7607_GreatOakMSWLF_CertificationCQARpt_Cell1B_DIN27507_20170309

Construction Documentation Report
Great Oak Landfill
Cell 1B

Construction Certification Report
Cell 1 B

Presented To:

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

Presented From:

SCS ENGINEERS, PC
2520 Whitehall Park Drive, Suite 450
Charlotte, NC 28273
[phone]

March 7, 2017
File No. 02215305.02
Construction Documentation Report
Great Oak Landfill
Cell 1B

Table of Contents
Certification
List of Acronyms

Section Page
1.0 INTRODUCTION ..................................................................................................................................... 1
1.1 Background ................................................................................................................................... 3
1.2 Project Overview ......................................................................................................................... 3
1.3 Project Parties ............................................................................................................................... 4
2.0 SITE PREPARATION AND EXCAVATION ............................................................................................ 6
3.0 STRUCTURAL FILL ................................................................................................................................... 8
3.1 Structural Fill Laboratory Testing .............................................................................................. 8
3.2 Structural Fill Construction .......................................................................................................... 9
3.2.1 Structural Fill Field Testing ................................................................................. 10
3.2.2 Subgrade Certification and Bedrock Separation ......................................... 10
3.2.3 Subgrade Grade Modification ........................................................................ 11
4.0 HIGH DENSITY POLYETHYLENE (HDPE) GEOMEMBRANE LINERS .............................................. 12
4.1 Manufacturer’s Quality Control Testing ................................................................................ 12
4.2 Quality Assurance Material Testing ...................................................................................... 13
4.3 HDPE Geomembrane Panel Deployment ............................................................................. 13
4.4 HDPE Geomembrane Panel Seaming and Non-Destructive Seam Testing .................... 14
4.5 Destructive Seam Testing ......................................................................................................... 14
4.6 Repairs ........................................................................................................................................ 15
5.0 GEOCOMPOSITE ................................................................................................................................. 16
5.1 Manufacturer’s Quality Control Testing ................................................................................ 16
5.2 Quality Assurance Material Testing ...................................................................................... 17
5.3 Geocomposite Deployment ..................................................................................................... 17
6.0 GEOSYNTHETIC CLAY LINERS .......................................................................................................... 18
6.1 Manufacturer’s Quality Control Testing ................................................................................ 18
6.2 Quality Assurance Material Testing ...................................................................................... 18
6.3 GCL Placement .......................................................................................................................... 19 7.0 LEACHATE COLLECTION SYSTEM ..................................................................................................... 20
7.1 Leachate Collection piping ...................................................................................................... 20
7.1.1 Leak Detection System Pipe .............................................................................. 20
7.1.2 Leachate Collection System Pipe ..................................................................... 20
7.1.3 Leachate Pipe Camera Inspection ................................................................... 21
8.0 PROTECTIVE SOIL COVER .................................................................................................................. 22
8.1 Protective Soil Cover Laboratory Testing ............................................................................ 22
8.2 Protective Soil Cover Placement ............................................................................................ 22
9.0 LEAK LOCATION TESTING ................................................................................................................. 25
9.1 Testing Procedure ..................................................................................................................... 25
9.2 Testing Results and Repairs ..................................................................................................... 25

Construction Documentation Report
Great Oak Landfill
Cell 1B

List of Figures
No. Page
1 Site Vicinity Map 2
2 Landfill Site Plan 7

List of Tables
No. Page
1 Structural Fill Laboratory Results 9
2 Destruct Seam Test Frequency 15
3 Protective Soil Cover Laboratory Results 22
4 Protective Soil Cover Thickness Summary 23

Construction Documentation Report
Great Oak Landfill
Cell 1B

Appendices
A Structural Fill
A-1 Laboratory Results
A-2 Field Density Testing
B Subgrade Certifications
C HDPE Geomembrane
C-1 MQC Certifications
C-2 CQA Conformance Testing Results
C-3 Destructive Seam Testing Results
C-4 Records and Logs
C-5 HDPE Geomembrane As-Built Record Drawings
D Geocomposite Layer
See Appendix D in Cell 1A Construction Certification Report (SCS Engineers, 12/7/16, DIN
27190)
E Geosynthetic Clay Liner
See Appendix D in Cell 1A Construction Certification Report (SCS Engineers, 12/7/16, DIN
27190)
F Leachate Management Information
F-1 LCS and LDS Pipe and Aggregate
F-2 LCS and LDS Pipe Camera Inspection
G Protective Soil Cover
G-1 Laboratory Results
H Leak Location Work Plan and Report
H-1 Leak Location Testing Work Plan
H-2 Leak Location Testing Report
I Correspondences
I-1 Project Correspondences
I-2 Progress Meetings Summary (Meeting Summary No. 1through No. 10 are located in
Cell 1A Construction Certification Report, SCS Engineers, 12/7/16, DIN 27190)
I-3 Weekly Summary Field Reports and Photographs (Weekly Report No. 1through
No. 25 are located in Cell 1A Construction Certification Report, SCS Engineers, 12/7/16,
DIN 27190)
J As-Built Drawings
Construction Documentation Report
Great Oak Landfill
Cell 1B

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
GOLF Great Oak Landfill
HDPE High density polyethylene
LCS Leachate Collection System
LDS Leak Detection System
LFG Landfill gas
MQC Manufacturer Quality Control
MSW Municipal solid waste
NCDEQ North Carolina Department of Environmental Quality
OMC Optimum Moisture content
PE Professional Engineer
PG Professional Geologist
QA Quality Assurance
S&ME Soil & Material Engineers
SCS SCS Engineers
TEST Timely Engineering Soil Test, LLC
USCS Unified Soil Classification System
WM Waste Management of Carolinas, Inc.

M:\PROJECT FILES\02215305.02\Deliverables\CQA Report\Cell 1B\GOLF CDR_Cell 1B_v0.3.doc
Construction Documentation Report
Great Oak Landfill
Cell 1B
1
1.0 INTRODUCTION
This Construction Documentation Report, prepared by SCS Engineers, PC (SCS), summarizes the construction of an approximate 7.1-acre cell (Cell 1B) at the Waste Management Great Oak Landfill (Landfill). The Landfill is located in Randolph County outside of Asheboro, North
Carolina. The Landfill 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).

This report documents the construction of Cell 1B and construction quality assurance (CQA) activities conducted during the construction of Cell 1B. 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 1B Project. Individual sections of this Construction Documentation Report describe the materials and testing/inspection procedures used for:
• Site Preparation and Excavation
• Structural Fill
• 60-mil High Density Polyethylene (HDPE) Geomembrane liners (primary and
secondary)
• 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 1B 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 (NC DEQ, January 19, 2016)
• Construction Plans, Great Oak Landfill Cell 1A & 1B (S&ME, May 25, 2016)
• Technical Specifications (S&ME, 2016)
• Construction Quality Assurance (COA) Plan (S&ME, 2016)
• Correspondences (Appendix I-1)
Ten (10) appendices are included in this report. The appendices include laboratory reports, field testing data, weekly summary field reports, and as-built drawings.

SITE
SCS ENGINEERS
FIGURE 1 - SITE LOCATION MAP
BASE MAP SOURCES: 7.5-MILE QUAD MAP:
RANDLEMAN, GRAYS CHAPEL, ASHEBORO, RAMSEUR
Construction Documentation Report
Great Oak Landfill
Cell 1B
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1.1 BACKGROUND
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 is divided into two
sub cells designated Cell 1A and Cell 1B. Cell 1A is approximately 8.3 acres, and Cell 1B is
approximately 7.1 acres. The construction of Cell 1A was completed in December 2016 and a
Permit to Operate was issued by NCDEQ for Cell 1A on December 29, 2016.
1.2 PROJECT OVERVIEW
Construction activities at the site consisted of many components needed for a solid waste facility
such as an access road, scales, a scale house, utility lines, leachate storage tanks, a borrow pit,
storm water basins, and a maintenance building. Construction of Cells 1A and 1B was done simultaneously, although the completion of Cell 1A was 4 to 6 weeks before the completion of
Cell 1B. This CQA Report covers the construction of Cell 1B. A separate CQA Report, dated
December 7, 2016 was issued for Cell 1A.
A Pre-construction meeting was conducted May 24th at 11:00 a.m. at the Randolph County
Office Building, 725 McDowell Road, Asheboro, NC 27205. The Pre-Construction Meeting
summary was provided in Appendix I-2 of the Cell 1A Construction Certification Report (SCS Engineers, DIN #27190). Construction began on May 25, 2016 with the installation of erosion
and sediment controls. Site preparation, clearing and grubbing activities within the limits of the
Cell 1A and 1B began in mid-June 2016. Work for Cell 1B was deemed substantially complete
on February 9, 2017.
Cell 1B has a composite liner system. The liner system includes a secondary leak location zone and a primary liner system. The liner system consists of the following from top to bottom:
• Liner System – Cell Floor
o Two feet of protective cover soil o Leachate collection system geocomposite drainage layer o Primary 60-mil textured HDPE geomembrane liner
o Geosynthetic clay liner (GCL)
o Leak detection system (LDS) geocomposite drainage layer
o Secondary 60-mil textured HDPE geomembrane liner o Subgrade soil or compacted structural fill soil

Construction Documentation Report
Great Oak Landfill
Cell 1B
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1.3 PROJECT PARTIES
The parties involved in the construction, permitting, and construction oversight of Cell 1B at the
Great Oak Landfill are summarized below.

Operator
Primary Contact
John Workman 1850 Parkway Place, Suite 600 Marietta, GA 30067
Phone: [phone]
Email: [e-mail]
General Contractor
Primary Contact Superintendent
Dakota Hinterer Chad Howdershelt
Project Engineer Mountaineer/Preston Contractors, Inc.
15237 S Preston Highway Cell: [phone] Kingwood, WV 26537 Email: [e-mail] Phone: [phone]
Cell: [phone]
Email: [e-mail]
CQA Consultant
CQA Officer/Certifying Engineer CQA Manager
Steve Lamb, P.E. Orion Holtey, P.E.
SCS Engineers SCS Engineers
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.
Danny Rennicks
Cell: [phone]
Email: [e-mail] CQA Geosynthetic Monitor
ACC, Inc.
Taylor Herbertson
Cell: [phone] Email: [e-mail]
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Great Oak Landfill
Cell 1B
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Design Engineering Firm
Design Manager
Steve Loskota, P.E. S&ME, Inc. Phone: [phone]
Email: [e-mail]

Design Engineer Sharon Korleski, P.E.
S&ME, Inc.
Phone: [phone]
Email: [e-mail]
Survey Firm
Charlie Morgan Charlie Morgan Surveying, PLLC
Phone: [phone]
Email: [e-mail]
Owner - Randolph County
Paxton Arthurs
Randolph County
Phone: [phone]
Email: [e-mail]
NCDEQ

John Murray Ming-Tai Chao
DEQ-WM-SWS DEQ-WM-SWS Phone: [phone] Phone: [phone]
Email: [e-mail] Email: [e-mail]

Christine Ritter John Patrone
DEQ-NC-SWS DEQ-WM-SWS Phone: [phone] Phone: [phone] Email: [e-mail] Email: [e-mail]
Construction Documentation Report
Great Oak Landfill
Cell 1B
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2.0 SITE PREPARATION AND E XCAVATION
Cell 1A and 1B are approximately 15.3 acres. Cell 1B is approximately 7.1 acres and is irregular
in shape as illustrated in Figure 2.
Site preparation for Cell 1 began in mid-June 2016. Site preparation activities began in the northern portion of the cell. Site preparation activities consisted of the following:
• Stripping of vegetation and topsoil. Large trees were cut down, and stockpiled.
Controlled burns were used to reduce vegetative waste.
• Excavation of overburden soil materials to meet excavation grades.
• Blasting of bedrock formations to a depth of at least 4 feet below top of structural fill
design elevations.
Following the mass excavation and blasting activities, the grade which represented the bottom of subgrade was surveyed. This information was reviewed by SCS Engineers 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.

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Construction Documentation Report
Great Oak Landfill
Cell 1B
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3.0 STRUCTURAL FILL
Section 3 describes the inspection, monitoring and testing activities for subgrade approval and structural fill placement along with associated testing results.
3.1 STRUCTURAL FILL LABORATORY TESTING
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’s subcontracted geotechnical testing firm
Soil Consultants, Inc. Fourteen bulk samples of structural fill material were collected (SF-1
through SF-14) from on site. The bulk samples were transported to the geotechnical laboratory at Timely Engineering Soil Tests, LLC (TEST) located in Atlanta, NC. The following tests were
performed:
• Natural Moisture Content (ASTM D 2216)
• Atterberg Limits (ASTM D 4318)
• Standard Proctor (ASTM D 698)
• Particle size analysis (ASTM D 6913)(D422 old version)
The samples collected were classified according to USCS as CH, CL, MH, or ML with maximum dry density (MDD) ranging from 83.3 to 104.5 pounds per cubic foot (pcf) and
optimum moisture content ranging from 19.1 to 31.2 percent. 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. SF-1 soil did not meet the
technical specifications for Type S1 fill, therefore it was not used during construction of Cell 1B.
Laboratory testing of structural fill material was performed in accordance with the CQA Plan and Technical Specifications at a frequency of one test per 10,000 CY. A total of 14 bulk samples of structural fill material were collected during the construction of Cell 1A and 1B. Over the 15.3
acre cell footprint, the depth of structural fill ranged from 2 to 8 feet, averaging an estimated 5
feet. Therefore, we estimate approximately 125,000 cubic yards of structural fill was placed and
compacted to construct the subgrade. (Cell 1A-66,100 CY and Cell 1B-59,900 CY). Based on this volume, thirteen (13) bulk structural fill samples are needed to satisfy the sampling frequencies in the CQA Plan and Technical Specifications. As stated above, fourteen (14) bulk
soil samples were collected, although one sample was not used.

Construction Documentation Report
Great Oak Landfill
Cell 1B
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Table 1. S tructural 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 99.7 23.7% 23.93 54 29 25
SF-2 102.0 20.4% 24.43 43 25 18
SF-3 104.3 20.4% 23.77 44 27 17
SF-4 83.3 31.2% 43.37 61 40 21
SF-5 103.3 19.5% 21.76 37 23 14
SF-6 101.1 19.1% 23.69 45 24 21
SF-7 94.5 23.3% 34.12 49 34 15
SF-8 102.2 19.1% 23.42 38 28 10
SF-9 99.2 21.5% 33.22 39 29 10
SF-10 95.8 22.7% 28.03 49 32 17
SF-11 94.3 25.4% 24.05 46 34 12
SF-12 87.5 28.1% 32.40 54 38 16
SF-13 100.6 22.1% 18.25 43 32 11
SF-14 95.9 22.5% 18.74 49 31 18

3.2 STRUCTURAL FILL CONSTRUCTION
The structural fill layer was constructed by Preston beginning in September 2016 and
substantially completed on November 28, 2016. The structural fill layer was constructed in
several lifts ranging from 6-inch thick to 10-inch thick (loose measure). Placement and
compaction of the structural fill layer was achieved using the following equipment:
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Great Oak Landfill
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• -Cat D6N (GPS) Dozer
• -Cat D6T
• -Cat D8T
• -Cat 390 Excavator
• -Cat 349
• -Cat 323
• -3x Hitachi 1100 trucks
• -3x Volvo A40F artic trucks
• -Cat CS56 sheepsfoot roller
• -Cat CS56 smooth drum roller
• -Cat 420 rubber tire backhoe

3.2.1 Structural Fill Field Testing
Structural fill materials within the footprint of Cell 1B were compacted to a density of at least 95 percent of the standard Proctor density (ASTM D 698). 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 D 2922 and D 3017 (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 57 density tests (SF-61, SF-62,
SF-103 to SF-158) were conducted using a nuclear gage.
It should be noted that there is a discrepancy between the Technical Specification and CQA Plan
in regards to which testing method should be used to determine in-place moisture content. At the direction of the CQA Certifying Engineer, the test method presented in the CQA Plan (ASTM D 3017 – Nuclear Water Content) was used.
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.
An as-built survey drawing of the Top of Structural Fill was produced by Charlie Morgan Surveying. 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 drawing is located in Appendix J.
3.2.2 Subgrade Certification and Bedrock Separation
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. Two reports were prepared and submitted to NCDEQ for Cell 1B. The first report was dated October 4, 2016 and the second report was dated November 28, 2016.
Copies of these reports are provided in Appendix B.
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Great Oak Landfill
Cell 1B
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3.2.3 Subgrade Grade Modification
The subgrade grades in a small area in the northwest corner of Cell 1A/northeast corner of Cell
1B were modified due to a Duke Energy power pole support anchor infringing on the cell limits.
Due to the presence of the power pole guy wire anchor, the alignment of the anchor trench within
Cell 1B was altered to maintain a 25 ft buffer from the guy wire anchor. The buffer from the guy wire resulted in revised subgrade contours in this area in Cell 1A and Cell 1B, as illustrated
below in Exhibit 1.
As such, Sheet 2 of 24 of the Construction Plans was modified by S&ME on August 19, 2016
and submitted to NCDEQ for review and approval. NCDEQ assigned document tracking
number DIN 26710. The Solid Waste Section in an email dated September 2, 2016 to John
Workman indicated they had no comment, but if the closure grades were affected or the gross capacity of the landfill was changed, these issues should be addressed in the CQA Report.
The closure grades will not be affected by this change. S&ME compared the original permitted
subgrade contours to the revised subgrade contours and determined the revised grades result in a
reduction of net airspace volume of 26,123 cubic yards.

Exhibit 1 – Revised Base Grades

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Great Oak Landfill
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4.0 HIGH DENSITY POLYET HYLENE (HDPE)
GEOMEMBRANE LINERS
SCS Engineers and its subcontracted consultant (ACC, Inc.) provided full-time monitoring and
testing for the installation of the 60-mil HDPE geomembrane primary and secondary liners for
the Cell 1B project. The 60-mil HDPE geomembrane (Super GripNet) was supplied by Agru-America, Inc. Installation of the HDPE geomembrane liner was performed by Environmental
Services, Inc. (ESI).
Initially one hundred and twelve (112) rolls of liner were supplied for Cell 1A and 1B. An
additional twenty-two (22) rolls were shipped to the site in December to complete the project.
The combined Cell 1A and 1B project includes approximately 1,400,000 square feet of geomembrane liner.
4.1 MANUFACTURER’S QUALITY CONTROL TESTING
In accordance with Table 1 in the CQA Plan, the following manufacturer’s quality control (MQC) testing was performed on the HDPE geomembrane liner:
• Thickness (ASTM D 5994)
• Asperity Height (ASTM D 7466)
• Density (ASTM D 792)
• Tensile Properties (ASTM D 6693)
• Tear Resistance (ASTM D 1004)
• Puncture Resistance (ASTM D 4833)
• Stress Crack Resistance (ASTM D 5397)
• Carbon Black Content (ASTM D 4218)
• Carbon Black Dispersion (ASTM D 5596)
• Oxidative Induction Time (ASTM D 5885)
• Oven Aging (ASTM D 5721)
• UV Resistance (ASTM D 7238)
The testing frequency for thickness was one per every roll. All other tests were performed as a
frequency of one test per 50,000 square feet. The manufacturer provided a certification letter for
stress crack resistance, oxidative induction time (OIT), oven aging, and UV resistance. The June 17, 2015 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 Construction Quality Assurance 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
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Great Oak Landfill
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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 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 for the initial 112 rolls was provided in the Construction Certification Report Cell 1A (SCS Engineers, 12/7/16, DIN #27190). A copy of the MQC certifications and resin testing for
the additional 22 rolls is included in Appendix C-1
4.2 QUALITY ASSURANCE MATERIAL TESTING
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. For the initial 112 rolls, a total of 14 QA samples were obtained and tested. For the
additional 22 rolls, 4 QA samples were obtained and tested.
The following tests were performed by TRI Environmental Inc. (TRI) located in Austin, Texas:
• Thickness (ASTM D 5994)
• Asperity Height (ASTM D 7466)
• Density (ASTM D 792)
• Tensile Properties (ASTM D 6693)
• Puncture Resistance (ASTM D 4833)
• Carbon Black Content (ASTM D 4218)
• Carbon Black Dispersion (ASTM D 5596)
A copy of the QA conformance testing results from TRI for the initial 112 rolls was provided in
the Construction Certification Report Cell 1A (SCS Engineers, 12/7/16, DIN #27190). The QA
testing results for additional rolls are 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.
4.3 HDPE GEOMEMBRANE PANEL DEPLOYMENT
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. 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-4. Each panel was inspected by CQA personnel during deployment, assigned a sequential panel number and measured for dimensions.

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Geomembrane liner deployment began on the northwest slope of Cell 1B. Deployment of
secondary liner HDPE geomembrane panels started December 3, 2016 and were completed on
December 12, 2016. Deployment of primary liner HDPE geomembrane panels started December
14, 2016 and were completed on January 15, 2017. The Geomembrane Panel Deployment Logs
and Geosynthetics Installation Monitoring Reports are included in Appendix C-4. A small portion of Cell 1B was also lined when Cell 1A was lined. Due to the geometry of the
cells, this approach was acceptable to the CQA Engineer and WM. This small area is shown on
the panel as-built drawings provided in the Construction Certification Report Cell 1A, Appendix
C-5 (SCS Engineers, 12/7/16, DIN #27190).

4.4 HDPE GEOMEMBRANE PANEL SEAMING AND NON-
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, four destructive testing specimens were cut from the trial seams and tested using the Installer’s tensiometer. Two specimens were tested for
peel adhesion and two 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 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-4.
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-4.
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-4.

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.
4.5 DESTRUCTIVE SEAM TESTING
Destructive testing of the field seams was performed on each panel seam at approximately 500-
foot interval for each welding machine. Field destructive samples were obtained in accordance with the specifications at locations selected by SCS. Laboratory testing of the destructive test samples was conducted by Geotechnics. 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-5. 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
Construction Documentation Report
Great Oak Landfill
Cell 1B
15
Shear Strength, using Film Tear Bond and passing criteria. Table 2 below 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 18,985 38 43 1,476 3 5
Primary 18,351 37 40 3,749 8 10
All the destructive test samples passed. A copy of the laboratory destructive testing results is
included in Appendix C-3.

4.6 REPAIRS
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 liner and primary liner showing the locations of HDPE
geomembrane panels, seams, and location of destructive tests are included in Appendix C-5.
Construction Documentation Report
Great Oak Landfill
Cell 1B
16
5.0 GEOCOMPOSITE
SCS CQA monitoring personnel provided full time monitoring and inspection for the geocomposite materials and installation. The geocomposite material (TN 330-2-8) was manufactured and supplied by Skaps Industries. The geocomposite is comprised of a 250-mil
HDPE geonet in between two layers of 8-ounce geotextile. Installation was performed by ESI.
Approximately 1,350,500 square feet of geocomposite (leak detection layer and leachate
collection layer) is needed for the combined Cell 1A and 1B project.
5.1 MANUFACTURER’S QUALITY CONTROL TESTING
In accordance with the CQA Plan, the following manufacturer’s quality control (MQC) tests were performed by the manufacturer:
Geonet
• Thickness (ASTM D 5199)
• Carbon Black Content (ASTM D 4218)
• Density (ASTM D 1505)

In addition to these tests, the manufacturer also performed Tensile Strength (ASTM D 7179) and Melt Flow (ASTM D 1238) which were not requested in the CQA Plan.
Composite
• Ply Adhesion (ASTM D 7005)
• Transmissivity (ASTM D 4716)
Geotextile
• Mass per unit area (ASTM D 5261)
• Grab Strength (ASTM D 4632)
• Puncture resistance (ASTM D 4833)
• AOS (ASTM D 4751)
• UV Resistance (ASTM D 4355)
• Permittivity (ASTM D 4491)
The testing frequency for the above tests is 1 test per 100,000 square feet, except for transmissivity which is one per project, and AOS and permittivity which is one test per 540,000
square feet. Thirty-five (35) tests were run for ply adhesion, density, thickness, carbon black and
tensile strength. Four (4) transmissivity tests were run and eighteen (18) tests were performed on
the geotextile. The MQC test results were reviewed by SCS and based on our review, the geocomposite met or exceeded the project requirements.
A copy of the manufacturer’s quality control (MQC) certifications was included in Cell 1A’s
Construction Certification Report (SCS Engineers, December 7, 2016, DIN 27190).

Construction Documentation Report
Great Oak Landfill
Cell 1B
17

5.2 QUALITY ASSURANCE MATERIAL TESTING
Quality assurance (QA) conformance sampling and testing for the geocomposite was performed
by TRI in accordance with the CQA Plan. Testing was generally conducted at a frequency of
one sample per 100,000 sf. The test frequency for transmissivity, permittivity and AOS was one
test per project. For the combined Cell 1A and 1B, seventeen (17) QA samples were obtained and tested. The following tests were performed:

Geonet
• Thickness (ASTM D 5199)
• Carbon Black Content (ASTM D 4218)
• Density (ASTM D 1505)

Composite
• Ply Adhesion (ASTM D 7005)
• Transmissivity (ASTM D 4716)

Geotextile
• Mass per unit area (ASTM D 5261)
• Grab Strength (ASTM D 4632)
• Puncture resistance (ASTM D 4833)
• AOS (ASTM D 4751)
• Permittivity (ASTM D 4491)
A copy of the QA conformance testing results from TRI was included in Cell 1A’s Construction Certification Report (SCS Engineers, December 7, 2016, DIN 27190). The results indicate the
geocomposite materials meet or exceed the requirements of the project specifications and CQA
Plan.

5.3 GEOCOMPOSITE DEPLOYMENT
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, which serves as the leak detection layer, was installed directly
on top of the secondary geomembrane liner. The second layer of geocomposite, which serves as the leachate collection layer was deployed directly on top of the primary geomembrane liner.

Construction Documentation Report
Great Oak Landfill
Cell 1B
18
6.0 GEOSYNTHETIC CLAY LINERS
SCS CQA monitoring personnel provided full-time monitoring and testing during the installation of the geosynthetic clay liner (GCL). The GCL was supplied by CETCO. The Product Type is Bentomat DN-SFT. The GCL is a needlepunched 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 seventy-six (276) rolls of GCL were
purchased for Cell 1A and Cell 1B. Installation of the GCL was performed by ESI. The combined Cell 1A and 1B project will include approximately 680,000 square feet of GCL.
6.1 MANUFACTURER’S QUALITY CONTROL TESTING
In accordance with Table 6 in the CQA Plan, the following manufacturer’s quality control
(MQC) testing was performed on the GCL product:

• Bentonite Mass/Unit Area (ASTM D 5993) – 1 test per 50,000 sf
• Permeability (ASTM D 5887) – 1 test per 100,000 sf
• Fluid Loss (ASTM D 5891) – 1 test per 100,000 sf
• Peel Strength (ASTM D 6496) – 1 test per 50,000 sf
• Internal Shear Strength (ASTM D 6243) – 1 test per project
In addition to the five tests listed in the CQA Plan, Grab Strength (ASTM D 6768) was also
conducted on the GCL at a frequency of 1 test per 50,000 sf. Twenty three (23) tests were run
for mass/unit area and peel strength; eight (8) for fluid loss, nine (9) for permeability 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 was included in Construction
Certification Report Cell 1A (SCS Engineers, December 7, 2016, DIN 27190).
6.2 QUALITY ASSURANCE MATERIAL TESTING
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 sample
per 100,000 sf. The following tests were performed on nine (9) samples of GCL:

• Bentonite Mass/Unit Area (ASTM D 5993)
• Permeability (ASTM D 5887)
• Peel Strength (ASTM D 6496)
A copy of the QA conformance testing results from TRI was included in Construction
Certification Report Cell 1A (SCS Engineers, December 7, 2016, DIN 27190). The results
indicate the GCL materials meet or exceed the requirements of the project specifications and
CQA Plan.

Construction Documentation Report
Great Oak Landfill
Cell 1B
19
6.3 GCL PLACEMENT
The placement of the GCL rolls began in the north portion of the cell. Placement began on December 14, 2016 and was essentially completed on January 13, 2017. 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 inched on the sides and 24 inches on the
ends. Powdered bentonite was spread on the GCL at all overlaps.

Construction Documentation Report
Great Oak Landfill
Cell 1B
20
7.0 LEACHATE COLLECTION SYSTEM
SCS personnel provided monitoring and inspection during the installation of leachate collection system. The leachate collection and removal system for Cell 1B included the following components:
• Leak detection piping and leachate collection piping.
• Pipe cleanouts.
7.1 LEACHATE COLLECTION PIPING
7.1.1 Leak Detection System Pipe
A leak detection system (LDS) perforated pipe is located down the center of Cell 1B. The LDS pipe is an 8-inch diameter HDPE SDR-11 perforated pipe located directly on the secondary
geomembrane liner. The LDS pipe is surrounded by No. 5 stone and a 10-ounce non-woven
needle punched geotextile. The LDS pipe is designed to collect and transmit leachate into the
existing LDS pipe in Cell 1A. A cleanout for the pipe is located by the north anchor trench.
The No. 5 stone was tested for hydraulic conductivity in accordance with ASTM D-2434 and for carbonate content in accordance with ASTM D-3042. The hydraulic conductivity was 1.5
cm/sec and the carbonate content was 0.3 percent. Laboratory results are provided in Appendix
F-1.
The perforation size for the LDS pipe is ½-inch diameter. This is a slight deviation from the
permit drawings which specified a 5/8-inch diameter hole. The aggregate backfill was also
modified from a No. 57 aggregate to a No. 5 aggregate. Both the type of aggregate and perforation size are approved by the CQA Certifying Engineer. Correspondences related to this issue are provided in Appendix I.
7.1.2 Leachate Collection System Pipe
The leachate collection system (LCS) piping consists of one central pipe located down the center
of Cell 1B running north to south. The LCS pipes are 8-inch diameter HDPE SDR-11 perforated
pipe located directly on the upper geocomposite layer. The LCS pipe is surrounded by No. 5
stone and a 10-ounce non-woven needle punched geotextile. The LCS pipe is designed to collect and transmit leachate into the existing leachate collection pipe in Cell 1A. A cleanout for the pipe is located by the north anchor trench.
The perforation size for the LCS pipe is ½-inch diameter. This is a slight deviation from the
permit drawings which specified a 5/8-inch diameter hole. The aggregate backfill was also
modified from a No. 57 aggregate to a No. 5 aggregate. Both the type of aggregate and perforation size are approved by the CQA Certifying Engineer. Correspondences related to this issue are provided in Appendix I-1.
The No. 5 stone was tested for hydraulic conductivity in accordance with ASTM D-2434 and for
carbonate content in accordance with ASTM D-3042. The hydraulic conductivity was 1.5
Construction Documentation Report
Great Oak Landfill
Cell 1B
21
cm/sec and the carbonate content was 0.3 percent. Laboratory results are provided in Appendix
F-1.
7.1.3 Leachate Pipe Camera Inspection
In accordance with Permit Condition Part II, 18.g, the leachate pipes within Cell 1B must be
cleaned and camera inspected after construction is complete. On February 14, 2017, JetClean
America, was on site to inspect and clean all leachate and leak detection piping within Cell 1B.
Results of the inspection indicate all piping shall function as intended. A copy of the JetClean
America report is provided in Appendix F-2.
Construction Documentation Report
Great Oak Landfill
Cell 1B
22
8.0 PROTECTIVE SOIL COVER
8.1 PROTECTIVE SOIL COVER LABORATORY TESTING
Four bulk samples of protective soil cover material were collected (PS-1 through PS-4) from two
onsite stockpiles for laboratory testing prior to protective soil cover placement. The bulk soil
samples were transported to SCS’s subcontracted geotechnical laboratory, TEST, located in Atlanta, Georgia. Sample PS-2 did not meet the USCS classification requirement. Material
from that portion of the soil stockpile was not used.
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
PS-1 CL 100 97.4 92.1
PS-2 Not Used
PS-3 CL 100 98.5 92.2
PS-4 CL 100 91.3 81.0

8.2 PROTECTIVE SOIL COVER P LACEMENT
SCS CQA personnel provided monitoring and inspection for the placement of 2-ft thick
protective soil cover above the liner section. The protective soil cover placement by Preston
began on January 15, 2017 and was substantially complete on February 9, 2017. The protective soil cover was obtained from on-site borrow sources.

Placement of the protective soil cover began in the mid-section of the cell. Access was along the
eastern side of Cell 1B. SCS CQA personnel monitored the underlying geosynthetic lining
system for possible damage during protective soil cover installation. Following placement of the operational 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 Charlie Morgan Surveying, PLLC.

Construction Documentation Report
Great Oak Landfill
Cell 1B
23

Table 4. Protective Soil Cover Thickness Summary
Point No. Northing Easting
Top of
Composite
Elevation
Top of
Protective Soil
Cover
Elevation
Thickness
(ft)
9001 727196.50 1776610.38 636.53 638.70 2.17
9002 727162.73 1776647.89 644.28 646.49 2.21
9003 727172.03 1776701.34 657.81 659.85 2.04
9007 727088.72 1776580.66 631.39 633.84 2.45
9008 727160.44 1776577.15 630.27 632.49 2.22
9630 727521.29 1776193.98 684.32 686.81 2.49
9631 727496.25 1776234.80 668.53 670.92 2.40
9636 727391.05 1776404.87 639.18 641.32 2.14
9641 727258.54 1776519.45 628.03 630.23 2.19
9643 727303.57 1776420.51 630.87 633.09 2.22
9645 727349.76 1776352.60 634.19 636.41 2.22
9647 727400.38 1776283.57 643.78 646.04 2.26
9665 727256.63 1776614.37 636.70 639.09 2.38
9671 727246.51 1776707.29 655.17 657.29 2.12
9676 727387.46 1776495.80 642.04 644.10 2.06
9680 727497.35 1776320.07 648.27 650.62 2.35
9687 727625.88 1776203.61 689.16 691.66 2.50
9689 727579.89 1776279.37 668.57 671.08 2.51
9694 727478.78 1776444.43 645.11 647.27 2.16
9699 727368.53 1776629.97 648.83 651.08 2.25
9704 727464.10 1776564.69 658.28 660.50 2.22
9710 727570.77 1776382.01 650.52 652.93 2.41
9717 727705.40 1776251.06 693.90 696.25 2.35
9719 727660.76 1776328.72 676.13 678.60 2.46
9724 727556.06 1776495.39 648.76 650.84 2.08
9728 727452.01 1776680.74 659.95 662.35 2.40
9733 727282.54 1776757.35 660.33 662.42 2.10
9737 727354.73 1776740.18 659.84 662.00 2.15
9739 727366.86 1776812.36 664.07 666.29 2.22
9743 727433.76 1776799.46 664.28 666.62 2.33
9747 727540.20 1776619.33 661.65 663.69 2.04
9749 727575.63 1776560.23 658.12 660.34 2.22
9753 727636.66 1776458.82 649.99 652.20 2.21
9755 727670.89 1776406.71 664.78 667.10 2.32
9760 727820.37 1776256.53 704.12 706.24 2.12
9761 727795.49 1776299.43 700.15 702.17 2.03
9764 727745.38 1776381.67 682.36 684.74 2.38
Construction Documentation Report
Great Oak Landfill
Cell 1B
24
Point No. Northing Easting
Top of
Composite
Elevation
Top of Protective Soil
Cover
Elevation
Thickness
(ft)
9766 727694.79 1776466.67 658.42 660.50 2.08
9768 727643.01 1776552.06 655.74 658.07 2.33
9773 727509.87 1776765.15 665.12 667.29 2.17
9775 727442.31 1776861.59 668.23 670.24 2.01
9781 727590.70 1776665.05 663.65 665.95 2.30
A copy of the surveyed certification drawing representing the top of protective soil cover
contours is included in Appendix J.

Construction Documentation Report
Great Oak Landfill
Cell 1B
25
9.0 LEAK LOCATION TESTING
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. Prior to testing, a Work Plan was submitted to NCDEQ for review and approval. The approved Work Plan is provided in
Appendix H-1.
9.1 TESTING PROCEDURE
The testing procedure followed is presented in the approved Work Plan. SCS Engineers retained
Leak Location Systems, Inc. (LLSI) based out of Houston Texas to conduct the testing. Testing
was conducted by a 2-man crew from LLSI on February 14, 15 and 16, 2017.
In general, the primary and tertiary geomembrane liners were surveyed following the placement of the 24-inch thick protective soil cover in accordance with ASTM D-7007-16. A survey was conducted on the earthen materials covering the geomembrane using the dipole survey method.
The dipole survey was conducted by making point by point electrical potential measurements on
the wetted cover material.
9.2 TESTING RESULTS AND REPAIRS
A final testing report prepared by LLSI is provided in Appendix H-2. As shown in this report,
no leaks were identified in the primary geomembrane liner. Field reports and photographs
related to the leak testing are also provided in Appendix H-2.
Appendices
Appendix A
Structural Fill
Appendix A-1
Laboratory Results
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Fax: [phone]
SOIL Cell: 678-612-6534
TESTS, LLC Web: www.test-llc.com
Project Name:
Carbonate Moisture Opt.Max.Dry.Initial Init.Dry Hydraulic
USCS Content,Content %Finer %Finer % Finer L.L.P.L.P.I.M.C. Density M.C.DensityConduct.
%(%)3" Sieve #4 Sieve #200 Sieve %%%%pcf %pcf cm/sec
CH --92.5 81.6 64.1 54 29 25 23.7 99.7 ---
CL --100.0 88.6 73.0 43 25 18 20.4 102.0 ---
ML --100.0 90.7 66.7 44 27 17 20.4 104.3 ---
MH --100.0 98.8 79.8 61 40 21 31.2 83.3 ---
CL --100.0 95.0 81.0 37 23 14 19.5 103.3 ---
CL --100.0 97.8 92.6 45 24 21 19.1 101.1 ---
ML --100.0 94.3 76.1 49 34 15 23.3 94.5 ---
ML --100.0 98.0 95.6 38 28 10 19.1 102.2 ---
ML --100.0 97.4 78.8 39 29 10 21.5 99.2 ---
ML --100.0 97.1 93.4 49 32 17 22.7 95.8 ---
SF-1
22171 SF-10
SF-9
SF-822169
SF-6
21899
T.E.S.T.
Sample
Number
SF-4
1608-05-2
21900
Number
SF-5
Grain Size
1608-05-1
22168
22170
DistributionClient
SF-7
Sample
Summary of Soil Testing
Project Number: 1608-05
Atterberg Limits Hydraulic Conductivity
21814
Great Oaks Landfill Cells 1A & 1B
21815
21817
21816
SF-2
SF-3
Proctor
Page 1 of 2
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Fax: [phone]
SOIL Cell: 678-612-6534
TESTS, LLC Web: www.test-llc.com
Project Name:
Carbonate Moisture Opt.Max.Dry.Initial Init.Dry Hydraulic
USCS Content,Content %Finer %Finer % Finer L.L.P.L.P.I.M.C. Density M.C.DensityConduct.
%(%)3" Sieve #4 Sieve #200 Sieve %%%%pcf %pcf cm/sec
T.E.S.T.
Sample
Number Number
Grain Size
1608-05-1
DistributionClient
Sample
Summary of Soil Testing
Project Number: 1608-05
Atterberg Limits Hydraulic Conductivity
Great Oaks Landfill Cells 1A & 1B
Proctor
CL --100.0 97.4 92.1 49 22 27 23.3 95.2 23.3 87.5 1.3E-05
CH --100.0 98.9 91.5 50 26 24 -----
CL --100.0 98.5 92.2 48 25 23 -----
CL --100.0 91.3 81.0 32 16 16 -----
GP 0.3 -100.0*0.8 0.3 -----0.3 88.4 1.5E+00
ML --100.0 97.5 63.5 46 34 12 25.4 94.3 ---
MH --100.0 99.1 69.3 54 38 16 28.1 87.5 ---
ML --100.0 96.5 56.8 43 32 11 22.1 100.6 ---
ML --100.0 97.4 81.5 49 31 18 22.5 95.9 ---
22517
PS-322503
SF-11
22931
PS-4
Rock-1
22502 PS-2
PS-1
1608-05-3
22501
22930
SF-12
22932
22933 SF-14
22529
1608-05-4
SF-13
Note: * Material is meeting specifications for Stone #5 (NC DOT)
Page 2 of 2
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By NK
SOIL Fax: [phone] Date 05/27/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 32 23 18
Mass of Wet Sample & Tare, g 43.96 46.63 44.41 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 37.81 40.27 37.42 Balance ID #139/563
Mass of Tare, g 26.11 28.54 24.85 Liquid Limit Device ID #451/569
Moisture Content, %52.56 54.22 55.61
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 34.57 35.19 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 32.26 32.91
Mass of Tare, g 24.31 25.04 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %29.06 28.97 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 620.10 LIQUID LIMIT (LL)54
Mass of Dry Sample & Tare, g 518.70 PLASTIC LIMIT (PL)29
Mass of Tare, g 94.90 PLASTICITY INDEX (PI)25
Moisture Content, %23.93 LIQUIDITY INDEX (LI)-0.20
DESCRIPTION
USCS (ASTM D2487; D2488)CH AASHTO (M 145)NA
Red Gravelly Fat Clay with Sand
21814/SF-1 -
--
-1608-05-1
Great Oaks Landfill Cells 1A & 1B Bulk
51
52
53
54
55
56
57
58
59
10 100
NUMBER OF BLOWS
M O IS
TU
R E C
ON
T
E
N
T
%
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 620.1 Mass of Wet Sample & Tare, g 442.20
Mass of Dry Sample & Tare, g 518.7 Mass of Dry Sample & Tare, g 378.30
Mass of Tare, g 94.9 Mass of Tare, g 93.90
Moisture Content, %23.9 Moisture Content, %22.5
TOTAL Mass of wet sample 15650.0 Mass of Wet Fine Material & Tare, g 203.80
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 12628.5 Mass of Dry Fine Material, g 166.41
% of Total Sample Passing Split Sieve 85.1
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
6"COBBLES 0.0 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"945.6 7.5 92.5 #4 COARSE SAND 6.78 81.6
2.5"COARSE 945.6 7.5 92.5 #10 MEDIUM 14.67 77.6
2"GRAVEL 945.6 7.5 92.5 #20 SAND 19.49 75.1
1.5"1116.2 8.8 91.2 #40 22.36 73.7
1"1241.9 9.8 90.2 #60 FINE SAND 26.41 71.6
.75"1395.9 11.1 88.9 #100 31.94 68.8
.5"FINE GRAVEL 1676.8 13.3 86.7 #200 FINES 41.01 64.1
.375"1880.6 14.9 85.1
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 7.5 % MEDIUM Sand 3.9
Balance ID# 139/142/700 % COARSE Gravel 3.6 % FINE Sand 9.5
Sieve Shaker ID # 555 % FINE Gravel 7.3 % FINES 64.1
% COARSE Sand 4.0 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 7.5 % COARSE Sand 3.9
% COARSE Gravel (Stone)2.3 % FINE Sand 9.5
% MEDIUM Gravel (Stone)5.1 % FINES (Silt-Clay)64.1
% FINE Gravel (Stone)7.5 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)CH AASHTO (M 145)NA
Page 1 of 2
MOISTURE CONTENT of FINE MATERIAL
21814/SF-1 -
Red Gravelly Fat Clay with Sand
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
EB
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
05/27/16
-1608-05-1
Great Oaks Landfill Cells 1A & 1B Bulk
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By EB
SOIL Fax: [phone] Date 05/27/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
Project's Specific % Passing
Project's Specific Particle Size, mm
-1608-05-1
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
-
Great Oaks Landfill Cells 1A & 1B Bulk
21814/SF-1 -
12
"
6"3"2.5
"
2"1.5
"
1"
.7
5
"
.5
"
.3
7
5
"
.2
5
"
#4 #8 #1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Grain size in millimeters
%

P
A
S
S
I
N
G
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 15650.0 12628.5 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 620.1 1880.6
Mass of Mat. Retained on 3/8" sieve, g 1880.6 1880.6 518.7 1880.6
Mass of Mat. Retained on 3/4" sieve, g 94.9 0.0
23.9 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %14.9
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)14.9
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 6010.0 6057.0 6058.0 6020.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 501.6 526.7 517.7 518.0 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 435.7 453.5 440.6 434.3 Hammer ID Number 318
Mass of Tare, g 139.6 139.3 138.6 140.6 Number of Blows per layer 25
Moisture Content, %22.3 23.3 25.5 28.5 Number of Layers 3
Wet Density, pcf 119.6 122.7 122.7 120.2
Dry Density, pcf 97.8 99.5 97.8 93.6
REMARKS
DESCRIPTION
CH
NA
Maximum Dry Density, pcf 99.7 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %23.7 Corrected Optimum Moisture Content, %NA
-
Mass of Tare, g
Moisture Content, %
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
21814/SF-1
-1608-05-1
Great Oaks Landfill Cells 1A & 1B Bulk
RI
05/27/16
-
TEST DATA
Red Gravelly Fat Clay with Sand
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
Moisture vs. Dry Density
93.0
95.0
97.0
99.0
101.0
103.0
21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31.0
Moisture Content, %
Dr
y D
e n s it
y ,
p
cf
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By NK
SOIL Fax: [phone] Date 05/27/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 35 25 17
Mass of Wet Sample & Tare, g 44.57 48.28 46.15 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 38.84 42.54 39.57 Balance ID #139/563
Mass of Tare, g 24.86 29.33 25.37 Liquid Limit Device ID #451/569
Moisture Content, %40.99 43.45 46.34
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 33.06 36.80 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 31.04 34.72
Mass of Tare, g 23.04 26.48 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %25.25 25.24 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 574.60 LIQUID LIMIT (LL)43
Mass of Dry Sample & Tare, g 481.10 PLASTIC LIMIT (PL)25
Mass of Tare, g 98.40 PLASTICITY INDEX (PI)18
Moisture Content, %24.43 LIQUIDITY INDEX (LI)-0.03
DESCRIPTION
USCS (ASTM D2487; D2488)CL AASHTO (M 145)NA
-1608-05-1
Great Oaks Landfill Cells 1A & 1B Bulk
Yellowish Red Lean Clay with Sand
21815/SF-2 -
--
39
40
41
42
43
44
45
46
47
48
49
10 100
NUMBER OF BLOWS
M O IS
TU
R E C
ON
T
E
N
T
%
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 574.6 Mass of Wet Sample & Tare, g 490.40
Mass of Dry Sample & Tare, g 481.1 Mass of Dry Sample & Tare, g 420.50
Mass of Tare, g 98.4 Mass of Tare, g 98.70
Moisture Content, %24.4 Moisture Content, %21.7
TOTAL Mass of wet sample 20500.0 Mass of Wet Fine Material & Tare, g 202.90
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 16474.9 Mass of Dry Fine Material, g 166.69
% of Total Sample Passing Split Sieve 90.8
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 4.06 88.6
2.5"COARSE 0.0 0.0 100.0 #10 MEDIUM 12.95 83.8
2"GRAVEL 675.6 4.1 95.9 #20 SAND 16.70 81.7
1.5"915.1 5.6 94.4 #40 18.16 81.0
1"977.5 5.9 94.1 #60 FINE SAND 20.36 79.8
.75"1138.6 6.9 93.1 #100 24.30 77.6
.5"FINE GRAVEL 1408.5 8.5 91.5 #200 FINES 32.70 73.0
.375"1507.5 9.2 90.8
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 2.8
Balance ID# 139/142/700 % COARSE Gravel 6.9 % FINE Sand 7.9
Sieve Shaker ID # 555 % FINE Gravel 4.5 % FINES 73.0
% COARSE Sand 4.8 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 2.8
% COARSE Gravel (Stone)5.9 % FINE Sand 7.9
% MEDIUM Gravel (Stone)3.2 % FINES (Silt-Clay)73.0
% FINE Gravel (Stone)7.1 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)CL AASHTO (M 145)NA
Page 1 of 2
EB
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
05/27/16
-1608-05-1
Great Oaks Landfill Cells 1A & 1B Bulk
MOISTURE CONTENT of FINE MATERIAL
21815/SF-2 -
Yellowish Red Lean Clay with Sand
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By EB
SOIL Fax: [phone] Date 05/27/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
-
Great Oaks Landfill Cells 1A & 1B Bulk
21815/SF-2 -
-1608-05-1
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Project's Specific % Passing
Project's Specific Particle Size, mm
12
"
6"3"2.5
"
2"1.5
"
1".7
5
"
.5
"
.3
7
5
"
.2
5
"
#4 #8 #1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Grain size in millimeters
%

P
A
S
S
I
N
G
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 20500.0 16474.9 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 574.6 1507.5
Mass of Mat. Retained on 3/8" sieve, g 1507.5 1507.5 481.1 1507.5
Mass of Mat. Retained on 3/4" sieve, g 98.4 0.0
24.4 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %9.2
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)9.2
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 5987.0 6038.0 6064.0 6050.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 507.3 517.5 517.5 522.6 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 450.2 456.0 452.1 449.5 Hammer ID Number 318
Mass of Tare, g 140.4 140.3 139.3 140.9 Number of Blows per layer 25
Moisture Content, %18.4 19.5 20.9 23.7 Number of Layers 3
Wet Density, pcf 118.0 121.4 123.1 122.2
Dry Density, pcf 99.7 101.6 101.8 98.8
REMARKS
DESCRIPTION
CL
NA
Maximum Dry Density, pcf 102.0 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %20.4 Corrected Optimum Moisture Content, %NA
TEST DATA
Yellowish Red Lean Clay with Sand
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
RI
05/27/16
-21815/SF-2
-1608-05-1
Great Oaks Landfill Cells 1A & 1B Bulk
-
Mass of Tare, g
Moisture Content, %
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
Moisture vs. Dry Density
97.0
99.0
101.0
103.0
105.0
107.0
17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0
Moisture Content, %
Dr
y D
e n s it
y ,
p
cf
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By NK
SOIL Fax: [phone] Date 05/27/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 35 23 18
Mass of Wet Sample & Tare, g 42.70 43.63 42.28 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 37.46 37.74 36.28 Balance ID #139/563
Mass of Tare, g 25.04 24.37 23.00 Liquid Limit Device ID #451/569
Moisture Content, %42.19 44.05 45.18
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 34.66 37.52 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 32.25 35.56
Mass of Tare, g 23.32 28.21 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %26.99 26.67 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 619.30 LIQUID LIMIT (LL)44
Mass of Dry Sample & Tare, g 517.50 PLASTIC LIMIT (PL)27
Mass of Tare, g 89.20 PLASTICITY INDEX (PI)17
Moisture Content, %23.77 LIQUIDITY INDEX (LI)-0.19
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
Yellowish Red Sandy Silt
21816/SF-3 -
--
-1608-05-1
Great Oaks Landfill Cells 1A & 1B Bulk
41
42
43
44
45
46
47
48
49
10 100
NUMBER OF BLOWS
M O IS
TU
R E C
ON
T
E
N
T
%
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 619.3 Mass of Wet Sample & Tare, g 434.70
Mass of Dry Sample & Tare, g 517.5 Mass of Dry Sample & Tare, g 379.90
Mass of Tare, g 89.2 Mass of Tare, g 101.50
Moisture Content, %23.8 Moisture Content, %19.7
TOTAL Mass of wet sample 18100.0 Mass of Wet Fine Material & Tare, g 205.00
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 14624.1 Mass of Dry Fine Material, g 171.28
% of Total Sample Passing Split Sieve 95.9
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 9.30 90.7
2.5"COARSE 0.0 100.0 #10 MEDIUM 19.49 85.0
2"GRAVEL 0.0 100.0 #20 SAND 27.41 80.6
1.5"0.0 0.0 100.0 #40 30.86 78.6
1"99.4 0.7 99.3 #60 FINE SAND 35.64 76.0
.75"257.8 1.8 98.2 #100 41.49 72.7
.5"FINE GRAVEL 479.1 3.3 96.7 #200 FINES 52.21 66.7
.375"598.0 4.1 95.9
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 6.4
Balance ID# 139/142/700 % COARSE Gravel 1.8 % FINE Sand 12.0
Sieve Shaker ID # 555 % FINE Gravel 7.5 % FINES 66.7
% COARSE Sand 5.7 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 6.4
% COARSE Gravel (Stone)0.7 % FINE Sand 12.0
% MEDIUM Gravel (Stone)3.4 % FINES (Silt-Clay)66.7
% FINE Gravel (Stone)10.9 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
Page 1 of 2
EB
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
05/27/16
-1608-05-1
Great Oaks Landfill Cells 1A & 1B Bulk
MOISTURE CONTENT of FINE MATERIAL
21816/SF-3 -
Yellowish Red Sandy Silt
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By EB
SOIL Fax: [phone] Date 05/27/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
-
Great Oaks Landfill Cells 1A & 1B Bulk
21816/SF-3 -
-1608-05-1
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Project's Specific % Passing
Project's Specific Particle Size, mm
12
"
6"3"2.5
"
2"1.5
"
1".7
5
"
.5
"
.3
7
5
"
.2
5
"
#4 #8 #1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Grain size in millimeters
%

P
A
S
S
I
N
G
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 18100.0 14624.1 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 619.3 598.0
Mass of Mat. Retained on 3/8" sieve, g 598.0 598.0 517.5 598.0
Mass of Mat. Retained on 3/4" sieve, g 89.2 0.0
23.8 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %4.1
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)4.1
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 6023.0 6082.0 6100.0 6074.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 541.7 531.3 547.7 555.6 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 478.1 466.8 475.6 475.5 Hammer ID Number 318
Mass of Tare, g 139.5 139.2 138.4 139.3 Number of Blows per layer 25
Moisture Content, %18.8 19.7 21.4 23.8 Number of Layers 3
Wet Density, pcf 120.4 124.3 125.5 123.8
Dry Density, pcf 101.4 103.9 103.4 100.0
REMARKS
DESCRIPTION
ML
NA
Maximum Dry Density, pcf 104.3 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %20.4 Corrected Optimum Moisture Content, %NA
TEST DATA
Yellowish Red Sandy Silt
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
21816/SF-3
-1608-05-1
Great Oaks Landfill Cells 1A & 1B Bulk
RI
05/27/16
-
-
Mass of Tare, g
Moisture Content, %
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
Moisture vs. Dry Density
98.0
100.0
102.0
104.0
106.0
108.0
17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0
Moisture Content, %
Dr
y D
e n s it
y ,
p
cf
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By NK
SOIL Fax: [phone] Date 05/27/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 35 24 18
Mass of Wet Sample & Tare, g 37.62 37.97 43.53 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 31.40 32.52 36.54 Balance ID #139/563
Mass of Tare, g 20.75 23.60 25.44 Liquid Limit Device ID #451/569
Moisture Content, %58.40 61.10 62.97
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 34.53 34.69 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 31.62 31.95
Mass of Tare, g 24.39 25.17 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %40.25 40.41 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 594.50 LIQUID LIMIT (LL)61
Mass of Dry Sample & Tare, g 445.40 PLASTIC LIMIT (PL)40
Mass of Tare, g 101.60 PLASTICITY INDEX (PI)21
Moisture Content, %43.37 LIQUIDITY INDEX (LI)0.16
DESCRIPTION
USCS (ASTM D2487; D2488)MH AASHTO (M 145)NA
-1608-05-1
Great Oaks Landfill Cells 1A & 1B Bulk
Red Elastic Silt with Sand
21817/SF-4 -
--
57
58
59
60
61
62
63
64
65
10 100
NUMBER OF BLOWS
M O IS
TU
R E C
ON
T
E
N
T
%
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 594.5 Mass of Wet Sample & Tare, g 460.40
Mass of Dry Sample & Tare, g 445.4 Mass of Dry Sample & Tare, g 363.10
Mass of Tare, g 101.6 Mass of Tare, g 99.60
Moisture Content, %43.4 Moisture Content, %36.9
TOTAL Mass of wet sample 16100.0 Mass of Wet Fine Material & Tare, g 203.80
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 11229.8 Mass of Dry Fine Material, g 148.84
% of Total Sample Passing Split Sieve 99.4
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 0.96 98.8
2.5"COARSE 0.0 100.0 #10 MEDIUM 3.92 96.8
2"GRAVEL 0.0 100.0 #20 SAND 8.48 93.8
1.5"0.0 100.0 #40 11.66 91.6
1"0.0 0.0 100.0 #60 FINE SAND 15.69 89.0
.75"24.2 0.2 99.8 #100 21.13 85.3
.5"FINE GRAVEL 43.0 0.4 99.6 #200 FINES 29.32 79.8
.375"63.4 0.6 99.4
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 5.2
Balance ID# 139/142/700 % COARSE Gravel 0.2 % FINE Sand 11.8
Sieve Shaker ID # 555 % FINE Gravel 1.0 % FINES 79.8
% COARSE Sand 2.0 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 5.2
% COARSE Gravel (Stone)0.0 % FINE Sand 11.8
% MEDIUM Gravel (Stone)0.6 % FINES (Silt-Clay)79.8
% FINE Gravel (Stone)2.6 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)MH AASHTO (M 145)NA
Page 1 of 2
EB
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
05/27/16
-1608-05-1
Great Oaks Landfill Cells 1A & 1B Bulk
MOISTURE CONTENT of FINE MATERIAL
21817/SF-4 -
Red Elastic Silt with Sand
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By EB
SOIL Fax: [phone] Date 05/27/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
-
Great Oaks Landfill Cells 1A & 1B Bulk
21817/SF-4 -
-1608-05-1
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Project's Specific % Passing
Project's Specific Particle Size, mm
12
"
6"3"2.5
"
2"1.5
"
1".7
5
"
.5
"
.3
7
5
"
.2
5
"
#4 #8 #1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Grain size in millimeters
%

P
A
S
S
I
N
G
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 16100.0 11229.8 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 594.5 63.4
Mass of Mat. Retained on 3/8" sieve, g 63.4 63.4 445.4 63.4
Mass of Mat. Retained on 3/4" sieve, g 101.6 0.0
43.4 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %0.6
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)0.6
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 5797.0 5850.0 5846.0 5834.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 510.1 523.6 517.0 511.4 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 425.0 432.8 423.9 414.1 Hammer ID Number 318
Mass of Tare, g 138.5 140.2 139.8 139.3 Number of Blows per layer 25
Moisture Content, %29.7 31.0 32.8 35.4 Number of Layers 3
Wet Density, pcf 105.5 109.0 108.7 107.9
Dry Density, pcf 81.3 83.2 81.9 79.7
REMARKS
DESCRIPTION
MH
NA
Maximum Dry Density, pcf 83.3 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %31.2 Corrected Optimum Moisture Content, %NA
TEST DATA
Red Elastic Silt with Sand
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
RI
05/27/16
-21817/SF-4
-1608-05-1
Great Oaks Landfill Cells 1A & 1B Bulk
-
Mass of Tare, g
Moisture Content, %
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
Moisture vs. Dry Density
77.0
79.0
81.0
83.0
85.0
87.0
28.0 29.0 30.0 31.0 32.0 33.0 34.0 35.0 36.0 37.0 38.0
Moisture Content, %
Dr
y D
e n s it
y ,
p
cf
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By EB
SOIL Fax: [phone] Date 06/14/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 35 25 15
Mass of Wet Sample & Tare, g 46.30 49.43 49.07 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 40.69 42.82 42.34 Balance ID #139/563
Mass of Tare, g 25.11 24.91 24.82 Liquid Limit Device ID #451/569
Moisture Content, %36.01 36.91 38.41
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 37.63 31.16 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 35.48 29.63
Mass of Tare, g 26.16 23.02 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %23.07 23.15 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 550.00 LIQUID LIMIT (LL)37
Mass of Dry Sample & Tare, g 467.70 PLASTIC LIMIT (PL)23
Mass of Tare, g 89.50 PLASTICITY INDEX (PI)14
Moisture Content, %21.76 LIQUIDITY INDEX (LI)-0.09
DESCRIPTION
USCS (ASTM D2487; D2488)CL AASHTO (M 145)NA
-1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
Brownish Yellow Lean Clay with Sand
21899/SF-5 -
--
35
36
37
38
39
40
41
10 100
NUMBER OF BLOWS
M O IS
TU
R E C
ON
T
E
N
T
%
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 550.0 Mass of Wet Sample & Tare, g 431.40
Mass of Dry Sample & Tare, g 467.7 Mass of Dry Sample & Tare, g 373.40
Mass of Tare, g 89.5 Mass of Tare, g 105.90
Moisture Content, %21.8 Moisture Content, %21.7
TOTAL Mass of wet sample 26500.0 Mass of Wet Fine Material & Tare, g 201.10
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 21764.0 Mass of Dry Fine Material, g 165.27
% of Total Sample Passing Split Sieve 96.8
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 3.04 95.0
2.5"COARSE 0.0 100.0 #10 MEDIUM 6.78 92.8
2"GRAVEL 0.0 100.0 #20 SAND 9.66 91.1
1.5"0.0 0.0 100.0 #40 11.96 89.8
1"528.3 2.4 97.6 #60 FINE SAND 14.96 88.0
.75"557.0 2.6 97.4 #100 19.51 85.4
.5"FINE GRAVEL 636.5 2.9 97.1 #200 FINES 26.95 81.0
.375"697.0 3.2 96.8
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 3.0
Balance ID# 139/142/700 % COARSE Gravel 2.6 % FINE Sand 8.8
Sieve Shaker ID # 555 % FINE Gravel 2.4 % FINES 81.0
% COARSE Sand 2.2 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 3.0
% COARSE Gravel (Stone)2.4 % FINE Sand 8.8
% MEDIUM Gravel (Stone)0.8 % FINES (Silt-Clay)81.0
% FINE Gravel (Stone)4.0 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)CL AASHTO (M 145)NA
Page 1 of 2
RI
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
06/13/16
-1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
.
MOISTURE CONTENT of FINE MATERIAL
21899/SF-5 -
Brownish Yellow Lean Clay with Sand
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 06/13/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
-
Great Oaks Landfill Cells 1A & 1B Bulk
21899/SF-5 -
-1608-05-2
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Project's Specific % Passing
Project's Specific Particle Size, mm
12
"
6"3"2.5
"
2"1.5
"
1".7
5
"
.5
"
.3
7
5
"
.2
5
"
#4 #8 #1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Grain size in millimeters
%

P
A
S
S
I
N
G
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 26500.0 21764.0 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 550.0 697.0
Mass of Mat. Retained on 3/8" sieve, g 697.0 697.0 467.7 697.0
Mass of Mat. Retained on 3/4" sieve, g 89.5 0.0
21.8 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %3.2
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)3.2
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 6039.0 6062.0 6076.0 6070.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 538.5 537.0 532.6 532.6 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 474.8 470.7 462.3 455.6 Hammer ID Number 318
Mass of Tare, g 125.2 125.4 125.5 127.8 Number of Blows per layer 25
Moisture Content, %18.2 19.2 20.9 23.5 Number of Layers 3
Wet Density, pcf 121.5 123.0 123.9 123.5
Dry Density, pcf 102.8 103.2 102.5 100.0
REMARKS
DESCRIPTION
CL
NA
Maximum Dry Density, pcf 103.3 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %19.5 Corrected Optimum Moisture Content, %NA
TEST DATA
Brownish Yellow Lean Clay with Sand
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
MK
06/13/16
-21899/SF-5
-1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
-
Mass of Tare, g
Moisture Content, %
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
Moisture vs. Dry Density
98.0
100.0
102.0
104.0
106.0
108.0
17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0
Moisture Content, %
Dr
y D
e n s it
y ,
p
cf
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By EB
SOIL Fax: [phone] Date 06/14/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 35 27 15
Mass of Wet Sample & Tare, g 48.26 48.57 46.71 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 41.60 41.49 39.94 Balance ID #139/563
Mass of Tare, g 25.89 25.42 25.75 Liquid Limit Device ID #451/569
Moisture Content, %42.39 44.06 47.71
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 38.49 32.09 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 36.56 30.68
Mass of Tare, g 28.57 24.86 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %24.16 24.23 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 555.30 LIQUID LIMIT (LL)45
Mass of Dry Sample & Tare, g 467.10 PLASTIC LIMIT (PL)24
Mass of Tare, g 94.80 PLASTICITY INDEX (PI)21
Moisture Content, %23.69 LIQUIDITY INDEX (LI)-0.01
DESCRIPTION
USCS (ASTM D2487; D2488)CL AASHTO (M 145)NA
Yellowish Brown Lean Clay
21900/SF-6 -
--
-1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
41
42
43
44
45
46
47
48
49
10 100
NUMBER OF BLOWS
M O IS
TU
R E C
ON
T
E
N
T
%
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 555.3 Mass of Wet Sample & Tare, g 450.80
Mass of Dry Sample & Tare, g 467.1 Mass of Dry Sample & Tare, g 383.10
Mass of Tare, g 94.8 Mass of Tare, g 101.70
Moisture Content, %23.7 Moisture Content, %24.1
TOTAL Mass of wet sample 24300.0 Mass of Wet Fine Material & Tare, g 200.50
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 19645.8 Mass of Dry Fine Material, g 161.62
% of Total Sample Passing Split Sieve 99.1
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 2.10 97.8
2.5"COARSE 0.0 100.0 #10 MEDIUM 4.86 96.1
2"GRAVEL 0.0 100.0 #20 SAND 6.16 95.3
1.5"0.0 100.0 #40 6.66 95.0
1"0.0 0.0 100.0 #60 FINE SAND 7.26 94.6
.75"29.6 0.2 99.8 #100 8.20 94.1
.5"FINE GRAVEL 127.7 0.7 99.3 #200 FINES 10.55 92.6
.375"181.2 0.9 99.1
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 1.1
Balance ID# 139/142/700 % COARSE Gravel 0.2 % FINE Sand 2.4
Sieve Shaker ID # 555 % FINE Gravel 2.1 % FINES 92.6
% COARSE Sand 1.7 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 1.1
% COARSE Gravel (Stone)0.0 % FINE Sand 2.4
% MEDIUM Gravel (Stone)0.9 % FINES (Silt-Clay)92.6
% FINE Gravel (Stone)3.0 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)CL AASHTO (M 145)NA
Page 1 of 2
MOISTURE CONTENT of FINE MATERIAL
21900/SF-6 -
Yellowish Brown Lean Clay
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
RI
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
06/13/16
-1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 06/13/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
Project's Specific % Passing
Project's Specific Particle Size, mm
-1608-05-2
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
-
Great Oaks Landfill Cells 1A & 1B Bulk
21900/SF-6 -
12
"
6"3"2.5
"
2"1.5
"
1".7
5
"
.5
"
.3
7
5
"
.2
5
"
#4 #8 #1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Grain size in millimeters
%

P
A
S
S
I
N
G
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 24300.0 19645.8 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 555.3 181.2
Mass of Mat. Retained on 3/8" sieve, g 181.2 181.2 467.1 181.2
Mass of Mat. Retained on 3/4" sieve, g 94.8 0.0
23.7 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %0.9
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)0.9
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 5951.0 6010.0 6043.0 6060.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 588.0 579.0 537.2 589.0 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 532.6 516.6 465.8 511.4 Hammer ID Number 318
Mass of Tare, g 183.3 176.3 125.2 183.3 Number of Blows per layer 25
Moisture Content, %15.9 18.3 21.0 23.7 Number of Layers 3
Wet Density, pcf 115.7 119.6 121.7 122.9
Dry Density, pcf 99.8 101.0 100.6 99.4
REMARKS
DESCRIPTION
CL
NA
Maximum Dry Density, pcf 101.1 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %19.1 Corrected Optimum Moisture Content, %NA
-
Mass of Tare, g
Moisture Content, %
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
21900/SF-6
-1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
MK
06/13/16
-
TEST DATA
Yellowish Brown Lean Clay
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
Moisture vs. Dry Density
95.0
97.0
99.0
101.0
103.0
105.0
15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0
Moisture Content, %
Dr
y D
e n s it
y ,
p
cf
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By EB
SOIL Fax: [phone] Date 08/05/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 35 27 15
Mass of Wet Sample & Tare, g 45.99 42.98 47.55 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 39.66 37.08 40.16 Balance ID #139/563
Mass of Tare, g 26.12 24.83 25.81 Liquid Limit Device ID #451/569
Moisture Content, %46.75 48.16 51.50
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 31.37 35.80 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 29.72 33.10
Mass of Tare, g 24.82 25.13 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %33.67 33.88 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 976.80 LIQUID LIMIT (LL)49
Mass of Dry Sample & Tare, g 769.60 PLASTIC LIMIT (PL)34
Mass of Tare, g 162.30 PLASTICITY INDEX (PI)15
Moisture Content, %34.12 LIQUIDITY INDEX (LI)0.01
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
Red Silt with Sand
22168/SF-7 -
--
A018-176 1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
46
47
48
49
50
51
52
53
54
10 100
NUMBER OF BLOWS
M O IS
TU
R E C
ON
T
E
N
T
%
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 976.8 Mass of Wet Sample & Tare, g 406.30
Mass of Dry Sample & Tare, g 769.6 Mass of Dry Sample & Tare, g 323.00
Mass of Tare, g 162.3 Mass of Tare, g 91.10
Moisture Content, %34.1 Moisture Content, %35.9
TOTAL Mass of wet sample 23600.0 Mass of Wet Fine Material & Tare, g 207.60
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 17596.4 Mass of Dry Fine Material, g 152.74
% of Total Sample Passing Split Sieve 95.7
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 2.36 94.3
2.5"COARSE 0.0 100.0 #10 MEDIUM 5.30 92.4
2"GRAVEL 0.0 0.0 100.0 #20 SAND 7.69 90.9
1.5"138.8 0.8 99.2 #40 9.60 89.7
1"368.4 2.1 97.9 #60 FINE SAND 13.97 87.0
.75"463.2 2.6 97.4 #100 20.58 82.8
.5"FINE GRAVEL 673.7 3.8 96.2 #200 FINES 31.41 76.1
.375"748.4 4.3 95.7
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 2.7
Balance ID# 139/142/700 % COARSE Gravel 2.6 % FINE Sand 13.7
Sieve Shaker ID # 555 % FINE Gravel 3.1 % FINES 76.1
% COARSE Sand 1.8 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 2.7
% COARSE Gravel (Stone)2.1 % FINE Sand 13.7
% MEDIUM Gravel (Stone)2.2 % FINES (Silt-Clay)76.1
% FINE Gravel (Stone)3.3 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
Page 1 of 2
MOISTURE CONTENT of FINE MATERIAL
22168/SF-7 -
Red Silt with Sand
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
RI
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
08/04/16
A018-176 1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 08/04/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
Project's Specific % Passing
Project's Specific Particle Size, mm
A018-176 1608-05-2
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
-
Great Oaks Landfill Cells 1A & 1B Bulk
22168/SF-7 -
12
"
6"3"2.5
"
2"1.5
"
1"
.7
5
"
.5
"
.3
7
5
"
.2
5
"
#4 #8 #1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Grain size in millimeters
%

P
A
S
S
I
N
G
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 23600.0 17596.4 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 976.8 748.4
Mass of Mat. Retained on 3/8" sieve, g 748.4 748.4 769.6 748.4
Mass of Mat. Retained on 3/4" sieve, g 162.3 0.0
34.1 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %4.3
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)4.3
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 5905.0 5968.0 5984.0 5983.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 601.7 539.1 546.6 553.2 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 530.4 460.0 459.3 456.0 Hammer ID Number 318
Mass of Tare, g 182.1 125.2 124.5 125.6 Number of Blows per layer 25
Moisture Content, %20.5 23.6 26.1 29.4 Number of Layers 3
Wet Density, pcf 112.6 116.8 117.8 117.8
Dry Density, pcf 93.5 94.5 93.5 91.0
REMARKS
DESCRIPTION
ML
NA
Maximum Dry Density, pcf 94.5 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %23.3 Corrected Optimum Moisture Content, %NA
-
Mass of Tare, g
Moisture Content, %
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
22168/SF-7
A018-176 1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
RI
08/04/16
-
TEST DATA
Red Silt with Sand
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
Moisture vs. Dry Density
89.0
91.0
93.0
95.0
97.0
99.0
19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0
Moisture Content, %
Dr
y D
e n s it
y ,
p
cf
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By EB
SOIL Fax: [phone] Date 08/05/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 32 26 17
Mass of Wet Sample & Tare, g 45.45 44.17 43.39 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 40.10 38.70 38.28 Balance ID #139/563
Mass of Tare, g 25.84 24.41 25.46 Liquid Limit Device ID #451/569
Moisture Content, %37.52 38.28 39.86
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 34.62 35.28 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 32.89 33.34
Mass of Tare, g 26.79 26.49 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %28.36 28.32 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 1196.20 LIQUID LIMIT (LL)38
Mass of Dry Sample & Tare, g 1001.80 PLASTIC LIMIT (PL)28
Mass of Tare, g 171.80 PLASTICITY INDEX (PI)10
Moisture Content, %23.42 LIQUIDITY INDEX (LI)-0.46
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
Yellowish Red Silt
22169/SF-8 -
--
A018-176 1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
36
37
38
39
40
41
42
10 100
M O I S T UR
E C O N T E N T %
NUMBER OF BLOWS
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 1196.2 Mass of Wet Sample & Tare, g 350.70
Mass of Dry Sample & Tare, g 1001.8 Mass of Dry Sample & Tare, g 302.70
Mass of Tare, g 171.8 Mass of Tare, g 95.60
Moisture Content, %23.4 Moisture Content, %23.2
TOTAL Mass of wet sample 16300.0 Mass of Wet Fine Material & Tare, g 212.30
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 13206.8 Mass of Dry Fine Material, g 172.35
% of Total Sample Passing Split Sieve 98.2
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 0.46 98.0
2.5"COARSE 0.0 100.0 #10 MEDIUM 0.90 97.7
2"GRAVEL 0.0 100.0 #20 SAND 1.45 97.4
1.5"0.0 0.0 100.0 #40 1.77 97.2
1"93.6 0.7 99.3 #60 FINE SAND 2.29 96.9
.75"160.2 1.2 98.8 #100 3.07 96.5
.5"FINE GRAVEL 213.5 1.6 98.4 #200 FINES 4.54 95.6
.375"235.6 1.8 98.2
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 0.5
Balance ID# 139/142/700 % COARSE Gravel 1.2 % FINE Sand 1.6
Sieve Shaker ID # 555 % FINE Gravel 0.8 % FINES 95.6
% COARSE Sand 0.3 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 0.5
% COARSE Gravel (Stone)0.7 % FINE Sand 1.6
% MEDIUM Gravel (Stone)1.1 % FINES (Silt-Clay)95.6
% FINE Gravel (Stone)0.5 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
Page 1 of 2
RI
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
08/04/16
A018-176 1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
MOISTURE CONTENT of FINE MATERIAL
22169/SF-8 -
Yellowish Red Silt
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 08/04/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
-
Great Oaks Landfill Cells 1A & 1B Bulk
22169/SF-8 -
A018-176 1608-05-2
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Project's Specific % Passing
Project's Specific Particle Size, mm
12
"
6"3"
2 .5"
2"
1 .5"
1"
.75
"
.5"
.3 75
"
.25
"
#4 #8
#1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
%
P
A
S
S
I
N
G
Grain size in millimeters
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 16300.0 13206.8 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 1196.2 235.6
Mass of Mat. Retained on 3/8" sieve, g 235.6 235.6 1001.8 235.6
Mass of Mat. Retained on 3/4" sieve, g 171.8 0.0
23.4 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %1.8
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)1.8
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 6002.0 6030.0 6051.0 6044.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 611.0 557.8 544.1 561.8 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 547.3 490.8 475.6 482.3 Hammer ID Number 318
Mass of Tare, g 178.2 126.3 130.0 130.1 Number of Blows per layer 25
Moisture Content, %17.3 18.4 19.8 22.6 Number of Layers 3
Wet Density, pcf 119.0 120.9 122.3 121.8
Dry Density, pcf 101.5 102.1 102.1 99.4
REMARKS
DESCRIPTION
ML
NA
Maximum Dry Density, pcf 102.2 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %19.1 Corrected Optimum Moisture Content, %NA
TEST DATA
Yellowish Red Silt
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
22169/SF-8
A018-176 1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
RI
08/04/16
-
-
Mass of Tare, g
Moisture Content, %
ASTM D 698Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
98.0
100.0
102.0
104.0
106.0
108.0
16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0
D r y D en
s
it
y , pc
f
Moisture Content, %
Moisture vs. Dry Density
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By EB
SOIL Fax: [phone] Date 08/05/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 35 27 15
Mass of Wet Sample & Tare, g 45.68 47.93 48.08 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 40.75 42.31 41.37 Balance ID #139/563
Mass of Tare, g 27.57 27.70 24.89 Liquid Limit Device ID #451/569
Moisture Content, %37.41 38.47 40.72
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 31.05 32.53 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 28.85 30.61
Mass of Tare, g 21.28 24.06 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %29.06 29.31 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 1055.50 LIQUID LIMIT (LL)39
Mass of Dry Sample & Tare, g 831.80 PLASTIC LIMIT (PL)29
Mass of Tare, g 158.40 PLASTICITY INDEX (PI)10
Moisture Content, %33.22 LIQUIDITY INDEX (LI)0.42
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
A018-176 1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
Brown Silt with Sand
22170/SF-9 -
--
36
37
38
39
40
41
42
10 100
NUMBER OF BLOWS
M O IS
TU
R E C
ON
T
E
N
T
%
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 1055.5 Mass of Wet Sample & Tare, g 425.30
Mass of Dry Sample & Tare, g 831.8 Mass of Dry Sample & Tare, g 343.20
Mass of Tare, g 158.4 Mass of Tare, g 97.00
Moisture Content, %33.2 Moisture Content, %33.3
TOTAL Mass of wet sample 19500.0 Mass of Wet Fine Material & Tare, g 211.10
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 14637.5 Mass of Dry Fine Material, g 158.31
% of Total Sample Passing Split Sieve 97.8
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 0.58 97.4
2.5"COARSE 0.0 100.0 #10 MEDIUM 4.01 95.3
2"GRAVEL 0.0 100.0 #20 SAND 7.49 93.2
1.5"0.0 0.0 100.0 #40 11.02 91.0
1"160.8 1.1 98.9 #60 FINE SAND 15.94 87.9
.75"160.8 1.1 98.9 #100 21.70 84.4
.5"FINE GRAVEL 252.3 1.7 98.3 #200 FINES 30.69 78.8
.375"324.0 2.2 97.8
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 4.3
Balance ID# 139/142/700 % COARSE Gravel 1.1 % FINE Sand 12.2
Sieve Shaker ID # 555 % FINE Gravel 1.5 % FINES 78.8
% COARSE Sand 2.1 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 4.3
% COARSE Gravel (Stone)1.1 % FINE Sand 12.2
% MEDIUM Gravel (Stone)1.1 % FINES (Silt-Clay)78.8
% FINE Gravel (Stone)2.5 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
Page 1 of 2
RI
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
08/04/16
A018-176 1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
MOISTURE CONTENT of FINE MATERIAL
22170/SF-9 -
Brown Silt with Sand
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 08/04/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
-
Great Oaks Landfill Cells 1A & 1B Bulk
22170/SF-9 -
A018-176 1608-05-2
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Project's Specific % Passing
Project's Specific Particle Size, mm
12
"
6"3"2.5
"
2"1.5
"
1".7
5
"
.5
"
.3
7
5
"
.2
5
"
#4 #8 #1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Grain size in millimeters
%

P
A
S
S
I
N
G
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 19500.0 14637.5 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 1055.5 324.0
Mass of Mat. Retained on 3/8" sieve, g 324.0 324.0 831.8 324.0
Mass of Mat. Retained on 3/4" sieve, g 158.4 0.0
33.2 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %2.2
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)2.2
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 5960.0 6022.0 6046.0 6035.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 605.7 630.4 602.3 618.5 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 541.1 550.9 520.0 525.7 Hammer ID Number 318
Mass of Tare, g 183.0 178.8 176.5 183.2 Number of Blows per layer 25
Moisture Content, %18.0 21.4 24.0 27.1 Number of Layers 3
Wet Density, pcf 116.3 120.4 121.9 121.2
Dry Density, pcf 98.5 99.2 98.4 95.4
REMARKS
DESCRIPTION
ML
NA
Maximum Dry Density, pcf 99.2 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %21.5 Corrected Optimum Moisture Content, %NA
TEST DATA
Brown Silt with Sand
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
RI
08/04/16
-22170/SF-9
A018-176 1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
-
Mass of Tare, g
Moisture Content, %
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
Moisture vs. Dry Density
94.0
96.0
98.0
100.0
102.0
104.0
16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0
Moisture Content, %
Dr
y D
e n s it
y ,
p
cf
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By EB
SOIL Fax: [phone] Date 08/05/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 35 27 17
Mass of Wet Sample & Tare, g 46.18 41.49 44.29 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 40.21 36.05 37.82 Balance ID #139/563
Mass of Tare, g 27.41 24.86 25.42 Liquid Limit Device ID #451/569
Moisture Content, %46.64 48.61 52.18
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 31.87 29.55 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 30.18 28.37
Mass of Tare, g 24.92 24.67 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %32.13 31.89 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 988.00 LIQUID LIMIT (LL)49
Mass of Dry Sample & Tare, g 805.10 PLASTIC LIMIT (PL)32
Mass of Tare, g 152.70 PLASTICITY INDEX (PI)17
Moisture Content, %28.03 LIQUIDITY INDEX (LI)-0.23
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
Red Silt
22171/SF-10 -
--
A018-176 1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
45
46
47
48
49
50
51
52
53
54
10 100
M O I S T UR
E C O N T E N T %
NUMBER OF BLOWS
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 988.0 Mass of Wet Sample & Tare, g 419.50
Mass of Dry Sample & Tare, g 805.1 Mass of Dry Sample & Tare, g 348.60
Mass of Tare, g 152.7 Mass of Tare, g 94.90
Moisture Content, %28.0 Moisture Content, %27.9
TOTAL Mass of wet sample 16700.0 Mass of Wet Fine Material & Tare, g 200.50
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 13043.3 Mass of Dry Fine Material, g 156.71
% of Total Sample Passing Split Sieve 97.6
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 0.75 97.1
2.5"COARSE 0.0 100.0 #10 MEDIUM 2.26 96.1
2"GRAVEL 0.0 100.0 #20 SAND 3.02 95.7
1.5"0.0 0.0 100.0 #40 3.57 95.3
1"60.5 0.5 99.5 #60 FINE SAND 4.26 94.9
.75"127.6 1.0 99.0 #100 5.12 94.4
.5"FINE GRAVEL 263.7 2.0 98.0 #200 FINES 6.67 93.4
.375"319.5 2.4 97.6
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 0.8
Balance ID# 139/142/700 % COARSE Gravel 1.0 % FINE Sand 1.9
Sieve Shaker ID # 555 % FINE Gravel 1.9 % FINES 93.4
% COARSE Sand 0.9 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 0.8
% COARSE Gravel (Stone)0.5 % FINE Sand 1.9
% MEDIUM Gravel (Stone)2.0 % FINES (Silt-Clay)93.4
% FINE Gravel (Stone)1.4 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
Page 1 of 2
RI
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
08/04/16
A018-176 1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
MOISTURE CONTENT of FINE MATERIAL
22171/SF-10 -
Red Silt
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 08/04/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
-
Great Oaks Landfill Cells 1A & 1B Bulk
22171/SF-10 -
A018-176 1608-05-2
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Project's Specific % Passing
Project's Specific Particle Size, mm
12
"
6"3"
2 .5"
2"
1 .5"
1"
.75
"
.5"
.3 75
"
.25
"
#4 #8
#1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
%
P
A
S
S
I
N
G
Grain size in millimeters
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 16700.0 13043.3 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 988.0 319.5
Mass of Mat. Retained on 3/8" sieve, g 319.5 319.5 805.1 319.5
Mass of Mat. Retained on 3/4" sieve, g 152.7 0.0
28.0 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %2.4
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)2.4
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 5915.0 5968.0 5998.0 5993.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 557.6 528.4 524.5 524.3 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 486.6 456.4 443.9 438.1 Hammer ID Number 318
Mass of Tare, g 124.7 128.6 116.6 127.7 Number of Blows per layer 25
Moisture Content, %19.6 22.0 24.6 27.8 Number of Layers 3
Wet Density, pcf 113.3 116.8 118.8 118.4
Dry Density, pcf 94.7 95.8 95.3 92.7
REMARKS
DESCRIPTION
ML
NA
Maximum Dry Density, pcf 95.8 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %22.7 Corrected Optimum Moisture Content, %NA
TEST DATA
Red Silt
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
22171/SF-10
A018-176 1608-05-2
Great Oaks Landfill Cells 1A & 1B Bulk
RI
08/04/16
-
-
Mass of Tare, g
Moisture Content, %
ASTM D 698Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
90.0
92.0
94.0
96.0
98.0
100.0
18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0
D r y D en
s
it
y , pc
f
Moisture Content, %
Moisture vs. Dry Density
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By NK
SOIL Fax: [phone] Date 11/19/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 35 25 18
Mass of Wet Sample & Tare, g 42.25 41.13 41.54 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 37.22 36.78 35.93 Balance ID #139/563
Mass of Tare, g 25.89 27.23 23.94 Liquid Limit Device ID #451/569
Moisture Content, %44.40 45.55 46.79
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 37.11 32.94 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 34.20 30.82
Mass of Tare, g 25.70 24.59 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %34.24 34.03 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 725.50 LIQUID LIMIT (LL)46
Mass of Dry Sample & Tare, g 642.80 PLASTIC LIMIT (PL)34
Mass of Tare, g 298.90 PLASTICITY INDEX (PI)12
Moisture Content, %24.05 LIQUIDITY INDEX (LI)-0.83
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
A018-176 1608-05-4
Great Oaks Landfill Cells 1A & 1B Bulk
Brown Sandy Silt
22930/SF-11 -
--
42
43
44
45
46
47
48
49
50
10 100
NUMBER OF BLOWS
M O IS
TU
R E C
ON
T
E
N
T
%
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 725.5 Mass of Wet Sample & Tare, g 422.30
Mass of Dry Sample & Tare, g 642.8 Mass of Dry Sample & Tare, g 366.10
Mass of Tare, g 298.9 Mass of Tare, g 129.80
Moisture Content, %24.0 Moisture Content, %23.8
TOTAL Mass of wet sample 21000.0 Mass of Wet Fine Material & Tare, g 150.60
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 16929.0 Mass of Dry Fine Material, g 121.66
% of Total Sample Passing Split Sieve 98.0
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 0.61 97.5
2.5"COARSE 0.0 100.0 #10 MEDIUM 1.23 97.0
2"GRAVEL 0.0 0.0 100.0 #20 SAND 2.60 95.9
1.5"222.4 1.3 98.7 #40 6.14 93.0
1"248.9 1.5 98.5 #60 FINE SAND 13.44 87.2
.75"285.5 1.7 98.3 #100 24.44 78.3
.5"FINE GRAVEL 315.9 1.9 98.1 #200 FINES 42.85 63.5
.375"342.5 2.0 98.0
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 4.0
Balance ID# 139/142/700 % COARSE Gravel 1.7 % FINE Sand 29.6
Sieve Shaker ID # 555 % FINE Gravel 0.8 % FINES 63.5
% COARSE Sand 0.5 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 4.0
% COARSE Gravel (Stone)1.5 % FINE Sand 29.6
% MEDIUM Gravel (Stone)0.6 % FINES (Silt-Clay)63.5
% FINE Gravel (Stone)1.0 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
Page 1 of 2
MOISTURE CONTENT of FINE MATERIAL
22930/SF-11 -
Brown Sandy Silt
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
RI
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
11/17/16
A018-176 1608-05-4
Great Oaks Landfill Cells 1A & 1B Bulk
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 11/17/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
Project's Specific % Passing
Project's Specific Particle Size, mm
A018-176 1608-05-4
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
-
Great Oaks Landfill Cells 1A & 1B Bulk
22930/SF-11 -
12
"
6"3"2.5
"
2"1.5
"
1".7
5
"
.5
"
.3
7
5
"
.2
5
"
#4 #8 #1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Grain size in millimeters
%

P
A
S
S
I
N
G
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 21000.0 16929.0 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 725.5 342.5
Mass of Mat. Retained on 3/8" sieve, g 342.5 342.5 642.8 342.5
Mass of Mat. Retained on 3/4" sieve, g 298.9 0.0
24.0 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %2.0
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)2.0
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 5932.0 5989.0 5977.0 5952.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 455.3 565.0 491.3 461.2 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 390.8 485.6 426.6 387.0 Hammer ID Number 318
Mass of Tare, g 125.3 172.6 183.1 123.3 Number of Blows per layer 25
Moisture Content, %24.3 25.4 26.6 28.1 Number of Layers 3
Wet Density, pcf 114.4 118.2 117.4 115.7
Dry Density, pcf 92.0 94.3 92.7 90.3
REMARKS
DESCRIPTION
ML
NA
Maximum Dry Density, pcf 94.3 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %25.4 Corrected Optimum Moisture Content, %NA
-
Mass of Tare, g
Moisture Content, %
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
RI
11/19/16
-22930/SF-11
A018-176 1608-05-4
Great Oaks Landfill Cells 1A & 1B Bulk
TEST DATA
Brown Sandy Silt
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
Moisture vs. Dry Density
89.0
91.0
93.0
95.0
97.0
99.0
23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0
Moisture Content, %
Dr
y D
e n s it
y ,
p
cf
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By NK
SOIL Fax: [phone] Date 11/19/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 33 24 19
Mass of Wet Sample & Tare, g 43.43 46.40 43.21 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 36.97 40.12 37.05 Balance ID #139/563
Mass of Tare, g 24.78 28.62 25.98 Liquid Limit Device ID #451/569
Moisture Content, %52.99 54.61 55.65
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 34.70 33.62 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 31.55 31.10
Mass of Tare, g 23.32 24.54 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %38.27 38.41 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 758.80 LIQUID LIMIT (LL)54
Mass of Dry Sample & Tare, g 646.40 PLASTIC LIMIT (PL)38
Mass of Tare, g 299.50 PLASTICITY INDEX (PI)16
Moisture Content, %32.40 LIQUIDITY INDEX (LI)-0.35
DESCRIPTION
USCS (ASTM D2487; D2488)MH AASHTO (M 145)NA
A018-176 1608-05-4
Great Oaks Landfill Cells 1A & 1B Bulk
Red Sandy Elastic Silt
22931/SF-12 -
--
52
53
54
55
56
57
58
10 100
NUMBER OF BLOWS
M O IS
TU
R E C
ON
T
E
N
T
%
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 758.8 Mass of Wet Sample & Tare, g 395.90
Mass of Dry Sample & Tare, g 646.4 Mass of Dry Sample & Tare, g 330.30
Mass of Tare, g 299.5 Mass of Tare, g 124.50
Moisture Content, %32.4 Moisture Content, %31.9
TOTAL Mass of wet sample 20000.0 Mass of Wet Fine Material & Tare, g 152.70
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 15105.6 Mass of Dry Fine Material, g 115.79
% of Total Sample Passing Split Sieve 99.4
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 0.37 99.1
2.5"COARSE 0.0 100.0 #10 MEDIUM 1.46 98.2
2"GRAVEL 0.0 100.0 #20 SAND 2.98 96.9
1.5"0.0 100.0 #40 4.30 95.7
1"0.0 0.0 100.0 #60 FINE SAND 8.41 92.2
.75"31.2 0.2 99.8 #100 18.57 83.5
.5"FINE GRAVEL 55.7 0.4 99.6 #200 FINES 35.03 69.3
.375"86.1 0.6 99.4
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 2.4
Balance ID# 139/142/700 % COARSE Gravel 0.2 % FINE Sand 26.4
Sieve Shaker ID # 555 % FINE Gravel 0.7 % FINES 69.3
% COARSE Sand 0.9 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 2.4
% COARSE Gravel (Stone)0.0 % FINE Sand 26.4
% MEDIUM Gravel (Stone)0.6 % FINES (Silt-Clay)69.3
% FINE Gravel (Stone)1.3 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)MH AASHTO (M 145)NA
Page 1 of 2
MOISTURE CONTENT of FINE MATERIAL
22931/SF-12 -
Red Sandy Elastic Silt
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
RI
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
11/17/16
A018-176 1608-05-4
Great Oaks Landfill Cells 1A & 1B Bulk
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 11/17/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
Project's Specific % Passing
Project's Specific Particle Size, mm
A018-176 1608-05-4
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
-
Great Oaks Landfill Cells 1A & 1B Bulk
22931/SF-12 -
12
"
6"3"2.5
"
2"1.5
"
1".7
5
"
.5
"
.3
7
5
"
.2
5
"
#4 #8 #1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Grain size in millimeters
%

P
A
S
S
I
N
G
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 20000.0 15105.6 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 758.8 86.1
Mass of Mat. Retained on 3/8" sieve, g 86.1 86.1 646.4 86.1
Mass of Mat. Retained on 3/4" sieve, g 299.5 0.0
32.4 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %0.6
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)0.6
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 5816.0 5901.0 5884.0 5867.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 552.0 479.3 501.0 514.2 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 475.9 400.9 424.0 430.5 Hammer ID Number 318
Mass of Tare, g 182.3 125.2 174.9 183.6 Number of Blows per layer 25
Moisture Content, %25.9 28.4 30.9 33.9 Number of Layers 3
Wet Density, pcf 106.7 112.3 111.2 110.1
Dry Density, pcf 84.8 87.5 85.0 82.2
REMARKS
DESCRIPTION
MH
NA
Maximum Dry Density, pcf 87.5 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %28.1 Corrected Optimum Moisture Content, %NA
-
Mass of Tare, g
Moisture Content, %
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
RI
11/20/16
-22931/SF-12
A018-176 1608-05-4
Great Oaks Landfill Cells 1A & 1B Bulk
TEST DATA
Red Sandy Elastic Silt
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
Moisture vs. Dry Density
81.0
83.0
85.0
87.0
89.0
91.0
25.0 26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0 34.0 35.0
Moisture Content, %
Dr
y D
e n s it
y ,
p
cf
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By NK
SOIL Fax: [phone] Date 11/19/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 35 24 16
Mass of Wet Sample & Tare, g 46.27 48.04 39.85 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 41.11 41.82 34.41 Balance ID #139/563
Mass of Tare, g 28.64 27.40 22.33 Liquid Limit Device ID #451/569
Moisture Content, %41.38 43.13 45.03
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 33.86 34.45 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 31.38 31.94
Mass of Tare, g 23.60 24.14 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %31.88 32.18 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 738.20 LIQUID LIMIT (LL)43
Mass of Dry Sample & Tare, g 670.40 PLASTIC LIMIT (PL)32
Mass of Tare, g 298.80 PLASTICITY INDEX (PI)11
Moisture Content, %18.25 LIQUIDITY INDEX (LI)-1.25
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
A018-176 1608-05-4
Great Oaks Landfill Cells 1A & 1B Bulk
Brown Sandy Silt
22932/SF-13 -
--
40
41
42
43
44
45
46
10 100
NUMBER OF BLOWS
M O IS
TU
R E C
ON
T
E
N
T
%
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 738.2 Mass of Wet Sample & Tare, g 514.00
Mass of Dry Sample & Tare, g 670.4 Mass of Dry Sample & Tare, g 454.40
Mass of Tare, g 298.8 Mass of Tare, g 130.00
Moisture Content, %18.2 Moisture Content, %18.4
TOTAL Mass of wet sample 22100.0 Mass of Wet Fine Material & Tare, g 151.00
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 18689.9 Mass of Dry Fine Material, g 127.56
% of Total Sample Passing Split Sieve 97.1
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 0.88 96.5
2.5"COARSE 0.0 100.0 #10 MEDIUM 2.66 95.1
2"GRAVEL 0.0 0.0 100.0 #20 SAND 6.51 92.2
1.5"117.0 0.6 99.4 #40 11.46 88.4
1"311.8 1.7 98.3 #60 FINE SAND 20.96 81.2
.75"358.2 1.9 98.1 #100 33.60 71.5
.5"FINE GRAVEL 486.0 2.6 97.4 #200 FINES 52.92 56.8
.375"536.0 2.9 97.1
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 6.7
Balance ID# 139/142/700 % COARSE Gravel 1.9 % FINE Sand 31.6
Sieve Shaker ID # 555 % FINE Gravel 1.6 % FINES 56.8
% COARSE Sand 1.4 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 6.7
% COARSE Gravel (Stone)1.7 % FINE Sand 31.6
% MEDIUM Gravel (Stone)1.2 % FINES (Silt-Clay)56.8
% FINE Gravel (Stone)2.0 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
Page 1 of 2
MOISTURE CONTENT of FINE MATERIAL
22932/SF-13 -
Brown Sandy Silt
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
RI
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
11/17/16
A018-176 1608-05-4
Great Oaks Landfill Cells 1A & 1B Bulk
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 11/17/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
Project's Specific % Passing
Project's Specific Particle Size, mm
A018-176 1608-05-4
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
-
Great Oaks Landfill Cells 1A & 1B Bulk
22932/SF-13 -
12
"
6"3"2.5
"
2"1.5
"
1"
.7
5
"
.5
"
.3
7
5
"
.2
5
"
#4 #8 #1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Grain size in millimeters
%

P
A
S
S
I
N
G
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 22100.0 18689.9 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 738.2 536.0
Mass of Mat. Retained on 3/8" sieve, g 536.0 536.0 670.4 536.0
Mass of Mat. Retained on 3/4" sieve, g 298.8 0.0
18.2 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %2.9
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)2.9
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 5979.0 6036.0 6069.0 6049.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 448.2 468.2 546.2 545.9 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 399.1 409.2 478.1 470.5 Hammer ID Number 318
Mass of Tare, g 130.1 125.6 182.7 175.5 Number of Blows per layer 25
Moisture Content, %18.3 20.8 23.1 25.6 Number of Layers 3
Wet Density, pcf 117.5 121.3 123.5 122.1
Dry Density, pcf 99.4 100.4 100.3 97.3
REMARKS
DESCRIPTION
ML
NA
Maximum Dry Density, pcf 100.6 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %22.1 Corrected Optimum Moisture Content, %NA
-
Mass of Tare, g
Moisture Content, %
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
RI
11/20/16
-22932/SF-13
A018-176 1608-05-4
Great Oaks Landfill Cells 1A & 1B Bulk
TEST DATA
Brown Sandy Silt
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
Moisture vs. Dry Density
96.0
98.0
100.0
102.0
104.0
106.0
18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0
Moisture Content, %
Dr
y D
e n s it
y ,
p
cf
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By NK
SOIL Fax: [phone] Date 11/19/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows 35 23 17
Mass of Wet Sample & Tare, g 40.94 40.62 34.71 Oven ID #15/496/610
Mass of Dry Sample & Tare, g 35.88 35.40 30.04 Balance ID #139/563
Mass of Tare, g 24.81 24.92 21.26 Liquid Limit Device ID #451/569
Moisture Content, %45.71 49.81 53.19
PLASTIC LIMIT
Mass of Wet Sample & Tare, g 35.14 34.97 PREPARATION PROCEDURE DRY
Mass of Dry Sample & Tare, g 32.76 32.44
Mass of Tare, g 25.09 24.25 NOTE: MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %31.03 30.89 WAS USED FOR TEST
NATURAL MOISTURE
Mass of Wet Sample & Tare, g 858.90 LIQUID LIMIT (LL)49
Mass of Dry Sample & Tare, g 770.80 PLASTIC LIMIT (PL)31
Mass of Tare, g 300.70 PLASTICITY INDEX (PI)18
Moisture Content, %18.74 LIQUIDITY INDEX (LI)-0.68
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
Yellowish Red Silt with Sand
22933/SF-14 -
--
A018-176 1608-05-4
Great Oaks Landfill Cells 1A & 1B Bulk
44
45
46
47
48
49
50
51
52
53
54
10 100
NUMBER OF BLOWS
M O IS
TU
R E C
ON
T
E
N
T
%
20 25 30 40
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 858.9 Mass of Wet Sample & Tare, g 471.00
Mass of Dry Sample & Tare, g 770.8 Mass of Dry Sample & Tare, g 435.00
Mass of Tare, g 300.7 Mass of Tare, g 243.10
Moisture Content, %18.7 Moisture Content, %18.8
TOTAL Mass of wet sample 20500.0 Mass of Wet Fine Material & Tare, g 150.30
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 17264.5 Mass of Dry Fine Material, g 126.56
% of Total Sample Passing Split Sieve 98.5
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 1.45 97.4
2.5"COARSE 0.0 100.0 #10 MEDIUM 4.63 94.9
2"GRAVEL 0.0 100.0 #20 SAND 7.72 92.5
1.5"0.0 0.0 100.0 #40 9.81 90.9
1"121.2 0.7 99.3 #60 FINE SAND 12.41 88.9
.75"155.3 0.9 99.1 #100 15.64 86.3
.5"FINE GRAVEL 205.0 1.2 98.8 #200 FINES 21.83 81.5
.375"254.6 1.5 98.5
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 4.0
Balance ID# 139/142/700 % COARSE Gravel 0.9 % FINE Sand 9.4
Sieve Shaker ID # 555 % FINE Gravel 1.7 % FINES 81.5
% COARSE Sand 2.5 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 4.0
% COARSE Gravel (Stone)0.7 % FINE Sand 9.4
% MEDIUM Gravel (Stone)0.8 % FINES (Silt-Clay)81.5
% FINE Gravel (Stone)3.6 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)ML AASHTO (M 145)NA
Page 1 of 2
RI
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
11/20/16
A018-176 1608-05-4
Great Oaks Landfill Cells 1A & 1B Bulk
MOISTURE CONTENT of FINE MATERIAL
22933/SF-14 -
Yellowish Red Silt with Sand
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
MOISTURE CONTENT of TOTAL SAMPLE
-
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 11/20/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 NA mm
D30 NA mm
D60 NA mm
Cu NA
Cc NA
NA
Page 2 of 2 NA
-
Great Oaks Landfill Cells 1A & 1B Bulk
22933/SF-14 -
A018-176 1608-05-4
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Project's Specific % Passing
Project's Specific Particle Size, mm
12
"
6"3"2.5
"
2"1.5
"
1".7
5
"
.5
"
.3
7
5
"
.2
5
"
#4 #8 #1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Grain size in millimeters
%

P
A
S
S
I
N
G
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
wet dry MOISTURE CONTENT
Mass of Soil before sieving, g 20500.0 17264.5 Coarse + Fine
Fraction
Coarse
Fraction
Mass of Mat. Retained on No. 4 sieve, g 858.9 254.6
Mass of Mat. Retained on 3/8" sieve, g 254.6 254.6 770.8 254.6
Mass of Mat. Retained on 3/4" sieve, g 300.7 0.0
18.7 0.0
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %1.5
Material Retained on 3/4" Sieve, %Procedure B
Total, %(oversized)1.5
Points 1 2 3 4 5 Mold ID Number 314
Mass of Mold and Soil, g 5899.0 5951.0 5990.0 5996.0 Mass of Mold, g 4204.0
Mass of Wet Sample & Tare, g 500.0 550.5 469.9 537.1 Volume of Mold, ft3 0.0333
Mass of Dry Sample & Tare, g 443.3 479.5 406.9 456.2 Hammer ID Number 318
Mass of Tare, g 137.6 139.3 138.6 139.3 Number of Blows per layer 25
Moisture Content, %18.5 20.9 23.5 25.5 Number of Layers 3
Wet Density, pcf 112.2 115.7 118.2 118.6
Dry Density, pcf 94.7 95.7 95.8 94.5
REMARKS
DESCRIPTION
ML
NA
Maximum Dry Density, pcf 95.9 Corrected Maximum Dry Density, pcf NA
Optimum Moisture Content, %22.5 Corrected Optimum Moisture Content, %NA
TEST DATA
Yellowish Red Silt with Sand
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
AASHTO M145
USCS (ASTM D2487; D2488)
22933/SF-14
A018-176 1608-05-4
Great Oaks Landfill Cells 1A & 1B Bulk
RI
11/20/16
-
-
Mass of Tare, g
Moisture Content, %
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))
DETERMINATION OF TEST PROCEDURE
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
-
Moisture vs. Dry Density
92.0
94.0
96.0
98.0
100.0
102.0
18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0
Moisture Content, %
Dr
y D
e n s it
y ,
p
cf
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
Appendix A-2
Field Density Testing
Appendix B
Subgrade Certifications
SCS Engineers, P.C. Environmental Consultants 2520 Whitehall Park Drive 704 504-3107 and Contractors Suite 450 FAX [phone] Charlotte, NC 28273-3557 www.scsengineers.com

Offices Nationwide
File No. 02215305.02
November 28, 2016

Ms. Christine Ritter
North Carolina Department of Environmental Quality Division of Waste Management
1646 Mail Service Center
Raleigh, NC 27699-1601

Re: Report of Subgrade Inspection and Vertical Separation Certification
Phase I, Cell 1B
Great Oak Landfill
Randleman, North Carolina
Dear Ms. Ritter:

SCS Engineers, PC (SCS), on behalf of Waste Management, Inc., hereby submits this Report of
Subgrade Inspection and Vertical Separation Certification. This Report covers the remainder of
Cell 1B not certified by the Certification Report issued on October 4, 2016. The portion of Cell
1B covered by this report is approximately 6.6 acres (Figure 1). In addition to the October 4 report previously mentioned, two previous reports, dated September 9 and October 4, 2016,
covered Cell 1A.

The following document, prepared by S&ME, Inc., of Charlotte, NC, and dated February 2015,
was reviewed by SCS: Design Hydrogeologic Study, Great Oak Landfill – Phase 1. This document contains information on the geology and hydrogeology of the Facility.

Subgrade Inspection
The following is a summary of the geologic field observations performed by Mr. Michael Cobb,
a licensed geologist, in accordance with the Landfill’s Permit to Construct, No. 7607-MSWLF-
2015, Part I, Condition 7:
• Contractor excavation has revealed rock formations within portions of Cell 1B.
• Contractor has completed most of the required blasting in this area.
• Cambrian Age slate (meta-mudstone) was observed to overlay quartzite.
• Quartz veins were observed in the quartzite bodies that had not yet been blasted, and
remnant pieces of quartz, varying in size from a few inches in length to up to two feet
in length, were visible in areas in which blasting has occurred.

M s . Christine Ritter
November 28 , 2016
Page 2

• Large boulders of quartzite and meta-mudstone (up to several feet in length) were
observed within the northeastern portions of Cell 1B; these boulders are the result of blasting by the contractor and were being removed at the time of the October 20th site visit.
• Material observed in areas in which no blasting had occurred included residuum and
saprolite consistent with the Uwharrie Formation of the Carolina Slate Belt.
• Groundwater was not observed in the subject cell.
The geology of the area of the cell inspected appears to be consistent with the observations and
geologic evaluations documented in the S&ME report cited above. During an October 20, 2016
site inspection, blasting was in progress in the northeastern portions of Cell 1B, and excavation
of previously-blasted material was underway in areas that had previously been blasted.
Blasting was conducted in order to excavate and remove bedrock formations to a depth of at
least 4 feet below the design subgrade elevations. During the October 20th site inspection,
blasting was not yet completed in the portion of Cell 1B covered by this report.
SCS personnel have been on-site full time and have observed the continued removal of material
from the portion of Cell 1B covered by this report. All rock was removed from the subject area
by mid-November, to a depth that meets the 4-ft requirement for vertical separation. No rock
outcrops jutting above the existing grade established by the contractor were observed. It is
SCS’s opinion that the remaining geologic features in this portion of Cell 1B (that is, the bedrock remaining after blasting and excavation conducted by the contractor) will have no impact on the
construction or operation of the Facility beyond the vertical separation requirements discussed
below.

Vertical Separation Certification
Per 15A NCAC 13B.1624(b)(4), for municipal solid waste landfills, the bottom elevation of the base liner system must have a minimum vertical separation of four (4) feet above bedrock.

Upon completion of blasting and clearing by the contractor, Charlie Morgan Surveying, PLLC
(Morgan) was retained to survey points along the exposed bedrock in the portion of Cell 1B
covered by this report. The survey data provided by Morgan was used to develop an exposed
bedrock map, attached as Figure 1. This map shows that exposed bedrock was present in approximately 3.0 acres of the portion of Cell 1B covered by this report. Upon completion of
structural fill placement, Morgan surveyed this same set of points to establish the base grade and
determine the separation within this portion of Cell 1B.

The elevations from the surveying were used to prepare Table 1, which shows the amount of
separation at each surveyed point.

M s . Christine Ritter
November 28 , 2016
Page 3
Table 1 – Vertical Separation

Point
Number Northing Easting
Bedrock
Elevation
Subgrade
Elevation
Vertical
Separation
5009 727631.0337 1776550.516 648.58 653.33 4.75
5010 727614.5393 1776579.286 653.59 658.45 4.86
5011 727605.9381 1776609.737 654.69 660.08 5.39
5012 727563.311 1776629.868 656.44 661.59 5.15
5013 727560.8475 1776684.096 658.61 664.21 5.60
5014 727513.4778 1776711.666 657.09 663.43 6.34
5015 727523.6336 1776761.503 659.91 665.53 5.62
5016 727489.2389 1776816.475 660.65 667.04 6.39
9000 727263.6066 1776536.804 623.71 628.94 5.23
9001 727282.3422 1776553.86 625.79 630.55 4.75
9003 727300.6501 1776570.658 628.01 634.56 6.55
9004 727319.159 1776587.4 633.83 638.47 4.64
9005 727302.2824 1776605.911 634.38 639.69 5.31
9006 727283.7923 1776588.925 629.68 635.64 5.96
9007 727265.2691 1776572.144 626.33 631.68 5.35
9008 727248.5847 1776590.863 628.62 632.83 4.22
9010 727266.9661 1776608.197 632.10 636.94 4.84
9011 727285.5772 1776624.426 635.43 640.85 5.42
9012 727268.7858 1776642.83 637.55 643.36 5.81
9013 727250.0936 1776625.817 633.98 639.31 5.33
9014 727231.7379 1776609.153 629.78 636.17 6.39
9015 727214.6295 1776628.033 635.31 639.60 4.29
9017 727233.2563 1776644.603 638.19 642.72 4.53
9018 727252.0118 1776661.359 640.36 645.90 5.54
9019 727235.2303 1776680.117 645.10 649.89 4.79
9020 727216.7907 1776663.823 642.12 646.81 4.69
9022 727199.6607 1776681.338 645.91 651.34 5.43
9023 727217.9253 1776698.103 649.34 653.77 4.44
9024 727201.5541 1776716.957 654.11 660.75 6.64
9033 727236.6292 1776715.151 651.04 656.87 5.83
9034 727253.7136 1776696.802 645.94 652.99 7.05
9035 727270.2581 1776678.232 644.53 649.09 4.56
9036 727287.2985 1776659.902 641.12 646.58 5.46
9037 727303.7624 1776640.957 639.71 644.81 5.10
9038 727320.7382 1776622.815 638.78 643.72 4.94
9039 727337.6266 1776604.345 637.48 642.54 5.06

M s . Christine Ritter
November 28 , 2016
Page 4
Table 1 Continued

Point
Number Northing Easting
Bedrock
Elevation
Subgrade
Elevation
Vertical
Separation
9040 727356.1663 1776621.02 641.57 646.52 4.95
9041 727339.3107 1776639.473 642.44 647.70 5.26
9042 727322.4612 1776657.999 643.55 648.87 5.32
9043 727305.8601 1776676.759 644.94 650.62 5.69
9044 727289.015 1776694.837 646.80 652.23 5.43
9045 727272.1018 1776713.701 647.96 656.01 8.05
9046 727324.006 1776692.953 648.56 654.26 5.70
9047 727340.7713 1776674.47 646.67 652.77 6.11
9048 727358.1282 1776656.451 646.65 651.73 5.08
9049 727374.4938 1776637.797 645.42 650.52 5.10
9050 727391.6482 1776619.267 645.59 651.46 5.88
9051 727408.2429 1776600.91 647.15 652.32 5.17
9052 727425.0875 1776582.508 647.98 653.57 5.59
9053 727441.804 1776563.828 649.09 654.83 5.74
9054 727457.2012 1776510.072 646.40 652.76 6.37
9055 727440.3512 1776528.47 644.27 651.89 7.62
9056 727423.3906 1776546.869 644.57 650.96 6.38
9057 727406.5321 1776565.565 644.51 649.68 5.17
9058 727389.9378 1776583.915 643.18 648.39 5.21
9059 727373.0295 1776602.514 641.76 647.47 5.71
9060 727354.7107 1776585.751 638.13 643.49 5.36
9061 727371.2453 1776567.265 639.24 644.37 5.13
9062 727388.2044 1776548.681 640.62 645.70 5.08
9063 727404.732 1776530.138 640.64 647.02 6.38
9064 727421.7158 1776511.678 641.53 647.93 6.40
9065 727438.4523 1776493.145 643.26 649.70 6.44
9066 727419.7425 1776476.328 640.41 646.61 6.20
9067 727403.4901 1776494.949 637.86 644.93 7.07
9068 727386.4539 1776513.344 636.20 643.11 6.91
9069 727369.5449 1776531.832 635.95 641.73 5.78
9070 727352.4866 1776550.217 635.69 640.35 4.66
9071 727335.7951 1776568.795 634.64 639.41 4.77
9072 727317.2307 1776551.923 628.66 635.41 6.76
9073 727334.1404 1776533.618 630.30 636.46 6.16
9074 727351.0722 1776515.11 631.29 637.81 6.52
9075 727367.9794 1776496.737 633.25 639.21 5.96

M s . Christine Ritter
November 28 , 2016
Page 5
Table 1 Continued

Point
Number Northing Easting
Bedrock
Elevation
Subgrade
Elevation
Vertical
Separation
9076 727384.6745 1776478.137 635.60 641.33 5.73
9077 727401.5678 1776459.555 638.14 643.14 5.00
9078 727383.3657 1776442.779 634.67 639.74 5.07
9079 727366.3276 1776461.361 632.41 637.48 5.07
9080 727349.4359 1776479.651 630.48 635.24 4.76
9081 727332.3755 1776498.116 628.81 633.88 5.07
9082 727315.7988 1776516.32 627.16 632.55 5.39
9083 727298.6542 1776535.028 626.64 631.52 4.88
9084 727280.3371 1776518.228 623.08 629.95 6.87
9085 727297.3082 1776499.98 625.62 630.90 5.28
9086 727314.2471 1776481.445 626.46 631.93 5.47
9087 727330.9098 1776463.04 627.60 633.26 5.66
9088 727347.6564 1776444.459 629.52 634.39 4.87
9089 727364.446 1776425.949 631.30 636.56 5.26
9090 727345.7894 1776408.971 628.91 633.53 4.63
9091 727330.9941 1776427.395 626.94 632.56 5.62
9092 727313.1374 1776448.121 626.94 631.38 4.44
9093 727294.6227 1776464.661 625.12 630.22 5.11
9094 727278.6983 1776482.723 622.24 629.24 7.00
9095 727277.4348 1776448.207 624.51 629.06 4.55
9096 727293.4907 1776428.965 625.13 630.05 4.92
9097 727310.8211 1776411.12 626.39 631.37 4.98
9113 727460.3931 1776580.501 653.64 658.43 4.80
9114 727443.7252 1776599.125 652.43 657.50 5.07
9115 727426.6744 1776617.633 651.02 656.24 5.22
9116 727409.9763 1776635.979 649.65 655.37 5.72
9117 727393.2218 1776654.469 649.21 654.54 5.33
9118 727376.1927 1776673.001 650.38 655.65 5.27
9119 727359.7891 1776691.714 650.83 656.85 6.02
9120 727342.6854 1776710.021 651.72 658.06 6.34
9121 727325.9894 1776728.7 653.56 658.42 4.85
9122 727309.3957 1776747.255 654.36 659.15 4.80
9123 727292.4042 1776765.939 656.57 662.02 5.45
9124 727310.8168 1776782.676 656.79 663.35 6.56
9125 727327.59 1776763.748 655.37 660.10 4.74
9126 727344.5071 1776745.362 654.79 659.60 4.81

M s . Christine Ritter
November 28 , 2016
Page 6
Table 1 Continued

Point
Number Northing Easting
Bedrock
Elevation
Subgrade
Elevation
Vertical
Separation
9127 727361.1478 1776727.283 654.65 659.29 4.64
9128 727378.1484 1776708.706 653.56 658.54 4.98
9129 727394.9647 1776689.777 654.02 658.70 4.68
9130 727411.4939 1776671.395 652.96 658.26 5.30
9131 727428.5083 1776652.895 653.80 658.34 4.54
9132 727445.3067 1776634.38 653.82 658.73 4.91
9133 727462.1559 1776616.122 654.21 659.21 5.00
9134 727478.7503 1776597.247 654.84 659.66 4.82
9135 727255.4607 1776732.036 654.54 659.58 5.04
9136 727273.7421 1776748.899 655.51 659.89 4.38
9137 727290.4319 1776730.351 653.51 658.53 5.02
9138 727307.2291 1776711.426 649.94 655.92 5.98
9147 727329.2893 1776799.158 660.62 665.58 4.96
9148 727346.059 1776780.609 656.19 661.38 5.19
9149 727362.9603 1776762.361 656.05 660.80 4.76
9150 727379.8092 1776743.743 655.66 660.50 4.84
9151 727396.504 1776725.193 655.31 660.19 4.88
9152 727413.3498 1776706.625 654.83 659.86 5.03
9153 727430.1624 1776688.147 654.59 659.52 4.93
9154 727446.9622 1776669.513 654.63 659.73 5.10
9155 727463.6953 1776651.379 654.97 659.96 4.99
9156 727480.2946 1776632.63 655.54 660.41 4.87
9157 727497.2543 1776614.137 655.77 660.91 5.14
9158 727515.8324 1776631.085 656.98 661.83 4.85
9159 727499.1834 1776649.554 656.59 661.36 4.77
9160 727482.3924 1776667.929 656.14 661.13 4.99
9161 727465.3759 1776686.477 655.62 660.91 5.29
9162 727448.7151 1776705.073 655.71 660.76 5.05
9163 727431.8103 1776723.598 656.15 661.08 4.93
9164 727414.9975 1776741.924 656.45 661.41 4.96
9165 727398.1221 1776760.459 656.97 661.72 4.75
9166 727381.5305 1776779.231 657.20 662.04 4.84
9167 727364.4446 1776797.465 657.83 662.64 4.81
9168 727347.8833 1776816.123 661.73 666.80 5.07
9170 727383.0424 1776814.231 658.71 665.81 7.10
9171 727400.0605 1776795.957 658.27 663.27 5.00

M s . Christine Ritter
November 28 , 2016
Page 7
Table 1 Continued

Point
Number Northing Easting
Bedrock
Elevation
Subgrade
Elevation
Vertical
Separation
9172 727416.9977 1776777.422 658.03 662.96 4.93
9173 727433.5392 1776758.832 657.79 662.64 4.85
9174 727450.2254 1776740.53 657.37 662.31 4.94
9175 727467.2241 1776721.992 656.90 661.98 5.08
9176 727485.5397 1776738.723 658.41 663.18 4.77
9177 727468.6106 1776756.978 658.49 663.50 5.01
9178 727452.0521 1776775.586 658.85 663.82 4.97
9179 727435.4176 1776794.35 659.31 664.15 4.84
9180 727418.581 1776813.156 659.44 664.50 5.06
9181 727401.7834 1776831.463 660.19 665.54 5.35
9184 727420.1204 1776848.187 661.71 668.62 6.91
9185 727437.1227 1776829.514 660.79 665.67 4.88
9186 727453.5308 1776810.66 660.49 665.33 4.84
9195 727532.848 1776612.841 656.15 661.19 5.05
9196 727549.3273 1776593.763 655.16 660.09 4.93
9197 727566.0694 1776575.339 654.24 658.98 4.74
9198 727583.141 1776556.967 652.08 657.08 5.00
9199 727599.6115 1776538.319 648.31 653.27 4.96
9200 727575.9676 1776527.173 647.83 652.72 4.89
9201 727564.7725 1776540.428 650.34 655.30 4.96
9202 727547.9675 1776558.654 653.42 658.43 5.01
9203 727531.0937 1776577.26 654.80 659.59 4.79
9204 727514.4828 1776596.035 655.54 660.26 4.72
9205 727495.5423 1776578.566 654.52 659.66 5.14
9206 727512.2088 1776560.063 654.19 658.99 4.80
9207 727529.5666 1776542.299 652.37 657.19 4.82
9208 727546.5555 1776523.702 648.54 653.45 4.91
9209 727555.8287 1776513.889 646.75 651.50 4.76
9210 727527.6036 1776506.375 646.72 651.57 4.85
9211 727510.9821 1776525.401 650.04 655.06 5.02
9212 727493.8002 1776543.462 653.48 658.42 4.94
9213 727477.406 1776562.395 653.79 658.45 4.66
9214 727458.6107 1776544.982 650.99 655.51 4.52
9215 727475.3392 1776526.5 651.55 656.28 4.73
9216 727492.3293 1776508.065 648.55 653.53 4.98
9217 727508.7044 1776489.462 645.19 649.80 4.61
LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
LOD
LOD
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
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L
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L
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L
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L
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L
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L
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LOD
LOD
LOD
LOD
LOD
LOD
LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
L
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D
L
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L
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L
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L
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L
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L
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L
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L
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L
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L
O
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L
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L
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D
LO
D
LOD
LOD
LOD
LOD
LOD
LO
D
LO
D
L
O
D
L
O
D
LOD
LOD
LOD
LOD
LOD
LO
D
LO
D
L
O
D
LOD
LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LODLOD LOD LOD LOD
6
1
0
620 630 640 650660 670 680 690
6
3
0
6
4
0
700
6
5
0
6
6
0
6
7
0
6
8
0
6
2
0
660 670
9
0
0
0
9
0
0
1
9
0
0
3
9
0
0
4
9
0
0
5
9
0
0
6
9
0
0
7
9
0
0
8
9
0
1
0
9
0
1
1
9
0
1
2
9
0
1
3
9
0
1
4
9
0
1
5
9
0
1
7
9
0
1
8
9
0
1
9
9
0
2
0
9
0
2
2
9
0
2
3
9
0
2
4
9
0
3
3
9
0
3
4
9
0
3
5
9
0
3
6
9
0
3
7
9
0
3
8
9
0
3
9
9
0
4
0
9
0
4
1
9
0
4
2
9
0
4
3
9
0
4
4
9
0
4
5
9
0
4
6
9
0
4
7
9
0
4
8
9
0
4
9
9
0
5
0
9
0
5
1
9
0
5
2
9
0
5
3
9
0
5
4
9
0
5
5
9
0
5
6
9
0
5
7
9
0
5
8
9
0
5
9
9
0
6
0
9
0
6
1
9
0
6
2
9
0
6
3
9
0
6
4
9
0
6
5
9
0
6
6
9
0
6
7
9
0
6
8
9
0
6
9
9
0
7
0
9
0
7
1
9
0
7
2
9
0
7
3
9
0
7
4
9
0
7
5
9
0
7
6
9
0
7
7
9
0
7
8
9
0
7
9
9
0
8
0
9
0
8
1
9
0
8
2
9
0
8
3
9
0
8
4
9
0
8
5
9
0
8
6
9
0
8
7
9
0
8
8
9
0
8
9
9
0
9
0
9
0
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1
9
0
9
2
9
0
9
3
9
0
9
4
9
0
9
5
9
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9
6
9
0
9
7
9
1
1
3
9
1
1
4
9
1
1
5
9
1
1
6
9
1
1
7
9
1
1
8
9
1
1
9
9
1
2
0
9
1
2
1
9
1
2
2
9
1
2
3
9
1
2
4
9
1
2
5
9
1
2
6
9
1
2
7
9
1
2
8
9
1
2
9
9
1
3
0
9
1
3
1
9
1
3
2
9
1
3
3
9
1
3
4
9
1
3
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9
1
3
6
9
1
3
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9
1
3
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1
4
7
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1
4
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1
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1
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9
1
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1
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1
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3
9
1
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5
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1
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1
5
8
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1
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1
6
0
9
1
6
1
9
1
6
2
9
1
6
3
9
1
6
4
9
1
6
5
9
1
6
6
9
1
6
7
9
1
6
8
9
1
7
0
9
1
7
1
9
1
7
2
9
1
7
3
9
1
7
4
9
1
7
5
9
1
7
6
9
1
7
7
9
1
7
8
9
1
7
9
9
1
8
0
9
1
8
1
9
1
8
4
9
1
8
5
9
1
8
6
9
1
9
5
9
1
9
6
9
1
9
7
9
1
9
8
9
1
9
9
9
2
0
0
9
2
0
1
9
2
0
2
9
2
0
3
9
2
0
4
9
2
0
5
9
2
0
6
9
2
0
7
9
2
0
8
9
2
0
9
9
2
1
0
9
2
1
1
9
2
1
2
9
2
1
3
9
2
1
4
9
2
1
5
9
2
1
6
9
2
1
7
9
2
1
9
9
2
2
0
9
2
2
1
9
2
2
2
9
2
2
3
5
0
0
9
5
0
1
0
5
0
1
1
5
0
1
2
5
0
1
3
5
0
1
4
5
0
1
5
5
0
1
6
SCS ENGINEERS, PC
2520 WHITEHALL PARK DRIVE, SUITE 450
CHARLOTTE, NORTH CAROLINA 28273
PHONE: [phone] FAX: [phone]
1
1
SUBGRADE/BASEGRADE
VERTICAL SEPARATION CERTIFICATION
GREAT OAK LANDFILL
WASTE MANAGEMENT OF CAROLINAS, INC.CELL 1A & 1B
P
O
I
N
T

I
D
E
N
T
I
F
I
E
R
C
E
L
L

L
I
M
I
T
S
A
P
P
R
O
X
I
M
A
T
E

L
I
M
I
T
S

O
F

B
E
D
R
O
C
K
E
R
O
S
I
O
N

C
O
N
T
R
O
L

S
T
R
U
C
T
U
R
E
S
8
4
0
S
C
A
L
E

I
N

F
E
E
T
2
0
0
4
0
Appendix C
HDPE Geomembrane (Secondary and Primary)
Appendix C-1
MQC Certifications
Cust:Waste Management-South Doc#: 34973
PO#:tbg Great Oak LF
Dest:Randleman, NC
18 rolls 60HD micro (505)
4 rolls 60HD micro (540)
roll # width length area check weld rod qty (if ordered) wgt resin lot #
ft. ft. ft². lbs.
G14B401012 23 505 11,615 60HD micro 22tot 1 3596 H8241053
G15A387092 23 505 11,615 60HD micro 22tot 2 3508 HFH710990
G15A391004 23 505 11,615 60HD micro 22tot 3 3502 HFH710990
G15A391009 23 505 11,615 60HD micro 22tot 4 3488 HFH710990
G15A391014 23 505 11,615 60HD micro 22tot 5 3506 HFH710900
G15A392019 23 505 11,615 60HD micro 22tot 6 3484 HFH710900
G15A392024 23 505 11,615 60HD micro 22tot 7 3484 HFH710900
G15A393029 23 505 11,615 60HD micro 22tot 8 3500 HFH710900
G15A393034 23 505 11,615 60HD micro 22tot 9 3484 HFH710900
G15A393039 23 505 11,615 60HD micro 22tot 10 3490 HFH710900
G15A394044 23 505 11,615 60HD micro 22tot 11 3500 HFH710900
G15A394049 23 505 11,615 60HD micro 22tot 12 3482 HFH710900
G15A394054 23 505 11,615 60HD micro 22tot 13 3490 HFH710900
G15A395064 23 505 11,615 60HD micro 22tot 14 3498 HFH710900
G15F356088 23 505 11,615 60HD micro 22tot 15 3518 HFG711360
G15F356089 23 505 11,615 60HD micro 22tot 16 3522 HFG711360
G15F357094 23 505 11,615 60HD micro 22tot 17 3514 HFG711360
G15F357100 23 505 11,615 60HD micro 22tot 18 3518 HFG711360
G16B000416 23 540 12,420 60HD micro 22tot 19 3780 HFN820390
G16B000988 23 540 12,420 60HD micro 22tot 20 3846 HFN820060
G16B003224 23 540 12,420 60HD micro 22tot 21 3832 HGG710910
G16B003901 23 540 12,420 60HD micro 22tot 22 3903 HGJ610770
258,750
waiting on conformance instructions TRI-TX
English
WM Great Oak LF, Randleman, NC doc 34973 list (22m) mixed.xls Page 1

60 HD MICROSPIKEH8241053G14B401012ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
300 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
195
.945
.24
2.3
10 in Category 1
135
PASS
137
15727
24
Asperity
ASTM D7466
Top
Bottom
36
32
mil
mil
Grade K307
2465
2289
2974
2611
16
14
388
515
52
48213.5
600.5
Smooth Edge ASTM D1004 Average Tear lbs.45
9/29/2014
psi
psi
TD ppiN/mm 148
ppi
26
MD N/mm 17831
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N231.3
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.91
.81
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.7
1.5
54
66
59

60 HD MICROSPIKEHFH710990G15A387092ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
193
.947
.25
2.5
10 in Category 1
132
PASS
150
20235
26
Asperity
ASTM D7466
Top
Bottom
30
38
mil
mil
Grade:K307
2629
2504
3544
3362
17
14
494
601
60
54240.2
587.1
Smooth Edge ASTM D1004 Average Tear lbs.56
9/20/2015
psi
psi
TD ppiN/mm 158
ppi
28
MD N/mm 21337
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N266.9
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.76
.97
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.5
1.5
56
60
58

60 HD MICROSPIKEHFH710990G15A391004ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
193
.947
.25
2.5
10 in Category 1
127
PASS
142
20235
25
Asperity
ASTM D7466
Top
Bottom
28
33
mil
mil
Grade:K307
2593
2366
3261
3363
16
15
476
594
58
57253.5
564.9
Smooth Edge ASTM D1004 Average Tear lbs.52
9/21/2015
psi
psi
TD ppiN/mm 156
ppi
27
MD N/mm 19634
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N258.0
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.71
.84
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.6
1.5
55
64
58

60 HD MICROSPIKEHFH710990G15A391009ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
193
.944
.25
2.1
10 in Category 1
128
PASS
138
20536
24
Asperity
ASTM D7466
Top
Bottom
31
37
mil
mil
Grade:K307
2619
2304
3513
3420
16
15
480
612
53
55244.6
569.3
Smooth Edge ASTM D1004 Average Tear lbs.52
9/21/2015
psi
psi
TD ppiN/mm 157
ppi
28
MD N/mm 21137
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N235.7
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.79
.94
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.6
1.5
56
63
58

60 HD MICROSPIKEHFH710900G15A391014ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
198
.943
.24
2.6
10 in Category 1
128
PASS
147
19234
26
Asperity
ASTM D7466
Top
Bottom
32
38
mil
mil
Grade:K307
2616
2446
3285
3204
19
16
459
605
58
58258.0
569.3
Smooth Edge ASTM D1004 Average Tear lbs.51
9/21/2015
psi
psi
TD ppiN/mm 157
ppi
27
MD N/mm 19735
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N258.0
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.81
.97
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.5
1.5
56
61
59

60 HD MICROSPIKEHFH710900G15A392019ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
198
.943
.24
2.4
10 in Category 1
133
PASS
139
20135
24
Asperity
ASTM D7466
Top
Bottom
30
34
mil
mil
Grade:K307
2452
2319
3169
3348
14
14
471
594
54
56249.1
591.6
Smooth Edge ASTM D1004 Average Tear lbs.51
9/22/2015
psi
psi
TD ppiN/mm 147
ppi
26
MD N/mm 19033
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N240.2
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.76
.86
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.5
1.5
55
60
57

60 HD MICROSPIKEHFH710900G15A392024ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
198
.943
.24
2.4
10 in Category 1
133
PASS
141
18232
25
Asperity
ASTM D7466
Top
Bottom
32
36
mil
mil
Grade:K307
2499
2351
3137
3031
16
16
468
606
52
49218.0
591.6
Smooth Edge ASTM D1004 Average Tear lbs.47
9/22/2015
psi
psi
TD ppiN/mm 150
ppi
26
MD N/mm 18833
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N231.3
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.81
.91
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.5
1.5
54
60
57

60 HD MICROSPIKEHFH710900G15A393029ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
198
.945
.24
2.3
10 in Category 1
133
PASS
136
20235
24
Asperity
ASTM D7466
Top
Bottom
30
33
mil
mil
Grade:K307
2447
2263
3304
3366
17
15
461
627
51
52231.3
591.6
Smooth Edge ASTM D1004 Average Tear lbs.46
9/23/2015
psi
psi
TD ppiN/mm 147
ppi
26
MD N/mm 19835
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N226.8
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.76
.84
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.5
1.5
56
59
57

60 HD MICROSPIKEHFH710900G15A393034ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
198
.945
.24
2.5
10 in Category 1
128
PASS
149
19334
26
Asperity
ASTM D7466
Top
Bottom
31
35
mil
mil
Grade:K307
2652
2483
3543
3221
18
14
474
564
54
53235.7
569.3
Smooth Edge ASTM D1004 Average Tear lbs.49
9/23/2015
psi
psi
TD ppiN/mm 159
ppi
28
MD N/mm 21337
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N240.2
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.79
.89
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.6
1.5
54
61
57

60 HD MICROSPIKEHFH710900G15A393039ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
198
.946
.24
2.5
10 in Category 1
126
PASS
148
20736
26
Asperity
ASTM D7466
Top
Bottom
30
32
mil
mil
Grade:K307
2796
2464
3389
3458
19
16
464
596
55
48213.5
560.4
Smooth Edge ASTM D1004 Average Tear lbs.51
9/23/2015
psi
psi
TD ppiN/mm 168
ppi
29
MD N/mm 20336
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N244.6
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.76
.81
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.5
1.5
56
59
58

60 HD MICROSPIKEHFH710900G15A394044ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
198
.946
.24
2.5
10 in Category 1
129
PASS
140
19434
25
Asperity
ASTM D7466
Top
Bottom
30
33
mil
mil
Grade:K307
2557
2340
3405
3233
16
15
474
565
55
61271.3
573.8
Smooth Edge ASTM D1004 Average Tear lbs.53
9/24/2015
psi
psi
TD ppiN/mm 153
ppi
27
MD N/mm 20436
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N244.6
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.76
.84
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.5
1.5
56
59
58

60 HD MICROSPIKEHFH710900G15A394049ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
198
.946
.24
2.4
10 in Category 1
127
PASS
149
19935
26
Asperity
ASTM D7466
Top
Bottom
33
35
mil
mil
Grade:K307
2529
2489
3169
3315
16
17
555
478
55
54240.2
564.9
Smooth Edge ASTM D1004 Average Tear lbs.51
9/24/2015
psi
psi
TD ppiN/mm 152
ppi
27
MD N/mm 19033
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N244.6
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.84
.89
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.5
1.4
55
60
57

60 HD MICROSPIKEHFH710900G15A394054ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
198
.944
.24
2.8
10 in Category 1
127
PASS
148
23140
26
Asperity
ASTM D7466
Top
Bottom
30
32
mil
mil
Grade:K307
2654
2472
3111
3845
16
15
446
558
58
59262.4
564.9
Smooth Edge ASTM D1004 Average Tear lbs.52
9/24/2015
psi
psi
TD ppiN/mm 159
ppi
28
MD N/mm 18733
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N258.0
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.76
.81
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.5
1.5
55
59
58

60 HD MICROSPIKEHFH710900G15A395064ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
198
.946
.24
2.0
10 in Category 1
128
PASS
137
20336
24
Asperity
ASTM D7466
Top
Bottom
32
37
mil
mil
Grade:K307
2390
2280
3491
3383
16
16
506
591
56
56249.1
569.3
Smooth Edge ASTM D1004 Average Tear lbs.54
9/25/2015
psi
psi
TD ppiN/mm 143
ppi
25
MD N/mm 20937
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N249.1
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.81
.94
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.5
1.5
55
61
58

60 HD MICROSPIKEHFG711360G15F356088ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
188
.947
.26
2.5
10 in Category 1
127
PASS
154
16128
27
Asperity
ASTM D7466
Top
Bottom
28
29
mil
mil
Grade:K307
2434
2560
3102
2677
15
15
429
535
60
63278.9
563.9
Smooth Edge ASTM D1004 Average Tear lbs.58
8/29/2015
psi
psi
TD ppiN/mm 146
ppi
26
MD N/mm 18633
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N266.4
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.71
.74
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.5
1.5
56
61
58

60 HD MICROSPIKEHFG711360G15F356089ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
188
.947
.26
2.5
10 in Category 1
127
PASS
154
16128
27
Asperity
ASTM D7466
Top
Bottom
28
29
mil
mil
Grade:K307
2434
2560
3102
2677
15
15
429
535
60
63278.9
563.9
Smooth Edge ASTM D1004 Average Tear lbs.58
8/29/2015
psi
psi
TD ppiN/mm 146
ppi
26
MD N/mm 18633
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N266.4
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.71
.74
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.6
1.5
55
62
58

60 HD MICROSPIKEHFG711360G15F357094ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
188
.945
.26
2.2
10 in Category 1
134
PASS
159
18031
28
Asperity
ASTM D7466
Top
Bottom
26
31
mil
mil
Grade:K307
2773
2643
3324
2993
15
16
447
522
59
59263.8
597.6
Smooth Edge ASTM D1004 Average Tear lbs.50
8/30/2015
psi
psi
TD ppiN/mm 166
ppi
29
MD N/mm 19935
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N262.4
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.66
.79
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.5
1.4
55
58
57

60 HD MICROSPIKEHFG711360G15F357100ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
153.926
7.01
1.52
505
23
188
.946
.26
2.2
10 in Category 1
130
PASS
151
18232
27
Asperity
ASTM D7466
Top
Bottom
28
30
mil
mil
Grade:K307
2805
2523
3136
3032
15
14
408
559
56
50222.4
578.2
Smooth Edge ASTM D1004 Average Tear lbs.59
8/30/2015
psi
psi
TD ppiN/mm 168
ppi
29
MD N/mm 18833
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N249.1
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.71
.76
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.6
1.5
56
63
59

60 HD MICROSPIKEHGN820390G16B000416ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
164.594
7.01
1.52
540
23
197
.943
.27
2.4
10 in Category 1
127
PASS
138
17731
24
Asperity
ASTM D7466
Top
Bottom
28
33
mil
mil
Grade:K307
2492
2302
3216
2949
17
13
453
547
51
50222.4
564.9
Smooth Edge ASTM D1004 Average Tear lbs.49
2/1/2016
psi
psi
TD ppiN/mm 150
ppi
26
MD N/mm 19334
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N226.8
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.71
.84
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.5
1.5
55
60
58

60 HD MICROSPIKEHFN820060G16B000988ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
164.594
7.01
1.52
540
23
197
.945
.26
2.5
10 in Category 1
132
PASS
146
19634
26
Asperity
ASTM D7466
Top
Bottom
31
30
mil
mil
Grade:K307
2620
2430
3363
3274
19
15
481
571
55
51224.6
587.6
Smooth Edge ASTM D1004 Average Tear lbs.50
3/24/2016
psi
psi
TD ppiN/mm 157
ppi
28
MD N/mm 20235
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N243.3
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.79
.76
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.4
1.6
1.5
57
63
59

60 HD MICROSPIKEHGG710910G16B003224ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
164.594
7.01
1.52
540
23
213
.946
.25
2.4
10 in Category 1
139
PASS
203
27348
35
Asperity
ASTM D7466
Top
Bottom
26
30
mil
mil
Grade:K307
4121
3377
3763
4543
22
18
482
582
72
67296.2
620.1
Smooth Edge ASTM D1004 Average Tear lbs.75
8/21/2016
psi
psi
TD ppiN/mm 247
ppi
43
MD N/mm 22640
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N322.2
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.66
.76
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.3
1.5
1.4
52
59
57

60 HD MICROSPIKEHGJ610770G16B003901ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute) Lo
= 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
164.594
7.01
1.52
540
23
214
.944
.23
2.4
10 in Category 1
140
PASS
187
21838
33
Asperity
ASTM D7466
Top
Bottom
27
31
mil
mil
Grade:K307
3163
3114
3971
3641
19
15
480
581
71
63280.2
622.7
Smooth Edge ASTM D1004 Average Tear lbs.63
10/15/2016
psi
psi
TD ppiN/mm 190
ppi
33
MD N/mm 23842
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N315.8
Waste Management-South
tbg Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm
mm
.69
.79
OA#:34973
Quality Control Department
Maria Coffey
METRIC ENGLISH
MIN:
MAX:
AVE:
mm mil
mm
mm
mil
mil
1.5
1.8
1.6
58
69
62
Product:
MARLEX POLYETHYLENE K307 BULK
Lot Number: H8241053 ____________________________________________________________________________
Property Test Method Value Unit____________________________________________________________________________
Melt Index ASTM D1238 0.24 g/10mi
HLMI Flow Rate ASTM D1238 20 g/10mi
Density D1505 or D4883 0.938 g/cm3
Pellet Count P02.08.03 25 pel/g
Production Date 08/27/2014____________________________________________________________________________

The data set forth herein have been carefully compiled by Chevron Phillips Chemical Company LP (CPChem).
However, there is no warranty of any kind, either expressed or implied, applicable to its use, and the user assumes
all risk and liability in connection therewith.
Troy Griffin
Quality Systems Coordinator
For CoA questions contact Customer Service Representative at [phone]
AGRU AMERICA INC:GEORGETOWN
500 GARRISON RD
GEORGETOWN SC 29440-9688
USA
Recipient: PALMER
Fax:
CoA Date: 09/10/2014
Delivery #: 88919311
Page 1 of 1
PO #: 008647
Weight: 174400 LB
Ship Date: 09/10/2014
Package: BULK
Mode: Hopper Car
Car #: CHVX891151
Seal No: 12346
Shipped To:
Certificate of Analysis
Product:
MARLEX POLYETHYLENE K307 BULK
Lot Number: HFH710990 ____________________________________________________________________________
Property Test Method Value Unit____________________________________________________________________________
Melt Index ASTM D1238 0.25 g/10mi
HLMI Flow Rate ASTM D1238 21 g/10mi
Density D1505 or D4883 0.938 g/cm3
Pellet Count P02.08.03 27 pel/g
Production Date 08/26/2015____________________________________________________________________________

The data set forth herein have been carefully compiled by Chevron Phillips Chemical Company LP (CPChem).
However, there is no warranty of any kind, either expressed or implied, applicable to its use, and the user assumes
all risk and liability in connection therewith.
Troy Griffin
Quality Systems Coordinator
For CoA questions contact Customer Service Representative at [phone]
AGRU AMERICA INC:GEORGETOWN
500 GARRISON RD
GEORGETOWN SC 29440
USA
Recipient: PALMER
Fax:
CoA Date: 08/28/2015
Delivery #: 89115884
Page 1 of 1
PO #: 009660
Weight: 193200 LB
Ship Date: 08/28/2015
Package: BULK
Mode: Hopper Car
Car #: CHVX891128
Seal No: 30840
Shipped To:
Certificate of Analysis
Product:
MARLEX POLYETHYLENE K307 BULK
Lot Number: HFH710900 ____________________________________________________________________________
Property Test Method Value Unit____________________________________________________________________________
Melt Index ASTM D1238 0.24 g/10mi
HLMI Flow Rate ASTM D1238 20 g/10mi
Density D1505 or D4883 0.937 g/cm3
Pellet Count P02.08.03 26 pel/g
Production Date 08/24/2015____________________________________________________________________________

The data set forth herein have been carefully compiled by Chevron Phillips Chemical Company LP (CPChem).
However, there is no warranty of any kind, either expressed or implied, applicable to its use, and the user assumes
all risk and liability in connection therewith.
Troy Griffin
Quality Systems Coordinator
For CoA questions contact Customer Service Representative at [phone]
AGRU AMERICA INC:GEORGETOWN
500 GARRISON RD
GEORGETOWN SC 29440
USA
Recipient: PALMER
Fax:
CoA Date: 08/27/2015
Delivery #: 89115031
Page 1 of 1
PO #: 009660
Weight: 194100 LB
Ship Date: 08/27/2015
Package: BULK
Mode: Hopper Car
Car #: PSPX002109
Seal No: 9314
Shipped To:
Certificate of Analysis
Product:
MARLEX POLYETHYLENE K307 BULK
Lot Number: HFG711360 ____________________________________________________________________________
Property Test Method Value Unit____________________________________________________________________________
Melt Index ASTM D1238 0.26 g/10mi
HLMI Flow Rate ASTM D1238 21 g/10mi
Density D1505 or D4883 0.938 g/cm3
Pellet Count P02.08.03 25 pel/g
Production Date 08/01/2015____________________________________________________________________________

The data set forth herein have been carefully compiled by Chevron Phillips Chemical Company LP (CPChem).
However, there is no warranty of any kind, either expressed or implied, applicable to its use, and the user assumes
all risk and liability in connection therewith.
Troy Griffin
Quality Systems Coordinator
For CoA questions contact Customer Service Representative at [phone]
AGRU AMERICA INC:GEORGETOWN
500 GARRISON RD
GEORGETOWN SC 29440
USA
Recipient: PALMER
Fax:
CoA Date: 08/12/2015
Delivery #: 89106722
Page 1 of 1
PO #: 009660
Weight: 200400 LB
Ship Date: 08/12/2015
Package: BULK
Mode: Hopper Car
Car #: GACX201113
Seal No: 9268
Shipped To:
Certificate of Analysis
Product:
MARLEX POLYETHYLENE K307 BULK
Lot Number: HFN820390 ____________________________________________________________________________
Property Test Method Value Unit____________________________________________________________________________
Melt Index ASTM D1238 0.27 g/10mi
HLMI Flow Rate ASTM D1238 22 g/10mi
Density D1505 or D4883 0.937 g/cm3
Pellet Count P02.08.03 28 pel/g
Production Date 12/10/2015____________________________________________________________________________

The data set forth herein have been carefully compiled by Chevron Phillips Chemical Company LP (CPChem).
However, there is no warranty of any kind, either expressed or implied, applicable to its use, and the user assumes
all risk and liability in connection therewith.
Troy Griffin
Quality Systems Coordinator
For CoA questions contact Customer Service Representative at [phone]
AGRU AMERICA INC:GEORGETOWN
500 GARRISON RD
GEORGETOWN SC 29440
USA
Recipient: PALMER
Fax:
CoA Date: 12/28/2015
Delivery #: 89182166
Page 1 of 1
PO #: 010016
Weight: 179800 LB
Ship Date: 12/28/2015
Package: BULK
Mode: Hopper Car
Car #: PSPX002207
Seal No: 55503
Shipped To:
Certificate of Analysis
Product:
MARLEX POLYETHYLENE K307 BULK
Lot Number: HFN820060 ____________________________________________________________________________
Property Test Method Value Unit____________________________________________________________________________
Melt Index ASTM D1238 0.26 g/10mi
HLMI Flow Rate ASTM D1238 22 g/10mi
Density D1505 or D4883 0.938 g/cm3
Pellet Count P02.08.03 26 pel/g
Production Date 12/02/2015____________________________________________________________________________

The data set forth herein have been carefully compiled by Chevron Phillips Chemical Company LP (CPChem).
However, there is no warranty of any kind, either expressed or implied, applicable to its use, and the user assumes
all risk and liability in connection therewith.
Troy Griffin
Quality Systems Coordinator
For CoA questions contact Customer Service Representative at [phone]
AGRU AMERICA INC:GEORGETOWN
500 GARRISON RD
GEORGETOWN SC 29440
USA
Recipient: PALMER
Fax:
CoA Date: 03/03/2016
Delivery #: 89219346
Page 1 of 1
PO #: 010208
Weight: 179600 LB
Ship Date: 03/03/2016
Package: BULK
Mode: Hopper Car
Car #: CHVX890410
Seal No: 45420
Shipped To:
Certificate of Analysis
Product:
MARLEX POLYETHYLENE K307 BULK
Lot Number: HGG710910 ____________________________________________________________________________
Property Test Method Value Unit____________________________________________________________________________
Melt Index ASTM D1238 0.25 g/10mi
HLMI Flow Rate ASTM D1238 23 g/10mi
Density D1505 or D4883 0.937 g/cm3
Pellet Count P02.08.03 28 pel/g
Production Date 07/25/2016____________________________________________________________________________

The data set forth herein have been carefully compiled by Chevron Phillips Chemical Company LP (CPChem).
However, there is no warranty of any kind, either expressed or implied, applicable to its use, and the user assumes
all risk and liability in connection therewith.
Troy Griffin
Quality Systems Coordinator
For CoA questions contact Customer Service Representative at [phone]
AGRU AMERICA INC:GEORGETOWN
500 GARRISON RD
GEORGETOWN SC 29440
USA
Recipient: PALMER
Fax:
CoA Date: 08/06/2016
Delivery #: 89307420
Page 1 of 1
PO #: 010631
Weight: 197500 LB
Ship Date: 08/06/2016
Package: BULK
Mode: Hopper Car
Car #: CPCX814423
Seal No: 50614
Shipped To:
Certificate of Analysis
Product:
MARLEX K307 POLYETHYLENE in Bulk
Lot Number: HGJ610770 ____________________________________________________________________________
Property Test Method Value Unit____________________________________________________________________________
Melt Index ASTM D1238 0.24 g/10mi
HLMI Flow Rate ASTM D1238 21 g/10mi
Density D1505 or D4883 0.938 g/cm3
Pellet Count P02.08.03 28 pel/g
Production Date 09/17/2016____________________________________________________________________________

The data set forth herein have been carefully compiled by Chevron Phillips Chemical Company LP (CPChem).
However, there is no warranty of any kind, either expressed or implied, applicable to its use, and the user assumes
all risk and liability in connection therewith.
Troy Griffin
Quality Systems Coordinator
For CoA questions contact Customer Service Representative at [phone]
AGRU AMERICA INC:GEORGETOWN
500 GARRISON RD
GEORGETOWN SC 29440
USA
Recipient: PALMER
Fax:
CoA Date: 09/20/2016
Delivery #: 89330176
Page 1 of 1
PO #: 010722
Weight: 178800 LB
Ship Date: 09/20/2016
Package: BULK
Mode: Hopper Car
Car #: CEFX054173
Seal No: 78057
Shipped To:
Certificate of Analysis

June 8, 2012 Grant Palmer
Agru America 500 Garrison Road
Georgetown, SC 29440
Dear Grant:

This letter is to report the final results of oven-aging and UV-aging tests (according to GRI-GM13 and GRI-GM17) on Agru America sheet samples that you provided to us in 2011. These tests were
performed by CPChem’s Materials Evaluation Laboratory in Bartlesville, OK. The tests were completed April 2012.

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

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

Oven-Aging Results

Sample

Initial HP-OIT
(min)
HP-OIT Value
after Oven
Aging (min)

% HP-OIT
Retained
GRI-GM13 or GRI-
GM17 % Retained
Requirement
40 mil LLDPE Roll #
346550-11 from Marlex®
7104 Polyethylene Lot #
CBC810430

659

572

87

60
60 mil HDPE Roll #
447108-11 from Marlex®
K307 Polyethylene Lot #
71-1-1104

1136

994

88

80

UV-Aging Results

Sample

Initial HP-OIT
(min)
HP-OIT Value
after UV
Aging (min)

% HP-OIT
Retained
GRI-GM13 or GRI-
GM17 % Retained
Requirement
40 mil LLDPE Roll #
346550-11 from Marlex®
7104 Polyethylene Lot #
CBC810430

659

449

68

35
60 mil HDPE Roll #
447108-11 from Marlex®
K307 Polyethylene Lot
# 71-1-1104

1136

924

81

50

Lili Cui, Ph.D., Geomembrane Technical Service & Applications Development
Room 154 PTC  Bartlesville, OK 74004
918-661-1897  [e-mail]  Fax: [phone]  www.cpchem.com

LC 06/08/12 Page 2

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

If you have any questions, please call me at 918-661-1897.

Sincerely,

Lili Cui, Ph.D.
Geomembrane Technical Service & Applications Development

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

July 10, 2013

Grant Palmer
Agru America
500 Garrison Road
Georgetown, SC 29440

Dear Grant:

Per your request for this information, there has been no change to the additive formulation specifications
of Marlex® 7104 and Marlex® K307 polyethylene resins since GRI-GM13 and GRI-GM17 oven- and UV-
aging testing was performed on Agru America sheet from these resins in December 2012.

If you have any questions, please call me at 918-977-4685.

Sincerely,
Lili Cui, Ph.D.
Polyethylene Tech Service and Applications Development

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

Lili Cui, Polyethylene Tech Service and Applications Development
Room 154 PTC  Bartlesville, OK 74003
918-977- 4685 [e-mail] Fax: [phone]  www.cpchem.com

Doc#: 34973Cust: Waste Management-South
PO#: 1000032943 Great Oak LF
Dest: Randleman, NC
18 rolls 60HD micro (505)
4 rolls 60HD micro (540)
roll # width length area check weld rod qty (if ordered)wgt resin lot #
ft. ft. ft².lbs.
waiting on conformance instructions TRI-TX
English
G16B004086 23 520 11,960 3786 HGJ610920
WM Great Oak LF, Randleman, NC doc 34973 list (22m) mixed.xls Page 1

60 HD MICROSPIKEHGJ610920G16B004086ROLL #:LOT #:LINER TYPE:
Thickness
Measurement
ASTM D5994
(Modified)
METRIC ENGLISH
mm mil
mm
mm
mil
mil
Thickness:
Length:
Width:
m
m
feet
feet
Specific Gravity
ASTM D792
MFI ASTM D1238 COND. E Melt Flow Index 190C/2160 g - g/10 min
Carbon Black Content ASTM D4218 Range
Carbon Black Dispersion ASTM D5596 Category
Tensile Strength
ASTM D6693
(2 inches / minute)
MD
TD
Tensile Elongation
ASTM D6693
(2 inches / minute)
Lo = 1.3" Yield
Lo = 2.0" Break
Average Elongation @ Yield
Average Elongation @Break
Tear Resistance
ASTM D1004 (Modified)Average Tear Resistance
Puncture Resistance
ASTM D4833 (Modified)Average Peak Load
Notched Constant Tensile Load
ASTM D5397 Pass/Fail @ 30%
Customer:
PO:
Destination:
Production Date:
Signature:
g/cc
%
%
%
N
N
500 Hrs.
ppi
ppi
psi
psi
OIT(Standard) ASTM D 3895 minutes
lbs.
lbs.
N/mm
N/mm
mm mil60
158.498
7.01
1.52
520
23
204
.943
.18
2.4
10 in Category 1
125
PASS
155
19133
27
Asperity
ASTM D7466
Top 28 mil
Grade:K307
2779
2586
3540
3181
18
14
490
563
57
54240.2
556.0
Smooth Edge ASTM D1004 Average Tear lbs.51
10/28/2016
psi
psi
TD ppiN/mm 167
ppi
29
MD N/mm 21237
Average Strength @ Yield
Average Strength @ Break
MD
TD
%
%
MD
TD
MD
TD
lbs.N253.5
Waste Management-South
1000032943 Great Oak LF
Randleman, NC
Average
METRIC ENGLISH
Average Density
mm.71
OA#:34973
Quality Control Department
Maria Coffey
MIN:54
MAX:66
AVE:59
1.4
1.7
1.5
mm
mm
mm
Bottom 32 milmm.81
Dimensional Stability
ASTM D1204 (Modified)Average Dimensional Change %-0.28
Product:
MARLEX K307 POLYETHYLENE in Bulk
Lot Number: HGJ610920 ____________________________________________________________________________
Property Test Method Value Unit____________________________________________________________________________
Melt Index ASTM D1238 0.18 g/10mi
HLMI Flow Rate ASTM D1238 19 g/10mi
Density D1505 or D4883 0.938 g/cm3
Pellet Count P02.08.03 26 pel/g
Production Date 09/20/2016____________________________________________________________________________

The data set forth herein have been carefully compiled by Chevron Phillips Chemical Company LP (CPChem).
However, there is no warranty of any kind, either expressed or implied, applicable to its use, and the user assumes
all risk and liability in connection therewith.
Troy Griffin
Quality Systems Coordinator
For CoA questions contact Customer Service Representative at [phone]
AGRU AMERICA INC:GEORGETOWN
500 GARRISON RD
GEORGETOWN SC 29440
USA
Recipient: PALMER
Fax:
CoA Date: 10/03/2016
Delivery #: 89337078
Page 1 of 1
PO #: 010825
Weight: 177300 LB
Ship Date: 10/03/2016
Package: BULK
Mode: Hopper Car
Car #: CPCX814363
Seal No: 78177
Shipped To:
Certificate of Analysis

June 17, 2015
Grant Palmer
Agru America
500 Garrison Road
Georgetown, SC 29440

Dear Grant:

This letter is to report the final results of oven-aging and UV-aging tests (according to GRI-GM13 and
GRI-GM17) on Agru America black sheet samples that you provided to us recently. These tests were
performed by CPChem’s Materials Evaluation Laboratory in Bartlesville, OK. The tests were completed
June 2015.

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

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

Oven-Aging Results

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

1066

883

83

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

512

422

82

60

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

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

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

1066

930

87

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

512

351

69

35

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

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

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

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

Appendix C-2
CQA Conformance Testing Results
Mail To:Bill To:
John Workman <= Same
Waste Management, Inc
email: [e-mail]
cc email: [e-mail]
Dear Mr. Workman:
Thank you for consulting TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs.
TRI is pleased to submit this final report of the laboratory testing for the sample(s) listed below.
Project:Great Oak Landfill
TRI Job Reference Number:25894
Material(s) Tested:Three, Agru 60 mil MicroSpike HDPE Geomembrane
Test(s) Requested:Thickness (ASTM D 5994)
Asperity Height (ASTM D 7466)
Density (ASTM D 1505)
Carbon Black Content (ASTM D 4218)Carbon Dispersion (ASTM D 5596)Tensile Properties (ASTM D 6693)
Puncture Strength (ASTM D 4833)
If you have any questions or require any additional information, please call us at 1-800-880-8378
Sincerely,
Mansukh Patel
Laboratory ManagerGeosynthetic Services Divisionwww.GeosyntheticTesting.com
*Signature is on file
December 7, 2016
Page 1 of 4
GEOMEMBRANE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Agru 60 mil MicroSpike HDPE Geomembrane
Sample Identification: G14B401012
TRI Log #: 25894
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Thickness (ASTM D 5994)
Thickness (mils)60 62 64 61 65 65 62 63 68 66 64 2
60 << min
Asperity Height (ASTM D 7466)
Asperity Height (mils) - Side A 34 32 35 28 29 29 31 29 31 28 30 2
Asperity Height (mils) - Side B 33 36 34 35 33 33 34 33 35 31 34 1
Side A - Shiny Side Side B - Dull Side
Density (ASTM D 1505)
Density (g/cm3)0.947 0.948 0.948 0.948 0.001
Carbon Black Content (ASTM D 4218)
% Carbon Black 2.45 2.46 2.46 0.01
Carbon Black Dispersion (ASTM D 5596)
Rating - 1st field view 1 1 1 1 1
Rating - 2nd field view 1 1 1 1 1
Tensile Properties (ASTM D 6693, 2 ipm strain rate)
MD Yield Strength (ppi)173 165 164 155 156 163 7
TD Yield Strength (ppi)187 166 165 172 158 170 11
MD Break Strength (ppi)181 199 164 198 153 179 20
TD Break Strength (ppi)193 178 162 190 156 176 16
MD Yield Elongation (%)23 23 23 26 22 23 2
TD Yield Elongation (%)16 18 16 16 16 16 1
MD Break Elongation (%)357 397 409 407 352 384 28
TD Break Elongation (%)479 477 461 523 444 477 29
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs)145 145 144 144 142 144 1
MD Machine Direction TD Transverse Direction
Page 2 of 4
GEOMEMBRANE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Agru 60 mil MicroSpike HDPE Geomembrane
Sample Identification: G15A393029
TRI Log #: 25894
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Thickness (ASTM D 5994)
Thickness (mils)61 61 63 68 67 62 68 62 60 62 64 3
60 << min
Asperity Height (ASTM D 7466)
Asperity Height (mils) - Side A 33 32 29 31 31 32 32 31 29 33 31 1
Asperity Height (mils) - Side B 28 26 28 26 30 31 26 27 28 30 28 2
Side A - Shiny Side Side B - Dull Side
Density (ASTM D 1505)
Density (g/cm3)0.947 0.947 0.948 0.947 0.001
Carbon Black Content (ASTM D 4218)
% Carbon Black 2.39 2.40 2.40 0.01
Carbon Black Dispersion (ASTM D 5596)
Rating - 1st field view 1 1 1 1 1
Rating - 2nd field view 1 1 1 1 1
Tensile Properties (ASTM D 6693, 2 ipm strain rate)
MD Yield Strength (ppi)141 148 160 160 157 153 8
TD Yield Strength (ppi)174 172 181 148 147 164 16
MD Break Strength (ppi)178 159 245 231 256 214 43
TD Break Strength (ppi)116 198 188 183 166 170 32
MD Yield Elongation (%)23 23 28 25 25 25 2
TD Yield Elongation (%)16 14 16 17 18 16 1
MD Break Elongation (%)457 369 421 449 69 353 162
TD Break Elongation (%)59 610 561 571 547 470 231
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs)145 145 149 148 143 146 3
MD Machine Direction TD Transverse Direction
Page 3 of 4
GEOMEMBRANE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Agru 60 mil MicroSpike HDPE Geomembrane
Sample Identification: G15F357100
TRI Log #: 25894
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Thickness (ASTM D 5994)
Thickness (mils)62 63 60 62 63 66 65 65 66 66 64 2
60 << min
Asperity Height (ASTM D 7466)
Asperity Height (mils) - Side A 25 28 24 23 32 28 31 29 29 29 28 3
Asperity Height (mils) - Side B 25 24 25 23 26 23 29 27 28 25 25 2
Side A - Shiny Side Side B - Dull Side
Density (ASTM D 1505)
Density (g/cm3)0.949 0.949 0.949 0.949 0.000
Carbon Black Content (ASTM D 4218)
% Carbon Black 2.30 2.23 2.27 0.05
Carbon Black Dispersion (ASTM D 5596)
Rating - 1st field view 1 1 1 1 1
Rating - 2nd field view 1 1 1 1 1
Tensile Properties (ASTM D 6693, 2 ipm strain rate)
MD Yield Strength (ppi)165 159 156 161 169 162 5
TD Yield Strength (ppi)177 174 160 177 151 168 12
MD Break Strength (ppi)215 203 184 132 218 190 35
TD Break Strength (ppi)185 183 174 132 114 158 32
MD Yield Elongation (%)23 22 19 19 23 21 2
TD Yield Elongation (%)14 14 16 16 18 16 2
MD Break Elongation (%)449 418 525 141 412 389 146
TD Break Elongation (%)565 559 559 215 348 449 160
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs)135 134 139 135 140 137 3
MD Machine Direction TD Transverse Direction
Page 4 of 4
Mail To:Bill To:
John Workman <= Same
Waste Management, Inc
email: [e-mail]
cc email: [e-mail]
Dear Mr. Workman:
Thank you for consulting TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs.
TRI is pleased to submit this final report of the laboratory testing for the sample(s) listed below.
Project:Great Oak Landfill
TRI Job Reference Number:26096
Material(s) Tested:One, Agru 60 mil MicroSpike HDPE Geomembrane
Test(s) Requested:Thickness (ASTM D 5994)
Asperity Height (ASTM D 7466)
Density (ASTM D 1505)
Carbon Black Content (ASTM D 4218)Carbon Dispersion (ASTM D 5596)Tensile Properties (ASTM D 6693)
Puncture Strength (ASTM D 4833)
If you have any questions or require any additional information, please call us at 1-800-880-8378
Sincerely,
Mansukh Patel
Laboratory ManagerGeosynthetic Services Divisionwww.GeosyntheticTesting.com
*Signature is on file
December 19, 2016
Page 1 of 2
GEOMEMBRANE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Agru 60 mil MicroSpike HDPE Geomembrane
Sample Identification: G16B004086
TRI Log #: 26096
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Thickness (ASTM D 5994)
Thickness (mils)65 63 62 61 61 62 62 66 67 65 63 2
61 << min
Asperity Height (ASTM D 7466)
Asperity Height (mils) - Side A 33 32 30 29 29 30 33 32 30 32 31 2
Asperity Height (mils) - Side B 31 29 28 26 28 29 32 29 25 26 28 2
Side A - Shiny Side Side B - Dull Side
Density (ASTM D 1505)
Density (g/cm3)0.947 0.947 0.947 0.947 0.000
Carbon Black Content (ASTM D 4218)
% Carbon Black 2.45 2.39 2.42 0.04
Carbon Black Dispersion (ASTM D 5596)
Rating - 1st field view 1 1 1 1 1
Rating - 2nd field view 1 1 1 1 1
Tensile Properties (ASTM D 6693, 2 ipm strain rate)
MD Yield Strength (ppi)168 176 162 161 151 164 9
TD Yield Strength (ppi)195 164 158 177 177 174 14
MD Break Strength (ppi)199 268 230 203 284 237 38
TD Break Strength (ppi)194 165 169 186 167 176 13
MD Yield Elongation (%)23 26 23 20 22 23 2
TD Yield Elongation (%)14 17 18 16 17 16 2
MD Break Elongation (%)451 457 459 517 448 466 29
TD Break Elongation (%)511 454 510 522 435 486 39
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs)133 142 145 145 144 142 5
MD Machine Direction TD Transverse Direction
Page 2 of 2
Appendix C-3
Destructive Seam Testing Results
Secondary Liner Destruct Seam Results
Date: 2016-12-06
Mail To:Bill To:
John Workman
Waste Management Inc
, ,
Waste Management Inc
e-mail:
[e-mail] [e-mail] [e-mail] [e-mail]
Dear Mr. Workman,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Great Oak 1B
TRI Job Reference Number:25922
Material(s) Tested:(20) Heat Fusion Weld Seam(s)
(2) Single Extrusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
James Burgess
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 12
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:25922
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-1 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)101 96 86 96 97 95
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)106 112 100 101 117 107
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)157 156 152 156 155 155
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-2 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)94 97 98 100 97 97
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)119 117 101 117 118 114
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)152 152 151 153 154 152
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 12
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:25922
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-3 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)111 114 112 104 110 110
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)119 108 121 106 120 115
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)166 167 163 169 169 167
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-4 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)127 124 113 112 118 119
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)118 112 107 121 110 114
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)151 152 148 153 153 151
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 12
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:25922
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-5 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)127 116 124 115 125 121
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)117 122 119 129 124 122
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)151 152 146 150 147 149
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-6 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)130 131 122 117 136 127
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)125 131 134 133 129 130
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)168 171 170 175 163 169
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 12
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:25922
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-7 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)127 117 109 111 110 115
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)123 124 112 121 121 120
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)153 157 160 159 145 155
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-8 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)121 139 105 131 138 127
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)145 145 134 127 141 138
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)166 156 162 168 164 163
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 12
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:25922
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-9 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)116 115 119 108 118 115
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)125 127 126 137 132 129
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)158 158 160 154 158 158
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-10 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)108 111 109 112 110 110
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)118 111 107 124 127 117
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)160 160 155 158 158 158
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 6 of 12
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:25922
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-11 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)97 96 96 108 107 101
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)105 109 104 115 111 109
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)154 155 156 152 145 152
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-12 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)108 125 122 123 120 120
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)110 146 144 151 147 140
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)177 176 178 176 172 176
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 7 of 12
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:25922
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-13 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)119 116 123 119 123 120
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)128 121 127 126 123 125
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)167 167 163 168 165 166
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-14 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)116 134 120 118 127 123
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)142 149 144 153 148 147
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)177 175 172 174 174 174
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 8 of 12
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:25922
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-15 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)118 128 132 130 122 126
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)135 139 142 135 140 138
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)172 171 166 172 169 170
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-16 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)116 120 120 116 113 117
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)141 129 144 128 134 135
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)167 166 164 168 167 166
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 9 of 12
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:25922
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-17 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)120 114 113 121 106 115
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)143 130 133 126 130 132
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)156 153 157 162 159 157
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-18 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)135 141 138 136 142 138
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)130 92 112 135 148 123
Peel Incursion (%)<5 90 <5 <5 <5
Peel Locus Of Failure Code SE AD-BRK SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)156 160 152 158 158 157
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 10 of 12
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:25922
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-19 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)101 97 102 99 97 99
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)121 112 118 113 114 116
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)167 165 163 169 165 166
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-20 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)113 111 113 112 107 111
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)109 111 122 127 108 115
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)159 158 155 160 156 158
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 11 of 12
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS - SINGLE TRACK
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:25922
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DXS-1 | Weld: Single Extrusion
Side: Peel Peel
Peel Strength (ppi)132 132 112 103 129 122
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)150 154 152 152 148 151
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DXS-2 | Weld: Single Extrusion
Side: Peel Peel
Peel Strength (ppi)111 125 111 103 126 115
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)150 153 153 150 153 152
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 12 of 12
Date: 2016-12-08
Mail To:Bill To:
John Workman
Waste Management Inc
, ,
Waste Management Inc
e-mail:
[e-mail] [e-mail] [e-mail] [e-mail]
Dear Mr. Workman,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Great Oak 1B
TRI Job Reference Number:25957
Material(s) Tested:(2) Heat Fusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
James Burgess
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 2
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:25957
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-18A1 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)132 134 129 126 132 131
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)124 110 102 108 120 113
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)154 159 154 158 149 155
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-18B1 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)103 113 109 119 109 111
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)111 105 110 105 119 110
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)147 144 145 146 140 144
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 2
Date: 2016-12-13
Mail To:Bill To:
John Workman
Waste Management Inc
, ,
Waste Management Inc
e-mail:
[e-mail] [e-mail] [e-mail] [e-mail]
Dear Mr. Workman,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Great Oak 1B
TRI Job Reference Number:26024
Material(s) Tested:(13) Heat Fusion Weld Seam(s)
(2) Single Extrusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
James Burgess
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26024
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-21 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)106 108 107 113 111 109
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)130 130 135 134 135 133
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)172 173 162 164 166 167
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-22 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)120 123 143 122 127 127
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)135 144 147 135 133 139
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)177 171 176 174 173 174
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26024
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-23 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)112 111 109 106 109 109
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)131 117 126 126 118 124
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)171 175 166 170 173 171
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-24 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)167 148 163 147 154 156
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)140 150 159 142 149 148
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)173 180 171 178 169 174
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26024
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-25 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)140 119 121 118 121 124
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)131 141 137 134 140 137
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)171 169 174 170 173 171
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-26 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)118 117 116 131 112 119
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)127 126 152 117 115 127
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)154 158 162 158 161 159
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26024
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-27 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)130 120 119 117 120 121
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)135 137 134 138 138 136
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)168 166 168 171 165 168
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-28 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)111 117 140 105 142 123
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)136 136 140 132 136 136
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)152 157 150 154 154 153
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26024
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-29 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)116 126 131 127 128 126
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)122 129 129 129 124 127
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)165 167 165 163 168 166
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-30 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)129 127 129 131 130 129
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)131 119 135 138 128 130
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)151 152 149 147 147 149
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 6 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26024
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-31 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)108 99 97 97 98 100
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)117 98 127 122 119 117
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)152 148 148 148 148 149
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-32 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)136 137 138 141 142 139
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)135 144 131 133 150 139
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)151 154 155 156 158 155
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 7 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26024
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-33 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)107 100 101 101 102 102
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)127 114 107 114 117 116
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)146 145 144 148 148 146
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 8 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS - SINGLE TRACK
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26024
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DXS-3 | Weld: Single Extrusion
Side: Peel Peel
Peel Strength (ppi)103 102 122 99 110 107
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)173 173 168 169 166 170
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DXS-4 | Weld: Single Extrusion
Side: Peel Peel
Peel Strength (ppi)110 111 117 111 106 111
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)176 182 181 178 178 179
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 9 of 9
Primary Liner Seam Destruct Test Results
Date: 2016-12-15
Mail To:Bill To:
John Workman
Waste Management Inc
, ,
Waste Management Inc
e-mail:
[e-mail] [e-mail] [e-mail] [e-mail]
Dear Mr. Workman,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Great Oak 1B
TRI Job Reference Number:26064
Material(s) Tested:(8) Heat Fusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
James Burgess
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 5
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26064
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-1 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)114 129 121 126 123 123
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)129 128 120 131 120 126
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)149 152 151 156 155 153
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-2 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)119 117 122 122 120 120
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)133 134 138 141 135 136
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)164 158 158 163 160 161
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 5
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26064
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-3 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)118 127 127 122 118 122
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)113 117 124 116 120 118
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)152 150 151 148 155 151
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-4 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)116 115 116 115 119 116
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)119 115 117 122 114 117
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)163 162 158 162 161 161
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 5
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26064
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-5 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)108 112 128 112 112 114
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)130 130 135 131 133 132
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)158 157 155 155 149 155
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-6 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)99 108 95 100 88 98
Peel Incursion (%)90 90 90 90 70
Peel Locus Of Failure Code AD-BRK AD-BRK AD-BRK AD-BRK AD-BRK
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)115 116 111 112 115 114
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)152 151 153 150 153 152
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 5
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26064
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-7 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)121 121 125 118 120 121
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)119 120 122 119 116 119
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)147 146 147 145 144 146
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-8 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)122 122 115 118 118 119
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)114 119 110 116 117 115
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)151 151 148 148 148 149
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 5
Date: 2016-12-16
Mail To:Bill To:
John Workman
Waste Management Inc
, ,
Waste Management Inc
e-mail:
[e-mail] [e-mail] [e-mail] [e-mail]
Dear Mr. Workman,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Great Oak 1B
TRI Job Reference Number:26092
Material(s) Tested:(8) Heat Fusion Weld Seam(s)
(1) Single Extrusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
James Burgess
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 6
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26092
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-6A1 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)115 126 128 130 131 126
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)109 115 109 114 116 113
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)174 174 170 175 172 173
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-6B1 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)115 115 116 121 117 117
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)129 130 122 130 126 127
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)166 163 160 167 165 164
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 6
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26092
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-9 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)125 115 114 119 113 117
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)113 113 111 112 111 112
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)167 167 163 167 165 166
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-10 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)112 116 108 116 115 113
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)118 116 110 112 113 114
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)156 154 151 155 154 154
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 6
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26092
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-11 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)124 123 120 124 121 122
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)119 123 118 123 123 121
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)153 155 156 155 154 155
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-12 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)128 126 121 124 124 125
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)117 126 119 125 127 123
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)175 173 168 173 171 172
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 6
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26092
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-13 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)117 121 121 123 118 120
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)118 119 112 115 117 116
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)151 150 147 151 152 150
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-14 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)123 118 132 124 121 124
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)140 146 156 148 116 141
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)171 171 167 171 171 170
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 6
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS - SINGLE TRACK
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26092
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DXP-1 | Weld: Single Extrusion
Side: Peel Peel
Peel Strength (ppi)130 126 127 126 119 126
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)145 136 153 148 160 148
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 6 of 6
Date: 2017-01-09
Mail To:Bill To:
John Workman
Waste Management Inc
, ,
Waste Management Inc
e-mail:
[e-mail] [e-mail] [e-mail] [e-mail]
Dear Mr. Workman,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Great Oak 1B
TRI Job Reference Number:26349
Material(s) Tested:(6) Heat Fusion Weld Seam(s)
(1) Single Fusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
Jennifer Tenney
Project Manager
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 5
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26349
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-15 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)111 118 113 120 109 114
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)103 122 109 116 112 112
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)143 145 146 147 142 145
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-16 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)114 117 118 114 119 116
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)97 118 108 118 111 110
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)153 151 154 153 149 152
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 5
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26349
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-17 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)121 123 123 119 117 121
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)125 124 125 126 120 124
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)149 150 150 152 146 149
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-18 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)117 131 118 133 112 122
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)125 114 123 115 121 120
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)149 148 152 153 148 150
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 5
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26349
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-19 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)113 121 117 121 121 119
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)140 135 124 140 117 131
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)149 149 151 152 146 149
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-20 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)132 134 139 136 142 137
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)131 128 134 132 134 132
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)147 146 145 150 142 146
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 5
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS - SINGLE TRACK
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26349
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DXP-3 | Weld: Single Extrusion
Side: Peel Peel
Peel Strength (ppi)84 41 81 72 107 77
Peel Incursion (%)60 100 100 100 <5
Peel Locus Of Failure Code AD-BRK AD AD AD SE
Peel NSF Failure Code FTB NON-FTB NON-FTB NON-FTB FTB
Shear Shear
Shear Strength (ppi)143 149 149 150 149 148
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 5
Date: 2017-01-13
Mail To:Bill To:
John Workman
Waste Management Inc
, ,
Waste Management Inc
e-mail:
[e-mail] [e-mail] [e-mail] [e-mail]
Dear Mr. Workman,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Great Oak 1B
TRI Job Reference Number:26445
Material(s) Tested:(1) Heat Fusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
James Burgess
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 2
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26445
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-34 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)112 112 110 111 111 111
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)112 117 112 111 116 114
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)169 168 168 166 165 167
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 2
Date: 2017-01-13
Mail To:Bill To:
John Workman
Waste Management Inc
, ,
Waste Management Inc
e-mail:
[e-mail] [e-mail] [e-mail] [e-mail]
Dear Mr. Workman,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Great Oak 1B
TRI Job Reference Number:26446
Material(s) Tested:(8) Heat Fusion Weld Seam(s)
(4) Single Extrusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
James Burgess
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 7
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26446
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-21 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)119 114 121 117 120 118
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)109 131 136 125 139 128
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)159 157 155 157 147 155
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-22 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)134 118 137 130 129 130
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)126 142 134 127 129 132
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)168 175 171 175 177 173
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 7
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26446
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-23 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)124 116 113 117 115 117
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)115 127 126 122 121 122
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)154 157 149 153 157 154
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-24 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)127 134 130 122 139 130
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)128 121 117 132 125 125
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)175 173 166 173 177 173
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 7
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26446
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-25 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)110 116 110 113 112 112
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)123 124 117 124 118 121
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)152 147 154 151 154 152
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-26 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)115 118 119 122 110 117
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)123 116 110 116 116 116
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)177 175 174 162 173 172
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 7
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26446
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-27 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)107 111 110 110 109 109
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)137 131 108 139 132 129
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)152 151 154 152 156 153
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-28 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)150 143 130 145 141 142
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)116 127 122 115 117 119
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)154 159 153 156 158 156
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 7
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS - SINGLE TRACK
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26446
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DX-3A1 | Weld: Single Extrusion
Side: Peel Peel
Peel Strength (ppi)150 152 150 146 148 149
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)149 149 151 151 145 149
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DX-3B1 | Weld: Single Extrusion
Side: Peel Peel
Peel Strength (ppi)137 138 137 143 142 139
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)141 145 145 148 146 145
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DXP-4 | Weld: Single Extrusion
Side: Peel Peel
Peel Strength (ppi)109 124 123 128 116 120
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)148 154 153 154 153 152
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 6 of 7
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS - SINGLE TRACK
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26446
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DXP-5 | Weld: Single Extrusion
Side: Peel Peel
Peel Strength (ppi)140 96 136 126 119 123
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)145 153 149 149 149 149
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 7 of 7
Date: 2017-01-16
Mail To:Bill To:
John Workman
Waste Management Inc
, ,
Waste Management Inc
e-mail:
[e-mail] [e-mail] [e-mail] [e-mail]
Dear Mr. Workman,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Great Oak 1B
TRI Job Reference Number:26461
Material(s) Tested:(5) Heat Fusion Weld Seam(s)
(2) Single Extrusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
James Burgess
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 5
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26461
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-29 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)136 132 134 138 131 134
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)115 136 123 104 119 119
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)151 156 152 157 153 154
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-30 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)126 120 133 126 124 126
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)122 132 122 130 127 127
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)161 161 162 160 158 160
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 5
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26461
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-31 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)126 115 117 109 110 115
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)122 125 120 122 127 123
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)151 152 150 151 150 151
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DP-32 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)118 127 128 124 123 124
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)112 115 115 117 116 115
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)160 160 160 160 158 160
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 5
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26461
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DP-33 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)118 122 121 120 117 120
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)132 116 131 127 124 126
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)160 159 160 160 156 159
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 5
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS - SINGLE TRACK
TRI Client:Waste Management Inc
Project:Great Oak 1B
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:26461
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DXP-6 | Weld: Single Extrusion
Side: Peel Peel
Peel Strength (ppi)133 118 134 100 133 124
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)159 159 160 160 159 159
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DXP-7 | Weld: Single Extrusion
Side: Peel Peel
Peel Strength (ppi)128 117 120 125 142 126
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)148 148 148 147 144 147
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 5
Appendix C-4
Records and Logs

Secondary Geomembrane Liner

Geosynthetic Installation Monitoring Report
Certificate of Acceptance of Soil Surface
Geomembrane Trail Seam Log
Geomembrane Panel Deployment Log
Geomembrane Seam Log
Geomembrane Seam Pressure Test Log
Geomembrane Defect Log
Geomembrane Repair Log
Geomembrane Repair Vacuum Test Log

Primary Geomembrane Liner

Geosynthetic Installation Monitoring Report
Geomembrane Trail Seam Log
Geomembrane Panel Deployment Log
Geomembrane Seam Log
Geomembrane Seam Pressure Test Log
Geomembrane Defect Log
Geomembrane Repair Log
Geomembrane Repair Vacuum Test Log

Appendix C-5
HDPE Geomembrane Panel Deployment Drawings
Appendix D
Geocomposite Layer
Appendix D-1
MQC Certifications
Appendix D-2
CQA Conformance Testing Results
Appendix E
Geosynthetic Clay Liner
Appendix E-1
MQC Certifications
Appendix E-2
CQA Conformance Testing Results
Appendix F
Leachate Management Information
Appendix F-1
LCS and LDS Pipe and Aggregate Information
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By
SOIL Fax: [phone] Date
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Mass of Wet Sample & Tare, g 1664.0 Mass of Wet Sample & Tare, g 231.00
Mass of Dry Sample & Tare, g 1660.7 Mass of Dry Sample & Tare, g 230.50
Mass of Tare, g 640.5 Mass of Tare, g 0.00
Moisture Content, %0.3 Moisture Content, %0.2
TOTAL Mass of wet sample 25364.0 Mass of Wet Fine Material & Tare, g 231.00
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTAL Mass of dry sample, g 25282.2 Mass of Dry Fine Material, g 230.50
% of Total Sample Passing Split Sieve 0.9
Mass of Tare, g 0.0 Mass of Tare, g 0.00
Sieve Size Sample & Tare, g % RETAINED % PASSING Cumulative % PASSING
12"COBBLES 0.0 100.0 Sieve Size Mass retained, g (of Total)
3"0.0 100.0 #4 COARSE SAND 12.04 0.8
2.5"COARSE 0.0 100.0 #10 MEDIUM 18.53 0.8
2"GRAVEL 0.0 100.0 #20 SAND 25.56 0.8
1.5"0.0 0.0 100.0 #40 38.44 0.7
1"263.0 1.0 99.0 #60 FINE SAND 66.31 0.6
.75"19521.0 77.2 22.8 #100 99.16 0.5
.5"FINE GRAVEL 24978.0 98.8 1.2 #200 FINES 142.99 0.3
.375"25056.0 99.1 0.9
* - ASTM Definitions of Classification
** - AASHTO Definitions of Classification
NOTE:3/8"(9.5 mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 0.1
Balance ID# 139/142/700 % COARSE Gravel 77.2 % FINE Sand 0.4
Sieve Shaker ID # 555 % FINE Gravel 21.9 % FINES 0.3
% COARSE Sand 0.0 % TOTAL SAMPLE 100.0
REMARKS PARTICLE-SIZE ANALYSIS**
% COBBLES 0.0 % COARSE Sand 0.1
% COARSE Gravel (Stone)1.0 % FINE Sand 0.4
% MEDIUM Gravel (Stone)98.1 % FINES (Silt-Clay)0.3
% FINE Gravel (Stone)0.1 % TOTAL SAMPLE 100.0
DESCRIPTION
USCS (ASTM D2487; D2488)GP AASHTO (M 145)NA
Page 1 of 2
MOISTURE CONTENT of FINE MATERIAL
22529/Rock-1 -
Gray Poorly Graded Gravel
FINE MATERIALCOARSE MATERIAL
SIEVE ANALYSIS*
Material is meeting specifications for Stone #5
(NC DOT)
MOISTURE CONTENT of TOTAL SAMPLE
-
EB
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
-
09/28/16
A018-176 1608-05-4
Great Oaks Landfill Cells 1A & 1B Bulk
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By EB
SOIL Fax: [phone] Date 09/28/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Particle-Size Analysis
Coarse Fine Coarse Medium Fine Silt or Clay
Boulders Cobbles Gravel Sand Fines
D10 15.2879 mm
D30 19.65 mm
D60 22.15 mm
Cu 1.4
Cc 1.1
NA
Page 2 of 2 NA
Project's Specific % Passing
Project's Specific Particle Size, mm
A018-176 1608-05-4
-
Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
-
Great Oaks Landfill Cells 1A & 1B Bulk
22529/Rock-1 -
12
"
6"3"
2 .5"
2"
1 .5"
1"
.75
"
.5"
.3 75
"
.25
"
#4 #8
#1
0
#1
6
#2
0
#3
0
#4
0
#5
0
#6
0
#1
0
0
#1
4
0
#2
0
0
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
%
P
A
S
S
I
N
G
Grain size in millimeters
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By RI
SOIL Fax: [phone] Date 09/29/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Specimen Number A B
Dry Mass of Material (Plus No.200 sieve fraction) before Test & Tare, g 1036.40 945.40
Dry Mass of Material (Plus No.200 sieve fraction) before Test, g 501.30 501.00
Dry Mass of Material (Plus No.200 sieve Insoluble Residue) after Test & Tare, g 1034.70 943.80
Dry Mass of Material (Plus No.200 sieve Insoluble Residue) after Test, g 499.60 499.40
Mass of Tare, g 535.10 444.40
Insoluble Residue, %99.66 99.68
Carbonate Content (Soluble fraction), %0.34 0.32
Average Carbonate Content, %0.3
USCS GP
AASHTO NA
2. Material was heated for approximately 1 hour in order to completely react the carbonate fraction.
3. Material retained on No.200 sieve used for testing
REMARKS
DESCRIPTION
A018-176 1608-05-4
ASTM D 3042
Standard Test Method for Insoluble Residue in Carbonate Aggregates
-
Great Oaks Landfill Cells 1A & 1B Bulk
22529/Rock-1 -
-
Gray Poorly Graded Gravel
Determination of the Plus No. 200 Size Fraction of Insoluble Residue and Carbonate Content
1. Solution of 6N HCl used for testing.
TIMELY 1874 Forge Street Tucker, GA 30084
ENGINEERING Phone: [phone] Tested By AV
SOIL Fax: [phone] Date 09/27/16
TESTS, LLC Web: www.test-llc.com Checked By
Client Pr. #Lab. PR. #
Pr. Name S. Type
Sample ID Depth/Elev.
Location Add. Info
Height of Sample, cm 19.0
Diameter of Sample, cm 15.5 Mass of Wet Sample & Tare, g 1664.00
Mass of Sample and Apparatus, g 5859.0 Mass of Dry Sample & Tare, g 1660.70
Mass of Apparatus, g 764.0 Mass of Tare, g 640.50
Mass of Sample, g 5095.0 Moisture Content, % 0.32
Initial Dry Density, pcf 88.4
Final Dry Density,pcf 88.4
min sec
1 0 15 1.8E+00 0.823
2 0 15 1.8E+00 0.823
3 0 15 1.8E+00 0.823
4 0 15 1.8E+00 0.823 *
5 0 15 1.8E+00 0.823 *
6 0 15 1.8E+00 0.823 *
7 0 15 1.8E+00 0.823 *
8 0 15 1.8E+00 0.823 *
*Reported Permeability, cm/sec
USCS (ASTM D2487; D2488)GP
Apparatus ID Number 9 Final Height of Sample, cm 19.0
Timer ID Number 5 Head, cm 4.0
Thermometer ID Number 72 Gradient 0.21
-
A018-176
Great Oaks Landfill Cells 1A & 1B
22529/Rock-1
-
1608-05-4
Bulk
-
SAMPLE DATA
Gray Poorly Graded Gravel
Correction
Factor
Time of Discharge Volume of
Discharge,
cm3
Temperature
(Tx), oC
Permeability
at Tx, cm/sec
DESCRIPTION
1050
27.4
ASTM D-2434/AASHTO T-215
Standard Test Method for Permeability of Granular Soils (Constant Head)
1070
1.5E+00
1.5E+00
1.5E+00
MOISTURE CONTENT
TEST DATA
Permeability
at 20oC,
cm/sec
Readings
27.4
27.4
1060
1065
1068
1070 27.4
27.4
1.5E+00
1060 1.5E+00
1.5E+001065
27.4
27.4
1) Sample was placed in permeameter in loose condition.
REMARKS
1.5E+00
1.5E+00
1.5E+00
27.4
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800-345-ISCOwww.isco-pipe.comHIGH DENSITY POLYETHYLENE PIPE
Typical Physical Properties***
Property Specification Unit Nominal Value
Material Designation PPI / ASTM PE 3408
Material Classification ASTM D-1248 III C 5 P34
Cell Classification ASTM D3350-99 345464C
-Density (3) ASTM D-1505 gm/cm3 0.955
-Melt Index (4) ASTM D-1238 (216 kg/190¡C) gm/10 min. 0.11*
-Flex Modulus (5) ASTM D-790 psi 135,000
-Tensile Strength (4) ASTM D-638 psi 3,200
PENT (6) ASTM F-1473 Hours >100
-HDB @73¡ F (4) ASTM D-2837 psi 1,600
-HDB @ 140 Deg F ASTM D-2837 psi 800
-U-V Stabilizer (C) ASTM D-1603 % C 2.5
Hardness ASTM D-2240 Shore “D” 65
Compressive Strength (yield) ASTM D-695 psi 1,600
Tensile Strength @ Yield ASTM D-638 (2”/min.) psi 3,200
(Type IV Spec.)
Elongation @ Yield ASTM D-638 %, minimum 8
Tensile Strength @ Break
(Type IV Spec.) ASTM D-638 psi 5,000
Elongation @ Break ASTM D-638 %, minimum 750
Modulus of Elasticity ASTM D-638 psi 130,000
PENT (6) ASTM F-1473 Hours >100
(Cond. A, B, C: Mold. Slab) ASTM D-1693 Fo, Hours >5,000
(Compressed Ring - pipe) ASTM F-1248 Fo, Hours >3,500
Slow Crack Growth Battelle Method Days to Failure >64
Impact Strength (IZOD) ASTM D-256 In-lb / in notch 42
(.125Ó Thick) (Method A)
Linear Thermal Expansion Coef. ASTM D-696 in / in/¡F 1.2x10-4
Thermal Conductivity ASTM D-177 BTU-in/ft2/ hrs/ degreesF 2.7
Brittleness Temp. ASTM D-746 degrees F < -180
Vicat Soft. Temp. ASTM D-1525 degrees F 257
Heat Fusion Cond. ASTM D-1525 @ psi degrees F 75 @ 400
*** This list of typical physical properties is intended for basic characterization of the material and does not represent specific determina-tions of specifications. The physical properties values reported herein were determined on compression molded specimens prepared in
accordance with Procedure C of ASTM D 1928 and may differ from specimens taken from pipe.
** Tests were discontinued because no failures and no indication of stress crackinitiation.
* Average Melt Index value with a standard deviation of 0.01
This document reports accurate and reliable information to the best of our knowledge but our suggestions and recom-
mendations cannot be guaranteed because the conditions of the use are beyond our control. The user of such information
assumes all risk connected with the use thereof. Chevron Phillips Chemical Co. and its subsidiaries assume no responsi-
bility for the use of information presented herein and hereby expressly disclaims all liability in regards to such use.
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]

Preston Contractors, Inc.
Waste Management - Great Oak Landfill
New Cell 1B
New HDPE LCS/LDS Piping

Work Performed
February 2017

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

REPORT

DATE : 2/22/2017
TO : Dakota Hinterer – Preston Contractors, Inc.
FROM : Ralph Calistri ([e-mail])
SUBJECT : Waste Management - Great Oak LF - Cell 1B - New LCS/LDS Piping

Jetclean America completed the high-pressure water-jetting and explosion-proof video-
inspection of the new Cell 1B leachate collection & detection piping on 2/14/2017. 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 1B HDPE leachate collection piping was jetcleaned in its entirety.

ACHIEVED
LOCATION DISTANCE (ft) COMMENTS
Cell 1B - Detection 505' Entire Pipe Jetcleaned
Cell 1B - Collection 505' Entire Pipe Jetcleaned

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 defects noted.

Please call us with questions or concerns.

Regards,

Ralph Calistri - Jetclean America - 800-226-8013

Pipe Graphic Report of PLR CELL 1B COLL A for Preston
Work Order
Facility
Contract
Operator David
Video Setup 2
Van Ref NC-3 Surveyed On 0211412017
Street Name Great Oak Landfill City
Location type Near environmentally sensitive area
Surfuce
Survey purpose Pre-acceptance - normally new sewers for adoption or pri Weather Dry
Pipe Use Foul Water
Shape Circular
Material Polyethylene - High density
Lining
Schedule length Ft
Size 8 by ins
Jointspacing Ft
Year laid 2017
From CELL 18 COLL Depth
To CELL 18 COLLA Depth
Direction Downstream
Prc-cfean Y Last cleaned 2l'1412017
r
Ft
General note
[ocation note
Structural Service Constructional
Miscellaneous Hydraulic
0.0 Ft
Start of Survey
Manhole/Node ICELL 1B COLL]
Water level 00Fr
505.3 Ft
- 505.3 Ft Survey abandoned [plug]
JETCLEAN AMERICA lNG.Phone:[phone]Fax:[phone]
Appendix G
Protective Soil Cover
Appendix G-1
Laboratory Results
Appendix H
Leak Location Work Plan and Report
Appendix H-1
Leak Location Work Plan
Environmental Consultants 2520 Whitehall Park Drive 704 504-3107 and Contractors Suite 450 FAX [phone] Charlotte, NC 28273-3557 www.scsengineers.com

Offices Nationwide
January 9, 2017
File No. 022015305.02

Mr. Ming-Tai Chao, PE NC DEQ Division of Waste Management
1646 Mail Service Center
217 West Jones Street
Raleigh, NC 27699
Subject: Cell 1B - Leak Location Work Plan
Great Oak Landfill, Permit No. 7607-MSWLF-2015
Randolph County, North Carolina

Dear Mr. Chao:
On behalf of Waste Management and the Great Oak Landfill, SCS Engineers, with input from
Leak Location Services, Inc. (LLSI), hereby provides the Leak Location Work Plan for Cell 1B
for the above referenced site. The attached Work Plan for Cell 1B prepared by LLSI is provided
in Attachment A. The approved Leak Location Work Plan developed for Cell 1A was used to develop the new Work Plan.

In addition to the procedures contained in the Work Plan, the following additional information is
provided. The below information was also followed during the leak testing for Cell 1A.

• If a leak is detected in the liner, the General Contractor is responsible to
excavate/expose the leak locations. The geosynthetic installer will be responsible to
repair the damaged liner in accordance with the CQA Plan.
• If a leak in the liner is detected, the liner will be repaired and tested in accordance with the CQA Plan. After the protective cover is placed over the area, the area will
be leak location tested again.
• If a significant tear/defect on the primary liner is detected by the leak location test, the
primary liner enclosing the damaged section will be cut and removed for further investigation to determine if the underlying layers of geosynthetics liners are damaged.
• If leaks are detected, as-built drawings will be prepared to show the detected leak
locations and CQC testing location on the repaired area.

Mr. Chao
January 9, 2017
Page 2

If you have any questions, additional comments, or need clarification on the above, please
contact Steve Lamb at 704-504-3107 or at [e-mail].
Sincerely,

Hartuan James Law, PE Steven C. Lamb, PE Project Director Vice President/Project Director
SCS ENGINEERS, PC SCS ENGINEERS, PC

cc: John Workman, PE Waste Management
Ed Mussler, PE, NCDEQ Sharon Korleski, PE, S&ME

M:\PROJECT FILES\02215305.02\Leak Testing Liner\Cell 1B\transmittal letter to DEQ.docx

Offices Nationwide

ATTACHMENT A
Leak Location Work Plan – Cell 1B
Appendix H-2
Leak Location Report
LEAK LOCATION SERVICES, INC.
16124 UNIVERSITY OAK ! SAN ANTONIO, TEXAS 78249 ! [phone] / FAX [phone]
February 23, 2017
Mr. Steve Lamb
SCS Engineers
322 Chapanoke Rd, Suite 101
Raleigh, NC 27603
Email:[e-mail]
Subject:Revised Report for “Geomembrane Leak Location Survey of Cell 1B located at the
Great Oak Regional Landfill in Randolph County, North Carolina;”
LLSI Project 2526A
Dear Mr. Lamb:
On November 13 through 15 , 2017, Edgar Barraza and James Haynes of Leak Locationthth
Services, Inc. (LLSI) conducted a leak location survey of Cell 1B located at the Great Oak Landfill
in Randolph County, North Carolina. The landfill cell has an area of approximately 350,000 square
feet and is lined from the bottom up with a prepared subgrade, 60-mil HDPE secondary
geomembrane, geosynthetic clay liner (GCL), 60-mil HDPE primary geomembrane, geocomposite,
and 24 inches of protective soil. This report documents the results of the survey.
I.RESULTS
No leaks were found during the survey of the Cell 1B primary geomembrane. The leak
location equipment was tested for sensitivity and proper operation using an artificial leak. This
procedure was conducted at the beginning and end of the day by LLSI personnel to verify equipment
functionality. A 0.25-inch diameter artificial leak was placed above the primary geomembrane and
leak location survey lines were run along both sides of the test leak. Leak location survey
measurements were collected to determine the maximum distance that the leak could be reliably
detected. The leak detection distance was greater than 10 feet; however, the survey data was
collected on survey lines spaced approximately five feet apart. Thus, measurements were made
within 2.5 feet of every point above the geomembrane. Figure 1 shows plots of the artificial leak
data.
II.TECHNIQUE
A.Principles of the Electrical Leak Location Method
The principle of the electrical survey method for geomembrane liners is to impress
a high DC voltage across the liner and measure the resulting potential gradients on or in the
conducting material on the liner. If any holes are present, characteristic anomalies in the potential
measurements caused by electrical current flowing through the holes indicate their location.
OVER TWENTY YEARS
www.llsi.com [e-mail]
SCS Engineers - Great Oak Landfill Page 2 of 3
February 23, 2017 LLSI Project 2526A
FIGURE 1. PLOT OF THE ARTIFICIAL LEAK DATA
SCS Engineers - Great Oak Landfill Page 3 of 3
February 23, 2017 LLSI Project 2526A
B.Soil-Covered Survey
A high voltage isolated DC power supply was used to impress a voltage across the
liner using one electrode placed in the operations layer located on top of the primary liner and a
second electrode placed in the electrically conducting material located between the liners. Therefore,
the geomembrane liner provides an electrical barrier between the electrodes except where there are
holes in the geomembrane liner. Electrical current flowing through the holes in the geomembrane
liner produces localized anomalous areas of high current density near the holes. This electrical
current path is provided by electrically conducting material such as water, sand, or soil.
The survey of the cell was conducted by making potential gradient measurements on
the moist soil with measurement electrodes spaced approximately three feet apart. These
measurements were made approximately every three feet along numbered survey lines that were
spaced approximately five feet apart. A portable digital data logger was used to collect the data. The
data was then downloaded into a portable computer for display, plotting, and analysis.
If there are any questions regarding the electrical survey or this report, please contact us at
[phone]. We appreciate the opportunity to have been of service to you on this project.
Respectfully,
John Ortiz
Senior Project Manager
Appendix I
Correspondences
Appendix I-1
Project Correspondences
Environmental Consultants 2520 Whitehall Park Drive 704 504-3107 and Contractors Suite 450 FAX [phone] Charlotte, NC 28273-3557 www.scsengineers.com

Offices Nationwide
File No. 02215305.02
July 20, 2016

MEMORANDUM

TO: John Murray, PE
Regional Engineer, Division of Waste Management, Solid Waste
Section, NC-DEQ
FROM: Steve Lamb, PE
Certifying Engineer, Vice President, SCS Engineers

SUBJECT: Geosynthetic Testing Frequencies
Waste Management Great Oak Landfill
Permit #7607 MSWLF-2015

The purpose of this memorandum is to document our discussion on July 20, 2016 concerning the above referenced subject.
SCS Engineers is performing construction quality assurance (CQA) services during the
construction of Cells 1A and 1B at the Great Oak Landfill. As such, SCS Engineers is reviewing
the manufacturer’s quality control testing and the CQA testing of the geosynthetic materials (e.g., geomembrane liner, geocomposite). Our review of the Construction Quality Assurance Plan (CQA Plan) and Technical Specifications (both prepared by SM&E) revealed several
discrepancies in regards to the required test frequencies for the individual tests.
To avoid confusion, we discussed and agreed that the testing frequencies contained in the CQA
Plan will govern our certification of Cells 1A and 1B.

cc: Ed Mussler, NC-DEQ
Ming-Tai Chao, NC-DEQ
John Workman, Waste Management Steve Loskota, SM&E

From:Lamb, Steve
To:"Sharon Korleski"
Cc:Jason C. Workman; Dakota Hinterer; Workman, John; Steve Loskota; Wesley Ryan Harrison
Subject:RE: Great Oak LF - perf pipe aggregate
Date:Friday, September 23, 2016 11:32:00 AM
Attachments:image002.png
Thanks Sharon.

I will give John Murray a call and discuss.

Steve

From: Sharon Korleski [mailto:[e-mail]]
Sent: Friday, September 23, 2016 11:26 AM
To: Lamb, Steve
Cc: Jason C. Workman; Dakota Hinterer; Workman, John; Steve Loskota; Wesley Ryan Harrison
Subject: RE: Great Oak LF - perf pipe aggregate

Hi Steve,

You can use the No. 5 stone with the 0.5 inch perforations. It should be noted in the Final CQA
Report. You can make DEQ aware of this change if you think it is required. Let me know if it requires
a formal notification from us. Thanks you.

Sharon Y. Korleski, PESenior Engineer
S&ME, Inc.301 Zima Park RoadSpartanburg, SC 29301 Map Ph: 864-208-9371Fax: [phone]Mobile: [e-mail]
This electronic message is subject to the terms of use set forth at www.smeinc.com/email. If you received this message in
error please advise the sender by reply and delete this electronic message and any attachments. Please consider the
environment before printing this email.

From: Lamb, Steve [mailto:[e-mail]]
Sent: Thursday, September 22, 2016 1:00 PM
To: Dakota Hinterer <[e-mail]>; Jason C. Workman
<[e-mail]>; Workman, John <[e-mail]>; Sharon Korleski
<[e-mail]>
Subject: Great Oak LF - perf pipe aggregate

John:

As a follow up to our talk this morning, I attached the #57 stone gradation. With the pipe perfs at
½”, the #57 will not work.

Dakota got gradation for #5 and #4 stone which is attached. It appears the #5 stone will work.

I assume this type of change isn’t significant in DEQ’s mind, but I hate to assume anything. We
probably should get some documentation to DEQ from the Designer (S&ME) that I reference in the
CQA Report.

Steve Lamb, PE
Vice President
SCS Engineers
2520 Whitehall Park Drive, Suite 450
Charlotte, North Carolina 28273
Office – 704.504.3107
Mobile – 704.576.4731

From:Lamb, Steve
To:"Chao, Ming-tai"
Cc:John Workman; Murray, John E; Mussler, Ed
Subject:RE: Great Oak LF Pressure Testing
Date:Monday, November 28, 2016 11:03:00 AM
Attachments:image002.png
Ming:

The pressure tests of the inner and outer pipe were all successful. 

John Murray and I spoke about the pressure gauge issue mentioned in #1 below.  Our approach was
to purchase a brand new gauge.  In addition, two gauges were used simultaneously that confirmed
to us that the test pressures were accurately documented as above 20 psi throughout the test.  John
Murray agreed with our approach.

Thanks,

Steve Lamb, PE
Vice President
SCS Engineers
2520 Whitehall Park Drive, Suite 450
Charlotte, North Carolina 28273
Office – 704.504.3107
Direct - 704-916-1529
Mobile – 704.576.4731

From: Chao, Ming-tai [mailto:[e-mail]] 
Sent: Wednesday, November 16, 2016 3:03 PM
To: Lamb, Steve
Cc: John Workman; Murray, John E; Mussler, Ed
Subject: RE: Great Oak LF Pressure Testing

Hi Steve:

After discussion with Ed and John, the Solid Waste Section think the proposed alternative air
tightness test on leachate forcemain at Great Oak MSWLF is acceptable. Several notes below
are recommended to be considered in testing procedures:
1. The pressure gauge must be calibrated recently by an authorized party (with a proper
tag/sticker on it).
2. AS we all know that pneumatic testing is recognized as more dangerous testing
method than hydrostatic testing, proper safety measures/devices must be in-place to
protect workers prior to initiating a test; restricting or prohibiting unauthorized
personnel enter a test area may be warranted during the testing period.
3. ASTM F1417 or ASME code for piping pressure testing may be consulted for the
maximum length of a test piping section.
4. Signed testing records/forms shall be portion of the CQA Report.

Please contact me if you have any questions of the testing. Have a wonderful day.

Ming Chao
Ming-Tai Chao, P.E.
Environmental Engineer
Permitting Branch, Solid Waste Section
NCDEQ, Division of Waste Management
(Mailing Address)
1646 Mail Service Center
Raleigh, NC 27699-1646

(Street Address)
Green Square, 217 West Jones Street
Raleigh, NC 27603
Tel. [phone]
[e-mail]
http://portal.ncdenr.org/web/wm/sw

E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third
parties.

From: Lamb, Steve [mailto:[e-mail]] 
Sent: Wednesday, November 16, 2016 1:47 PM
To: Chao, Ming-tai <[e-mail]>
Cc: John Workman <[e-mail]>
Subject: Great Oak LF Pressure Testing

Ming:

As discussed on the phone the Contractor is going to use air testing for the leachate force main. Our
testing guidelines for the leachate force main piping are as follows:

· Perform air pressure testing at pressure no greater than 20 psi;
· Recommend using pressure relief valve/mechanism prior to testing and set release of valve
at 25 psi;
· Gradually increase the pressure to one-half of the full test pressure. Pause for about 15
minutes to allow for pipe strains to equalize and to detect possible major leaks by
monitoring the test gauge;
· Gradually increase the pressure to full test pressure (i.e., 20 psi) and hold for 45 minutes;
and
· If the gauge pressure does not drop more than 2.5% of the test pressure (i.e., 0.5 psi), the
pipe passes the pressure/leak test.

As I mentioned on the phone, the technical specifications call for hydrostatically pressure testing at
40 psi for 4 hours.  We believe the above air testing guidelines are appropriate and sufficient to test
the pipe.

Thanks,

Steve Lamb, PE
Vice President
SCS Engineers
2520 Whitehall Park Drive, Suite 450
Charlotte, North Carolina 28273
Office – 704.504.3107
Direct - 704-916-1529
Mobile – 704.576.4731

Appendix I-2
Preconstruction Meeting and Progress Meetings Summary
Environmental Consultants 2520 Whitehall Park Drive 704 504-3107 and Contractors Suite 450 FAX [phone] Charlotte, NC 28273-3557 www.scsengineers.com
November 3, 2016
File No. 02215305.02

MEETING MINUTES

TO: John Workman, WM
Jason Workman, Preston Contractors
Dakota Hinterer, Preston Contractors

SUBJECT: Progress Meeting #11
Great Oak Landfill
Cells 1A & 1B 2016
Wednesday, October 26, 2016

FROM: Steve Lamb, SCS Engineers
Orion Holtey, SCS Engineers
This memorandum summarizes the topics discussed during the Progress Meeting #11 for the
construction of Cells 1A and 1B at the Great Oak Landfill (Landfill). The meeting was conducted
October 26h at 10:30 a.m. at the onsite construction trailer. These minutes are posted on-line. The following attended the meeting:

John Workman, WM
Orion Holtey, SCS (via Phone) Dakota Hinterer, Preston Contractors Charlie Morgan, Charlie Morgan Surveying
Mark Trollinger, Trollinger Construction
Jim Routh, Trolling Construction
John Grey, The Wooten Company Danny Rennicks, ACC Kyle Steves, Granite Construction

Mr. Workman chaired the meeting. A copy of the Sign In Sheet is provided in Attachment A.
The purpose of this meeting was to discuss the construction progress and testing of Cells 1A and 1B
since the October 12th meeting and the schedule for the following weeks. A Meeting Agenda prepared by SCS Engineers was provided to all. A copy of the Meeting Agenda is provided in
Attachment B.

MEMORANDUM
November 3, 2016
Page 2
The following items were discussed:
Health & Safety (Preston Contractors)
1. No Incidents Reported.
2. The Health and safety procedures required were reinforced and noted in the agenda.
3. Detail was stressed drivers need to observe surroundings. Also noted that military members are on site and there are concerns they are not observing safety issues. Construction Activities – Status Reports
Preston:
1. 2 foot of protective cover in Cell 1A is approximately 60% complete.
2. Preston has and will continue to excavate cell 1B – estimated to be completed next week
3. Nov. 7th and 8th scheduled for liner testing for leak liner crew.

Granite Construction
1. Tuesday the construction entrance will be closed for 1 week.

Trollinger Construction

1. Few days to complete exterior. 2. Working on and finishing interior electrical

Waugh

1. Finishing paving and striping. 2. Approximately 2 weeks before water is available on site – installed, tested, disinfected and
made active.

SCS Engineers – Preparing to submit partial liner certification.

Open Issues
1. Leachate tank is a critical path item – foundation was poured Monday.
2. Cable complex issues were completed

3. Pump control panel ordered and is to arrive this week. Flow meters on site. Duke needs to be notified if power is needed at the leachate tank.
4. Sediment Basin #1. We still need to determine where the water from this basin flows.
Wooten to review and determine if neighbor will be impacted. (Completed)
5. Contractor is scheduled to install all security and high speed lines for maintenance building
MEMORANDUM
November 3, 2016
Page 3
and scale house. No scheduled date.

6. SCS submitted liner testing protocol to NC DEQ and it was approved. Leak detection test
should be schedule for Nov. 8. 7. Still need survey of waterline and as-built to be prepared.

8. Granite will continue to pour to Nov. 18th. Schedule cylinder collection for next pour.
Cylinders are to be taken once a week when feasible.
9. Find a gate with moving wheels. Additional discussion was conducted regarding electronic or keyed gate lock. Duke, City of Asheboro, and fire Department will need access through
front gate. Gate Security needs to be resolved. Greg Thomas to lead.
10. Need and update on phone status.
11. Pipe hangers are approved and onsite.
12. Wet well was installed and piping was installed.
13. Leachate line riser coupling – John Workman noted slip coupling is ok.

14. #5 Stone is approved.

New Issues
1. Asphalt turn lanes on Old Cedar Falls Rd to be constructed per FDOT standards, tested and certified.

2. No power to leachate facility for 4-6 weeks.
3. ESI (liner crew) to return to line Cell 1B December 1.
Construction Schedule
1. Updated schedule not provided.
2. Construction days lost to weather.
• This period – 0
• Total – 10

MEMORANDUM
November 3, 2016
Page 4
CONTACTS
Owner
Primary Contact Facility Manager John Workman Greg Thomas
1850 Parkway Place, Suite 600 Cell: [phone]
Marietta, GA 30067 Email: [e-mail]
Phone: [phone]
Email: [e-mail]
Secondary Contact Environmental Manager
Terry Darragh Daniel Moore, P.G.
Work: [phone] Cell: [phone] Cell: [phone] Email: [e-mail] Email: [e-mail]

General Contractor
Primary Contact Superintendent
Dakota Hinterer Chad Howdershelt
Project Engineer Mountaineer/Preston Contractors, Inc. 15237 S Preston Highway Cell: [phone]
Kingwood, WV 26537 Email: [e-mail]
Phone: [phone]
Cell: [phone]
Email: [e-mail]

CQA Consultant
CQA Officer/Certifying Engineer CQA Manager
Steve Lamb, P.E. Orion Holtey, P.E.
SCS Engineers SCS Engineers
2520 Whitehall Park Drive, Suite 450 Cell: [phone] Charlotte, NC 28273 Email: [e-mail]
Phone: [phone]
Cell: [phone]
Email: [e-mail]
CQA Geosynthetic Monitor
ACC, Inc.
Taylor Herbertson
Cell: [phone]
Email: [e-mail]
MEMORANDUM
November 3, 2016
Page 5
Design Engineering Firm
Design Manager
Steve Loskota, P.E.
S&ME, Inc.
Phone: [phone] Email: [e-mail] Design Engineer Project Coordinator
Sharon Korleski, P.E. Neil Hulland S&ME, Inc. S&ME, Inc. Phone: [phone] Phone: [phone]
Email: [e-mail] Email: [e-mail]

Survey Firm
Charlie Morgan
Charlie Morgan Surveying, PLLC Phone: [phone]
Email: [e-mail]

Randolph County
Design Manager Paxton Arthurs Randolph County
Phone: [phone]
Email: [e-mail]

NCDEQ
John Murray Ming-Tai Chao
DEQ-WM-SWS DEQ-WM-SWS
Phone: [phone] Phone: [phone]
Email: [e-mail] Email: [e-mail]
Christine Ritter John Patrone
DEQ-NC-SWS DEQ-WM-SWS
Phone: [phone] Phone: [phone]
Email: [e-mail] Email: [e-mail]

M:\PROJECT FILES\02215305.02\Newforma\Meetings\Meeting #11 - 2016.10.26\Meeting Minutes 2016.10.26.docx

MEMORANDUM
November 3, 2016
Page 6

ATTACHMENT A
SIGN IN SHEET

COMPANY/ORGA川ZATIO N　　REPRESENTATlVE iM丁iA 10126I2016
WasteManaement WasteManaement W JohnWorkman DanM○○博 LS　T軋EPHONE 押O.590.3308 336.253.0091 　各肋AI」 iwo「kman㊥wm.c9m dmoo「e36㊦wm.com
asteManaement WasteManaement TeDarrah G「e丁ho叩as DakotaHintere「 JasonC.Workman ChadHowdersheIt JamesRose GreoGiIes TalorHe巾ertson D蝉もやらゝ PaxtonA「thurs ChaIlieMoran 803.201.8376 336.264.3585 443.789.0987 304.290.0404 idar「ac'h@wm.c9m
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304.698.1448 304.667.2787 304.282.6674
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MEMORANDUM
November 3, 2016
Page 7

ATTACHMENT B
MEETING AGENDA

SCS Engineers, PC Environmental Consultants 2520 Whitehall Park Drive 704 504-3107 and Contractors Suite 450 FAX [phone] Charlotte, NC 28273-3557 www.scsengineers.com

Offices Nationwide
October 25, 2016
File No. 02215305.02

PROGRESS MEETING AGENDA
SUBJECT: Progress Meeting #11
Great Oak Landfill
Cells 1A & 1B 2016 Wednesday, October 26, 2016

This agenda outlines topics to be discussed during Progress Meeting #11 for the construction of
Cells 1A and 1B at the Great Oak Landfill (Landfill). The meeting is scheduled for October 26th at
10:30 a.m. The meeting will take place at the on-site construction office trailer.
TOPICS FOR DISCUSSION
Health & Safety
1. Any incidents to report?
2. All visitors are to complete the appropriate forms and review the Job Safety Analysis before
entering construction area.
3. Hard hats, Steal toe boots, and safety vests share be worn at all times.
Previous Meeting Minutes
4. Any comments or revisions?
Construction Schedule and Status
5. Work to be accomplished during next two weeks.
• Preston Contractors

• Granite Construction

• Trollinger Construction

Meeting #1 1 Agenda
October 26, 2016
Page 2

• ESI

6. Construction Days lost work to weather?
• This period
• Total
Open Issues
1. Leachate tank is a critical path item need response to State completed and resubmitted today.
2. A cable complex was encountered that will impact the Old Cedar Falls improvement. John
Grey and Greg Thomas are working on this. Proposals have been received for the relocation
of the cable complexes. John Workman to sign and return contracts.
3. Pump control panel ordered. Flow meters on site. Duke needs to be notified if power is
needed at the leachate tank.

4. Sediment Basin #1. We still need to determine where the water from this basin flows.
Wooten to review and determine if neighbor will be impacted. (Completed)
5. Contractor is scheduled to install all security and high speed lines for maintenance building
and scale house.

6. SCS submitted liner testing protocol to NC DEQ. Response was received and resubmitted. Protective cover to be complete by Oct. 22. Liner testing protocol approved. Leak detection
test should be schedule for Nov. 1.

7. Still need survey of waterline and as-built to be prepared.
8. Granite will continue to pour to Nov. 22. Schedule cylinder collection for next pour.
Cylinders are to be taken once a week when feasible.
9. Find a gate with moving wheels. Additional discussion was conducted regarding electronic
or keyed gate lock. Duke, City of Asheboro, and fire Department will need access through
front gate. Gate Security needs to be resolved. Greg Thomas to lead.
10. Leachate line riser coupling – John Workman noted slip coupling is ok.

11. Confirm #5 Stone is approved.

12. Update on internet and phone status
Meeting #1 1 Agenda
October 26, 2016
Page 3
13. Status of pipe hangers

14. Wet well delivered today

Submittals
1. Submittals, when and what submittal should SCS anticipate?
Surveying Questions/Comments
1. Any Updates?
Design Engineer Questions/Comments
1. Any Updates?
CQA Questions/Comments
1. Changes to project?

M:\PROJECT FILES\02215305.02\Newforma\Meetings\Meeting #11 - 2016.10.26\Meeting Agenda 2016.10.26.docx
Appendix I-3
Weekly Summary Field Reports and Photographs

SCS ENGINEERS
WEEKLY SUMMARY REPORT

Project Name: Great Oak Landfill
Cells 1A & 1B 2016
Project Number: 02215305.02
Date: November 20 --- November 26, 2016 (Week 26)
CQA Manager: Orion Holtey Field Personnel: N/A
Weather: Monday was clear with temperatures ranging from 27- 55 degrees Fahrenheit.

Summary of Work:

Sunday 11/20: No Activities observed.

Monday 11/21: Preston installed cell boundary markers. SCS FS pressure tested portion of leachate
force main. Steve Lamb on site to observe pressure test. Granite Construction sealed concrete road. Florida Environmental Construction completed tank and were cleaning up site. Duke set power pole by
pump control panel. Leak on site fabricating steps into leachate containment area.

Tuesday 11/22: No Activities Observed
Wednesday 11/23: No Activities Observed

Thursday 11/24: No work was done.

Friday 11/25: No Activities Observed
Saturday 11/26: No Activities Observed

Prepared by: Steve Lamb Reviewed by: Orion Holtey

SCS ENGINEERS
WEEKLY SUMMARY REPORT

Project Name: Great Oak Landfill
Cells 1A & 1B 2016
Project Number: 02215305.02
Date: November 27 --- December 3, 2016 (Week 27)
CQA Manager: Orion Holtey Field Personnel: Danny Rennicks
Weather: The sky was partly to mostly cloudy Monday through Wednesday and clear the remainder of the week with temperatures ranging from 34-74 degrees Fahrenheit. There was moderate breeze and precipitation
on Tuesday and Wednesday with the maximum velocity of 20 mph. 1/2 inch of precipitation this week. The remainder of the week was mild with no precipitation.

Summary of Work:

Sunday 11/27: No Activities observed.

Monday 11/28: Preston continued fine grading around Cell 1B. Trollinger installed fence along Old
Cedar Falls Road. SE Trogdon installed roof and wall panels for maintenance building. SCS Field Services installs pumps in pump station by Cell 1A. Mastec installed power lines/poles by pump station
by Cell 1A.

Tuesday 11/29: Preston continued fine grading outside of Cell 1A and 1B. SE Trogdon installed wall
panels for maintenance building. SCS Field Services installed leachate lines at storage tank. ESI (Liner Crew) on site prepping of liner installation

Wednesday 11/30: Preston continued fine grading outside of Cell 1A and 1B and digging rain flap
trench. SE Trogdon installed outer panels at maintenance building. SCS Field Services installed
leachate lines at storage tank and pressure tested leachate line. Pneumatic pressure test was conducted. All leachate pressure tests passed. Kelly Construction performed shoulder work on old Cedar Falls
Road. Site too wet for liner work.

Thursday 12/1: Preston cleared wet road and preformed slope grading along road by leachate storage
tank. SE Trogdon installed outer panels at maintenance building. SCS Field Services installed leachate lines at storage tank. Site too wet for liner work. Kelly Construction performed shoulder work on old
Cedar Falls Road. Precision Works Installed Power Panels for pump station by Cell 1A.

Friday 12/2: Preston fine graded slope and roads throughout the site. SE Trogdon installed wall panels
at maintenance building SCS Field Services continued installing leachate line at the leachate storage tank. ESI installed rain flap for Cell 1A. The rain flap was extrusion welded. Mastec completed power
lines to pump station by Cell 1A. Electric Works tested leachate pump station. The system is working
and the tests passed. All liner testing conducted passed. Beckley blasted outside the NW corner of Cell
1B at 1230 hours.
Saturday 12/3: Preston filled anchor trench. ESI deployed 4.5 acre of liner Trollinger Construction
painted the front gate. All liner testing is documented on the geosynthetic daily.

Fence and Shoulder Work Along Old Cedar Falls Road

Maintenance Building Wall Panels

Leachate Tank, Forcemain Piping
Leachate Pressure Testing 150 psi

Leachate Storage Piping
Cell 1B Liner Deployment
Prepared by: Orion Holtey Reviewed by: Steve Lamb

SCS ENGINEERS
WEEKLY SUMMARY REPORT

Project Name: Great Oak Landfill
Cells 1A & 1B 2016
Project Number: 02215305.02
Date: December 4 – December 10, 2016 (Week 28)
CQA Manager: Orion Holtey Field Personnel: Danny Rennicks, Taylor Herbertson
Weather: The sky was partly to mostly cloudy Sunday through Tuesday and Thursday and clear the
remainder of the week with temperatures ranging from 22-59 degrees Fahrenheit. There was moderate
breeze on Thursday with a maximum velocity of 11 mph with only mild breezes the remainder of the week.
The site received 1-1/2 inches of precipitation this week with light rains Sunday-Wednesday.

Summary of Work:

Sunday 12/04: Preston set pumps in Cell 1A and 1B to remove rainwater. ESI prepared Cell 1B for rain. Monday 12/05: Preston continued pumping rain water from Cell 1B. ESI repaired destructs from
Saturday. SCS Field Services completed installation of leachate pipe at the leachate tank storage facility.

Tuesday 12/06: Preston continued pumping water from Cell 1B. Site is too wet ESI was unable to deploy liner.
Wednesday 12/07: Preston performed site clean-up and maintenance to site Erosion and Sedimentation
controls. Work continued on the maintenance building. Waugh completed the final lift of asphalt on old
Cedar Falls Rd. TRIMAT was on site to observe paving and perform asphalt testing. Charlie Morgan Survey was on site shooting the concrete road and the Bi-weekly progress meeting was conducted today.
Thursday 12/8: Preston pumped water from Cell 1B from Wednesday rain. ESI deployed geocomposite.

Friday 12/9: Preston rerolled parts of Cell 1B. ESI deployed and completed the first layer of liner in Cell 1B. Beckley blasted outside the north corner of Cell 1B at 1130 hours.
Saturday 12/10: Preston not on site. ESI repaired destructs from liner deployed on Friday and deployed
geocomposite.
All liner testing is documented on the Geosynthetic Daily Reports.

Cell 1A Sump

Cell 1B After the Rain

Cell Prepared for Rain

Maintenance Building

Cell 1B Placing Geocomposite
Cell 1B

Prepared by: Orion Holtey Reviewed by: Steve Lamb

SCS ENGINEERS
WEEKLY SUMMARY REPORT

Project Name: Great Oak Landfill
Cells 1A & 1B 2016
Project Number: 02215305.02
Date: December 11 --- December 17, 2016 (Week 29)
CQA Manager: Orion Holtey Field Personnel: Danny Rennicks, Taylor Herbertson
Weather: The sky was partly to mostly cloudy Monday through Wednesday and clear the remainder of the week with temperatures ranging from 16-59 degrees Fahrenheit. There was a moderate breeze on Thursday with a maximum velocity of 15 mph with only mild breezes the remainder of the week. 1/8 inch of rain
measured Sunday evening with no precipitation reported the remainder of the week.

Summary of Work:

Sunday 12/11: No activities observed. Monday 12/12: Preston cleared wet roads from evening rain and installed leak location pipe in Cell 1B.
SE Trogdon installed sheet rock at the maintenance building. The site was too wet for liner work. 12
rolls of geomembrane were received.
Tuesday 12/13: Preston continued to install the leak location pipe in Cell 1B. Rock was placed on the pipe. SCS Field Services began to fill the leachate storage tank with water for testing. ESI completed
the first layer of geocomposite in Cell 1B. The last 10 rolls of liner were delivered today.

Wednesday 12/14: Preston performed grading outside the NE corner of Cell 1B. SCS Field Services continued to fill the leachate storage tank. ESI deployed GCL and Composite in Cell 1B. Charlie Morgan Surveying surveyed leak detection wire.

Thursday 12/15: Preston performed grading outside NE corner of Cell 1B. ESI deployed geomembrane
and GCL. Beckley blasted outside the NE corner of Cell 1B. Friday 12/16: Preston performed grading outside NE corner of Cell 1B. ESI performed extrusion
welding of primary liner to secondary liner, vacuum tested and repaired all defects. SCS field Services
performed tasks at the leachate Storage Tank Facility. Liner destruct samples were sent to the lab.
Charlie Morgan Survey was on site for sewer meeting and will conduct survey for sewer Monday morning.
Saturday 12/17: Not activities observed.

All liner testing is documented on the Geosynthetic Daily Reports.

SW Cell 1B Geocomposite

Cell 1B Leachate Detaection trench filled with aggregate

Cell 1B GCL Placement
Cell 1B Geomembrane Seams

Cell 1B Copper Leak Detection Wire

Cell 1B Geomembrane Storage
Prepared by: Orion Holtey Reviewed by: Steve Lamb

SCS ENGINEERS
WEEKLY SUMMARY REPORT

Project Name: Great Oak Landfill
Cells 1A & 1B 2016
Project Number: 02215305.02
Date: January 1 --- January 7, 2017 (Week 32)
CQA Manager: Orion Holtey Field Personnel: Danny Rennicks/Taylor Herbertson
Weather: The sky was cloudy Wednesday and clear Thursday and Friday until snow began Friday evening and through Saturday. The temperatures ranged from 28-57 degrees Fahrenheit. There was a moderate breeze on Wednesday with a maximum velocity of 12 mph with only mild breezes the remainder of the week. 3 inches
of snow was measured Friday evening with no measurement provided for the Saturday storm.

Summary of Work:

There was not construction observation performed during week 30 and 31 (Dec 19- Dec 31). The reported activities consisted of construction of the interior of the maintenance building, initial site preparation for the wheel wash, site grading, and roadway maintenance.

Monday 1/2: No construction activities observed.
Tuesday 1/3: No construction activities observed.
Wednesday 1/4: Preston prepared trailer dump area with rock. Leak and Associates installed rebar
wheel wash sump. ESI deployed composite in west corner of Cell 1B.
Thursday 1/5: Preston began filling anchor trench in the west corner of Cell 1B and placed gravel around maintenance building. Leak and Associates continued construction of the wheel wash. ESI deployed
liner and GCL in the east corner of Cell 1B.

Friday 1/6: Preston installed the trailer dump by Cell 1A. Leak and Associated continued building wheel wash. ESI deployed liner and GCL in Cell 1B.
Saturday 1/7: Not activities observed.

All liner testing is documented on the Geosynthetic Daily Reports.

Wheel was sump rebar

Cell 1B Geocomposite

Cell 1B Copper Wire Placement

Cell 1B GCL

Trailer Dump

Cell 1A and 1B after snow storm
Prepared by: Orion Holtey Reviewed by: Steve Lamb

SCS ENGINEERS
WEEKLY SUMMARY REPORT

Project Name: Great Oak Landfill
Cells 1A & 1B 2016
Project Number: 02215305.02
Date: January 8 --- January 14, 2017 (Week 33)
CQA Manager: Orion Holtey Field Personnel: Danny Rennicks/Taylor Herbertson
Weather: Site was cold and or covered in snow until Thursday. No Cell construction activities were conducted until Thursday. Sky was cloudy to partly cloudy Thursday and through Saturday. The temperatures ranged from 41-70 degrees Fahrenheit. There was a moderate breeze on Thursday with a maximum velocity of 10
mph with only mild breezes the remainder of the week. 3/4 inches of rain was measured Thursday with no measurement provided for early in the week.

Summary of Work:

There was not construction observation performed during week 30 and 31 (Dec 19- Dec 31). The
reported activities consisted of construction of the interior of the maintenance building, initial site
preparation for the wheel wash, site grading, and roadway maintenance.
Monday 1/9: Site covered in snow. No construction activities observed.

Tuesday 1/10: Site covered in snow. No construction activities observed. Facility began receiving
waste.
Wednesday 1/11: Site still covered in snow. No Cell construction activities observed. Construction of
Wheel wash sump continued.

Thursday 1/12: Site very wet from rain and snow. ESI Deployed GCL and liner. Leak & Associates poured concrete at the Wheel wash.

Friday 1/13: Preston connected leak detection line in Cell 1A to Cell 1B. GCL deployed GCL and liner
in Cell 1B.
Saturday 1/14: Preston was not on site. ESI completed liner repairs in Cell 1B and started deploying
geocomposite.

All liner testing is documented on the Geosynthetic Daily Reports.

Monday --- Snow in Cell 1B

Tuesday- Initial waste in Cell 1A

Wheel wash framing

Pump Risers Insulated Pipes

Cell 1B GCL
Geocomposite Placement
Prepared by: Orion Holtey Reviewed by: Steve Lamb

SCS ENGINEERS
WEEKLY SUMMARY REPORT

Project Name: Great Oak Landfill
Cells 1A & 1B 2016
Project Number: 02215305.02
Date: January 15 --- January 21, 2017 (Week 34)
CQA Manager: Orion Holtey Field Personnel: Kenneth Callaway
Weather: The sky was clear to partly cloudy Wednesday and Thursday and cloudy the remainder of the week. The temperatures ranged from 34-66 degrees Fahrenheit. There was a mild breeze throughout the week with a
maximum velocity of 5 mph. Approximately 5 inches of rain was measured this week.

Summary of Work:

Sunday 1/15: Preston was not on site. ESI deployed composite and conducted zip tying and welding of
the seams.
Monday 1/16: Preston began placing protective cover into the cell. ESI removed all trash and excess
composite material.

Tuesday 1/17 – Friday 1/20: Preston placed protective cover into the cell.
All liner testing is documented on the Geosynthetic Daily Reports.

Geocomposite Place Nearly Complete

Geocomposite Complete

Cell 1B Anchor Trench

Begin Protective Cover Placement

Continued Protective Cover Placement
Protective Cover Haul Road Placement

Prepared by: Orion Holtey Reviewed by: Steve Lamb

SCS ENGINEERS
WEEKLY SUMMARY REPORT

Project Name: Great Oak Landfill
Cells 1A & 1B 2016
Project Number: 02215305.02
Date: January 22 --- January 28, 2017 (Week 35)
CQA Manager: Orion Holtey Field Personnel: Kenneth Callaway/Taylor Herbertson
Weather: The sky was cloudy to partly cloudy Monday, Thursday and Friday and clear the remainder of the week. The temperatures ranged from 32-67 degrees Fahrenheit. There was a mild breeze Monday through Wednesday and Friday with heavy winds on Thursday with a maximum velocity of 30 mph. Approximately
4.75 inches of rain was measured this week.

Summary of Work:

Monday 1/23: No Construction Activities due to weather. (3 inches of rain) Tuesday 1/24 – Friday 1/27: Preston placed protective cover into the cell and established 4 foot haul
road. Construction of the wheel wash sump continued.

All protective cover was pushed up slope and trucks were all running on a minimum of 4 foot of protective cover.

Protective Cover Placement

Cell 1B Overview

Construction of Haul Road

Backfilling Wheel Wash Sump

Prepared by: Orion Holtey Reviewed by: Steve Lamb

SCS ENGINEERS
WEEKLY SUMMARY REPORT

Project Name: Great Oak Landfill
Cells 1A & 1B 2016
Project Number: 02215305.02
Date: January 29 --- February 28, 2017 (Week 36-38)
CQA Manager: Orion Holtey Field Personnel: Kenneth Callaway/Jarrod
Timmons/Orion Holtey
Weather: January closed with temperatures ranging from 28-66 degrees Fahrenheit and no precipitation. Temperatures in February have ranged from 24-79 with little precipitation.

Summary of Work:

The last two and a half weeks of construction consisted of installation of the protective cover, the inspection of the leachate collection and detection lines and leak survey of the primary liner.

February 8th – 9th - The completion of the leachate collection trench and piping was performed and was
observed by a representative from SCS Engineers. Preston also excavated the perimeter trench necessary
to perform the leak location test. The 4 foot sacrificial liner was installed along the anchor trench. Protective cover placement was completed on the Feb. 9th.

No observation was performed from the Feb. 10 – 13.

February 10th – Preston performed fine grading and completed installation of the sacrificial liner.
February 14th – Florida Jet Clean on site, they cleaned and performed video inspection of leachate
collection and detection lines. Leak Location Services Inc. was on site and began inspection of the
primary liner. Two crew members from Preston we on site setting up the leak location inspection grid.
February 15th and 16th – Leak Location Services completed the inspection of the primary liner. Not leaks
were reported. The finalized report will be included with the closure certification.

Protective Cover Placement
Excavation of Leachate Collection Trench

Anchor trench preparation for Leak Location Test and Sacrificial Liner
Leak Collection Trench on Side Slope

Jet Cleaning Leachate Collection Line
Pipeline Camera

Leak Location Testing

Cell 1B Overview
Prepared by: Orion Holtey Reviewed by: Steve Lamb
Appendix J
As-Built Drawings

Top of Structural Fill Grading Plan
Top of LCS Geocomposite
Top of Protective Soil Cover