP WARRANTY
Warranty No.______
Project No:_________
Effective Date: __
PURCHASER:________ PROJECT NAME:_______
ADDRESS:_____________________
CITY, STATE,:________
DESCRIPTION:__
ADDRESS:___
CITY, STATE,:________
CHESAPEAKE CONTAINMENT SYSTEMS, INC. (CCSI) warrants each CCSI LINER SYSTEM installed by CCSI to be free from
defects in workmanship. This "Workmanship Warranty" shall be in effect from the date the installation of the Liner System is
completed and accepted by the Owner for a period of of normal use in approved applications.
This Limited Warranty does not include damages or defects in the
CCSI Liner System resulting from acts of God, casualty or
catastrophe including but not limited to: earthquakes, floods, piercing
hail, tornadoes or force majeure. The term "normal use" as used
herein does not include, among other things, the exposure of CCSI
Liner System to harmful chemicals, abuse of CCSI Liner System by
machinery, equipment or people, excessive pressures or stress from
any source, subsurface or overburdened soil conditions, and total or
differential soil settlements and the effect these may have on the liner
system.
Should defects or premature loss of use within the scope of the above
Limited Workmanship Warranty occur, CCSI will, at its option,
repair or replace the CCSI Liner System at the then current price
in such manner as to charge the Purchaser/User. CCSI will have
the right to inspect and determine the cause of any alleged defect in
the CCSI Liner System and to take appropriate steps to repair or
replace the CCSI Liner System if a defect exists and is within
the term of this Limited Warranty.
Any claim for any alleged breach of this warranty must be made in
writing, by certified mail, to the President of CCSI within thirty
(30) days after the alleged defect is noticed. Should the required
notice not be given, the defect and all warranties shall be deemed to
have been waived by the Purchaser, and Purchaser shall have no right
of recovery against CCSI. In the event repairs and/or replacements
are to be effected, said repairs and/or replacements shall not become
due until the area subject to repair and/or replacement of CCSI Liner
System is available to CCSI in a clean, dry, unencumbered condition.
This includes, but is not limited to, the area made available for repair
and/or replacement of CCSI Liner System to be free from all water,
dirt, sludge, residuals, and liquids of any kind.
CCSI’s liability under this warranty shall in no event exceed the
replacement cost of the material and installation sold to the Purchaser
for the particular installation in which it failed. Further, under no
circumstances shall CCSI be liable for any special, direct, indirect, or
consequential damages arising from loss of production or any other
losses including losses due to personal injuries and product liability
owing to the failure of the material or installation and no allowance
will be made for repairs, replacements, or alterations made by the
Purchaser without the express written consent of CCSI.
CCSI neither assumes nor authorizes any person other than an officer
of CCSI to assume for it any other or additional liability in
connection with the CCSI Liner System made the basis of the Limited
Warranty. The Limited Workmanship Warranty on the CCSI Liner
System herein is given in lieu of all other possible material
warranties, either express or implied, and by accepting delivery of the
material Purchaser waives all other possible workmanship warranties,
except those specifically given.
The parties expressly agree that the sale hereunder is for commercial
or industrial use only.
CCSI’s Limited Warranty is extended to the purchaser/owner and is
non transferable and non-assignable.
Purchaser acknowledges by acceptance that the Limited
Workmanship Warranty given herein is accepted in preference to any
and all other possible workmanship warranties.
CCSI MAKES NO WARRANTY OF ANY KIND OTHER THAN THAT GIVEN ABOVE AND HEREBY DISCLAIMS ALL WARRANTIES,
BOTH EXPRESS OR IMPLIED, OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE
WARRANTY BECOMES EFFECTIVE UPON RECEIPT OF FINAL PAYMENT
I hereby state I have read and understood the above and Chesapeake Containment Systems, Inc.
foregoing Limited Warranty and agree to such by
signing hereunder
PURCHASER NAME:______________________________ ___________________________________________
SIGNATURE:_____________________________________ Vice President
DATE:___________________________________________

APPENDIX E:

As-built Record Drawings
(See Attached)

APPENDIX E:

As-built Record Drawings
(See Attached)

As-Built Drawing of Existing Grade Topography

As-Built Drawing of Finished Subgrade Topography

As-Built Drawing of 40 mil LLDPE Geomembrane

As-Built of NCDOT #57 Aggregate Extents

Pine Hall Road Ash Landfill Modification – Survey Data Spreadsheet

As-Built Drawing of Final Grade Topography