7607_GreatOakMSWLF_CQArpt_Cell 3A_3rd_Submittal_FID1357001_20190823

 
Construction Certification Report
Cell 3A, Great Oak Landfill
Permit No. 7607-MSWLF-2015

Waste Management of Carolinas, Inc.
3597 Old Cedar Falls Road
Randleman, Randolph County, North Carolina 27317

02215305.10 | August 23, 2019
2520 Whitehall Park Drive, Suite 450
Charlotte, NC 28273
704-504-3107

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Table of Contents
Section Page
 INTRODUCTION ................................................................................................................................ 1 1.0
 Background ............................................................................................................................... 3 1.1
 Project Overview ....................................................................................................................... 3 1.2
 Project Parties .......................................................................................................................... 4 1.3
 SITE PREPARATION AND EXCAVATION ............................................................................................ 6 2.0
 STRUCTURAL FILL ............................................................................................................................ 8 3.0
 Structural Fill Laboratory Testing ............................................................................................ 8 3.1
 Structural Fill Construction ...................................................................................................... 9 3.2
 Structural Fill Field Testing ......................................................................................... 9 3.2.1
 Subgrade Certification and Bedrock Separation .................................................... 10 3.2.2
 HIGH DENSITY POLYETHYLENE (HDPE) GEOMEMBRANE LINER ................................................ 11 4.0
 Manufacturer’s Quality Control Testing ............................................................................... 11 4.1
 Quality Assurance Material Testing ...................................................................................... 12 4.2
 HDPE Geomembrane Panel Deployment ............................................................................. 12 4.3
 HDPE Geomembrane Panel Seaming and Non-Destructive Seam Testing ....................... 12 4.4
 Destructive Seam Testing ..................................................................................................... 13 4.5
 Repairs ................................................................................................................................... 13 4.6
 GEOCOMPOSITE............................................................................................................................ 14 5.0
 Manufacturer’s Quality Control Testing ............................................................................... 14 5.1
 Quality Assurance Material Testing ...................................................................................... 15 5.2
 Geocomposite Deployment ................................................................................................... 16 5.3
 GEOSYNTHETIC CLAY LINER (GCL) ............................................................................................... 17 6.0
 Manufacturer’s Quality Control Testing ............................................................................... 17 6.1
 Quality Assurance Material Testing ...................................................................................... 17 6.2
 GCL Placement ...................................................................................................................... 18 6.3
 LEACHATE COLLECTION AND LEAK DETECTION SYSTEM ........................................................... 19 7.0
 Leak Detection System Pipe, Riser, Sump, and Pump ....................................................... 19 7.1
 Leachate Collection System Pipe, Riser, Sump, and Pump ................................................ 19 7.2
 Leachate Pipe Camera Inspection ....................................................................................... 20 7.3
 Force Main and Pump Control Panel ................................................................................... 20 7.4
 PROTECTIVE SOIL COVER ............................................................................................................. 21 8.0
 Protective Soil Cover Laboratory Testing ............................................................................. 21 8.1
 Protective Soil Cover Placement .......................................................................................... 21 8.2
 Interface Friction Testing ...................................................................................................... 21 8.3
 LEAK LOCATION TESTING ............................................................................................................. 24 9.0
 Testing Procedure.................................................................................................................. 24 9.1
 Testing Results ...................................................................................................................... 24 9.2

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Figures
Figure 1. Site Vicinity Plan .................................................................................................................... 2 
Figure 2. Landfill Site Plan ................................................................................................................... 7 

Tables
Table 1. Structural Fill Laboratory Results ......................................................................................... 9 
Table 2. Destruct Seam Tests Frequency ....................................................................................... 13 
Table 3. Protective Soil Cover Results ............................................................................................ 21 
Table 4. Protective Soil Cover Thickness Summary ....................................................................... 22 

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Appendices
A Structural Fill
A-1 Laboratory Results
A-2 Field Density Testing
B Subgrade Certifications
C HDPE Geomembrane (Secondary, Primary, and Tertiary)
C-1 MQC Certifications
C-2 CQA Conformance Testing Results
C-3 Destructive Seam Testing Results
C-4 Geosynthetic Installation Monitoring Reports
C-5 Records and Logs
C-6 HDPE Geomembrane As-Built Record Drawings
D Geocomposite Layer
D-1 MQC Certifications
D-2 CQA Conformance Testing Results
E Geosynthetic Clay Liner
E-1 MQC Certifications
E-2 CQA Conformance Testing Results
F Leachate Management Information
F-1 LCS and LDS Aggregate, and Pump Information
F-2 LCS and LDS Pipe Camera Inspection
F-3 Leachate Force Main Pressure Test
G Protective Soil Cover
G-1 Laboratory Results
H Leak Location Report
I Correspondences
I-1 Project Correspondences
I-2 Preconstruction Meeting Progress Meetings Summary Reports
J As-Built Drawings

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Submittal.docx

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CERTIFICATION
The professional seal of Steven C. Lamb, P.E., is affixed to this Construction Certification Report to
certify that the construction of Great Oak Landfill Cell 3A and leachate management components
have been completed in substantial accordance with the approved CQA Plan, Technical
Specifications, and Permit Drawings except as noted herein. SCS Engineers, PC and its
subconsultants provided quality assurance testing and monitoring services during the construction
of Cell 3A and the leachate management components.

Steven C. Lamb, PE
Project Director/Vice President
SCS Engineers, PC

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List of Acronyms

ACC Atlantic Coast Consulting, Inc.
ASTM American Standards for Testing Materials
cm/sec centimeters per second
CQA Construction Quality Assurance
FTB Film Tear Bond
GCL Geosynthetic Clay Liner
HDPE High Density Polyethylene
LCS Leachate Collection System
LDS Leak Detection System
MQC Manufacturer Quality Control
MSW Municipal Solid Waste
NCDEQ North Carolina Department of Environmental Quality
NGG New Generation Grading
OMC Optimum Moisture Content
pcf pounds per cubic foot
PE Professional Engineer
QA Quality Assurance
S&ME Soil & Material Engineers
SCS SCS Engineers, PC
sf square feet
TRI TRI Environmental, Inc.
USCS Unified Soil Classification System
UV Ultraviolet
WM Waste Management of Carolinas, Inc.

Cell 3A Construction Certification Report
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INTRODUCTION 1.0
This Construction Certification Report, prepared by SCS Engineers, PC (SCS) summarizes the
construction of an approximate 8.46-acre cell (Cell 3A) at the Waste Management Great Oak Landfill
(Landfill). The Landfill is located in Randolph County outside of Asheboro, North Carolina, and is
located at 3597 Old Cedar Falls Road (Figure 1). The Landfill is owned by Randolph County and
operated by Waste Management of Carolinas, Inc. (WM). During the project, Cell 3 was divided into
two subcells, designated Cell 3A and Cell 3B.
This report documents the construction of Cell 3A and construction quality assurance (CQA) activities
conducted during the construction of Cell 3A. The Landfill was issued a Permit to Construct on
January 19, 2016. The Landfill operates under Permit No. 7607-MSWLF-2015.
This submittal contains material certifications, laboratory testing, field testing, as-built survey
drawings, and photographs for the Cell 3A Project. Individual sections of this Construction
Certification Report describe the materials and testing/inspection procedures used for:
 Site Preparation and Excavation
 Structural Fill
 60-mil High Density Polyethylene (HDPE) Geomembrane liners (secondary, primary, and
tertiary)
 Geosynthetic Clay Liners (GCL)
 Geocomposite Layers (Leak Detection and Leachate Collection Layers)
 Leachate Management System
 Protective Cover Layer

The necessary monitoring, inspection and testing for the construction of Cell 3A have been
completed. Monitoring, testing and inspections were performed and documented based, in part, on
the following:
 Permit to Construct Application (S&ME February 16, 2015, revised October 21, 2015)
 Permit to Construct (NCDEQ, January 19, 2016)
 Construction Drawings and Project Manual, Great Oak Landfill, Cell 3 (SCS January 9,
2019)
 Revised Construction Drawings, Great Oak Landfill, Cell 3A (SCS May 28, 2019)
 Technical Specifications (S&ME, 2016, Revised SCS 2017)
 Construction Quality Assurance (CQA) Plan (S&ME 2016, revised SCS 2017)
 Correspondences (Appendix I-1)
Ten (10) appendices are included in this report. The appendices include laboratory reports, field
testing data, daily field reports, and as-built drawings.

SITE
SCS ENGINEERS
FIGURE 1 - SITE VICINITY MAP
BASE MAP SOURCES: 7.5-MILE QUAD MAP:
RANDLEMAN, GRAYS CHAPEL, ASHEBORO, RAMSEUR

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BACKGROUND 1.1
The Landfill is located in central Randolph County about 0.5 miles from Asheboro. The Landfill is a
municipal solid waste (MSW) landfill permitted to accept household waste, commercial solid waste,
and industrial waste as defined by 15A NCAC 13B .1602 of the Solid Waste Management Rules. The
Landfill property is approximately 667 acres and approximately 200 acres are proposed for waste
disposal. The Landfill consists of nine (9) phases.
Phase 1, which is approximately 56.1 acres, consists of seven (7) cells. Cell 1, which is divided into
two sub cells designated Cell 1A and Cell 1B, was constructed in late 2016 and early 2017,
respectively. Cell 2 is approximately 10 acres and was constructed in 2018. Cell 3 was divided into
two sub cells designated Cell 3A and Cell 3B. Cell 3A, which is covered in this report, is
approximately 8.46 acres. Cell 3B, approximately 3.14 acres, is scheduled to be constructed in
2020.
PROJECT OVERVIEW 1.2
A pre-construction meeting was conducted January 3, 2019 at the Landfill’s scale house. The pre-
Construction Meeting summary is provided in Appendix I-2. Construction began on January 3, 2019
2019 with the installation of erosion and sediment controls. All work for Cell 3A and the leachate
management system were deemed substantially complete on August 23, 2019.
Cell 3A has a composite liner system. The liner system includes a secondary leak location zone and
a primary liner system on the cell floor. Within the sump area, a tertiary geomembrane liner is
included. The liner system consists of the following (from top to bottom):
 Liner System – Cell Floor
– Two feet of protective cover soil
– Leachate collection system geocomposite drainage layer
– Primary 60-mil textured HDPE geomembrane liner
– Geosynthetic clay liner (GCL)
– Leak detection system (LDS) geocomposite drainage layer
– Secondary 60-mil textured HDPE geomembrane liner
– Subgrade soil or compacted structural fill soil

 Liner System – Sump Area
– Two feet of protective cover soil
– Leachate collection system geocomposite drainage layer
– Tertiary 60-mil textured HDPE geomembrane liner
– Geosynthetic clay liner (GCL)
– Primary 60-mil textured HDPE geomembrane liner
– Leak detection system (LDS) geocomposite drainage layer
– Secondary 60-mil textured HDPE geomembrane liner
– Subgrade soil or compacted structural fill soil

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PROJECT PARTIES 1.3
The parties involved in the construction, permitting, and construction oversight of Cell 3A at the
Great Oak Landfill are summarized below.
Operator 
Primary Contact
Susan Harrison, PE
Waste Management of Carolina, Inc.
1047 Highway Church Road
Elgin, SC 29045
Phone: [phone]
Email: [e-mail]

General Contractor 
Primary Contact
Richard McGuirt
New Generation Grading (NGG)
4719 Ball Ground Highway
Ball Ground, GA 30107
Phone: [phone]
Cell: [phone]
Email: [e-mail]

CQA Consultant 
CQA Officer/Certifying Engineer CQA Manager
Steve Lamb, P.E. Jarrod Timmons
SCS Engineers, PC SCS Engineers, PC
2520 Whitehall Park Drive, Suite 450 Cell: [phone]
Charlotte, NC 28273 Email: [e-mail]
Phone: [phone]
Cell: [phone]
Email: [e-mail]

CQA Soils Technician
ACC, Inc.
Paul Vaillancourt
Cell: [phone]
Email: [e-mail]

Primary CQA Geosynthetic Monitor
ACC, Inc.
Danny Rennicks
Cell: [phone]
Email: [e-mail]                                 

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Design Engineering Firm 
Design Manager
Albert Glenn P.E.
SCS Engineers, PC
Phone: [phone]
Email: [e-mail] 

Survey Firm 
Daniel Tanner
Survey Carolina, PLLC
Phone: [phone]
Email: [e-mail] 

Owner ‐ Randolph County 
Paxton Arthurs
Randolph County
Phone: [phone]
Email: [e-mail] 

NCDEQ Contacts 
Ming-Tai Chao
DEQ-WM-SWS
Phone: [phone]
Email: [e-mail]

Christine Ritter Chuck Kirchner
DEQ-NC-SWS DEQ-WM-SWS
Phone: [phone] Phone: [phone]
Email: [e-mail] Email: [e-mail]

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SITE PREPARATION AND EXCAVATION 2.0
Cell 3A is approximately 8.46 acres (369,400 square feet). Cell 3A is rectangular in shape as
illustrated in Figure 2.
Site preparation for Cell 3A began in early January 2019. Site preparation activities began in the
northern portion of the cell. Site preparation activities consisted of the following:
 Stripping of vegetation and topsoil.
 Excavation of overburden soil materials to meet excavation grades.
 In a small area of the cell, a hydraulic hammer was used to remove bedrock formations
to a depth of at least 4 feet below top of structural fill design elevations.
Following the mass excavation and hammering activities, the cell subgrade surface was surveyed by
Survey Carolina, PLLC. This information was reviewed by SCS to verify that there was at least a 4-ft
separation between exposed bedrock and the top of structural fill design elevations. Following this
review, the cell floor was proof-rolled to verify suitable foundation for the placement of structural fill.

EXISTINGCELL 1AEXISTINGCELL 1BFUTURECELL 3BFUTURECELL 4FUTURECELL 5CELL 7FUTURECELL 6EXISTINGCELL 2CELL 3ASCS ENGINEERSFIGURE 2 - GREAT OAK LANDFILL - SITE PLAN200SCALE IN FEET1000200

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STRUCTURAL FILL 3.0
Section 3 describes the inspection, monitoring and testing activities for subgrade approval and
structural fill placement along with associated testing results.
STRUCTURAL FILL LABORATORY TESTING 3.1
Structural fill (designated as “Type S1” in the Technical Specifications) material was stockpiled on
site during the site preparation and subgrade construction activities. Prior to placement, quality
assurance soil samples were obtained by SCS. Ten bulk samples of structural fill material were
collected (SF-1 through SF-9 and SF-1-18) from on site; SF-1-18 was collected and laboratory tested
during Cell 2 construction in 2018. Nine of the bulk samples were transported to the geotechnical
laboratory at Geotechnics located in Raleigh, North Carolina. One sample (SF-7) was shipped to TRI
Environmental, Inc. (TRI) located in Austin, Texas. The following tests were performed:
 Natural Moisture Content (ASTM D2216)
 Atterberg Limits (ASTM D4318)
 Standard Proctor (ASTM D698)
 Particle Size Analysis (ASTM D6913)(D422 old version)
The samples collected were classified according to USCS as CL or ML with maximum dry density
(MDD) ranging from 97.5 to 121.3 pounds per cubic foot (pcf). The results of the standard Proctor
test, Atterberg Limits, and natural moisture content tests are summarized in Table 1. The complete
laboratory test results are provided in Appendix A-1.
Testing the placement of structural fill for Cell 3A was performed in accordance with the CQA Plan
and Technical Specifications at a frequency of one test per 10,000 cubic yards (CY). Over the
8.46-acre cell footprint, the depth of structural fill ranged from 1 to 5 feet, averaging an estimated
2 feet. Therefore, we estimate approximately 27,400 CY of structural fill was placed and compacted
to construct the subgrade. Based on this volume, a minimum of three (3) bulk structural fill samples
are needed to satisfy the sampling frequencies in the CQA Plan and Technical Specifications. As
stated above, ten (10) bulk soil samples were collected.

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Table 1. Structural Fill Laboratory Results
Sample
No.
Standard Proctor
Natural
Moisture
Content (%)
Atterberg Limits
Maximum
Dry Density
(MDD),
pcf
Optimum
Moisture
Content
(OMC)
Liquid
Limit
Plastic
Limit
Plastic
Index
SF-1 118.8 12.0% 14.6 35 22 13
SF-2 113.0 13.9% 20.2 36 25 11
SF-3 112.0 13.5% 18.7 38 24 14
SF-4 112.6 14.2% 15.4 39 24 15
SF-5 112.3 15.6% 17.4 39 24 15
SF-6 97.5 22.3% 23.8 42 31 11
SF-7 121.3 13.3% 15.1 37 25 12
SF-8 99.7 18.9% 24.5 39 26 13
SF-9 98.7 17.3% 25.2 39 28 11
SF-1-18 103.6 18.2% 2.8 35 25 10

STRUCTURAL FILL CONSTRUCTION 3.2
The structural fill layer was constructed by New Generation Grading (NGG) beginning on May 23,
2019 and substantially completed on June 4, 2019. The structural fill layer was constructed in
several lifts ranging from 6-inch to 10-inch thick (loose measure). Placement and compaction of the
structural fill layer was achieved using the following equipment:
 Cat D6N (GPS) Dozer
 Volvo 380 Excavator
 Volvo 250 Excavator
 John Deere 470 Excavator
 Volvo A40G Articulating Truck
 Catepillar 12M2 Motor Grader
 Volvo SD115B Sheepsfoot Compactor
 Volvo SD115B Smooth Drum Compactor
Structural Fill Field Testing 3.2.1
Structural fill materials within the footprint of Cell 3A were compacted to a density of at least
95 percent of the standard Proctor density (ASTM D698). The in-place compaction (density) and
moisture content of structural fill material was monitored and tested in accordance with the CQA
Plan in accordance with ASTM D2922 and D3017 (Nuclear Gauge). Field density testing was
performed at a minimum frequency of 1 test per 1,500 cubic yards for placement of structural fill in
accordance with the CQA Plan. Testing was performed by SCS’s subcontracted geotechnical testing
firm Atlantic Coast Consulting, Inc. (ACC). A total of 37 density tests (SF-1 to SF-37) were conducted
using a nuclear gage.

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Results of the field density testing for the structural fill material are provided in Appendix A-2. Based
on these results, all structural fill materials were placed in accordance with the Technical
Specifications and CQA Plan. It should be noted that some density tests indicated a moisture
content above 3 percent of optimum. These tests however were approved by the CQA Certifying
Engineer.
An as-built survey drawing of the Top of Structural Fill was produced by Survey Carolina, PLLC. This
survey shows that the subgrade and structural fill elevations reached prior to installation of the leak
detection zone (secondary geomembrane liner and geocomposite), and the approximate locations of
soil compaction testing. The as-built drawing is located in Appendix J.
Subgrade Certification and Bedrock Separation 3.2.2
In accordance with the Landfill’s Permit to Construct, No. 7607-MSWLF-2015, Part I, Condition 7, the
subgrade was inspected by a licensed geologist prior to any placement of structural fill. Based on
these inspections and review of survey data, it was concluded that the 4-ft separation from bedrock
was achieved, where bedrock was observed. A report (May 31, 2019) summarizing the subgrade
certifications was prepared and submitted to NCDEQ for Cell 3A. A copy of this report is provided in
Appendix B.

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HIGH DENSITY POLYETHYLENE (HDPE) GEOMEMBRANE 4.0
LINER
SCS and its subcontracted consultant (ACC) provided full-time monitoring and testing for the installa-
tion of the 60-mil HDPE geomembrane liners for the Cell 3A project. As previously stated, there are
three layers of geomembrane liners on this project – secondary, primary, and tertiary. The 60-mil
HDPE geomembrane (Super GripNet) was supplied by Agru-America, Inc. and included 104 rolls.
Installation of the HDPE geomembrane liner was performed by Environmental Services, Inc. (ESI).
Cell 3A will include approximately 818,738 square feet (sf) of geomembrane liner (secondary,
primary, and tertiary).
MANUFACTURER’S QUALITY CONTROL TESTING 4.1
In accordance with Table 0519.16A in the Technical Specifications, the following manufacturer’s
quality control (MQC) testing was performed on the HDPE geomembrane liner:
 Thickness (ASTM D5994)
 Asperity Height (ASTM D7466)
 Density (ASTM D792)
 Tensile Properties (ASTM D6693)
 Tear Resistance (ASTM D1004)
 Puncture Resistance (ASTM D4833)
 Stress Crack Resistance (ASTM D5397)
 Carbon Black Content (ASTM D4218)
 Carbon Black Dispersion (ASTM D5596)
 Oxidative Induction Time (ASTM D5885)
 Oven Aging (ASTM D5721)
The above tests were performed on each roll with the exception of stress crack resistance (which is
one test per lot), and oxidation induction time (OIT) and oven aging (which is discussed below).
The manufacturer provided a certification letter for OIT, oven aging, and Ultraviolet (UV) resistance.
The October 31, 2017 certification letter from Chevron Phillips illustrates that the HP-OIT, Oven Aging
and UV aging test results meet the durability requirements of the geomembrane to be used at Great
Oak Landfill using the same resin identified as Marlex K307 Polyethylene. As shown in Appendix
C-1, one of the resin types used is shown as Marlex K307 Polyethylene by Chevron Phillips. Based
on Note 12 in Table 1 in the CQA Plan, pages 48-49, the manufacturer may provide certification
letter to show meeting durability requirements when using the same resin type, even when the roll or
lot number tested previously differs from the geomembrane roll list provided for Great Oak
Landfill. Therefore, the information included in Appendix C-1 is acceptable. The project
specification calls for textured geomembrane. However, for the oven aging and UV aging test, there
is no difference in the test result, whether it is smooth or textured portion of geomembrane being
used in the test, so long as the resin type is the same. It is the basis of why TRI certification letter
was accepted.
The MQC test results were reviewed by SCS; and based on our review, the HDPE geomembrane liner
met or exceeded the project requirements. A copy of the MQC certifications and resin testing is
included in Appendix C-1.

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QUALITY ASSURANCE MATERIAL TESTING 4.2
Following review and approval of the HDPE geomembrane liner MQC test results, material samples
were shipped from Agru to Waste Management’s third party geosynthetics testing laboratory, TRI, for
quality assurance (QA) testing.
QA conformance sampling and testing for the HDPE geomembrane liner was conducted in
accordance with the CQA Plan. Testing was conducted at a frequency of one test per 100,000 sf of
liner. Fourteen (14) rolls of HDPE geomembrane liner were sampled and sent to TRI.
The following tests were performed by TRI located in Austin, Texas:
 Thickness (ASTM D5994)
 Asperity Height (ASTM D7466)
 Density (ASTM D1505)
 Tensile Properties (ASTM D6693)
 Puncture Resistance (ASTM D4833)
 Carbon Black Content (ASTM D4218)
 Carbon Black Dispersion (ASTM D5596)

A copy of the QA conformance testing results from TRI is included in Appendix C-2. These results
indicate the 60-mil HDPE geomembrane meet or exceed the requirements of the project
specifications and CQA Plan.
HDPE GEOMEMBRANE PANEL DEPLOYMENT 4.3
Geomembrane liner deployment began on the southwest slope of Cell 3A. HDPE geomembrane
panels were deployed using a boom and spear mounted on a front end loader; pulling the sheet off
of the roll using an ATV four-wheeler and manpower. The secondary liner geomembrane panels were
deployed directly on top of the structural fill or prepared subgrade. The subgrade was inspected by
CQA personnel and ESI personnel and approved for liner acceptance by ESI prior to deployment.
Certificate of Acceptance of Soil Subgrade forms are provided in Appendix C-5. Each panel was
inspected by CQA personnel during deployment, assigned a sequential panel number and measured
for dimensions.
Deployments of secondary liner HDPE geomembrane panels started May 29, 2019 and were
completed on June 5, 2019. Deployments of primary liner HDPE geomembrane panels started June
4, 2019 and were completed on June 20, 2019. Deployment of tertiary liner HDPE geomembrane
panels started June 24, 2019 was completed on June 26, 2019. The Geomembrane Panel
Deployment Logs and Geosynthetics Installation Monitoring Reports are included in Appendix C-4.
HDPE GEOMEMBRANE PANEL SEAMING AND NON-4.4
DESTRUCTIVE SEAM TESTING
At the beginning of each work day during HDPE geomembrane installation, trial seams were
performed (fusion and/or extrusion) to test the integrity of the welding machine and welding
technician. Following completion of the trial seams, destructive testing specimens were cut from the
trial seams and tested using the Installer’s tensiometer. Specimens were tested for peel adhesion
and for shear strength. In order to accept a trial seam, the failure mode for both peel adhesion and
bonded shear strength must be Film Tear Bond (FTB). Subsequent trial seams were performed

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throughout the day for approximately every 4 hours of seaming or if a new welder or technician was
used. A copy of the Geomembrane Trial Weld Log is included in Appendix C-5.
CQA personnel provided full-time monitoring during seaming of HDPE geomembrane panels. The
majority of field seaming was accomplished using double hot wedge fusion welding equipment and
techniques. Each seam was assigned a sequential number in accordance with the project
specifications. A copy of the Geomembrane Seam Log is included in Appendix C-5. SCS provided full-
time monitoring for non-destructive testing of field seams; air pressure testing for double hot wedge
fusion welds and vacuum box testing for extrusion welds. The Non-Destructive Test Logs
documenting non-destructive seam testing results are provided in Appendix C-5.
The perimeter of the primary liner was extrusion welded to the secondary liner. The perimeter of the
tertiary liner was welded to the primary liner.
DESTRUCTIVE SEAM TESTING 4.5
Destructive testing of the field seams was performed on each panel seam at approximately 500-foot
intervals for each welding machine. Field destructive samples were obtained in accordance with the
specifications at locations selected by the Geosynthetics’ CQA Monitor. Laboratory testing of the
destructive test samples was conducted by TRI. The locations of the destructive samples were
determined by ACC and are shown on the Geomembrane Repair and Destructive Seam Location Plan
in Appendix C-6. Four 1-inch wide specimens were taken from each destructive test sample (two
from each end) in the field and tested using the Installer’s tensiometer for Peel and Shear Strength,
using FTB and passing criteria. Table 2 summarizes the destructive seam testing frequencies and
seam lengths.
Table 2. Destruct Seam Tests Frequency
Sample No.
Fusion Seam
Welding
Length (feet)
Number of Destruct Seam
Tests for Fusion Weld Extrusion Seam
Welding Length
(feet)
Number of Destruct Seam
Tests for Extrusion Weld
Required Actual Required Actual
Secondary 18,840 38 40 720 2 9
Primary 18,862 38 40 2,351 5 16
Tertiary 3,949 8 11 1,160 3 5
All the destructive test samples passed except for secondary geomembrane tests DXS-3 and DXS-9.
Four additional destructive tests were conducted around each of the failed tests. The additional
tests are designated at DXS-3A1, DXS-3B1, DXS-9A1, and DXS-9B1, each of the additional tests
passed. A copy of the laboratory destructive testing results is included in Appendix C-3.
REPAIRS 4.6
Repairs were performed during the HDPE geomembrane installation. The majority of the repairs
were performed at panel corner intersections and at destructive testing sample locations.
Documentation of the repair size, repair type (patch, cap strip) and non-destructive testing results is
included on the Geomembrane Defect Log, Geomembrane Repair Log, and Geomembrane Repair
Vacuum Test Log provided in Appendix C-4. All repairs were monitored and tested in accordance
with the CQA Plan and Technical Specifications.
Record drawings for the secondary, primary, and tertiary liners showing the locations of HDPE
geomembrane panels, seams, and location of destructive tests are included in Appendix C-5.

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14
GEOCOMPOSITE 5.0
SCS CQA monitoring personnel provided full-time monitoring and inspection for the geocomposite
materials and installation. The leak detection geocomposite was manufactured by Agru (8-200-8),
and the leachate collection geocomposite material was manufactured by Skaps Industries
TN-350-2-8. The geocomposite is comprised of an HDPE geonet core in between two layers of
8-ounce geotextile.
Installation was performed by ESI. Approximately 370,000 sf of leak detection layer geocomposite
and 370,000 sf of leachate collection layer geocomposite was used for Cell 3A.
MANUFACTURER’S QUALITY CONTROL TESTING 5.1
In accordance with the Table 0519.26A in the Technical Specifications, the following manufacturer’s
quality control (MQC) tests were performed by the manufacturer:
Geonet
 Thickness (ASTM D5199)
 Carbon Black Content (ASTM D4218)
 Density (ASTM D1505)

Resin
 Polymer Density (ASTM D1505)
 Melt Flow Index (ASTM D1238)

Composite
 Ply Adhesion (ASTM D7005)
 Transmissivity (ASTM D4716)

Geotextile
 Mass per unit area (ASTM D5261)
 Grab Strength (ASTM D4632)
 Puncture resistance (ASTM D4833)
 Apparent Opening Size (AOS) (ASTM D4751)
 UV Resistance (ASTM D4355)
 Permittivity (ASTM D4491)

The testing frequency for thickness, carbon black content, density, and ply adhesion is 1 test per
50,000 sf. The testing frequency for mass per unit area, grab strength, and puncture resistance is 1
test per 100,000 sf. Testing for transmissivity, AOS, and permittivity is 1 test per 540,000 sf.
Testing for polymer density and melt flow index is 1 per lot.
For the leak detection geocomposite (8-200-8), twelve (12) tests were run for thickness, carbon
black content, density, and ply adhesion; all completed testing met or exceeded specified testing
requirements per Table 0519.26-B. Two (2) tests were run for transmissivity with transmissivity
results being 5.40x10-6 and 5.75x10-6 m/s2 respectively; both test results exceeded specified
testing requirements per Table 0519.26-B.
The testing for the resin (Marlex HHM 5502BN Polyethylene) used for manufacture of the geonet
was performed by CPChem. Testing included one (1) each for polymer density and melt flow index.

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Twenty (20) tests were performed on the geotextile material that was used in the manufacturing of
LDS geocomposite. Tests were run for mass per unit area, grab strength, puncture resistance, AOS,
UV resistance, and permittivity.
All MQC test results for LDS geocomposite and geotextile were reviewed by SCS and based on our
review, the leak detection geocomposite met or exceeded the project requirements. A copy of the
MQC certifications is included in Appendix D-1A.
For the leachate collection geocomposite (TN-350-2-8), ten (10) tests were run for thickness, carbon
black content, density, and ply adhesion. One (1) transmissivity test was run with a testing result of
1.14x10-3 m/s2, which exceeded the specified testing requirement per Table 0519.26-B.
The testing for the resin (GPLX 077137) used for manufacture of the geonet was performed by
CPChem. Testing included one (1) each for polymer density and melt flow index.
Five (5) tests were performed on the geotextile material that was used in the manufacturing of LCS
geocomposite. Tests were run for mass per unit area, grab strength, puncture resistance, AOS, and
permittivity. One (1) UV resistance test was performed on LCS geotextile.
All MQC test results for LCS geocomposite were reviewed by SCS and based on our review, the
leachate collection geocomposite met or exceeded the project requirements. A copy of the
manufacturer’s quality control (MQC) certifications is included in Appendix D-1B.
QUALITY ASSURANCE MATERIAL TESTING 5.2
In accordance with the Tables 3, 4, and 5 in the Construction Quality Assurance Plan, the following
Quality Assurance (QA) conformance samples and tests for the geocomposite material were
performed by TRI:
The following tests were performed:
Geonet
 Thickness (ASTM D5199)
 Carbon Black Content (ASTM D4218)
 Density (ASTM D1505)

Composite
 Ply Adhesion (ASTM D7005)
 Transmissivity (ASTM D4716)
Geotextile
 Mass per unit area (ASTM D5261)
 Grab Strength (ASTM D4632)
 Puncture resistance (ASTM D4833)
 AOS (ASTM D4751)
 Permittivity (ASTM D4491)

The testing was generally conducted at a frequency of one sample per 100,000 sf. The test
frequency for transmissivity, permittivity, and AOS was one (1) test per project. For Cell 3A, six (6) QA
samples of Agru 8-200-8, including thirteen (13) samples of geotextile material used for 8-200-8
manufacturing, and five (5) QA samples of Skaps TN-350-2-8 were obtained and tested.

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A copy of the QA conformance testing results from TRI is included in Appendix D-2A (Agru 8-200-8)
and Appendix D-2B (Skaps TN-350-2-8). These results indicate the geocomposite materials meet or
exceed the requirements of the project specifications and CQA Plan.
GEOCOMPOSITE DEPLOYMENT 5.3
Rolls of geocomposite were deployed using manpower and an ATV and appropriately overlapped
along the panel sides and ends. The panels of geocomposite were joined using plastic “zip ties” and
then sewn together using a polyester thread in accordance with the CQA Plan.
The first layer of geocomposite, Agru 8-200-8 and serves as the leak detection layer, was installed
directly on top of the secondary geomembrane liner. The second layer of geocomposite, Skaps
TN-330-2-8 and serves as the leachate collection layer, was deployed directly on top of the primary
and tertiary geomembrane liner systems

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GEOSYNTHETIC CLAY LINER (GCL) 6.0
SCS CQA monitoring personnel provided full-time monitoring and testing during the installation of
the geosynthetic clay liner (GCL). The GCL was supplied by Solmax-GSE. The Product Type is
BLI-075-06N-06W-D-30 Bentoliner NSL. The GCL is a needle-punched reinforced composite
geosynthetic clay liner comprised of a uniform layer of granular sodium bentonite encapsulated
between a nonwoven and a scrim-nonwoven geotextile. Two hundred and fifty-four (254) rolls of GCL
were purchased for Cell 3A. Installation of the GCL was performed by ESI. Approximately 369,400 sf
of GCL was used for Cell 3A.
MANUFACTURER’S QUALITY CONTROL TESTING 6.1
In accordance with Table 0519.23 of the Technical Specifications, the following manufacturer’s
quality control (MQC) testing was performed on the GCL product:
 Bentonite Swell Index (ASTM D5890) – 1 test per 50 tons
 Bentonite Fluid Loss (ASTM D5891) – 1 test per 50 tons
 Bentonite Mass/Unit Area (ASTM D5993) – 1 test per 45,000 sf
 Tensile Strength (ASTM D6768) – 1 test per 225,000 sf
 Peel Strength (ASTM D6496) – 1 test per 45,000 sf
 Permeability and Flux (ASTM D5887) – 1 test per 270,000 sf
 Internal Shear Strength (ASTM D6243) – 1 test per project

Seventeen (17) tests were run for mass/unit area, grab strength, and peel strength; seven (7) for
swell index and fluid loss; three (3) for permeability and flux, and one (1) for internal shear strength.
The MQC test results were reviewed by SCS and based on our review, the GCL met or exceeded the
project requirements. A copy of the MQC certifications is included in Appendix E-1.
QUALITY ASSURANCE MATERIAL TESTING 6.2
Quality assurance (QA) conformance sampling and testing for the GCL was performed by TRI in
accordance with Table 6 in the CQA Plan. Testing was conducted at a frequency of one (1) sample
per 100,000 sf. The following tests were performed on six (6) samples of GCL:
 Bentonite Mass/Unit Area (ASTM D5993)
 Permeability or Index Flux (ASTM D5887)
 Peel Strength (ASTM D6496)
A copy of the QA conformance testing results from TRI is included in Appendix E-2. These results
indicate the GCL materials meet or exceed the requirements of the project specifications and CQA
Plan.

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GCL PLACEMENT 6.3
The placement of the GCL rolls began in the southwest portion of the cell. Placement began on
June 4, 2019 and was completed on or near June 24, 2019. Panels of GCL were placed on top of
the leak detection geocomposite covered immediately by the primary geomembrane liner. Panels
were overlapped at least 12 inches on the sides and 24 inches on the ends. Powdered bentonite
was spread on the GCL at all overlaps.

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LEACHATE COLLECTION AND LEAK DETECTION SYSTEM 7.0
SCS personnel provided monitoring and inspection during the installation of leachate collection and
leak detection systems. The systems included perforated pipe, cleanouts, sump, risers, and pumps.
LEAK DETECTION SYSTEM PIPE, RISER, SUMP, AND PUMP 7.1
A leak detection system (LDS) is installed from the northwest corner of the cell and extends south to
the sump. Two additional pipes are installed along the eastern toe of the cell, one extends from
northeast corner to the sump and the other extends from the southeast corner to the sump. The LDS
pipe is an 8-inch diameter HDPE SDR-11 perforated pipe located directly on the secondary
geocomposite drainage layer. The perforation size for the LDS pipe is ½-inch diameter. The LDS
pipe is surrounded by No. 5 drainage aggregate and an 8-ounce non-woven needle punched
geotextile fabric. The LDS pipe is designed to collect and transmit leachate leaks to the LDS sump.
Multiple 8-inch diameter cleanouts are provided for the LDS pipe at various locations, the locations
of the cleanouts are illustrated on the as-built drawings.
The No. 5 stone was tested for hydraulic conductivity in accordance with ASTM D2434 and for
carbonate content in accordance with ASTM D3042. The hydraulic conductivity was tested at three
gradients and ranged from 24 to 47 centimeters per second (cm/sec). The carbonate content was
0.2 percent. Laboratory results are provided in Appendix F-1.
The LDS sump is located on the southeastern corner of Cell 3A. The LDS sump is filled with No. 5
aggregate. An 18-in diameter HDPE (SDR-17) side slope riser and 8-in diameter SDR-11 cleanout
pipe are installed from the LDS sump up to the leachate pump control panel. An electric 1 horse-
power submersible pump (Grundfos 25S10-7) is installed inside the side slope riser pipe within the
LDS sump. This pump will pump liquids from within the LDS sump up to the leachate force main.
Information for the pump, geotextile and pipe are provided in Appendix F-1.
LEACHATE COLLECTION SYSTEM PIPE, RISER, SUMP, AND PUMP 7.2
The leachate collection system (LCS) piping consists of four pipes. The main branch is located above
the LDS pipe and installed from the northwest corner to the Cell 3A LCS sump. Another LCS pipe is
installed from north to south, west of the tertiary liner system. The final two pipes are installed along
the eastern toe of the cell, one extends from northeast corner to the LCS sump and the other
extends from the southeast corner to the LCS sump. The LCS pipes are 8-inch diameter HDPE SDR-
11 perforated pipe located directly on the upper geocomposite layer. The perforation size for the
LCS pipe is ½-inch diameter. The LCS pipe is surrounded by No. 5 drainage aggregate and an
8-ounce non-woven needle punched geotextile fabric. The LCS pipe is designed to collect and
transmit leachate to the LCS sump. The locations of the cleanouts are illustrated on the as-built
drawings (Appendix J).
The No. 5 stone was tested for hydraulic conductivity in accordance with ASTM D2434 and for
carbonate content in accordance with ASTM D3042. The hydraulic conductivity was tested at three
gradients and ranged from 24 to 47 cm/sec. The carbonate content was 0.2 percent. Laboratory
results are provided in Appendix F-1.
The LCS sump is located on the southeastern corner of the cell and is approximately 24 feet by 26
feet by 2 feet deep. The LCS sump is filled with No. 5 aggregate. A 24-inch diameter HDPE (SDR-17)
side slope riser and 8-in diameter SDR-11 cleanout pipe runs from the LCS sump up to the leachate
pump control panel. An electric 1.5 horsepower submersible pump (Grundfos 45S15-4) is installed

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inside the side slope riser pipe within the LCS sump. This pump will pump leachate from sump up to
the leachate force main and eventually to the existing leachate storage tanks.
Information for the pump, geotextile and pipe are provided in Appendix F-1.
LEACHATE PIPE CAMERA INSPECTION 7.3
In accordance with Permit Condition Part II, 18.g, the leachate collection pipes within Cell 3A must
be cleaned and camera inspected after construction is complete. On August 19 -20, and August 23,
2019, JetClean America was on site to perform high-pressure water-jetting and video inspection. All
of the LCS and LDS piping was cleaned.
Results of the inspection indicate all piping shall function as intended. A copy of the JetClean
America report is provided in Appendix F-2.
FORCE MAIN AND PUMP CONTROL PANEL 7.4
Approximately 541 feet of new dual-contained force main piping was installed during Cell 3A
construction. The pipe consists of an outer 6-inch diameter HDPE SDR-17 and a 3-inch diameter
HDPE SDR-11 carrier pipe. The pipe is installed from the Cell 3A pump control panel and connects
to a new force main junction manhole. From the new junction manhole, a branch of forcemain
connects to the facility’s existing force main near the Cell 2/3A intersection, and another branch is
installed from the new Cell 3A junction manhole to future Cell 3A/6 intersection. The as-built
drawing illustrating the force main is provided in Appendix J.
The pressure testing procedures previously used during Cell 1 and 2 construction projects were
followed for Cell 3A force main piping. The pressure testing procedures used deviated from the
Technical Specifications, which specified the test be hydrostatic. The revised testing procedures
(pneumatic) were presented by SCS Engineers, PC to NCDEQ SWS in a November 16, 2016 email. A
return email from NCDEQ SWS approved the pneumatic testing procedures. Both the 6-inch
diameter containment pipe and the 3-inch diameter carrier pipe were tested.
The testing procedures were as follows:
 Pressurize the pipe to 14 psi for a minimum of 15 minutes.
 Increase the pressure to 24 psi for a minimum 45 minutes.
The new sections of force main piping were pressure tested on August 14 and 15, 2019. There was
no pressure drop during any of the tests. The results of the tests indicate the containment and
carrier pipes are free of leaks and defects. A brand new pressure gage was used during the test. A
second new gauge was also used to verify the accuracy of the tests. A copy of the field reports and
photographs are provided in Appendix F-3.
The Pump Control Panel is located at the southeast corner of Cell 3A between the access road and
anchor trench. The dimensions of the panel are approximately 30 feet by 8.5 feet. The Pump
Control Panel is a concrete pad with three walls. Both the LDS and LCS piping include an air release
valve, check valve, ball valve, and flowmeter.

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PROTECTIVE SOIL COVER 8.0
PROTECTIVE SOIL COVER LABORATORY TESTING 8.1
Four (4) bulk samples of protective soil cover material were collected (PC-1 through PC-4) from
onsite stockpiles for laboratory testing. Testing results are provided in Appendix G-1 and
summarized below in Table 3.
Table 3. Protective Soil Cover Results
Sample No. USCS
% Finer
3” Sieve
% Finer
#4 Sieve
% Finer
#200 Sieve
PC-1 CL 100 91.9 67.5
PC-2 CL 100 92.8 50.3
PC-3 CL 100 94.6 73.0
PC-4 SM 100 96.3 17.3

PROTECTIVE SOIL COVER PLACEMENT 8.2
SCS provided full-time monitoring and inspection for the placement of 2-ft thick protective soil cover
above the liner section. The protective soil cover placement by NGG began on July 1, 2019 and was
substantially complete on August 12, 2019. The protective soil cover was obtained from on-site
borrow sources as well as an offsite source quarry located in Asheboro, North Carolina. All protective
cover soil was screened prior to placement within the cell footprint.
Placement of the protective soil cover began in the northwest corner of Cell 3A. SCS CQA personnel
monitored the underlying geosynthetic lining system for possible damage during protective soil cover
installation. Following placement of the protective cover, the surface was surveyed in order to certify
that a minimum of 2 feet had been placed. Table 4 provides a summary of protective soil cover
thickness determination and as shown all points demonstrate a minimum of 2 feet of protective soil
cover was placed. The survey data was provided by Survey Carolina, PLLC.
A copy of the surveyed certification drawing representing the top of protective soil cover contours is
included in Appendix J.
INTERFACE FRICTION TESTING 8.3
Six direct shear (ASTM D5321) tests were conducted with the liner system components (i.e.,
geomembrane, GCL, soils). These results are provided in Appendix G-1.

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Table 4. Protective Soil Cover Thickness Summary
Point No. Northing Easting
Top of Base
Grade
Elevation
Top of Protective
Soil Cover
Elevation
Thickness
(ft)
231 727,381.4 1,777,077.6 645.74 650.65 4.91
232 727,441.7 1,777,124.7 642.93 646.24 3.31
233 727,521.1 1,777,186.1 635.22 638.58 3.36
234 727,600.5 1,777,247.7 628.13 631.90 3.77
235 727,679.8 1,777,309.3 622.37 625.14 2.77
236 727,759.1 1,777,370.9 614.55 617.38 2.83
237 727,788.4 1,777,393.6 614.95 617.06 2.11
239 727,732.6 1,777,476.8 607.10 609.26 2.16
240 727,724.1 1,777,470.1 603.91 606.36 2.45
41G 727,705.0 1,777,455.4 603.35 605.52 2.17
242 727,625.6 1,777,393.7 608.17 610.34 2.17
243 727,546.2 1,777,332.2 613.91 616.04 2.13
244 727,466.6 1,777,270.6 621.61 623.87 2.26
245 727,387.3 1,777,208.8 624.70 627.05 2.35
246 727,321.7 1,777,157.9 625.77 628.05 2.28
247 727,312.3 1,777,150.6 628.76 631.26 2.50
248 727,257.8 1,777,235.0 609.29 611.85 2.56
249 727,267.3 1,777,242.3 606.29 608.49 2.20
250 727,333.2 1,777,293.4 605.54 607.71 2.17
251 727,412.4 1,777,354.9 604.64 606.83 2.19
252 727,491.9 1,777,416.5 600.42 602.59 2.17
253 727,571.1 1,777,478.0 595.48 597.67 2.19
254 727,654.8 1,777,542.6 594.07 596.62 2.55
55G 727,668.3 1,777,554.0 599.65 601.78 2.13
256 727,605.4 1,777,631.3 595.76 598.02 2.26
257 727,591.4 1,777,620.3 589.98 592.27 2.29
258 727,516.6 1,777,562.3 588.81 590.98 2.17
59G 727,437.6 1,777,500.9 587.96 590.11 2.15
260 727,358.1 1,777,439.3 589.76 592.08 2.32
261 727,278.9 1,777,377.9 590.51 592.78 2.27
262 727,215.3 1,777,328.5 591.34 593.60 2.26
263 727,203.4 1,777,319.3 595.63 597.96 2.33
264 727,149.1 1,777,403.6 586.55 589.13 2.58
65G 727,157.5 1,777,410.1 584.11 586.30 2.19
266 727,224.3 1,777,462.1 583.37 585.77 2.40
267 727,303.9 1,777,523.6 583.43 585.54 2.11
268 727,382.9 1,777,585.2 583.77 585.89 2.12
269 727,462.6 1,777,646.7 586.09 588.23 2.14
270 727,528.0 1,777,697.7 587.02 589.27 2.25

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271 727,542.3 1,777,708.8 592.85 595.10 2.25
272 727,479.5 1,777,787.0 591.91 594.08 2.17
273 727,461.1 1,777,772.4 584.23 586.73 2.50
274 727,407.9 1,777,731.0 583.41 585.59 2.18
275 727,328.5 1,777,669.5 581.75 583.89 2.14
276 727,249.2 1,777,608.0 580.13 582.30 2.17
277 727,169.9 1,777,546.5 580.32 582.50 2.18
278 727,106.0 1,777,496.9 580.50 582.73 2.23
279 727,094.8 1,777,488.1 584.48 587.04 2.56
280 727,039.6 1,777,571.8 584.79 587.09 2.30
281 727,056.9 1,777,585.3 578.03 580.21 2.18
282 727,115.5 1,777,630.8 575.91 578.08 2.17
283 727,194.8 1,777,692.3 577.71 580.00 2.29
284 727,274.1 1,777,753.8 579.67 581.84 2.17
285 727,353.6 1,777,815.5 580.78 582.89 2.11
286 727,394.0 1,777,846.7 582.03 584.71 2.68
287 727,417.8 1,777,865.3 591.90 594.03 2.13
288 727,362.4 1,777,939.0 591.90 594.14 2.24
289 727,350.9 1,777,885.7 581.95 584.14 2.19
90G 727,318.5 1,777,869.1 579.78 581.97 2.19
291 727,300.1 1,777,894.3 589.96 592.07 2.11
92G 727,219.8 1,777,834.1 588.03 590.18 2.15
292 727,237.9 1,777,809.1 577.77 580.00 2.23
293 727,158.2 1,777,748.7 575.67 578.41 2.74
95F 727,140.0 1,777,772.9 585.56 587.86 2.30
96F 727,061.6 1,777,711.6 583.82 586.03 2.21
97F 727,078.6 1,777,688.1 574.59 578.26 3.67
294 727,108.5 1,777,689.5 571.92 577.15 5.23
295 727,015.1 1,777,650.3 577.76 581.46 3.70
100F 726,989.0 1,777,653.1 584.65 586.98 2.33

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LEAK LOCATION TESTING 9.0
In accordance with NCGS 130Aa-295.6(h)(1), the Great Oak Landfill tested the liner system for leaks
and damage following the placement of the protective soil cover.
TESTING PROCEDURE 9.1
The testing procedure followed was used for Cells 1A/B and 2. Bunnell-Lammons Engineering (BLE),
based out of Greenville, South Carolina, conducted the leak location testing. Testing was conducted
on August 13, 14, and 15, 2019.
The geomembrane liner system was tested, in accordance with ASTM D7007-16, following the
placement of the 24-inch thick protective soil cover. A survey was conducted on the earthen
materials covering the primary geomembrane liner using the dipole survey method. The dipole
survey was conducted by making point by point electrical potential measurements on the wetted
cover material.
TESTING RESULTS 9.2
A final testing report prepared by BLE is provided in Appendix H. As shown in this report, there were
no locations identified to exhibit typical leak signatures while the survey was performed. Post survey,
BLE analyzed a voltage data map and based on this, potential areas for leaks were located by BLE
personnel, investigated, and confirmed that no leaks were present.
Photographs related to the leak testing are provided in Appendix H.

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Appendix F
Leachate Management Information

Cell 3A Construction Certification Report
Great Oak Landfill www.scsengineers.com

Appendix F-2
LCS and LDS Pipe Camera Inspection

JETCLEAN AMERICA
HIGH PRESSURE WATER JETTING 7538 DUNBRIDGE DRIVE
EXPLOSION PROOF VIDEO INSPECTION ODESSA, FL 33556
VACUUM TRUCK SERVICES T: 800-226-8013 / F: 813-926-4616
WWW.JETCLEANAMERICA.COM [e-mail]
New Generation Grading
Waste Management - Great Oak Landfill
Cell 3 Expansion
New HDPE LCS/LDS Piping
Work Performed
August 2019
Conducted By:
Jetclean America
800-226-8013
THIS REPORT SUMMARIZES LCS AND LDS PIPING
THAT WAS CLEANED AND VIDEO INSPECTED FOR
LANDFILL CELL 3A ONLY.
JETCLEAN AMERICA
HIGH PRESSURE WATER JETTING 7538 DUNBRIDGE DRIVE
EXPLOSION PROOF VIDEO INSPECTION ODESSA, FL 33556
VACUUM TRUCK SERVICES T: 800-226-8013 / F: 813-926-4616
WWW.JETCLEANAMERICA.COM [e-mail]

REPORT

DATE : 8/22/2019
TO : Rich O'Mahoney – New Generation Grading
FROM : Ralph Calistri ([e-mail])
SUBJECT : Waste Management - Great Oak LF - Cell 3 - New LCS/LDS Piping

Jetclean America completed the high-pressure water-jetting and explosion-proof video-
inspection of the new Cell 3 leachate collection & detection piping at the above location on
8/20/2019. Included with this report is the applicable jetting log, CCTV Survey List, Pipe
Graphic Report, and video inspection footage on flash drive.

High-pressure Water-jetting:
The new Cell 3 HDPE leachate collection & detection piping was jetcleaned in its entirety.

ACHIEVED
LOCATION DISTANCE (ft)
Cell 3 - CO 2 80'
Cell 3 - CO 3 70'
Cell 3 - CO 4 725'
Cell 3 - CO 5 200'
Cell 3 - CO 6 620'
Cell 3 - CO 7 370'
Cell 3 - CO 8 350'
Cell 3 - CO 9 300'
North Collection 650'
North Detection 100'
South Collection 450'

Explosion-proof Video-inspection:
After jetcleaning was completed, the above piping was video-inspected as far as possible using
certified explosion-proof equipment (see included CCTV Survey List, Pipe Graphic Reports, and
Videos). All areas of the piping viewed with the inspection camera appeared to be in good
condition, with no damaged areas or defects noted.

Please call us with questions or concerns.

Regards,

Ralph Calistri - Jetclean America - 800-226-8013
1 8/21/2019 Great Oak Landfill CO 2 CO 2A D 44.78Y28/21/2019 Great Oak Landfill CO 3 CO 3A D 33.18Y38/21/2019 Great Oak Landfill CO 4 CO 4A D 692.38Y48/21/2019 Great Oak Landfill CO 5 CO 5A D 151.38Y58/21/2019 Great Oak Landfill CO 6 CO 6A D 438.88Y68/21/2019 Great Oak Landfill CO 7 CO 7A D 370.68Y78/21/2019 Great Oak Landfill CO 8 CO 8A D 342.98Y88/21/2019 Great Oak Landfill CO 9 CO 9A D 150.58Y98/21/2019 Great Oak Landfill NORTH COL REDO NORTH COL D 102.18Y108/21/2019 Great Oak Landfill NORTH COL NORTH COLA D 459.48Y118/21/2019 Great Oak Landfill NORTH DECT NORTH DECTA D 47.38Y128/21/2019 Great Oak Landfill SOUTH COL SOUTH COLA U 392.78Y
Total Length Surveyed 0.0Total Scheduled Length 3,225.7
Setup Date Street Start MH Finish MH ScheduledLength SurveyedLengthDirSizePreCleanVid Cassetteinch
CCTV Surveys List for New Generation Grading Wednesday, August 21, 2019Number of surveys in this list is as of ftUnit of measure:12
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
44.7 Ft Pipe FlowSurvey DirStart of SurveyManhole/Node [CO 2]Water level 0 0.0 Ft
Survey abandoned [at the y] 44.7 Ft
Miscellaneous
Pipe Graphic Report of PLR CO 2 XWork Order Video Surveyed On 08/21/2019Setup1OperatorDavidVan Ref NC-3Street Name Great Oak Landfill
Weather Dry
CityLocation type Near environmentally sensitive areaSurfaceSurvey purpose Pre-acceptance - normally new sewers for adoption or private linePipe Use Foul WaterShapeCircularMaterialPolyethylene - High densityLining
Schedule length FtSize8byinsJoint spacing Ft
From CO 2 Depth FtToCO 2A Depth FtDirectionDownstreamPre-clean YGeneral noteLocation note Structural ServiceHydraulic Constructional
Facility
Year laid 2019 Last cleaned 8/19/2019
Contract for New Generation Grading
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
33.1 Ft Pipe FlowSurvey DirStart of SurveyManhole/Node [CO 3]Water level 0 0.0 Ft
Survey abandoned [at y] 33.1 Ft
Miscellaneous
Pipe Graphic Report of PLR CO 3 XWork Order Video Surveyed On 08/21/2019Setup2OperatorDavidVan Ref NC-3Street Name Great Oak Landfill
Weather Dry
CityLocation type Near environmentally sensitive areaSurfaceSurvey purpose Pre-acceptance - normally new sewers for adoption or private linePipe Use Foul WaterShapeCircularMaterialPolyethylene - High densityLining
Schedule length FtSize8byinsJoint spacing Ft
From CO 3 Depth FtToCO 3A Depth FtDirectionDownstreamPre-clean YGeneral noteLocation note Structural ServiceHydraulic Constructional
Facility
Year laid 2019 Last cleaned 8/19/2019
Contract for New Generation Grading
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
692.3 Ft Pipe FlowSurvey DirStart of SurveyManhole/Node [CO 4]Water level 0 0.0 Ft
Survey abandoned [cable resistance sump area] 692.3 Ft
Miscellaneous
Pipe Graphic Report of PLR CO 4 XWork Order Video Surveyed On 08/21/2019Setup3OperatorDavidVan Ref NC-3Street Name Great Oak Landfill
Weather Dry
CityLocation type Near environmentally sensitive areaSurfaceSurvey purpose Pre-acceptance - normally new sewers for adoption or private linePipe Use Foul WaterShapeCircularMaterialPolyethylene - High densityLining
Schedule length FtSize8byinsJoint spacing Ft
From CO 4 Depth FtToCO 4A Depth FtDirectionDownstreamPre-clean YGeneral noteLocation note Structural ServiceHydraulic Constructional
Facility
Year laid 2019 Last cleaned 8/19/2019
Contract for New Generation Grading
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
151.3 Ft Pipe FlowSurvey DirStart of SurveyManhole/Node [CO 5]Water level 0 0.0 Ft
Survey abandoned [at Y] 151.3 Ft
Miscellaneous
Pipe Graphic Report of PLR CO 5 XWork Order Video Surveyed On 08/21/2019Setup4OperatorDavidVan Ref NC-3Street Name Great Oak Landfill
Weather Dry
CityLocation type Near environmentally sensitive areaSurfaceSurvey purpose Pre-acceptance - normally new sewers for adoption or private linePipe Use Foul WaterShapeCircularMaterialPolyethylene - High densityLining
Schedule length FtSize8byinsJoint spacing Ft
From CO 5 Depth FtToCO 5A Depth FtDirectionDownstreamPre-clean YGeneral noteLocation note Structural ServiceHydraulic Constructional
Facility
Year laid 2019 Last cleaned 8/19/2019
Contract for New Generation Grading
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
438.8 Ft Pipe FlowSurvey DirStart of SurveyManhole/Node [CO 6]Water level 0 0.0 Ft
Survey abandoned [Cable resistance] 438.8 Ft
Miscellaneous
Pipe Graphic Report of PLR CO 6 XWork Order Video Surveyed On 08/21/2019Setup5OperatorDavidVan Ref NC-3Street Name Great Oak Landfill
Weather Dry
CityLocation type Near environmentally sensitive areaSurfaceSurvey purpose Pre-acceptance - normally new sewers for adoption or private linePipe Use Foul WaterShapeCircularMaterialPolyethylene - High densityLining
Schedule length FtSize8byinsJoint spacing Ft
From CO 6 Depth FtToCO 6A Depth FtDirectionDownstreamPre-clean YGeneral noteLocation note Structural ServiceHydraulic Constructional
Facility
Year laid 2019 Last cleaned 8/19/2019
Contract for New Generation Grading
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
370.6 Ft Pipe FlowSurvey DirStart of SurveyManhole/Node [CO 7]Water level 0 0.0 Ft
Survey abandoned [end cap] 370.6 Ft
Miscellaneous
Pipe Graphic Report of PLR CO 7 XWork Order Video Surveyed On 08/21/2019Setup6OperatorDavidVan Ref NC-3Street Name Great Oak Landfill
Weather Dry
CityLocation type Near environmentally sensitive areaSurfaceSurvey purpose Pre-acceptance - normally new sewers for adoption or private linePipe Use Foul WaterShapeCircularMaterialPolyethylene - High densityLining
Schedule length FtSize8byinsJoint spacing Ft
From CO 7 Depth FtToCO 7A Depth FtDirectionDownstreamPre-clean YGeneral noteLocation note Structural ServiceHydraulic Constructional
Facility
Year laid 2019 Last cleaned 8/19/2019
Contract for New Generation Grading
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
342.9 Ft Pipe FlowSurvey DirStart of SurveyManhole/Node [CO 8]Water level 0 0.0 Ft
Survey abandoned [rocks] 342.9 Ft
Miscellaneous
Pipe Graphic Report of PLR CO 8 XWork Order Video Surveyed On 08/21/2019Setup7OperatorDavidVan Ref NC-3Street Name Great Oak Landfill
Weather Dry
CityLocation type Near environmentally sensitive areaSurfaceSurvey purpose Pre-acceptance - normally new sewers for adoption or private linePipe Use Foul WaterShapeCircularMaterialPolyethylene - High densityLining
Schedule length FtSize8byinsJoint spacing Ft
From CO 8 Depth FtToCO 8A Depth FtDirectionDownstreamPre-clean YGeneral noteLocation note Structural ServiceHydraulic Constructional
Facility
Year laid 2019 Last cleaned 8/19/2019
Contract for New Generation Grading
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
150.5 Ft Pipe FlowSurvey DirStart of SurveyManhole/Node [CO 9]Water level 0 0.0 Ft
Survey abandoned [over Lapped] 150.5 Ft
Miscellaneous
Pipe Graphic Report of PLR CO 9 XWork Order Video Surveyed On 08/21/2019Setup8OperatorDavidVan Ref NC-3Street Name Great Oak Landfill
Weather Dry
CityLocation type Near environmentally sensitive areaSurfaceSurvey purpose Pre-acceptance - normally new sewers for adoption or private linePipe Use Foul WaterShapeCircularMaterialPolyethylene - High densityLining
Schedule length FtSize8byinsJoint spacing Ft
From CO 9 Depth FtToCO 9A Depth FtDirectionDownstreamPre-clean YGeneral noteLocation note Structural ServiceHydraulic Constructional
Facility
Year laid 2019 Last cleaned 8/19/2019
Contract for New Generation Grading
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
102.1 Ft Pipe FlowSurvey DirStart of SurveyManhole/Node [NORTH COL REDO]Water level 0 0.0 Ft
Survey abandoned [redo after jet 3rd time] 102.1 Ft
Miscellaneous
Pipe Graphic Report of PLR NORTH COL REDO XWork Order Video Surveyed On 08/21/2019Setup9OperatorDavidVan Ref NC-3Street Name Great Oak Landfill
Weather Dry
CityLocation type Near environmentally sensitive areaSurfaceSurvey purpose Pre-acceptance - normally new sewers for adoption or private linePipe Use Foul WaterShapeCircularMaterialPolyethylene - High densityLining
Schedule length FtSize8byinsJoint spacing Ft
From NORTH COL REDO Depth FtToNORTH COL Depth FtDirectionDownstreamPre-clean YGeneral noteLocation note Structural ServiceHydraulic Constructional
Facility
Year laid 2019 Last cleaned 8/19/2019
Contract for New Generation Grading
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
459.4 Ft Pipe FlowSurvey DirStart of SurveyManhole/Node [NORTH COL]Water level 0 0.0 Ft
Survey abandoned [cable resistance] 459.4 Ft
Miscellaneous
Pipe Graphic Report of PLR NORTH COL XWork Order Video Surveyed On 08/21/2019Setup10OperatorDavidVan Ref NC-3Street Name Great Oak Landfill
Weather Dry
CityLocation type Near environmentally sensitive areaSurfaceSurvey purpose Pre-acceptance - normally new sewers for adoption or private linePipe Use Foul WaterShapeCircularMaterialPolyethylene - High densityLining
Schedule length FtSize8byinsJoint spacing Ft
From NORTH COL Depth FtToNORTH COLA Depth FtDirectionDownstreamPre-clean YGeneral noteLocation note Structural ServiceHydraulic Constructional
Facility
Year laid 2019 Last cleaned 8/19/2019
Contract for New Generation Grading
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
47.3 Ft Pipe FlowSurvey DirStart of SurveyManhole/Node [NORTH DECT]Water level 0 0.0 Ft
Survey abandoned [At Y] 47.3 Ft
Miscellaneous
Pipe Graphic Report of PLR NORTH DECT XWork Order Video Surveyed On 08/21/2019Setup11OperatorDavidVan Ref NC-3Street Name Great Oak Landfill
Weather Dry
CityLocation type Near environmentally sensitive areaSurfaceSurvey purpose Pre-acceptance - normally new sewers for adoption or private linePipe Use Foul WaterShapeCircularMaterialPolyethylene - High densityLining
Schedule length FtSize8byinsJoint spacing Ft
From NORTH DECT Depth FtToNORTH DECTA Depth FtDirectionDownstreamPre-clean YGeneral noteLocation note Structural ServiceHydraulic Constructional
Facility
Year laid 2019 Last cleaned 8/19/2019
Contract for New Generation Grading
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]
0 Ft
392.7 Ft Pipe FlowSurvey DirStart of SurveyManhole/Node [SOUTH COL]Water level 0 0.0 Ft
Survey abandoned [over lap] 392.7 Ft
Miscellaneous
Pipe Graphic Report of PLR SOUTH COLA XWork Order Video Surveyed On 08/21/2019Setup12OperatorDavidVan Ref NC-3Street Name Great Oak Landfill
Weather Dry
CityLocation type Near environmentally sensitive areaSurfaceSurvey purpose Pre-acceptance - normally new sewers for adoption or private linePipe Use Foul WaterShapeCircularMaterialPolyethylene - High densityLining
Schedule length FtSize8byinsJoint spacing Ft
From SOUTH COL Depth FtToSOUTH COLA Depth FtDirectionUpstreamPre-clean YGeneral noteLocation note Structural ServiceHydraulic Constructional
Facility
Year laid 2019 Last cleaned 8/19/2019
Contract for New Generation Grading
JETCLEAN AMERICA INC.Phone:[phone]Fax:[phone]

Cell 3A Construction Certification Report
Great Oak Landfill www.scsengineers.com

Appendix F-3
Leachate Force Main Pressure Tests

SCS ENGINEERS
DAILY FIELD REPORT

Project Name: Project Number: 02215305.10
WM, Great Oak LF, Cell 3 Design/CQA Services NC Task: Labor Code: 99000
Project Manager: Steve Lamb Field Personnel: Jarrod Timmons
Date: 08/14/2019 Vehicle: Personal Miles Billed: Travel Time:

Weather: Sunny to Partly Cloudy, temperatures from upper-70’s to low-90’s in degrees Fahrenheit

Summary of Work:
CQA Daily Overview
NGG continued work on stormwater pipe installation and perimeter road construction
BLE Onsite to continuing work on Leak Location Testing
NGG Pipe subcontractor finished installation of dual contained (DC) forcemain (FM) pipe
NGG piping subcontractor completed part of the air testing on the DC FM pipe
Progress Meeting #14 held in the conference room at Great Oak Landfill

CQA Detailed Daily Record
9:00 am Onsite

Brian (BLE) onsite with another BLE crew member to continue leak location testing inside of Cell 3A footprint;
leak location testing was completed by end of the day. Per Brian, he would return in the morning to review
results of the leak location testing procedure with WM and NGG superintendent.

NGG crew continued work on the stormwater structure and pipe installation outside of the northeast corner of
Cell 3A. Another NGG crew continued work on excavation for the perimeter access road.

10:00 am to 11:00 am Progress meeting held in the Great Oak LF conference room at the scale house. See
Progress Meeting Minutes #14 for progress meeting summary.

NGG piping subcontractor finished welding the DC FM pipe from the concrete riser structure to the new FM
manhole to the south of the riser structure. After piping was completed, NGG piping subcontractor setup for
air tests on the DC FM pipe. Two (2) new pressure gauges were utilized for the pressure testing. All pressure
tests were monitored by SCS field personnel, Jarrod Timmons, on this day. Cell 3Apressure testing
procedures followed previous Cell 1A/B and Cell 2 air pressure testing procedures on DC FM pipe.

Pressure Testing Summary Table
Test
Number Test Date Start
Time Stop Time Duration
(minutes)
Pressure
Start
(psi)
Pressure
Stop
(psi)
Pressure
Loss
(psi)
Pass/Fail
1 8/14/2019 7:27 PM 7:43 PM 16 14 14 0 Pass
2 8/14/2019 7:46 PM 8:34 PM 48 24 24 0 Pass
3 8/14/2019 9:17 PM 9:33 PM 16 14 14 0 Pass
4 8/14/2019 9:36 PM 10:27 PM 51 24 24 0 Pass
Notes:

1. Test 1 includes 6-inch SDR-17 containment pipe from the concrete riser structure to concrete FM manhole
located just south of the riser structure. (See Air Test Photos 1A and 1B)

2. Test 2 includes 6-inch SDR-17 containment pipe from the concrete riser structure to concrete FM manhole
located just south of the riser structure. (See Air Test Photos 2A and 2B)

3. Test 3 includes all 3-inch SDR-11 carrier forcemain piping installed from riser structure to FM manhole, from FM
manhole to Cell 3A/2 tie-in location, and FM manhole to Cell 3A/6 termination location as shown on construction
drawings. (See Air Test Photos 3A and 3B)

4. Test 4 includes all 3-inch SDR-11 carrier forcemain piping installed from riser structure to FM manhole, from FM
manhole to Cell 3A/2 tie-in location, and FM manhole to Cell 3A/6 termination location as shown on construction
drawings. (See Air Test Photos 4A and 4B)

Air Test Photos

Air Test Start at 14 psi
Air Test Pass at 14 psi
Photos 1A and 1B. Air Test on 6-inch SDR-17 containment pipe from the concrete riser structure to concrete FM manhole located just south of the
riser structure.

Air Test Start at 24 psi Air Test Pass at 24 psi
Photos 2A and 2B. Air Test on 6-inch SDR-17 containment pipe from the concrete riser structure to concrete FM manhole located just south of the
riser structure.

Air Test Start at 14 psi Air Test Pass at 14 psi
Photos 3A and 3B. Air Test includes all 3-inch SDR-11 carrier forcemain piping installed from riser structure to FM manhole, from FM manhole to
Cell 3A/2 tie-in location, and FM manhole to Cell 3A/6 termination location as shown on construction drawings.

Air Test Start at 24 psi Air Test Pass at 24 psi
Photos 2A and 2B. Air Test Air Test includes all 3-inch SDR-11 carrier forcemain piping installed from riser structure to FM manhole, from FM
manhole to Cell 3A/2 tie-in location, and FM manhole to Cell 3A/6 termination location as shown on construction drawings.

Prepared by: Jarrod Timmons Reviewed by: Steve Lamb

SCS ENGINEERS
DAILY FIELD REPORT

Project Name: Project Number: 02215305.10
WM, Great Oak LF, Cell 3 Design/CQA Services NC Task: Labor Code: 99000
Project Manager: Steve Lamb Field Personnel:
Date: 08/15/2019 Vehicle: N/A Miles Billed: Travel Time:

Weather: Sunny to Partly Cloudy, temperatures from upper-70’s to low-90’s in degrees Fahrenheit

Summary of Work:
CQA Daily Overview
NGG piping subcontractor completed remaining air testing on the DC FM pipe

CQA Detailed Daily Record

Pressure Testing Summary Table
Test
Number Test Date Start
Time Stop Time Duration
(minutes)
Pressure
Start
(psi)
Pressure
Stop
(psi)
Pressure
Loss
(psi)
Pass/Fail
1 8/15/2019 9:56 AM 10:11 AM 15 14 14 0 Pass
2 8/15/2019 10:13 AM 10:58 AM 45 24 24 0 Pass
3 8/15/2019 9:17 AM 9:33 AM 16 14 14 0 Pass
4 8/15/2019 9:36 PM 10:27 PM 51 24 24 0 Pass
*Air Testing Completed on this day by Susan Harrison, PE (Waste Management)

Notes:

1. Test 1 includes 6-inch SDR-17 containment pipe from the Cell 3A concrete FM manhole to the existing tie-in
location near Cell 2. (See Air Test Photos 1A and 1B)

2. Test 2 includes 6-inch SDR-17 containment pipe from the Cell 3A concrete FM manhole to the existing tie-in
location near Cell 2. (See Air Test Photos 2A and 2B)

3. Test 3 includes 6-inch SDR-17 containment pipe from the Cell 3A concrete FM manhole to the future tie-in
location near Cell 6. (See Air Test Photos 3A and 3B)

4. Test 4 includes 6-inch SDR-17 containment pipe from the Cell 3A concrete FM manhole to the future tie-in
location near Cell 6. (See Air Test Photos 4A and 4B)

Air Test Photos

Air Test Start at 14 psi Air Test Pass at 14 psi
Photos 1A and 1B. Air Test on 6-inch SDR-17 containment pipe from the Cell 3A concrete FM manhole to the existing tie-in location near Cell 2.
Air Test Start at 24 psi Air Test Pass at 24 psi
Photos 2A and 2B. Air Test on 6-inch SDR-17 containment pipe from the Cell 3A concrete FM manhole to the existing tie-in location near Cell 2.
Air Test Start at 14 psi Air Test Pass at 14 psi
Photos 3A and 3B. Air Test on 6-inch SDR-17 containment pipe from the Cell 3A concrete FM manhole to the future tie-in location near Cell 6.
Air Test Start at 24 psi Air Test Pass at 24 psi
Photos 4A and 4B. Air Test on 6-inch SDR-17 containment pipe from the Cell 3A concrete FM manhole to the future tie-in location near Cell 6

Prepared by: Jarrod Timmons Reviewed by: Steve Lamb

Cell 3A Construction Certification Report
Great Oak Landfill www.scsengineers.com

Appendix G
Protective Soil Cover

Cell 3A Construction Certification Report
Great Oak Landfill www.scsengineers.com

Appendix G-1
Laboratory Results

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
DCN: Data Transmittal Letter Date: 1/28/05 Rev.: 1
July 30, 2019
Project No. R-2019-026-005
Mr. Steve Lamb
SCS Engineers
2520 Whitehall Park Dr.
Suite 450
Charlotte, NC 28273
[e-mail]
Transmittal
Laboratory Test Results
Great Oak Landfill
Please find attached the laboratory test results for the above referenced project. The tests were outlined
on the Project Verification Form that was transmitted to your firm prior to the testing. The testing was
performed in general accordance with the methods listed on the enclosed data sheets. The test results are
believed to be representative of the samples that were submitted for testing and are indicative only of the
specimens which were evaluated. We have no direct knowledge of the origin of the samples and imply no
position with regard to the nature of the test results, i.e. pass/fail and no claims as to the suitability of the
material for its intended use.
The test data and all associated project information provided shall be held in strict confidence and disclosed
to other parties only with authorization by our Client. The test data submitted herein is considered integral
with this report and is not to be reproduced except in whole and only with the authorization of the Client
and Geotechnics. The remaining sample materials for this project will be retained for a minimum of 90 days
as directed by the Geotechnics’ Quality Program.
We are pleased to provide these testing services. Should you have any questions or if we may be of further
assistance, please contact our office.
Respectively submitted,
Geotechnics, Inc.
Michael P. Smith
Regional Manager
We understand that you have a choice in your laboratory services
and we thank you for choosing Geotechnics.
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: SCS Engineers Boring No.: Cell 3A
Client Reference: Great Oak LF Depth (ft): NA
Project No.: R-2019-026-005 Sample No.: PC-1
Lab ID: R-2019-026-005-001 Soil Color: Tan
SIEVE ANALYSIS HYDROMETER
USCS cobbles gravel sand silt and clay fraction
USDA cobbles gravel sand silt clay
USCS Summary
Sieve Sizes (mm)Percentage
Greater Than #4 Gravel 8.06
#4 To #200 Sand 24.46
Finer Than #200 Silt & Clay 67.48
USCS Symbol:
CL, TESTED
USCS Classification:
SANDY LEAN CLAY
page 1 of 2 DCN: CT-S3B DATE: 7/17/17 REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client:SCS Engineers Boring No.: Cell 3A
Client Reference: Great Oak LF Depth (ft): NA
Project No.: R-2019-026-005 Sample No.: PC-1
Lab ID:R-2019-026-005-001 Soil Color: Tan

Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
Tare No.:838 Tare No.:910
Wt. of Tare & Wet Sample (g):1145.20 Weight of Tare & Wet Sample (g):168.40
Wt. of Tare & Dry Sample (g):1013.28 Weight of Tare & Dry Sample (g):165.06
Weight of Tare (g):263.10 Weight of Tare (g):102.80
Weight of Water (g):131.92 Weight of Water (g):3.34
Weight of Dry Soil (g):750.18 Weight of Dry Soil (g):62.26
Moisture Content (%):17.6 Moisture Content (%):5.4
Wet Weight of -3/4" Sample (g): 13400 Weight of the Dry Sample (g):750.18
Dry Weight of - 3/4" Sample (g): 11396.0 Weight of Minus #200 Material (g):508.38
Wet Weight of +3/4" Sample (g): 50.91 Weight of Plus #200 Material (g):241.80
Dry Weight of + 3/4" Sample (g): 48.32
Total Dry Weight of Sample (g): 11444.3 J - Factor (Percent Finer than 3/4"):0.9958
Sieve Sieve Weight of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
Retained Finer
(mm)(g)(%) (%)(%)(%)
12" 300 0.00 0.00 0.00 100.00 100.00
6" 150 0.00 0.00 0.00 100.00 100.00
3" 75 0.00 0.00 0.00 100.00 100.00
2" 50 0.00 ( * ) 0.00 0.00 100.00 100.00
1 1/2" 37.5 0.00 0.00 0.00 100.00 100.00
1" 25.0 33.15 0.27 0.27 99.73 99.73
3/4" 19.0 17.76 0.15 0.42 99.58 99.58
1/2" 12.5 19.49 2.60 2.60 97.40 96.99
3/8" 9.50 7.65 1.02 3.62 96.38 95.98
#4 4.75 30.39 4.05 7.67 92.33 91.94
#10 2.00 35.33 4.71 12.38 87.62 87.25
#20 0.85 29.42 ( ** ) 3.92 16.30 83.70 83.35
#40 0.425 23.20 3.09 19.39 80.61 80.27
#60 0.250 19.17 2.56 21.95 78.05 77.72
#140 0.106 53.09 7.08 29.03 70.97 70.68
#200 0.075 24.06 3.21 32.23 67.77 67.48
Pan -508.38 67.77 100.00 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample
Tested By MH Date 7/15/19 Checked By GEM Date 7/23/19
page 2 of 2 DCN: CT-S3B DATE: 7/17/17 REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
ATTERBERG LIMITS
ASTM D 4318-17
Client:SCS Engineers Boring No.:Cell 3A
Client Reference: Great Oak LF Depth (ft): NA
Project No.: R-2019-026-005 Sample No.: PC-1
Lab ID:R-2019-026-005-001 Soil Description: BROWN LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
123M
Tare Number:A-I LB2U
Wt. of Tare & Wet Sample (g): 30.84 30.73 32.32 L
Wt. of Tare & Dry Sample (g):26.89 26.63 27.79 T
Weight of Tare (g):15.42 15.15 15.40 I
Weight of Water (g):4.0 4.1 4.5 P
Weight of Dry Sample (g):11.5 11.5 12.4 O
Was As Received MC Preserved:I
Moisture Content (%):34.4 35.7 36.6 N
Number of Blows:35 23 15 T
Plastic Limit Test 1 2 Range Test Results
Tare Number:Z-4 3 Liquid Limit (%): 35
Wt. of Tare & Wet Sample (g): 22.60 21.02
Wt. of Tare & Dry Sample (g): 21.25 19.95 Plastic Limit (%): 24
Weight of Tare (g): 15.55 15.41
Weight of Water (g): 1.4 1.1 Plasticity Index (%): 11
Weight of Dry Sample (g): 5.7 4.5
USCS Symbol: CL
Moisture Content (%): 23.7 23.6 0.1
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
Tested By MH Date 7/16/19 Checked By GEM Date 7/22/19
page 1 of 1 DCN: CTS4B, REV. 8, 5/22/18 S:\Excel\Excel QA\Spreadsheets\Limit 3Pt.xls
Yes
838
ASTM D2216-10
17.6
750.2
131.9
263.10
1013.28
1145.20
Liquid Limit TestAs Received Moisture Content
20
22
24
26
28
30
32
34
36
38
110100Water Content (%)Number of Blows
0
10
20
30
40
50
60
0 20406080100Plasticity Index (%)Liquid Limit (%)
CL CH
MH
CL-ML
ML
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: SCS Engineers Boring No.: Cell 3A
Client Reference: Great Oak LF Depth (ft): NA
Project No.: R-2019-026-005 Sample No.: PC-2
Lab ID: R-2019-026-005-002 Soil Color: Tan
SIEVE ANALYSIS HYDROMETER
USCS cobbles gravel sand silt and clay fraction
USDA cobbles gravel sand silt clay
USCS Summary
Sieve Sizes (mm)Percentage
Greater Than #4 Gravel 7.23
#4 To #200 Sand 42.50
Finer Than #200 Silt & Clay 50.27
USCS Symbol:
CL, TESTED
USCS Classification:
SANDY LEAN CLAY
page 1 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client:SCS Engineers Boring No.: Cell 3A
Client Reference: Great Oak LF Depth (ft): NA
Project No.: R-2019-026-005 Sample No.: PC-2
Lab ID:R-2019-026-005-002 Soil Color: Tan

Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
Tare No.:AF-09 Tare No.:NA
Wt. of Tare & Wet Sample (g):870.80 Weight of Tare & Wet Sample (g):NA
Wt. of Tare & Dry Sample (g):760.70 Weight of Tare & Dry Sample (g):NA
Weight of Tare (g):228.80 Weight of Tare (g):NA
Weight of Water (g):110.10 Weight of Water (g):NA
Weight of Dry Soil (g):531.90 Weight of Dry Soil (g):NA
Moisture Content (%):20.7 Moisture Content (%):0.0
Wet Weight of -3/4" Sample (g): 23545 Weight of the Dry Sample (g):531.90
Dry Weight of - 3/4" Sample (g): 19507.1 Weight of Minus #200 Material (g):267.41
Wet Weight of +3/4" Sample (g): 0.00 Weight of Plus #200 Material (g):264.49
Dry Weight of + 3/4" Sample (g): 0.00
Total Dry Weight of Sample (g): 19507.1
Sieve Sieve Weight of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
Retained Finer
(mm)(g)(%) (%)(%)(%)
12" 300 0.00 0.00 0.00 100.00 100.00
6" 150 0.00 0.00 0.00 100.00 100.00
3" 75 0.00 0.00 0.00 100.00 100.00
2" 50 0.00 ( * ) 0.00 0.00 100.00 100.00
1 1/2" 37.5 0.00 0.00 0.00 100.00 100.00
1" 25.0 0.00 0.00 0.00 100.00 100.00
3/4" 19.0 0.00 0.00 0.00 100.00 100.00
1/2" 12.5 0.00 0.00 0.00 100.00 100.00
3/8" 9.50 4.54 0.85 0.85 99.15 99.15
#4 4.75 33.89 6.37 7.23 92.77 92.77
#10 2.00 46.93 8.82 16.05 83.95 83.95
#20 0.85 46.30 ( ** ) 8.70 24.75 75.25 75.25
#40 0.425 36.50 6.86 31.61 68.39 68.39
#60 0.250 26.03 4.89 36.51 63.49 63.49
#140 0.106 50.98 9.58 46.09 53.91 53.91
#200 0.075 19.32 3.63 49.73 50.27 50.27
Pan -267.41 50.27 100.00 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample
Tested By MH Date 7/15/19 Checked By GEM Date 7/23/19
page 2 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
ATTERBERG LIMITS
ASTM D 4318-17
Client:SCS Engineers Boring No.:Cell 3A
Client Reference: Great Oak LF Depth (ft): NA
Project No.: R-2019-026-005 Sample No.: PC-2
Lab ID:R-2019-026-005-002 Soil Description: TAN LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
123M
Tare Number:A-M A-T 5M U
Wt. of Tare & Wet Sample (g): 23.25 23.73 23.30 L
Wt. of Tare & Dry Sample (g):21.04 21.41 20.98 T
Weight of Tare (g):15.34 15.53 15.58 I
Weight of Water (g):2.2 2.3 2.3 P
Weight of Dry Sample (g):5.7 5.9 5.4 O
Was As Received MC Preserved:I
Moisture Content (%):38.8 39.5 43.0 N
Number of Blows:35 24 17 T
Plastic Limit Test 1 2 Range Test Results
Tare Number:S V Liquid Limit (%): 40
Wt. of Tare & Wet Sample (g): 21.79 21.85
Wt. of Tare & Dry Sample (g): 20.48 20.56 Plastic Limit (%): 24
Weight of Tare (g): 15.14 15.19
Weight of Water (g): 1.3 1.3 Plasticity Index (%): 16
Weight of Dry Sample (g): 5.3 5.4
USCS Symbol: CL
Moisture Content (%): 24.5 24.0 0.5
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
Tested By RFF Date 7/15/19 Checked By GEM Date 7/22/19
page 1 of 1 DCN: CTS4B, REV. 8, 5/22/18 S:\Excel\Excel QA\Spreadsheets\Limit 3Pt.xls
228.80
760.70
870.80
Liquid Limit TestAs Received Moisture Content
Yes
AF-09
ASTM D2216-10
20.7
531.9
110.1
30
32
34
36
38
40
42
44
110100Water Content (%)Number of Blows
0
10
20
30
40
50
60
0 20406080100Plasticity Index (%)Liquid Limit (%)
CL CH
MH
CL-ML
ML
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: SCS Engineers Boring No.: Cell 3A
Client Reference: Great Oak LF Depth (ft): NA
Project No.: R-2019-026-005 Sample No.: PC-3
Lab ID: R-2019-026-005-003 Soil Color: Tanh
SIEVE ANALYSIS HYDROMETER
USCS cobbles gravel sand silt and clay fraction
USDA cobbles gravel sand silt clay
USCS Summary
Sieve Sizes (mm)Percentage
Greater Than #4 Gravel 5.41
#4 To #200 Sand 21.55
Finer Than #200 Silt & Clay 73.04
USCS Symbol:
CL, TESTED
USCS Classification:
LEAN CLAY WITH SAND
page 1 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client:SCS Engineers Boring No.: Cell 3A
Client Reference: Great Oak LF Depth (ft): NA
Project No.: R-2019-026-005 Sample No.: PC-3
Lab ID:R-2019-026-005-003 Soil Color: Tanh

Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
Tare No.:AF-07 Tare No.:NA
Wt. of Tare & Wet Sample (g):1078.90 Weight of Tare & Wet Sample (g):NA
Wt. of Tare & Dry Sample (g):929.85 Weight of Tare & Dry Sample (g):NA
Weight of Tare (g):228.50 Weight of Tare (g):NA
Weight of Water (g):149.05 Weight of Water (g):NA
Weight of Dry Soil (g):701.35 Weight of Dry Soil (g):NA
Moisture Content (%):21.3 Moisture Content (%):0.0
Wet Weight of -3/4" Sample (g): 23545 Weight of the Dry Sample (g):701.35
Dry Weight of - 3/4" Sample (g): 19418.3 Weight of Minus #200 Material (g):512.27
Wet Weight of +3/4" Sample (g): 0.00 Weight of Plus #200 Material (g):189.08
Dry Weight of + 3/4" Sample (g): 0.00
Total Dry Weight of Sample (g): 19418.3
Sieve Sieve Weight of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
Retained Finer
(mm)(g)(%) (%)(%)(%)
12" 300 0.00 0.00 0.00 100.00 100.00
6" 150 0.00 0.00 0.00 100.00 100.00
3" 75 0.00 0.00 0.00 100.00 100.00
2" 50 0.00 ( * ) 0.00 0.00 100.00 100.00
1 1/2" 37.5 0.00 0.00 0.00 100.00 100.00
1" 25.0 0.00 0.00 0.00 100.00 100.00
3/4" 19.0 0.00 0.00 0.00 100.00 100.00
1/2" 12.5 12.94 1.85 1.85 98.15 98.15
3/8" 9.50 1.70 0.24 2.09 97.91 97.91
#4 4.75 23.28 3.32 5.41 94.59 94.59
#10 2.00 29.51 4.21 9.61 90.39 90.39
#20 0.85 30.28 ( ** ) 4.32 13.93 86.07 86.07
#40 0.425 23.61 3.37 17.30 82.70 82.70
#60 0.250 16.80 2.40 19.69 80.31 80.31
#140 0.106 35.32 5.04 24.73 75.27 75.27
#200 0.075 15.64 2.23 26.96 73.04 73.04
Pan -512.27 73.04 100.00 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample
Tested By MH Date 7/15/19 Checked By GEM Date 7/23/19
page 2 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
ATTERBERG LIMITS
ASTM D 4318-17
Client:SCS Engineers Boring No.:Cell 3A
Client Reference: Great Oak LF Depth (ft): NA
Project No.: R-2019-026-005 Sample No.: PC-3
Lab ID:R-2019-026-005-003 Soil Description: TAN LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
123M
Tare Number:B-B IA-OU
Wt. of Tare & Wet Sample (g): 25.29 23.32 23.81 L
Wt. of Tare & Dry Sample (g):22.68 21.16 21.38 T
Weight of Tare (g):15.48 15.61 15.44 I
Weight of Water (g):2.6 2.2 2.4 P
Weight of Dry Sample (g):7.2 5.6 5.9 O
Was As Received MC Preserved:I
Moisture Content (%):36.3 38.9 40.9 N
Number of Blows:34 25 16 T
Plastic Limit Test 1 2 Range Test Results
Tare Number:A-L 17 Liquid Limit (%): 38
Wt. of Tare & Wet Sample (g): 21.88 21.93
Wt. of Tare & Dry Sample (g): 20.64 20.67 Plastic Limit (%): 24
Weight of Tare (g): 15.44 15.45
Weight of Water (g): 1.2 1.3 Plasticity Index (%): 14
Weight of Dry Sample (g): 5.2 5.2
USCS Symbol: CL
Moisture Content (%): 23.8 24.1 -0.3
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
Tested By RFF Date 7/15/19 Checked By GEM Date 7/22/19
page 1 of 1 DCN: CTS4B, REV. 8, 5/22/18 S:\Excel\Excel QA\Spreadsheets\Limit 3Pt.xls
Yes
AF-07
ASTM D2216-10
21.3
701.4
149.1
228.50
929.85
1078.90
Liquid Limit TestAs Received Moisture Content
30
32
34
36
38
40
42
110100Water Content (%)Number of Blows
0
10
20
30
40
50
60
0 20406080100Plasticity Index (%)Liquid Limit (%)
CL CH
MH
CL-ML
ML
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
DCN: Data Transmittal Letter Date: 1/28/05 Rev.: 1
August 16, 2019
Project No. R-2019-026-006
Mr. Steve Lamb
SCS Engineers
2520 Whitehall Park Dr.
Suite 450
Charlotte, NC 28273
[e-mail]
Transmittal
Laboratory Test Results
Great Oak Landfill
Please find attached the laboratory test results for the above referenced project. The tests were outlined
on the Project Verification Form that was transmitted to your firm prior to the testing. The testing was
performed in general accordance with the methods listed on the enclosed data sheets. The test results are
believed to be representative of the samples that were submitted for testing and are indicative only of the
specimens which were evaluated. We have no direct knowledge of the origin of the samples and imply no
position with regard to the nature of the test results, i.e. pass/fail and no claims as to the suitability of the
material for its intended use.
The test data and all associated project information provided shall be held in strict confidence and disclosed
to other parties only with authorization by our Client. The test data submitted herein is considered integral
with this report and is not to be reproduced except in whole and only with the authorization of the Client
and Geotechnics. The remaining sample materials for this project will be retained for a minimum of 90 days
as directed by the Geotechnics’ Quality Program.
We are pleased to provide these testing services. Should you have any questions or if we may be of further
assistance, please contact our office.
Respectively submitted,
Geotechnics, Inc.
Michael P. Smith
Regional Manager
We understand that you have a choice in your laboratory services
and we thank you for choosing Geotechnics.
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: SCS Engineers Boring No.: NA
Client Reference: Great Oak LF Depth (ft): NA
Project No.: R-2019-026-006 Sample No.: PC-4
Lab ID: R-2019-026-006-001 Soil Color: Black
SIEVE ANALYSIS HYDROMETER
USCS cobbles gravel sand silt and clay fraction
USDA cobbles gravel sand silt clay
USCS Summary
Sieve Sizes (mm)Percentage
Greater Than #4 Gravel 3.68
#4 To #200 Sand 79.06
Finer Than #200 Silt & Clay 17.26
USCS Symbol:
SM, TESTED
USCS Classification:
SILTY SAND
(Non Plastic)
page 1 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client:SCS Engineers Boring No.: NA
Client Reference: Great Oak LF Depth (ft): NA
Project No.: R-2019-026-006 Sample No.: PC-4
Lab ID:R-2019-026-006-001 Soil Color: Black

Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
Tare No.:856 Tare No.:NA
Wt. of Tare & Wet Sample (g):684.30 Weight of Tare & Wet Sample (g):NA
Wt. of Tare & Dry Sample (g):661.87 Weight of Tare & Dry Sample (g):NA
Weight of Tare (g):136.80 Weight of Tare (g):NA
Weight of Water (g):22.43 Weight of Water (g):NA
Weight of Dry Soil (g):525.07 Weight of Dry Soil (g):NA
Moisture Content (%):4.3 Moisture Content (%):0.0
Wet Weight of -3/4" Sample (g): 23545 Weight of the Dry Sample (g):525.07
Dry Weight of - 3/4" Sample (g): 22580.4 Weight of Minus #200 Material (g):90.62
Wet Weight of +3/4" Sample (g): 0.00 Weight of Plus #200 Material (g):434.45
Dry Weight of + 3/4" Sample (g): 0.00
Total Dry Weight of Sample (g): 22580.4
Sieve Sieve Weight of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
Retained Finer
(mm)(g)(%) (%)(%)(%)
12" 300 0.00 0.00 0.00 100.00 100.00
6" 150 0.00 0.00 0.00 100.00 100.00
3" 75 0.00 0.00 0.00 100.00 100.00
2" 50 0.00 ( * ) 0.00 0.00 100.00 100.00
1 1/2" 37.5 0.00 0.00 0.00 100.00 100.00
1" 25.0 0.00 0.00 0.00 100.00 100.00
3/4" 19.0 0.00 0.00 0.00 100.00 100.00
1/2" 12.5 0.00 0.00 0.00 100.00 100.00
3/8" 9.50 0.00 0.00 0.00 100.00 100.00
#4 4.75 19.34 3.68 3.68 96.32 96.32
#10 2.00 139.90 26.64 30.33 69.67 69.67
#20 0.85 139.32 ( ** ) 26.53 56.86 43.14 43.14
#40 0.425 69.41 13.22 70.08 29.92 29.92
#60 0.250 32.69 6.23 76.31 23.69 23.69
#140 0.106 20.91 3.98 80.29 19.71 19.71
#200 0.075 12.88 2.45 82.74 17.26 17.26
Pan -90.62 17.26 100.00 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample
Tested By RF Date 8/16/19 Checked By GEM Date 8/16/19
page 2 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
ATTERBERG LIMITS
ASTM D 4318-17
Client:Boring No.:NA
Client Reference: SCS Engineers Depth (ft): NA
Project No.: Great Oak LF Sample No.: PC-4
Lab ID:R-2019-026-006-001 Color: Black
( MInus No. 40 sieve material)
As Received
Water Content
Tare Number 856
Wt. of Tare & Wet Sample (g) 684.30
Wt. of Tare & Dry Sample (g) 661.87
Weight of Tare (g) 136.80
Weight of Water (g) 22.43
Weight of Dry Sample (g) 525.07
Water Content (%) 4.3
NON - PLASTIC
MATERIAL
Tested By NL Date 8/14/19 Checked By GEM Date 8/15/19
/DCN: CT-S4C, DATE: 4/27/17, REVISION : 4e S:\Excel\Excel QA\Spreadsheets\Limit NP.xls

Cell 3A Construction Certification Report
Great Oak Landfill www.scsengineers.com

Appendix H
Leak Location Report

Cell 3A Construction Certification Report
Great Oak Landfill www.scsengineers.com

Appendix I
Correspondences

Cell 3A Construction Certification Report
Great Oak Landfill www.scsengineers.com

Appendix I-2
Preconstruction Meeting and Progress Meeting Summary

2520 Whitehall Park Dr., Suite 450, Charlotte, NC 28273 | 704-504-3107
Environmental Consultants & Contractors
August 20, 2019
File No. 02215305.10

PROGRESS MEETING MINUTES

SUBJECT: Progress Meeting No. 14
Meeting Minutes
Great Oak Landfill, Cell 3A

These minutes summarize the topics reviewed and discussed during the construction progress
meeting for Cell 3A at the Great Oak Landfill (Landfill). The meeting occurred on Wednesday, August
14, 2019 starting at 10:00 a.m. The meeting took place in the conference room at the scale house
building.
The following attended the meeting:
Susan Harrison, Waste Management (WM)
Don Misenheimer, WM
Lee Ritch, New Generation Grading (NGG)
Steve Lamb, SCS Engineers, PC (SCS)
Jarrod Timmons, SCS
A copy of the sign in sheet and agenda is provided in Attachment A.
The followings items were reviewed and discussed during the meeting:
Health & Safety
1. No safety issues occurred since the previous progress meeting.
2. All attendees were reminded of required PPE for contractors and subcontractors while
working onsite.
Previous Meeting Minutes
1. No corrections for previous meeting minutes.
2. Next Progress Meeting TBD
Construction Schedule

Progress Meeting Minutes #14
August 20, 2019
Page 2

Item Description Responsibility
Estimated
Date
Completion
Date Comments
1 Geosynthetics ESI Week of
8/19/2019 Complete Re-mob. With leak
detection survey
2 Copper Wire Placement SCS/ACC Completed
3 Backfill Anchor Trenches NGG 90% Complete, finish after
PC placement
4 Protective Cover Placement NGG 8/16/2019 95% complete, finish after
Leak Location Testing
5 LCS Piping/Sump Riser NGG Complete
6 Concrete Pump Control Structure NGG Complete Subcontractor:
Maya Concrete
7 Leachate Manhole NGG Complete
8 Leachate Forcemain (FM) NGG 8/14/2019
9 Pressure Test FM NGG 8/14/2019 SCS/ACC must observe.
10 Electric service WM Start
8/16/2019
11 Pump Install WM Start
8/15/2019 Contractor:
PumpOne
12 Pump Startup and Test WM After electrical installation
completed
13 Leak Location Testing WM 8/15/2019 Contractor:
BLE
14 Clean and Camera LCS and LDS
piping NGG 8/16/2019
15 Protective Cover As-Built Survey NGG
8/16/2019
or
8/19/2019
After Leak Location Testing
Completed
16 LCS Pipe As-Built Survey NGG
8/16/2019
or
8/19/2019

17 Leachate Forcemain/Structure
As-Built Survey NGG
8/16/2019
or
8/19/2019

18 Install Stormwater
Pipe/Structure NGG Week of
8/19/2019 In progress
19 Stormwater Pipe/Structure As-
Built Survey NGG Week of
8/19/2019
20 Edge of Liner Stakes NGG Week of
8/12/2019 After PC complete, 4 ft
offset from edge of liner
21 Edge Protection at 3A/3B NGG After 3A/3B berm complete
22 Site Restoration NGG After Cell 3A is complete
Progress Meeting Minutes #14
August 20, 2019
Page 3

Submittals

Design Engineer, CQA Questions/Comments
1. None

WM Questions/Comments
1. None

Surveying Questions/Comments
1. None

NGG, Questions/Comments
1. None

M:\PROJECT FILES\02215305.10\Cell 3 CQA\Meetings\Progress Meeting 14\Meeting Minutes_PM-14.docx

22 Seeding WM After Cell 3A is complete
23 Cell 3A Permit Modification SCS Completed Submitted, Approved
24 Certification Report Submittal 1
Response SCS Completed
25 Final Certification Report SCS
2nd Draft
Submitted
8/13/2019
In progress
27 Submit Revised CPC Estimate SCS/WM Completed Approved
28 Operation Plan Update SCS
8/12/2019
7/17/19

1st submittal
2nd submittal

ATTACHMENT A

2520 Whitehall Park Dr., Suite 450, Charlotte, NC 28273 | 704-504-3107
Environmental Consultants & Contractors
August 14, 2019
File No. 02215305.10

PROGRESS MEETING AGENDA

SUBJECT: Progress Meeting No. 14
Meeting Agenda
Great Oak Landfill, Cell 3A

This agenda outlines topics to be discussed during Progress Meeting #14 for the construction of
Cell 3A at the Great Oak Landfill (Landfill). The meeting is scheduled for Wednesday August 14,
2019 at 10:00 a.m. The meeting will take place in the conference room at the scale house.
TOPICS FOR DISCUSSION
Health & Safety
Any incidents to report?
REMINDER: Personal protective equipment (e.g., hard hat, steel-toed boots, safety vest) should be
worn at all times.
Previous Meeting Minutes
Any comments or revisions?
Next progress meeting scheduled for _______________.
Construction Schedule
1. See attached Punch List
Progress Meeting Minutes #14
August 14, 2019
Page 2

Item Description Responsibility
Estimated
Date
Completion
Date Comments
1 Geosynthetics ESI Week of
8/12/2019 Complete Re-mob. With leak
detection survey
2 Copper Wire Placement SCS/ACC Completed
3 Backfill Anchor Trenches NGG 90% Complete, finish after
PC placement
4 Protective Cover Placement NGG 8/9/2019
5 LCS Piping/Sump Riser NGG 8/9/2019 Sump Riser installed
6 Concrete Pump Control Structure NGG Completed Subcontractor:
Maya Concrete
7 Leachate Manhole NGG Complete
8 Leachate Forcemain (FM) NGG 8/14/2019
9 Pressure Test FM NGG 8/14/2019 SCS/ACC must observe.
10 Electric service WM Week of
8/12/2019
11 Pump Install WM Start
8/12/2019 Contractor:
PumpOne
12 Pump Startup and Test WM After electrical installation
completed
13 Leak Location Testing WM Week of
8/12/2019 Contractor:
BLE
14 Clean and Camera LCS and LDS
piping NGG Week of
8/12/2019 Subcontractor:
Jet Clean America
15 Protective Cover As-Built Survey NGG Week of
8/12/2019
16 LCS Pipe As-Built Survey NGG As needed
17 Leachate Forcemain/Structure
As-Built Survey NGG As needed
18 Install Stormwater
Pipe/Structure NGG In progress
19 Stormwater Pipe/Structure As-
Built Survey NGG As needed
20 Edge of Liner Stakes NGG After PC complete, 4 ft
offset from edge of liner
21 Edge Protection at 3A/3B NGG After 3A/3B berm complete
22 Site Restoration NGG After Cell 3A is complete
22 Seeding NGG After Cell 3A is complete
23 Cell 3A Permit Modification SCS Completed Submitted, Approved
Progress Meeting Minutes #14
August 14, 2019
Page 3

Submittals
1. Site Stabilization submittals

Design Engineer, CQA Questions/Comments

WM Questions/Comments

Surveying Questions/Comments

NGG, Questions/Comments

M:\PROJECT FILES\02215305.10\Cell 3 CQA\Meetings\Progress Meeting 14\Agenda_PM-14.docx
24 Certification Report Submittal 1
Response SCS Completed
25 Final Certification Report SCS
2nd Draft
Submittal
week of
8/12/2019
In progress
27 Submit Revised CPC Estimate SCS/WM Completed Approved
28 Operation Plan Update SCS

7/17/19
8/12/2019
1st submittal
2nd submittal

Cell 3A Construction Certification Report
Great Oak Landfill www.scsengineers.com

Appendix I-3
Bi-Weekly Summary Field Reports and Photographs

SCS ENGINEERS
SUMMARY REPORT - 13

Project Name: Great Oak Landfill
Cell 3A Construction
Project Number: 02215305.10
Date: July 28 – August 11, 2019
CQA Manager: Jarrod Timmons Field Personnel: ACC
Weather: For the period of construction activity Asheboro weather was reported to range from cloudy with
thunderstorms to mostly sunny. Temperatures, reported in degrees Fahrenheit, ranged from the low 60’s to
mid 70’s in the mornings, and upper 70’s to mid 90’s in the afternoons. Approximately 0.4 inches of rain was
reported in Asheboro, NC and surrounding areas during this time period.

Summary of Work:
From 7/29/2019 thru 8/01/2019: New Generation Grading (NGG) continued placing protective cover
(PC) soil inside Cell 3A using screened material per the specification. NGG also continued screening
additional PC soil. NGG piping subcontractor was onsite to continue construction of leachate collection
system (LCS) piping.

From 8/02/2019 thru 8/04/2019: NGG equipment problems caused a delay in PC placement in Cell 3A.
NGG continued screening protective cover material, material was stockpiled in preparation for
placement on 8/06/2019. Also during this time NGG continued work on the stormwater piping outside of
Cell 3A.

From 8/06/2019 thru 8/07/2019: New Generation Grading (NGG) continued placing protective cover
(PC) soil inside Cell 3A using screened material per the specification. Construction of the intermediate
soil berm, separating future Cell 3B from Cell 3A, began during this period. NGG also continued
screening additional PC soil. NGG continued placement of drainage aggregate around the LCS piping
per specification. NGG piping subcontractor welded 3/6-inch dual contained forcemain piping in
preparation for installation outside of Cell 3A at a later date.

On 8/08/2019: NGG continued construction of the intermediate berm per the design and specification.
Due to weather delays and screening equipment breakdowns, NGG purchased screened material from
Martin Marietta Rock quarry in Asheboro, NC. An additional PC soil sample was collected and sent to
SCS 3rd party laboratory for testing. NGG piping subcontractor continued placement of LCS piping in
Cell 3A. All LCS piping was installed with 8 oz. geotextile fabric wrap per design and specification.

From 8/09/2019 thru 8/10/2019: NGG completed construction of the intermediate berm per the design
and specification. After completion of the temporary intermediate berm, the previously installed HDPE
rain flap panels were laid over top of the soil berm. The HDPE rain flap was anchored into the PC soil
berm per design and specification, seams were left uncovered to allow for extrusion welding at a later
date. NGG piping subcontractor continued placement of LCS piping in Cell 3A. All LCS piping was
installed with 8 oz. geotextile fabric wrap per design and specification. NGG continued placement of
drainage aggregate around the LCS piping.

.

M:\PROJECT FILES\02215305.10\Cell 3 CQA\Bi-Weekly Summary Reports\Report 13 - July 28 - August 10.docx

Prepared by: Jarrod Timmons Reviewed by: Steve Lamb

SCS ENGINEERS
SUMMARY REPORT - 14

Project Name: Great Oak Landfill
Cell 3A Construction
Project Number: 02215305.10
Date: August 11 – August 23, 2019
CQA Manager: Jarrod Timmons Field Personnel: ACC and SCS
Weather: For the period of construction activity Asheboro weather was reported to range from cloudy with
thunderstorms to mostly sunny. Temperatures, reported in degrees Fahrenheit, ranged from the upper 60’s
to mid 70’s in the mornings, and upper 80’s to mid 90’s in the afternoons. Approximately 1.24 inches of rain
was reported in Asheboro, NC and surrounding areas during this time period.

Summary of Work:
From 8/11/2019 thru 8/12/2013: New Generation Grading (NGG) continued placing protective cover
(PC) soil inside Cell 3A using screened material per the specification. NGG continued to use screened
material from the Martin Marietta quarry, located in Asheboro, NC, as well as screening additional PC
soil from onsite borrow areas. On 8/12/2019 protective cover soil placement was substantially completed
and NGG piping subcontractor was onsite and completed construction of leachate collection system
(LCS) piping. Survey Carolina was onsite on 8/12/2019 for as-built survey and for protective cover
thickness survey verification.

From 8/13/2019 thru 8/14/2019: NGG continued work on the stormwater piping outside of Cell 3A as
well as grading perimeter road. Bunnell Lammons Engineering (BLE) was onsite and completed the Cell
3A Leak Location Survey. Also during this time period NGG piping subcontractor installed the dual
contained forcemain piping outside of Cell 3A. Part of the forcemain piping was pressure tested
following previous cell construction procedures. All testing results were satisfactory.

On 8/15/2019: BLE completed the leak location survey analysis and notified Waste Management that no
leaks were reported following leak location survey. NGG piping subcontractor completed air pressure
testing on the forcemain piping outside of Cell 3A. All testing results were satisfactory. Pump One was
onsite to begin construction of pump control panel and component installation.

From 8/16/2019 thru 8/18/2019: NGG continued work outside of Cell 3A on stormwater controls and
perimeter access road grading. Stormwater piping, including structures, were completed during this time
period. NGG piping subcontractor completed punch list items for all piping systems for Cell 3A
construction. Pump One continued work on pump control panel and component construction through
8/16/2019.

From 8/19/2019 thru 8/20/2019: NGG subcontractor Jet Clean America was onsite to perform LCS/LDS
pipe cleaning and camera inspections. During camera inspection it was discovered that a wye fitting in
the LDS piping was damaged post installation. The damaged fitting was located on the cleanout installed
in the northwest corner of the cell, approximately 47 feet from future Cell 3B tie-in location. Other
piping cleaned and inspected were satisfactory. NGG completed the repair to the LDS pipe on 8/20/2019
and Jet Clean American inspected the pipe repair via pipe camera. Survey Carolina was onsite to
continue as-built survey and protective cover thickness survey verification.

On 8/21/2019: ESI arrived onsite to perform primary liner repair at the location of the LDS piping repair,
the repair was completed per the project specifications. ESI completed trial welds for extrusion weld
equipment prior to making the repair, a vacuum box was used to verify no leaks were present in any of
the extrusion welds made during repair process. SCS personnel was onsite to witness and document liner
repair. Also while ESI was onsite, the sacrificial rain flap seams were extrusion welded and a 60-mil
HDPE boot was placed on the LCS pipe installed through the rain flap.

On 8/22/2019: NGG continued grading outside of Cell 3A as well as completing remaining punch list
items. Electrical contractor was onsite to complete electrical hookups, the electrical inspection on Cell
3A pump control panels and components was completed on this day. Survey Carolina was onsite to
complete as-built survey and protective cover thickness survey verification.

On 8/23/2019: NGG subcontractor Jet Clean America was onsite to complete LCS/LDS pipe inspections
inside Cell 3A. NGG continued to complete remaining punch list items. Pump one was onsite to
complete pump installation and startup with the presence of Waste Management personnel. Cell 3A
construction was considered substantially complete on this day.

Damaged wye fitting on the cleanout installed in the northwest corner of the cell, approximately 47 feet from future Cell 3B
tie-in location

Patch in primary liner at damaged wye fitting location.

M:\PROJECT FILES\02215305.10\Cell 3 CQA\Bi-Weekly Summary Reports\Report 14 - August 11 - August 23.docx

Prepared by: Jarrod Timmons Reviewed by: Steve Lamb

Cell 3A Construction Certification Report
Great Oak Landfill www.scsengineers.com

Appendix J
As-Built Drawings

EXISTING
CELL 1A
FUTURE
CELL 5
EXISTING
CELL 1B
FUTURE
CELL 4
FUTURE
CELL 7
FUTURE
CELL 6
FUTURE
CELL 3B
EXISTING
CELL 2
Survey Point
Number Northing Easting
Base Grade
Survey
Elevation
PC Survey
Elevation Thickness
(ft)
231 727,381.4 1,777,077.6 645.74 650.65 4.91
232 727,441.7 1,777,124.7 642.93 646.24 3.31
233 727,521.1 1,777,186.1 635.22 638.58 3.36
234 727,600.5 1,777,247.7 628.13 631.9 3.77
235 727,679.8 1,777,309.3 622.37 625.14 2.77
236 727,759.1 1,777,370.9 614.55 617.38 2.83
237 727,788.4 1,777,393.6 614.95 617.06 2.11
239 727,732.6 1,777,476.8 607.10 609.26 2.16
240 727,724.1 1,777,470.1 603.91 606.36 2.45
41G 727,705.0 1,777,455.4 603.35 605.52 2.17
242 727,625.6 1,777,393.7 608.17 610.34 2.17
243 727,546.2 1,777,332.2 613.91 616.04 2.13
244 727,466.6 1,777,270.6 621.61 623.87 2.26
245 727,387.3 1,777,208.8 624.70 627.05 2.35
246 727,321.7 1,777,157.9 625.77 628.05 2.28
247 727,312.3 1,777,150.6 628.76 631.26 2.50
248 727,257.8 1,777,235.0 609.29 611.85 2.56
249 727,267.3 1,777,242.3 606.29 608.49 2.20
250 727,333.2 1,777,293.4 605.54 607.71 2.17
251 727,412.4 1,777,354.9 604.64 606.83 2.19
252 727,491.9 1,777,416.5 600.42 602.59 2.17
253 727,571.1 1,777,478.0 595.48 597.67 2.19
254 727,654.8 1,777,542.6 594.07 596.62 2.55
55G 727,668.3 1,777,554.0 599.65 601.78 2.13
256 727,605.4 1,777,631.3 595.76 598.02 2.26
257 727,591.4 1,777,620.3 589.98 592.27 2.29
258 727,516.6 1,777,562.3 588.81 590.98 2.17
59G 727,437.6 1,777,500.9 587.96 590.11 2.15
260 727,358.1 1,777,439.3 589.76 592.08 2.32
261 727,278.9 1,777,377.9 590.51 592.78 2.27
262 727,215.3 1,777,328.5 591.34 593.6 2.26
263 727,203.4 1,777,319.3 595.63 597.96 2.33
264 727,149.1 1,777,403.6 586.55 589.13 2.58
65G 727,157.5 1,777,410.1 584.11 586.3 2.19
266 727,224.3 1,777,462.1 583.37 585.77 2.40
267 727,303.9 1,777,523.6 583.43 585.54 2.11
268 727,382.9 1,777,585.2 583.77 585.89 2.12
269 727,462.6 1,777,646.7 586.09 588.23 2.14
270 727,528.0 1,777,697.7 587.02 589.27 2.25
271 727,542.3 1,777,708.8 592.85 595.1 2.25
272 727,479.5 1,777,787.0 591.91 594.08 2.17
273 727,461.1 1,777,772.4 584.23 586.73 2.50
274 727,407.9 1,777,731.0 583.41 585.59 2.18
275 727,328.5 1,777,669.5 581.75 583.89 2.14
276 727,249.2 1,777,608.0 580.13 582.3 2.17
277 727,169.9 1,777,546.5 580.32 582.5 2.18
278 727,106.0 1,777,496.9 580.50 582.73 2.23
279 727,094.8 1,777,488.1 584.48 587.04 2.56
280 727,039.6 1,777,571.8 584.79 587.09 2.30
281 727,056.9 1,777,585.3 578.03 580.21 2.18
282 727,115.5 1,777,630.8 575.91 578.08 2.17
283 727,194.8 1,777,692.3 577.71 580 2.29
284 727,274.1 1,777,753.8 579.67 581.84 2.17
285 727,353.6 1,777,815.5 580.78 582.89 2.11
286 727,394.0 1,777,846.7 582.03 584.71 2.68
287 727,417.8 1,777,865.3 591.90 594.03 2.13
288 727,362.4 1,777,939.0 591.90 594.14 2.24
289 727,350.9 1,777,885.7 581.95 584.14 2.19
90G 727,318.5 1,777,869.1 579.78 581.97 2.19
291 727,300.1 1,777,894.3 589.96 592.07 2.11
92G 727,219.8 1,777,834.1 588.03 590.18 2.15
292 727,237.9 1,777,809.1 577.77 580 2.23
293 727,158.2 1,777,748.7 575.67 578.41 2.74
95F 727,140.0 1,777,772.9 585.56 587.86 2.30
96F 727,061.6 1,777,711.6 583.82 586.03 2.21
97F 727,078.6 1,777,688.1 574.59 578.26 3.67
294 727,108.5 1,777,689.5 571.92 577.15 5.23
295 727,015.1 1,777,650.3 577.76 581.46 3.70
100F 726,989.0 1,777,653.1 584.65 586.98 2.33
SCS ENGINEERS, PC2520 WHITEHALL PARK DRIVE, SUITE 450CHARLOTTE, NORTH CAROLINA 28273PHONE: [phone] FAX: [phone]CELL 3A TOP OFPROTECTIVE COVER AS-BUILTGREAT OAK LANDFILLWASTE MANAGEMENT OF CAROLINAS, INC.3597 OLD CEDAR FALLS ROADCELL 3A CONSTRUCTIONRANDLEMAN, NORTH CAROLINA 27317