1203_BurkeCo_CDLF_OldCDLFClosureCQA_DIN27092_20161201

Burke County, John’s River Landfill TOC Joyce Engineering, Inc. C&D LF Closure Construction November 2016 CQA Certification Report 2016
TABLE OF CONTENTS
Page
1.0 INTRODUCTION ............................................................................................................................. 1
2.0 CLOSURE PLAN .............................................................................................................................. 2
2.1 Closure Cap ...................................................................................................................................... 2
2.2 Passive Gas Vents............................................................................................................................. 3
3.0 CONSTRUCTION QUALITY ASSURANCE (CQA) PROGRAM ................................................ 3
3.1 Scope of Work .................................................................................................................................. 3
3.2 Roles and Responsibilities ................................................................................................................ 3
3.3 Pre-Construction Meeting ................................................................................................................ 3
3.4 Construction Survey ......................................................................................................................... 3
3.5 Subgrade Inspection ......................................................................................................................... 4
3.6 Geosynthetic Clay Liner ................................................................................................................... 4
3.7 Earth Material CQA Testing ............................................................................................................ 5
3.8 Passive Gas Vents............................................................................................................................. 6
3.9 MSW/CD Closure Investigation ....................................................................................................... 6
Appendix 1: Laboratory Testing Results
Appendix 2: Daily Field Reports
Appendix 3: GCL Material Certificates
Appendix 4: Landfill Gas Vents
Appendix 5: Project Records
- Meetings - Photographic Record
Appendix 6: MSW/C&D Closure Investigation
Appendix 7: Record Survey Drawings

Burke County, John’s River Landfill Page 1 Joyce Engineering, Inc. C&D LF Closure Construction November 2016 CQA Certification Report 2016
1.0 INTRODUCTION
This report, prepared by Joyce Engineering, Inc. (JOYCE) on behalf of Burke County (County),
addresses the quality assurance procedures and activities conducted during the C&D landfill closure
of the John’s River Waste Management Facility in Burke County, North Carolina. The documents comprising this report were compiled for compliance with North Carolina Solid Waste Management Regulations, 15A NCAC 13B and the Phase 1 Permit-to-Construct (1203-CDLF-2014) and the
Closure Plan.
Bids for the C&D landfill closure project were solicited in the spring of 2016, the project was awarded to Triangle Grading and Paving (Contractor) in May, and Notice to Proceed was issued on
August 15, 2016. The Contractor notified the Engineer of Substantial Completion on October 7,
2016.
Background of MSW and C&D LF
The John’s River Waste Management Facility was first permitted as municipal solid waste (MSW)
landfill under Permit Number 12-03 in 1987. The MSW landfill was closed in 1997. Since 1998, Burke County has operated a permitted Construction and Demolition (C&D) disposal area on top of the closed MSW landfill in accordance with the facility’s Transition Plan. In February 2007, the
North Carolina Department of Environment and Natural Resources (DENR) Solid Waste Section
(SWS) approved a permit modification establishing the final elevation for the C&D-over-MSW
landfill. On March 20, 2014, the SWS issued a Permit to Construct (PTC) for Phase 1A of a C&D landfill expansion area located adjacent to the old C&D landfill, and a Permit to Operate Phase 1A
was issued on August 14, 2014.

In July 2014, a revised Closure & Post-Closure Care Plan (CPCC) was submitted to accommodate changes to the plans and schedule for closure of the C&D landfill.
Prior to 2014, the outer slopes of the C&D area (approximately 6.0 acres) were reportedly covered
with 2-3 feet of soil, and in early 2015, the remaining central top portion (approximately 3.0 acres) of
the C&D area was covered with approximately 3-4 feet of soil. No quality assurance or testing of the soil cover was conducted during placement of the cover. Preliminary examination and testing
conducted in June 2015 indicated that the newer soil cover in the central top portion met the
infiltration layer hydraulic conductivity (1x10-5 cm/sec) and thickness (>18 inches) requirements, but
the soil in the older, outer portion did not. The facility’s Closure and Post-Closure Care Plan DIN 25160 was last revised in October 2015.
Before designing and constructing the final closure cap for the C&D landfill, an additional
investigation of the existing cover material was conducted to determine whether (and which) portions of the existing soil cover met the necessary requirements. In areas where the existing cover soil met the closure cap requirements, the final design and closure plan allowed use of the existing cover as
part or all of the cap section, while areas where the existing cover failed to meet requirements, the
new cap section was constructed with a geosynthetic clay liner (GCL).

Burke County, John’s River Landfill Page 2 Joyce Engineering, Inc. C&D LF Closure Construction November 2016 CQA Certification Report 2016
Closure Schedule
The C&D landfill reached permitted capacity and was partially closed in early 2015. According to
Rule .0543(c) [and Rule .1627(c)] of the NCSWMR, “closure activities must begin within 30 days of
final receipt of waste, and states that the owner/operator must complete closure activities within 180 days of beginning closure, and that extensions of the closure period may be granted by the Division if the owner/operator demonstrates that closure will, of necessity, take longer than 180 days and
continue to take all steps to prevent threats to human health and the environment from the unclosed
C&DLF unit.” In a letter dated June 12, 2014, Burke County requested an extension of the 180 day deadline to
complete closure of the C&D landfill. The County agreed to start closure activities within the
required 30 days and providing proper storm water runoff, sediment, and erosion control measures.
Originally, the County planned to perform all of the closure construction in-house using County personnel and equipment, including installation of the infiltration barrier and protective/erosion layer.

Due to changes in County personnel and concern about its ability to construct the low-permeability
cap with existing County equipment and personnel, the County reconsidered their strategy hiring an outside contractor to install the closure cap. In the meantime, landfill personnel apparently unaware of this change in strategy proceeded to install 3-4 feet of cover material over the open portion of the
C&D area (approximately 3 acres).

The County decided to hire a contractor to install the GCL over the remaining six acres, with landfill personnel doing the earthwork in order to meet the existing closure schedule. However, the County
came to realize that they did not have sufficient equipment or personnel for the task. In light of these
new developments, the County requested the Solid Waste Section a revised schedule for closure of
the C&D landfill. The revised schedule called for bidding in the spring, construction during summer and completion by the fall of 2016.
2.0 CLOSURE PLAN
2.1 Closure Cap
The standard cap system applies to both the old C&D landfill and the new C&D expansion phases.
The cap system consists of:
a. Intermediate Cover - Local soil will be placed over the daily cover soil to provide at least 12 inches of intermediate cover and a uniform base for construction of the cap.

b. Infiltration Barrier - The infiltration barrier is proposed to consist of either: eighteen (18) inches of compacted soil with a permeability of no greater than 1x10-5 cm/sec; or a geosynthetic clay liner (GCL). This layer will be constructed over the intermediate soil layer.

c. Protective/Erosion Layer – If a soil infiltration barrier is used, a layer consisting of at
least 18 inches of local soil will be placed above the infiltration barrier to provide a protective cover. If a GCL infiltration barrier is used, a layer consisting of at least 24 inches of local soil will be placed above the infiltration barrier to provide a protective cover. Compaction of the
layer will be limited to about 90 percent (plus or minus three percent) of the Standard Proctor
maximum dry density so that the vegetation can develop a strong root system.

Burke County, John’s River Landfill Page 3 Joyce Engineering, Inc. C&D LF Closure Construction November 2016 CQA Certification Report 2016
d. Vegetation - After placement of the protective/erosion layer, the area will be seeded.
Seeding will be accomplished in accordance with the "North Carolina Erosion and Sediment
Control Planning and Design Manual," and the approved E&S Plan.
2.2 Passive Gas Vents
With the approval of the SWS four passive gas vents were installed in September 2015 along the top
ridge of the C&D landfill. South Atlantic Environmental Drilling and Construction Company (SAEDACCO) drilled and installed the four gas vents. The drilling was accomplished with Geoprobe 8140LS Sonic Drill rig.

3.0 CONSTRUCTION QUALITY ASSURANCE (CQA) PROGRAM 3.1 Scope of Work

The overall goals of the CQA program are to ensure that proper construction techniques and methods
are employed, and to verify that the materials used meet the requirements of the specifications. The CQA program helps to identify and define problems that may occur during construction and allow corrective measures to be implemented. At the completion of the C&D landfill closure construction
the certifying engineer prepares a certification report to document that the construction was
conducted in accordance with the design standards and specifications.
3.2 Roles and Responsibilities

JOYCE provided third party construction quality assurance. Kessel Engineering Group (KEG)
assisted JOYCE with GCL installation recording, and earth materials testing. A representative of KEG visited the site periodically to follow the construction progress by testing in the field and collecting soil samples for laboratory testing. The soils laboratory testing was conducted at KEG’s
laboratory in Asheville, NC.

Bateman Civil Survey Company (Holly Springs, NC) provided surveying for the closure project on behalf of the Contractor. Record drawings are provided in Appendix 7.

3.3 Pre-Construction Meeting The pre-construction meeting was held on August 10, 2016. The meeting agenda included introduction of all parties and their roles, project status, schedule, site access, meetings, surveys,
CQA and other pertinent topics for the planned landfill closure project. The Contractor raised a
concern that the base grade survey and final survey may not show the correct closure cap thickness due to landfill settlement during the closure construction. It was agreed that CQA will verify lift and layer thicknesses during compaction testing of the cover soil. Project meeting minutes are included
in Appendix 5.

3.4 Construction Survey The Contractor retained Bateman Civil Surveying (Bateman) to provide for the landfill construction
staking and record survey work. The Contractor removed approximately 12” of the existing cover
soil from the area to be lined with the GCL. After the area was graded and compacted with the

Burke County, John’s River Landfill Page 4 Joyce Engineering, Inc. C&D LF Closure Construction November 2016 CQA Certification Report 2016
smooth drum roller, Bateman surveyed the base grades and submitted the data to the engineer for review and acceptance. The prepared base grades were the starting point for the Contractor to build
the landfill closure. KEG measured the layer thickness at each nuclear test location to verify the final
thickness of the protective and the vegetative cover layers. At the completion of the vegetative soil
layer, Bateman surveyed the final surface. The record survey drawings are included in Appendix 7.
The GCL closure construction covered approximately 6 acres. The total area of closure was approximately 9 acres.

3.5 Subgrade Inspection Prior to commencing the GCL installation, the contractor used a smooth drum roller to prepare an
acceptable surface for the GCL. The installation subcontractor (Hallaton) inspected the prepared
subgrade and found it to be smooth and free of any materials that could potentially damage the GCL.
Hallaton prepared a Subgrade Acceptance Form for each day/segment of the subgrade that was ready for his work and submitted it to the CQA representative for his acceptance. The subgrade acceptance
forms are included with Daily Field Reports in Appendix 2.

3.6 Geosynthetic Clay Liner Prior to 2014, the outer slopes of the C&D area of the C&D landfill (approximately 6.0 acres) were
reportedly covered with 2-3 feet of soil. Preliminary examination for the CD LF closure testing
conducted in June 2015 indicated that previously closed section did not meet the infiltration layer
hydraulic conductivity (1x10-5 cm/sec) requirements. For this reason, the alternate cap section with GCL was employed for the outer slopes of the C&D area closure.

The Contractor prepared the subgrade for the GCL installation, and Hallaton, Inc. installed the
double sided non-woven Bentomat SDN® by CETCO. The Contractor had ordered 147 rolls for the project. The manufacturer material certificates were reviewed by the CQA engineer and accepted for the project. KEG provided installation observation CQA documenting each day the number of rolls
placed, measured area of coverage (sf) and an approximate area of closure on the proposed panel
layout drawing. The GCL installation took five days. The Contractor placed protective soil cover
each day. A total of 257,918 sf or 5.92 acres were covered with the GCL. CETCO materials certificates are in Appendix 3, the installation records and subgrade acceptance forms are included in
the Daily Field Reports in Appendix 2.

Specification Section 13400 requirements for the GCL Interface Friction and Soil Strength Testing for the final cover system are:
a. Intermediate Cover soil vs. Geosynthetic clay liner (GCL) with high end of moisture
range and proper compaction. Normal loads: 250 psf, 1000 psf, and 2000 psf. And a
shear rate of 0.04 in/min.
b. Protective Cover Soil vs. Geosynthetic clay liner (GCL) with high end of moisture range and proper compaction. Normal loads: 250 psf, 1000 psf, and 2000 psf. And a shear rate
of 0.04 in/min.
The peak interface friction angle shall be greater than 26.4 degrees for each interface of the soils and GCL for the cover materials to be considered as having acceptable friction characteristics unless

Burke County, John’s River Landfill Page 5 Joyce Engineering, Inc. C&D LF Closure Construction November 2016 CQA Certification Report 2016
otherwise allowed by the ENGINEER.
Lab reports from TRI friction angle testing for GCL vs. Intermediate cover (29.4 degrees) and GCL
vs. Protective cover (29.5 degrees) are in Appendix 1 Laboratory Testing Results.
3.7 Earth Material CQA Testing
The project CQA Plan states that the earth material components have been performed in accordance
with the approved Contract Drawings and Specifications and shall be accomplished by use of CQA testing and visual observations. Specifically, CQA testing shall be conducted in two categories: Pre-construction testing; and Construction testing.

Pre-construction testing:
Closure requirements for C&D LF Facilities (NCSWMR Rule .0543) require protective/erosion layer soils to be a minimum of 18 inches of earthen material that is capable of sustaining native plan
growth. KEG collected two samples of the site soil for preconstruction QA testing. Each sample soil
was subjected to grain size distribution analysis, moisture content determination, liquid and plastic
limits test, and moisture-density relationship. The soil classifications were determined as silty sandy lean clay (CL) and micaceous silty sand (SM). The CQA laboratory testing results are in Appendix 1.

The Contractor submitted two samples of the proposed earth materials to preconstruction QC testing.
Each sample was subjected to grain size distribution analysis, liquid and plastic limits test, moisture-density relationship, and triaxial shear test. The CQC laboratory testing results are in Appendix 1.
Both sets of CQA and CQC pre-construction testing results were reviewed by the engineer and
approved for the closure construction.
Field testing: Kessel Group provided field soil testing of the cover soil placed over GCL in the acres 1 through 6.
The engineer instructed the Contractor to avoid damaging the GCL during the cover soil placement
and the CQA representative during compaction testing. The Contractor placed 6 to 8 inch lifts of soil
and compacted with smooth drum roller. The CQA representative observed the GCL and cover soil placement each day and the soil placement was completed without an incident to the GCL.

The CQA Plan Table 1 requirements for field testing include 5 nuclear method tests per acre/lift and
one drive cylinder test to confirm the nuclear method test results. The cover soil CQA testing was carried over two lifts of six acres totaling 60 nuclear method tests and 12 drive cylinder method tests. The CQA representative allowed the Contractor to place two lifts approximately 6 to 8 inches of soil
per lift over the GCL, before conducting the compaction testing of the soil. The first compaction
testing was therefore performed on 12 inch layer of the soil covering GCL. At each of the 5 nuclear test and one drive cylinder test locations, the CQA confirmed the soil layer thickness to be minimum of 12 inches before proceeding with the test and that the probe would not be in contact with the GCL.
The Contractor placed a second lift of the cover soil approximately 6 to 8 inches thick and
compacted. The CQA conducted second set of compaction testing 5 nuclear points and one drive
cylinder test over the 6 acre area covering the GCL. He also dug down to observe the soil layer thickness to verify the minimum of 18 inches of cover soil.
The Contractor placed and compacted two lifts approximately 6 to 8 inches per lift of cover soil over
the central portion on top of the landfill that was closed with minimum of 2 feet of low-permeability

Burke County, John’s River Landfill Page 6 Joyce Engineering, Inc. C&D LF Closure Construction November 2016 CQA Certification Report 2016
soil in the spring 2015. KEG conducted the compaction testing on 5 locations with the nuclear method and one drive cylinder method over each of the acres 7, 8, and 9. The CQA representative
also dug down to verify the cover soil layer thickness to be minimum of 12 inches.

Following the 18-inch cover soil placement over the CGL, the Contractor proceeded placing the 6-inch thick vegetative soil layer over the entire closure area of 9 acres. KEG tested all 9 acres with 5 nuclear tests, soil layer thickness, and one drive cylinder test per acre, a total of 45 nuclear method
tests and 9 drive cylinder method tests. All compaction tests results of the protective cover soil and
vegetative soil cover met or exceeded the specification of 90% of the maximum density (ASTM D698). The field testing results are in Appendix 2.
3.8 Passive Gas Vents

Passive landfill gas vents (LFGV) were drilled and installed in September 2015. The drilling contractor, South Atlantic Environmental Drilling and Construction Company (SAEDACCO),
mobilized an 8140 LS Sonic Geoprobe drill rig for the installation of the four proposed landfill gas
vents. These four vents were designed to be placed on the top ridge of the C&D landfill and to
penetrate through the C&D waste or to refusal which ever came first. The Sonic rig utilizes steel pipe drill strings with 10-inch diameter industrial diamond cutter leading edge. The boring is advanced utilizing ultrasonic vibration and rotating the cutter while applying downward pressure.
Deepest bore hole GV-1 reached 34 feet before refusal, GV-2 and GV-3 reached 24 feet, and GV-4
depth of 26 feet. A six-inch schedule 80, perforated PVC pipe was installed in each bore hole and
the annulus was filled with #78 gravel of granitic rock two feet above the perforated section. Above the stone layer 3/8-inch Bentonite® Hole Plug was placed to create a two-foot thick near surface seal.
Above the perforated pipe a solid wall pipe was extended approximately six feet above ground
surface and fitted with a candy cane breathing top.
The Contractor installed in the first week of October 2016, the 40-mil LLDPE gas vent collars. In addition to the bentonite surface plugs, the vent collars further help to prevent rain and surface water
entering the vent pipe bore hole and seeping into the waste. The gas vent driller logs and JOYCE
boring logs are in Appendix 4.
3.9 MSW/CD Closure Investigation

MSW Cap Investigation
JOYCE conducted the John’s River Waste Management Facility MSW cap field investigation in January 2015. The MSW portion of the landfill consists of 19 acres, on top of which is the C&D landfill that was closed during August - October 2016. For the MSW cap thickness investigation,
West Consultants, PLLC provided staking of the landfill slopes marking one acre sections to guide
the investigation progress. The soil cap thickness investigation was conducted with a soil recovery probe and slide hammer manufactured by AMS. The recovery probe consists of a one inch diameter steel tube with a 24 inch long slot to observe the soil column and for easy disposal of the retrieved
sample. All 19 acres were verified with the probe on six random locations of each acre of the cap.
The soil layer thickness exceeded 24 inches at all 114 locations.
The soil visual observation determined the cover soil moist, cohesive, sandy silt (ML) to silty sand (SM), clayey sand (SC) and silty clay (CL). The cap appeared intact without evidence of soil creep
or severe erosion. The dormant winter time vegetation consisted of a range of grasses that hold the
soil in place. Few places we noted with sparse vegetation, but even those areas were not badly

Burke County, John’s River Landfill Page 7 Joyce Engineering, Inc. C&D LF Closure Construction November 2016 CQA Certification Report 2016
eroded. Our opinion was that the cap is intact and provides the regulatory cover that is required under the rule .0505 (3)(c).

The investigation report was submitted to the SWS in February 11, 2015 and a the SWS responded in
a letter dated February 23, 2015 that the MSW landfill is considered properly closed and no additional work would be required as part of the C&D landfill closure. The JOYCE submittal and SWS letter DIN 23691 are included in Appendix 6.

C&D Cap Investigation In June 2015 Joyce Engineering conducted at the John’s River Waste Management Facility an investigation of the C&D top portion closure constructed in the spring 2015. No quality assurance or
testing of the soil cover was conducted during placement of the cover. The investigation included
four locations to sample three lifts of the constructed cap. With assistance of the County, three lifts
were cut with a dozer to expose underlying layers for testing. The sampling for hydraulic conductivity was accomplished with a 10-inch long, 3-inch diameter Shelby tube, pushed in to the
cap soil to retrieve an representative undisturbed sample of the cap material of three lifts. Fifteen
(15) other locations were tested with the soil recovery probe and slide hammer to verify the cap
material thickness and visually observe the soil type. Three permeability test locations of the new C&D cap all exceeded the minimum permeability requirement of 1.0E-05 cm/sec. The one permeability test location in the older closure section failed to meet the requirement of 1.0E-05
cm/sec. Thus the older section was deemed not meeting the closure requirements, but the new
central portion closed in the spring 2015 was deemed acceptable.
Three lifts of the closed cap were tested at each of the four locations. The permeability testing results
are summarized below and the laboratory test results are in Appendix 6.

Sample Lift MC(%) DD (pcf) K cm/sec PI (%) USCS PROCTOR ST-01-01 1 19.0 107.1 4.1E-07 29 CH 104.8/19.9 ST-01-02 2 22.2 104.5 5.9E-07
ST-01-03 3 19.9 101.4 7.7E-08
ST-02-01 1 25.0 90.9 2.1E-07 38 CH 99.4/21.4
ST-02-02 2 25.0 94.2 1.6E-07 ST-02-03 3 25.0 98.4 1.2E-07
ST-03-01 1 16.3 100.3 7.8E-05 9 ML 99.7/21.2
ST-03-02 2 16.3 91.8 7.7E-05
ST-03-03 3 16.3 95.3 2.1E-05 ST-04-01 1 24.2 99.0 4.2E-07 ST-04-02 2 24.2 98.8 4.0E-07
ST-04-03 3 24.2 95.2 3.6E-07

The MSW cap investigation report and the C&D cap investigation results and drawings are in Appendix 6.

END OF REPORT

Appendix 1
Laboratory Testing Results
General Information
Project Name: John's River Waste Management Ficility Submittal Number:
C&D Landfill Closure
Burke County North Carolina
JOYCE Projet Number: 277 Date:
Owner Contract Number: Permit Number 12-03
Submittal Description: PreConstruction onsite Soils Testing Results (for Record) by TRI Environmental
Contractor's Certification
Contract Drawing No.:
Technical Specification No.:
This Submittal has been reviewed for accuracy of content. It is my opinion that the material and/or equipment are in
compliance with the Contract Drawings and Technical Specifications. The information contained herein has been fully
coordinated with all involved subcontractors.
Contractor: Triangle Grading & Paving/T&K Construction LLC
Signed: Jamie Jenkins
Date:
Engineer's Review
No Exception Taken Engineer:
Make Corrections Noted Signed:
Amend and Resubmit Date:
Rejected - See Remarks
work of all trades.
C&D Landfill Closure Joyce Engineering Inc.
John's River Landfill March 2017
Burke County, North Carolina
00907-1
August 8, 2016
August 8, 2016
SUBMITTAL FORM
11
Approval is only for conformance with the design concept of the project and compliance with the information given in
the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site, for
information that pertains solely to the fabrication process or to techniques of construction, and for coordination of the
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Appendix 2
Daily Field Reports
Burke County Landfill Closure September 7, 2016 Burke County, North Carolina KEG Project No. JA16-3102-01

1671-11516 Material:
Burke Co GCL
9/2/16
Morganton, NC SDN mil
9/3/16 P1 8:03 SLOPE 74 14 151 2114
9/3/16 P2 8:11 SLOPE 163 14 151 2114
9/3/16 P3 8:21 SLOPE 91 14 151 2114
9/3/16 P4 8:30 SLOPE 89 14 151 2114
9/3/16 P5 8:30 SLOPE 99 14 151 2114
9/3/16 P6 8:54 SLOPE 52 14 134 1876
9/3/16 P7 9:09 SLOPE 76 14 111 1554
9/3/16 P8 9:14 SLOPE 76 14 19 266
9/3/16 P9 9:17 SLOPE 76 14 18 252
9/3/16 P10 9:23 SLOPE 118 14 151 2114
9/3/16 P11 9:33 SLOPE 198 14 11 154
9/3/16 P12 9:35 SLOPE 198 14 8 112
9/3/16 P13 9:36 SLOPE 198 14 9 126
9/3/16 P14 9:37 SLOPE 198 14 11 154
9/3/16 P15 9:39 SLOPE 198 14 13 182
9/3/16 P16 9:45 SLOPE 198 14 62 868
9/3/16 P17 9:48 SLOPE 52 14 11 154
9/3/16 P18 9:52 SLOPE 52 14 26 364
9/3/16 P19 9:58 SLOPE 73 14 151 2114
9/3/16 P20 10:08 SLOPE 75 14 151 2114
9/3/16 P21 10:22 SLOPE 112 14 138 1932
9/3/16 P22 10:30 SLOPE 62 14 113 1582
9/3/16 P23 10:34 SLOPE 62 14 35 490
9/3/16 P24 10:42 SLOPE 203 14 151 2114
9/3/16 P25 10:45 SLOPE 186 14 151 2114
9/3/16 P26 10:58 SLOPE 61 14 103 1442
9/3/16 P27 11:02 SLOPE 61 14 50 700
9/3/16 P28 11:05 SLOPE 161 14 39 546
9/3/16 P29 11:12 SLOPE 161 14 71 994
9/3/16 P30 11:20 SLOPE 161 14 40 560
Panel Location Width (FT)
Project No.:
Date
Deployed
Time
DeployedPanel No.Length
(FT)Roll No.
Project Location:
Panel Placement Log
Project Start Date:
GCL
Project Name:
Area
(SQ FT)
1671-11516 Material:
Burke Co GCL
9/2/16
Morganton, NC SDN mil
Panel Location Width (FT)
Project No.:
Date
Deployed
Time
DeployedPanel No.Length
(FT)Roll No.
Project Location:
Panel Placement Log
Project Start Date:
GCL
Project Name:
Area
(SQ FT)
9/3/16 P31 11:28 SLOPE 153 14 17 238
9/3/16 P32 11:35 SLOPE 153 14 40 560
9/3/16 P33 11:37 SLOPE 153 14 20 280
9/3/16 P34 11:41 SLOPE 153 14 46 644
9/3/16 P35 11:45 SLOPE 153 14 27 378
9/3/16 P36 11:48 SLOPE 112 14 16 224
9/3/16 P37 11:53 SLOPE 207 14 20 280
9/3/16 P38 11:56 SLOPE 207 14 21 294
9/3/16 P39 12:00 SLOPE 207 14 40 560
9/3/16 P40 12:02 SLOPE 207 14 22 308
9/3/16 P41 12:04 SLOPE 207 14 7 98
9/3/16 P42 12:06 SLOPE 207 14 8 112
9/3/16 P43 12:09 SLOPE 207 7 10 70
9/3/16 P44 12:15 SLOPE 207 14 5 70
9/4/16 P45 7:30 SLOPE 168 14 120 1680
9/4/16 P46 7:32 SLOPE 168 14 30 420
9/4/16 P47 7:40 SLOPE 175 14 92 1288
9/4/16 P48 7:43 SLOPE 175 14 58 812
9/4/16 P49 7:45 SLOPE 195 14 63 882
9/4/16 P50 7:49 SLOPE 195 14 88 1232
9/4/16 P51 7:57 SLOPE 205 14 30 420
9/4/16 P52 8:00 SLOPE 205 14 121 1694
9/4/16 P53 8:04 SLOPE 196 14 117 1638
9/4/16 P54 8:07 SLOPE 196 14 34 476
9/4/16 P55 8:15 SLOPE 161 14 89 1246
9/4/16 P56 8:17 SLOPE 161 14 63 882
9/4/16 P57 8:20 SLOPE 157 14 57 798
9/4/16 P58 8:25 SLOPE 157 14 94 1316
9/4/16 P59 8:31 SLOPE 184 14 26 364
9/4/16 P60 8:35 SLOPE 184 14 125 1750
1671-11516 Material:
Burke Co GCL
9/2/16
Morganton, NC SDN mil
Panel Location Width (FT)
Project No.:
Date
Deployed
Time
DeployedPanel No.Length
(FT)Roll No.
Project Location:
Panel Placement Log
Project Start Date:
GCL
Project Name:
Area
(SQ FT)
9/4/16 P61 8:38 SLOPE 148 14 118 1652
9/4/16 P62 8:41 SLOPE 148 14 34 476
9/4/16 P63 8:51 SLOPE 225 14 84 1176
9/4/16 P64 8:55 SLOPE 225 14 68 952
9/4/16 P65 8:57 SLOPE 228 14 51 714
9/4/16 P66 9:02 SLOPE 228 14 100 1400
9/4/16 P67 9:06 SLOPE 165 14 15 210
9/4/16 P68 9:08 SLOPE 165 14 113 1582
9/4/16 P69 9:10 SLOPE 165 14 21 294
9/4/16 P70 9:14 SLOPE 204 14 93 1302
9/4/16 P71 9:17 SLOPE 204 14 57 798
9/4/16 P72 9:20 SLOPE 154 14 59 826
9/4/16 P73 9:23 SLOPE 154 14 92 1288
9/4/16 P74 9:26 SLOPE 176 14 22 308
9/4/16 P75 9:28 SLOPE 176 14 113 1582
9/4/16 P76 9:30 SLOPE 176 14 15 210
9/4/16 P77 9:42 SLOPE 162 14 100 1400
9/4/16 P78 9:46 SLOPE 162 14 51 714
9/4/16 P79 9:48 SLOPE 146 14 63 882
9/4/16 P80 9:52 SLOPE 146 14 88 1232
9/4/16 P81 9:54 SLOPE 182 14 28 392
9/4/16 P82 9:59 SLOPE 182 14 114 1596
9/4/16 P83 10:02 SLOPE 149 14 115 1610
9/4/16 P84 10:04 SLOPE 149 14 37 518
9/4/16 P85 10:10 SLOPE 209 14 79 1106
9/4/16 P86 10:12 SLOPE 209 14 73 1022
9/4/16 P87 10:15 SLOPE 210 14 43 602
9/4/16 P88 10:18 SLOPE 210 14 110 1540
9/5/16 P89 7:33 SLOPE 159 14 113 1582
9/5/16 P90 7:36 SLOPE 200 14 113 1582
1671-11516 Material:
Burke Co GCL
9/2/16
Morganton, NC SDN mil
Panel Location Width (FT)
Project No.:
Date
Deployed
Time
DeployedPanel No.Length
(FT)Roll No.
Project Location:
Panel Placement Log
Project Start Date:
GCL
Project Name:
Area
(SQ FT)
9/5/16 P91 7:39 SLOPE 200 14 39 546
9/5/16 P92 7:42 SLOPE 159 14 38 532
9/5/16 P93 7:44 SLOPE 188 14 75 1050
9/5/16 P94 7:46 SLOPE 188 14 73 1022
9/5/16 P95 7:50 SLOPE 109 14 109 1526
9/5/16 P96 7:52 SLOPE 109 14 43 602
9/5/16 P97 7:54 SLOPE 108 14 67 938
9/5/16 P98 7:56 SLOPE 108 14 85 1190
9/5/16 P99 8:01 SLOPE 219 14 25 350
9/5/16 P100 8:05 SLOPE 219 14 107 1498
9/5/16 P101 8:06 SLOPE 219 14 18 252
9/5/16 P102 8:16 SLOPE 214 14 91 1274
9/5/16 P103 8:13 SLOPE 214 14 59 826
9/5/16 P104 8:17 SLOPE 70 14 51 714
9/5/16 P105 8:20 SLOPE 70 14 99 1386
9/5/16 P106 8:26 SLOPE 232 14 9 126
9/5/16 P107 8:28 SLOPE 232 14 107 1498
9/5/16 P108 8:55 SLOPE 181 14 125 1750
9/5/16 P109 9:05 SLOPE 81 14 106 1484
9/5/16 P110 9:07 SLOPE 81 14 22 308
9/5/16 P111 9:08 SLOPE 232 14 34 476
9/5/16 P112 9:13 SLOPE 81 9 15 135
9/5/16 P113 9:14 SLOPE 181 14 13 182
9/5/16 P114 9:16 SLOPE 181 14 13 182
9/5/16 P115 9:23 SLOPE 69 14 127 1778
9/6/16 P116 7:40 SLOPE 122 14 105 1470
9/6/16 P117 7:43 SLOPE 122 14 43 602
9/6/16 P118 7:45 SLOPE 69 14 24 336
9/6/16 P119 7:49 SLOPE 107 14 127 1778
9/6/16 P120 7:52 SLOPE 107 10 17 170
1671-11516 Material:
Burke Co GCL
9/2/16
Morganton, NC SDN mil
Panel Location Width (FT)
Project No.:
Date
Deployed
Time
DeployedPanel No.Length
(FT)Roll No.
Project Location:
Panel Placement Log
Project Start Date:
GCL
Project Name:
Area
(SQ FT)
9/6/16 P121 7:55 SLOPE 192 14 127 1778
9/6/16 P122 7:56 SLOPE 192 14 25 350
9/6/16 P123 7:58 SLOPE 107 7 14 98
9/6/16 P124 8:02 SLOPE 65 14 125 1750
9/6/16 P125 8:08 SLOPE 116 14 115 1610
9/6/16 P126 8:13 SLOPE 116 14 24 336
9/6/16 P127 8:21 SLOPE 173 14 113 1582
9/6/16 P128 8:22 SLOPE 173 14 38 532
9/6/16 P129 8:26 SLOPE 65 14 26 364
9/6/16 P130 8:33 SLOPE 213 14 77 1078
9/6/16 P131 8:36 SLOPE 213 14 60 840
9/6/16 P132 8:39 SLOPE 116 14 23 322
9/6/16 P133 8:44 SLOPE 218 14 90 1260
9/6/16 P134 8:46 SLOPE 218 14 60 840
9/6/16 P135 8:49 SLOPE 217 14 62 868
9/6/16 P136 8:56 SLOPE 217 14 80 1120
9/6/16 P137 9:00 SLOPE 224 14 50 700
9/6/16 P138 9:04 SLOPE 224 14 97 1358
9/6/16 P139 9:16 SLOPE 227 14 114 1596
9/6/16 P140 9:19 SLOPE 227 14 26 364
9/6/16 P141 9:20 SLOPE 227 14 10 140
9/6/16 P142 9:23 SLOPE 201 14 104 1456
9/6/16 P143 9:31 SLOPE 190 14 94 1316
9/6/16 P144 9:37 SLOPE 223 14 85 1190
9/6/16 P145 9:41 SLOPE 223 14 65 910
9/6/16 P146 9:42 SLOPE 190 14 57 798
9/6/16 P147 9:46 SLOPE 201 14 47 658
9/6/16 P148 9:52 SLOPE 191 14 47 658
9/6/16 P149 9:53 SLOPE 191 14 30 420
9/6/16 P150 9:55 SLOPE 213 14 14 196
1671-11516 Material:
Burke Co GCL
9/2/16
Morganton, NC SDN mil
Panel Location Width (FT)
Project No.:
Date
Deployed
Time
DeployedPanel No.Length
(FT)Roll No.
Project Location:
Panel Placement Log
Project Start Date:
GCL
Project Name:
Area
(SQ FT)
9/6/16 P151 10:01 SLOPE 191 14 12 168
9/6/16 P152 10:03 SLOPE 191 14 12 168
9/6/16 P153 10:04 SLOPE 191 14 8 112
9/6/16 P154 10:06 SLOPE 191 14 27 378
9/6/16 P155 10:07 SLOPE 191 14 10 140
9/6/16 P156 10:26 SLOPE 202 14 51 714
9/6/16 P157 10:27 SLOPE 202 14 43 602
9/6/16 P158 10:28 SLOPE 202 14 36 504
9/6/16 P159 10:43 SLOPE 187 14 35 490
9/6/16 P160 10:44 SLOPE 187 14 28 392
9/6/16 P161 10:50 SLOPE 202 14 17 238
9/6/16 P162 10:55 SLOPE 187 14 14 196
9/6/16 P163 10:57 SLOPE 187 14 10 140
9/6/16 P164 11:00 SLOPE 187 14 62 868
9/6/16 P165 11:12 SLOPE 239 14 68 952
9/6/16 P166 11:14 SLOPE 239 14 12 168
9/6/16 P167 11:15 SLOPE 239 14 7 98
9/6/16 P168 11:20 SLOPE 239 14 63 882
9/6/16 P169 11:30 SLOPE 193 14 16 224
9/6/16 P170 11:33 SLOPE 193 14 86 1204
9/6/16 P171 11:35 SLOPE 193 14 42 588
9/6/16 P172 11:40 SLOPE 231 14 52 728
9/6/16 P173 11:43 SLOPE 231 14 93 1302
9/6/16 P174 12:32 SLOPE 178 14 110 1540
9/6/16 P175 12:36 SLOPE 178 14 21 294
9/6/16 P176 12:30 SLOPE 178 14 32 448
9/6/16 P177 12:41 SLOPE 178 6 8 48
9/6/16 P178 12:45 SLOPE 229 14 14 196
9/6/16 P179 12:47 SLOPE 229 14 110 1540
9/6/16 P180 12:50 SLOPE 229 14 25 350
1671-11516 Material:
Burke Co GCL
9/2/16
Morganton, NC SDN mil
Panel Location Width (FT)
Project No.:
Date
Deployed
Time
DeployedPanel No.Length
(FT)Roll No.
Project Location:
Panel Placement Log
Project Start Date:
GCL
Project Name:
Area
(SQ FT)
9/6/16 P181 12:53 SLOPE 233 14 89 1246
9/6/16 P182 12:55 SLOPE 233 14 61 854
9/6/16 P183 12:58 SLOPE 226 14 54 756
9/6/16 P184 1:02 SLOPE 226 14 94 1316
9/6/16 P185 1:05 SLOPE 208 14 20 280
9/6/16 P186 1:06 SLOPE 208 14 111 1554
9/6/16 P187 1:09 SLOPE 235 14 112 1568
9/6/16 P188 1:12 SLOPE 235 14 37 518
9/6/16 P189 1:17 SLOPE 297 14 75 1050
9/6/16 P190 1:19 SLOPE 197 14 74 1036
9/6/16 P191 1:24 SLOPE 180 14 38 532
9/6/16 P192 1:27 SLOPE 180 14 110 1540
9/6/16 P193 1:30 SLOPE 153 14 111 1554
9/6/16 P194 1:33 SLOPE 153 14 39 546
9/6/16 P195 1:38 SLOPE 183 14 74 1036
9/6/16 P196 1:40 SLOPE 183 14 74 1036
9/6/16 P197 1:45 SLOPE 185 14 40 560
9/6/16 P198 1:48 SLOPE 185 14 110 1540
9/6/16 P199 1:50 SLOPE 242 14 110 1540
9/6/16 P200 1:53 SLOPE 242 14 40 560
9/7/16 P201 7:21 SLOPE 55 14 70 980
9/7/16 P202 7:24 SLOPE 55 14 80 1120
9/7/16 P203 7:26 SLOPE 56 14 111 1554
9/7/16 P204 7:31 SLOPE 56 14 31 434
9/7/16 P205 7:32 SLOPE 66 14 110 1540
9/7/16 P206 7:50 SLOPE 51 14 17 238
9/7/16 P207 7:35 SLOPE 66 14 42 588
9/7/16 P208 7:36 SLOPE 56 4 37 148
9/7/16 P209 7:40 SLOPE 65 14 69 966
9/7/16 P210 7:41 SLOPE 65 14 82 1148
1671-11516 Material:
Burke Co GCL
9/2/16
Morganton, NC SDN mil
Panel Location Width (FT)
Project No.:
Date
Deployed
Time
DeployedPanel No.Length
(FT)Roll No.
Project Location:
Panel Placement Log
Project Start Date:
GCL
Project Name:
Area
(SQ FT)
9/7/16 P211 7:45 SLOPE 51 14 26 364
9/7/16 P212 7:48 SLOPE 51 14 107 1498
9/7/16 P213 7:52 SLOPE 86 14 93 1302
9/7/16 P214 7:54 SLOPE 86 14 58 812
9/7/16 P215 7:56 SLOPE 101 14 50 700
9/7/16 P216 7:59 SLOPE 101 14 101 1414
9/7/16 P217 8:02 SLOPE 106 14 101 1414
9/7/16 P218 8:05 SLOPE 106 14 49 686
9/7/16 P219 8:08 SLOPE 220 14 50 700
9/7/16 P220 8:12 SLOPE 220 14 96 1344
9/7/16 P221 8:16 SLOPE 238 14 94 1316
9/7/16 P222 8:19 SLOPE 238 14 55 770
9/7/16 P223 8:21 SLOPE 169 14 37 518
9/7/16 P224 8:25 SLOPE 169 14 87 1218
9/7/16 P225 8:25 SLOPE 169 14 25 350
9/7/16 P226 8:30 SLOPE 234 14 61 854
9/7/16 P227 8:33 SLOPE 234 14 79 1106
9/7/16 P228 8:37 SLOPE 98 14 75 1050
9/7/16 P229 8:38 SLOPE 98 14 74 1036
9/7/16 P230 8:49 SLOPE 68 14 71 994
9/7/16 P231 8:51 SLOPE 68 14 70 980
9/7/16 P232 9:00 SLOPE 110 14 67 938
9/7/16 P233 9:03 SLOPE 110 14 63 882
9/7/16 P234 9:05 SLOPE 110 14 19 266
9/7/16 P235 9:22 SLOPE 237 14 63 882
9/7/16 P236 9:25 SLOPE 237 14 79 1106
9/7/16 P237 9:33 SLOPE 194 14 26 364
9/7/16 P238 9:38 SLOPE 194 14 113 1582
9/7/16 P239 2:39 SLOPE 139 14 139 1946
9/7/16 P240 9:48 SLOPE 114 14 150 2100
1671-11516 Material:
Burke Co GCL
9/2/16
Morganton, NC SDN mil
Panel Location Width (FT)
Project No.:
Date
Deployed
Time
DeployedPanel No.Length
(FT)Roll No.
Project Location:
Panel Placement Log
Project Start Date:
GCL
Project Name:
Area
(SQ FT)
9/7/16 P241 9:50 SLOPE 100 14 150 2100
9/7/16 P242 9:59 SLOPE 211 14 150 2100
9/7/16 P243 10:05 SLOPE 222 14 150 2100
9/7/16 P244 10:12 SLOPE 82 14 150 2100
9/7/16 P245 10:24 SLOPE 121 14 150 2100
9/7/16 P246 10:37 SLOPE 151 14 150 2100
9/7/16 P247 10:43 SLOPE 171 14 150 2100
9/7/16 P248 10:56 SLOPE 152 14 150 2100
9/7/16 P249 11:00 SLOPE 170 14 150 2100
9/7/16 P250 11:05 SLOPE 111 14 144 2016
9/7/16 P251 11:11 SLOPE 111 14 8 112
9/7/16 P252 11:16 SLOPE 174 14 143 2002
9/7/16 P253 11:22 SLOPE 189 14 124 1736
9/7/16 P254 11:25 SLOPE 189 14 26 364
9/7/16 P255 11:28 SLOPE 97 14 129 1806
9/7/16 P256 11:32 SLOPE 79 14 21 294
9/7/16 P257 11:40 SLOPE 206 14 119 1666
9/7/16 P258 11:43 SLOPE 206 14 32 448
9/7/16 P259 11:45 SLOPE 221 14 113 1582
9/7/16 P260 11:57 SLOPE 221 14 37 518
9/7/16 P261 11:50 SLOPE 71 14 114 1596
9/7/16 P262 11:54 SLOPE 71 14 38 532
9/7/16 P263 11:56 SLOPE 174 7 14 98
9/7/16 P264 11:59 SLOPE 120 14 72 1008
9/7/16 P265 12:01 SLOPE 120 14 78 1092
9/7/16 P266 12:15 SLOPE 212 14 100 1400
9/7/16 P267 12:20 SLOPE 212 14 38 532
9/7/16 P268 12:21 SLOPE 212 14 17 238
9/7/16 P269 12:25 SLOPE 158 14 102 1428
9/7/16 P270 12:30 SLOPE 158 14 49 686
1671-11516 Material:
Burke Co GCL
9/2/16
Morganton, NC SDN mil
Panel Location Width (FT)
Project No.:
Date
Deployed
Time
DeployedPanel No.Length
(FT)Roll No.
Project Location:
Panel Placement Log
Project Start Date:
GCL
Project Name:
Area
(SQ FT)
9/7/16 P271 12:31 SLOPE 172 14 51 714
9/7/16 P272 12:36 SLOPE 172 14 88 1232
9/7/16 P273 12:40 SLOPE 172 14 13 182
9/7/16 P274 12:42 SLOPE 177 14 78 1092
9/7/16 P275 12:50 SLOPE 177 14 75 1050
9/7/16 P276 12:56 SLOPE 199 14 57 798
P277 0
P278 0
P279 0
P280 0
P281 0
P282 0
P283 0
P284 0
P285 0
P286 0
P287 0
P288 0
P289 0
P290 0
P291 0
P292 0
P293 0
P294 0
P295 0
P296 0
P297 0
P298 0
P299 0
P300 0

Appendix 3
GCL Certificates
Lining TechnoLogies
www.CETCO.com
2870 Forbs Avenue Hoffman Estates, IL 60192
847.851.1800 | 800.527.9948
IMPORTANT: The information contained herein supersedes all previous printed
versions, and is believed to be accurate and reliable. For the most up-to-date
information, please visit www.CETCO.com. CETCO accepts no responsibility for
the results obtained throught application of this product. CETCO reserves the
right to update information without notice.
© 2009 ceTco | PrinTed in The UsA on recycLed PAPer
LAST UPDATED MARCH 2009
TECHniCal REFEREnCE 401-BMSDn
mATeriAL ProPerTy TesT meThod TesT FreqUency reqUired VALUes
Bentonite swell index1 AsTm d 5890 1 per 50 tonnes 24 mL/2g min.
Bentonite Fluid Loss1 AsTm d 5891 1 per 50 tonnes 18 mL/2g min.
Bentonite mass/Area2 AsTm d 5993 40,000 ft2 (4,000 m2)0.75 lb/ft2 (3.6 kg/m2) min.
gcL Tensile strength3 AsTm d 6768 200,000 ft2 (20,000 m2)25 lb/in (44 n/cm) mArV
gcL Peel strength3 AsTm d 6496 40,000 ft2 (4,000 m2)3.0 lbs/in (5.2 n/cm) min.
gcL index Flux4 AsTm d 5887 Weekly 1 X 10-8 m3/m2/sec max.
gcL hydraulic conductivity4 AsTm d 5887 Weekly 5 X 10-9 cm/sec max.
gcL hydrated internal shear
strength5
AsTm d 5321
AsTm d 6243 Periodic 500 psf (24 kPa) typical
@200 psf
Bentomat SDN is a reinforced GCL consisting of a layer of sodium bentonite between two nonwoven geotextiles, which are needlepunched together.
Notes
1 Bentonite property tests performed at a bentonite processing facility before shipment to ceTco’s gcL production facilities.
2 Bentonite mass/area reported at 0 percent moisture content.
3 All tensile strength testing is performed in the machine direction using AsTm d 6768. All peel strength testing is performed using
ASTM D 6496. Upon request, tensile and peel results can be reported per modified ASTM D 4632 using 4 inch grips.
4 Index flux and permeability testing with deaired distilled/deionized water at 80 psi (551kPa) cell pressure, 77 psi (531 kPa) headwater
pressure and 75 psi (517 kPa) tailwater pressure. Reported value is equivalent to 925 gal/acre/day. This flux value is equivalent to
a permeability of 5x10-9 cm/sec for typical GCL thickness. Actual flux values vary with field condition pressures. The last 20 weekly
values prior the end of the production date of the supplied gcL may be provided.
5 Peak values measured at 200 psf (10 kPa) normal stress for a specimen hydrated for 48 hours. Site-specific materials, GCL
products, and test conditions must be used to verify internal and interface strength of the proposed design.
CETCO has developed an edge enhancement system that eliminates the need to use additional granular sodium bentonite within the overlap area of the
seams. We call this edge enhancement, SUPERGROOVE™, and it comes standard on both longitudinal edges of BEnTOMaT® SDn. it should be noted
that SUPERGROOVE™ does not appear on the end-of-roll overlaps and recommend the continued use of supplemental bentonite for all end-of-roll seams.
CERTiFiED PROPERTiES
BEnTOMaT® SDn
1

Date: 16-Aug-2016 17:19
Purchase Order: 607-001
ORDER NUMBER: 55005915

T AND K CONSTRUCTION LLC
235 COUNTY RD 1242

VINEMONT,AL,35179

To Whom it May Concern:
Please find enclosed the MQA/MQC test data package for Geosynthetic Clay Liner shipments to
T AND K CONSTRUCTION LLC
The enclosed data package includes results of all the MQC tests required by ASTM D5889, with the exception of index
flux/hydraulic conductivity. This test, which is run according to ASTM D5887, is normally performed once per
production lot (once per week), unless a higher frequency is required by the project specifications. Because of the GCL's
low permeability, this test can take several weeks to complete. The index flux/hydraulic conductivity results associated
with this lot of material will be provided under separate cover as soon as they are available.

Although the index flux/hydraulic conductivity test results are not yet available, CETCO accepts responsibility for our
GCL should be index flux/hydraulic conductivity test produce unacceptable results. If, upon delivery and prior to
installation, individual rolls of GCL are found to be nonconforming to accepted project specifications, CETCO will
replace the nonconforming material at no charge.

Questions regarding this information should be directed to CETCO Technical Services
at [e-mail].

Sincerely,

YATES, STUART L
Quality Assurance Coordinator
CETCO Lovell Plant
GEOSYNTHETIC CLAY LINER
MANUFACTURING QUALITY ASSURANCE DATA PACKAGE
PROJECT NAME:
CUSTOMER P.O.: 607-001
ORDER NUMBER: 55005915
PREPARED FOR: T AND K CONSTRUCTION LLC
CONTENTS:
 Product Certifications
 GCL Order Packing List and MQA Tracking Form
 GCL Manufacturing Quality control test data
 Bentonite clay certification
 Raw Material Test results
PREPARED BY: YATES, STUART L
Quality Assurance Coordinator
CETCO
AMERICAN COLLOID COMPANY
92 HIGHWAY 37
LOVELL, 82431, WY
Telephone: [phone]
Email: [e-mail]
PRODUCT CERTIFICATIONS
PROJECT NAME:
CUSTOMER P.O.: 607-001
ORDER NUMBER: 55005915
PREPARED FOR: T AND K CONSTRUCTION LLC
The GCL Manufactured for the above-referenced order number is certified to meet the values listed in the tables below:
GCL PROPERTY SPECIFICATIONS FOR BENTOMAT SDN-SFT
Test Method Test Method Property Test Frequency Certified Value
ASTM D5887 GCL-Hydraulic Conductivity Weekly 5x10-9 - cm/s
ASTM D5887 GCL-Index Flux Weekly 1x10-8 - m3/m2/s
ASTM D5890 Bentonite Free Swell 50 tons 24 - ml
ASTM D5891 Bentonite Fluid Loss 50 tons 18 - ml
ASTM D5993 Bentonite Mass/Area 40,000 sq ft (4,000 sq m) .75 - lbs/sq ft
ASTM D6243 GCL Hydrated Internal Shear Strength Periodic 500 - psf
ASTM D6496 GCL Peel Strength 40,000 sq ft (4,000 sq m) 3 - lbs/in
ASTM D6768 GCL Grab Strength 200,000 sq ft (20,000 sq m) 25 - lbs/in
Bentonite property tests are performed at a bentonite processing facility before shipment to CETCO's production facility.
All tensile testing is in the machine direction using ASTM D 6768. All peel strength testing is performed using
ASTM D 6496. Upon request tensile and peel results can be reported per modified ASTM D 4632 using 4 inch grips.
NEEDLE DETECTION AND REMOVAL PROCEDURE
CETCO hereby affirms that all Bentomat® geosynthetic clay liner material manufactured for this project is continually passed
under a magnet for needle removal and then screened with a metal detection device. CETCO certifies Bentomat® to be
essentially free of broken needless and fragments of needles that would negatively effect the performance of the final product.
Sincerely,
YATES, STUART L
Quality Assurance Coordinator
CETCO Lovell Plant
GCL PACKING LIST AND MQA TRACKING FORM
Listing of finished and raw materials used to produce certification package number 55005915
GCL GEOTEXTILE CLAY
BENTOMAT SDN-SFT 01-9514 01-9518 CG 50-BLK-CV
Order GCL Lot# GCL Roll# Length Width Weight Sq. ft Roll # Tested Cap1 Roll # Base1 Roll # Clay Lot #
55005915 CV-32-2016 51 150 14 2681 2100 44 2024565157 2024574269 50020606B
55005915 CV-32-2016 52 150 14 2679 2100 44 2024565157 2024574269 50020606B
55005915 CV-32-2016 53 150 14 2674 2100 44 2024565157 2024574269 50020606B
55005915 CV-32-2016 55 150 14 2688 2100 44 2024565157 2024574269 50020606B
55005915 CV-32-2016 56 150 14 2698 2100 44 2024565157 2024574269 50020606B
55005915 CV-32-2016 57 150 14 2537 2100 44 2024565157 2024574269 50020606B
55005915 CV-32-2016 61 150 14 2754 2100 61 2024565157 2024574269 50020606B
55005915 CV-32-2016 62 150 14 2660 2100 61 2024517141 2024576517 50020606B
55005915 CV-32-2016 63 150 14 2656 2100 61 2024517141 2024576517 50020606B
55005915 CV-32-2016 65 150 14 2659 2100 61 2024517365 2024576517 50020606B
55005915 CV-32-2016 66 150 14 2660 2100 61 2024517365 2024576517 50020606B
55005915 CV-32-2016 67 150 14 2653 2100 61 2024517365 2024576517 50020606B
55005915 CV-32-2016 68 150 14 2649 2100 61 2024517365 2024576517 50020606B
55005915 CV-32-2016 69 150 14 2651 2100 61 2024517365 2024576517 50020606B
55005915 CV-32-2016 70 150 14 2640 2100 61 2024517365 2024576517 50020606B
55005915 CV-32-2016 71 150 14 2627 2100 61 2024565156 2024576517 50020606B
55005915 CV-32-2016 73 150 14 2620 2100 61 2024565156 2024576517 50020606B
55005915 CV-32-2016 74 150 14 2659 2100 61 2024565156 2024576517 50020606B
55005915 CV-32-2016 75 150 14 2687 2100 61 2024565156 2024576517 50020606B
55005915 CV-32-2016 76 150 14 2674 2100 61 2024565156 2024576517 50020606B
55005915 CV-32-2016 81 150 14 2677 2100 61 2024517363 2024576515 50020607A
55005915 CV-32-2016 82 150 14 2741 2100 82 2024517363 2024576515 50020607A
55005915 CV-32-2016 83 150 14 2687 2100 82 2024517363 2024576515 50020607A
55005915 CV-32-2016 84 150 14 2683 2100 82 2024517363 2024576515 50020607A
55005915 CV-32-2016 85 150 14 2671 2100 82 2024517363 2024576515 50020607A
55005915 CV-32-2016 86 150 14 2667 2100 82 2024517363 2024576515 50020607A
55005915 CV-32-2016 88 150 14 2712 2100 82 2024517353 2024576515 50020607A
55005915 CV-32-2016 89 150 14 2751 2100 82 2024517353 2024576515 50020607A
55005915 CV-32-2016 91 150 14 2724 2100 82 2024517353 2024576515 50020607A
55005915 CV-32-2016 92 150 14 2727 2100 82 2024517353 2024576515 50020607A
55005915 CV-32-2016 94 150 14 2701 2100 82 2024517353 2024576515 50020607A
55005915 CV-32-2016 97 150 14 2703 2100 82 2024517353 2024574266 50020607A
55005915 CV-32-2016 98 150 14 2694 2100 82 2024517353 2024574266 50020607A
55005915 CV-32-2016 99 150 14 2684 2100 82 2024517353 2024574266 50020607A
55005915 CV-32-2016 100 150 14 2683 2100 82 2024517353 2024574266 50020607A
55005915 CV-32-2016 101 150 14 2657 2100 82 2024517353 2024574266 50020607A
55005915 CV-32-2016 103 150 14 2656 2100 82 2024565139 2024574266 50020607A
55005915 CV-32-2016 106 150 14 2659 2100 104 2024565139 2024574266 50020607A
55005915 CV-32-2016 107 150 14 2661 2100 104 2024565139 2024574266 50020607A
55005915 CV-32-2016 108 150 14 2649 2100 104 2024565139 2024574266 50020607A
55005915 CV-32-2016 109 150 14 2631 2100 104 2024565139 2024574266 50020607A
55005915 CV-32-2016 110 150 14 2799 2100 104 2024517364 2024574266 50020607A
55005915 CV-32-2016 111 150 14 2767 2100 104 2024517364 2024574266 50020607A
55005915 CV-32-2016 112 150 15 2675 2100 104 2024517364 2024574266 50020607A
55005915 CV-32-2016 114 150 14 2671 2100 104 2024517364 2024576518 50020607A
55005915 CV-32-2016 115 150 14 2522 2100 104 2024517364 2024576518 50020607A
55005915 CV-32-2016 116 150 14 2620 2100 104 2024517364 2024576518 50020607A
55005915 CV-32-2016 118 150 14 2635 2100 104 2024517143 2024576518 50020607A
55005915 CV-32-2016 119 150 14 2651 2100 104 2024517143 2024576518 50020607A
55005915 CV-32-2016 120 150 14 2627 2100 104 2024517143 2024576518 50020607A
55005915 CV-32-2016 121 150 14 2622 2100 104 2024517143 2024576518 50020607A
55005915 CV-32-2016 122 150 14 2616 2100 104 2024517147 2024576518 50020607A
55005915 CV-33-2016 146 150 14 2473 2100 129 2024517352 2024574262 50019008A
55005915 CV-33-2016 149 150 14 2507 2100 148 2024517354 2024574262 50019008A
55005915 CV-33-2016 150 150 14 2501 2100 148 2024517354 2024574262 50019008A
55005915 CV-33-2016 151 150 14 2502 2100 148 2024517354 2024574262 50019008A
55005915 CV-33-2016 152 150 14 2499 2100 148 2024517354 2024574262 50019008A
55005915 CV-33-2016 153 150 14 2634 2100 148 2024565159 2024574262 50019008A
55005915 CV-33-2016 154 150 14 2518 2100 148 2024565159 2024574262 50019008A
55005915 CV-33-2016 155 150 14 2516 2100 148 2024565159 2024574262 50019008A
55005915 CV-33-2016 156 150 14 2529 2100 148 2024565159 2024574262 50019008A
55005915 CV-33-2016 157 150 14 2515 2100 148 2024565159 2024574262 50019008A
55005915 CV-33-2016 158 150 14 2521 2100 148 2024565159 2024574262 50019008A
55005915 CV-33-2016 159 150 14 2525 2100 148 2024565159 2024574262 50019008A
55005915 CV-33-2016 160 150 14 2663 2100 148 2024565154 2024574262 50019008A
55005915 CV-33-2016 161 150 14 2553 2100 148 2024565154 2024573948 50019008A
55005915 CV-33-2016 162 150 14 2557 2100 148 2024565154 2024573948 50019008A
55005915 CV-33-2016 148 150 14 2575 2100 148 2024517354 2024574262 50019008A
55005915 CV-33-2016 147 150 14 2647 2100 129 2024517352 2024574262 50019008A
55005915 CV-33-2016 163 150 14 2533 2100 148 2024565154 2024573948 50019008A
55005915 CV-33-2016 164 150 14 2543 2100 148 2024565154 2024573948 50019008A
55005915 CV-33-2016 165 150 14 2590 2100 148 2024565154 2024573948 50019008A
55005915 CV-33-2016 166 150 14 2665 2100 166 2024565154 2024573948 50019008A
55005915 CV-33-2016 167 150 14 2699 2100 166 2024565155 2024573948 50019008A
55005915 CV-33-2016 168 150 14 2583 2100 166 2024565155 2024573948 50019008A
55005915 CV-33-2016 169 150 14 2581 2100 166 2024565155 2024573948 50019008A
55005915 CV-33-2016 170 150 14 2582 2100 166 2024565155 2024573948 50019008A
55005915 CV-33-2016 171 150 14 2570 2100 166 2024565155 2024573948 50019008A
55005915 CV-33-2016 172 150 14 2583 2100 166 2024565155 2024573948 50019008A
55005915 CV-33-2016 173 150 14 2568 2100 166 2024565155 2024573948 50019008A
55005915 CV-33-2016 174 150 14 2676 2100 166 2024565155 2024573948 50019008A
55005915 CV-33-2016 175 150 14 2614 2100 166 2024565147 2024573948 50019008A
55005915 CV-33-2016 176 150 14 2558 2100 166 2024565147 2024573948 50019008A
55005915 CV-33-2016 177 150 14 2432 2100 166 2024565147 2024573948 50019008A
55005915 CV-33-2016 178 150 14 2564 2100 166 2024565147 2024573949 50019008A
55005915 CV-33-2016 179 150 14 2389 2100 166 2024565147 2024573949 50019008A
55005915 CV-33-2016 180 150 14 2388 2100 166 2024565147 2024573949 50019008A
55005915 CV-33-2016 181 150 14 2503 2100 166 2024565146 2024573949 50019007B
55005915 CV-33-2016 182 150 14 2397 2100 166 2024565146 2024573949 50019007B
55005915 CV-33-2016 183 150 14 2394 2100 166 2024565146 2024573949 50019007B
55005915 CV-33-2016 184 150 14 2452 2100 184 2024565146 2024573949 50019007B
55005915 CV-33-2016 185 150 14 2407 2100 184 2024565146 2024573949 50019007B
55005915 CV-33-2016 186 150 14 2409 2100 184 2024565146 2024573949 50019007B
55005915 CV-33-2016 187 150 14 2408 2100 184 2024565146 2024573949 50019007B
55005915 CV-33-2016 188 150 14 2421 2100 184 2024565146 2024573949 50019007B
55005915 CV-33-2016 189 150 14 2478 2100 184 2024565164 2024573949 50019007B
55005915 CV-33-2016 190 150 14 2403 2100 184 2024565164 2024573949 50019007B
55005915 CV-33-2016 191 150 14 2396 2100 184 2024565164 2024573949 50019007B
55005915 CV-33-2016 192 150 14 2410 2100 184 2024565164 2024573949 50019007B
55005915 CV-33-2016 193 150 14 2411 2100 184 2024565164 2024573949 50019007B
55005915 CV-33-2016 194 150 14 2564 2100 184 2024565164 2024573949 50019007B
55005915 CV-33-2016 195 150 14 2554 2100 184 2024565164 2024573945 50019007B
55005915 CV-33-2016 196 150 14 2362 2100 196 2024565164 2024573945 50019007B
55005915 CV-33-2016 197 150 14 2225 2100 196 2024565101 2024573945 50019007B
55005915 CV-33-2016 198 150 14 2488 2100 196 2024565101 2024573945 50019007B
55005915 CV-33-2016 199 150 14 2413 2100 196 2024565101 2024573945 50019007B
55005915 CV-33-2016 200 150 14 2402 2100 196 2024565101 2024573945 50019007B
55005915 CV-33-2016 201 150 14 2407 2100 196 2024565101 2024573945 50019007B
55005915 CV-33-2016 202 150 14 2439 2100 196 2024565101 2024573945 50019007B
55005915 CV-33-2016 203 150 14 2568 2100 196 2024565093 2024573945 50019007B
55005915 CV-33-2016 204 150 14 2415 2100 196 2024565093 2024573945 50019007B
55005915 CV-33-2016 205 150 14 2423 2100 196 2024565093 2024573945 50019007B
55005915 CV-33-2016 206 150 14 2395 2100 196 2024565093 2024573945 50019007B
55005915 CV-33-2016 207 150 14 2398 2100 196 2024565093 2024573945 50019007B
55005915 CV-33-2016 208 150 14 2414 2100 196 2024565093 2024573945 50019007B
55005915 CV-33-2016 209 150 14 2398 2100 196 2024565093 2024573945 50019007B
55005915 CV-33-2016 210 150 14 2539 2100 196 2024565152 2024573945 50019007B
55005915 CV-33-2016 211 150 14 2400 2100 196 2024565152 2024573945 50019007B
55005915 CV-33-2016 212 150 14 2552 2100 196 2024565152 2024531195 50019007B
55005915 CV-33-2016 213 150 14 2481 2100 196 2024565152 2024531195 50019007B
55005915 CV-33-2016 214 150 14 2577 2100 196 2024565152 2024531195 50019007B
55005915 CV-33-2016 216 150 14 2487 2100 216 2024565152 2024531195 50019007B
55005915 CV-33-2016 217 150 14 2454 2100 216 2024565152 2024531195 50019007B
55005915 CV-33-2016 218 150 14 2459 2100 216 2024565152 2024531195 50019007B
55005915 CV-33-2016 219 150 14 2598 2100 216 2024565152 2024531195 50019007B
55005915 CV-33-2016 220 150 14 2439 2100 216 2024565096 2024531195 50019007B
55005915 CV-33-2016 221 150 14 2448 2100 216 2024565096 2024531195 50019007B
55005915 CV-33-2016 222 150 14 2456 2100 216 2024565096 2024531195 50019007B
55005915 CV-33-2016 223 150 14 2467 2100 216 2024565096 2024531195 50019007A
55005915 CV-33-2016 224 150 14 2454 2100 216 2024565096 2024531195 50019007A
55005915 CV-33-2016 225 150 14 2456 2100 216 2024565096 2024531195 50019007A
55005915 CV-33-2016 226 150 14 2453 2100 216 2024565096 2024531195 50019007A
55005915 CV-33-2016 227 150 14 2556 2100 216 2024565096 2024531195 50019007A
55005915 CV-33-2016 228 150 14 2425 2100 216 2024526951 2024531195 50019007A
55005915 CV-33-2016 229 150 14 2577 2100 216 2024526951 2024531195 50019007A
55005915 CV-33-2016 230 150 14 2435 2100 216 2024526951 2024573947 50019007A
55005915 CV-33-2016 231 150 14 2418 2100 216 2024526951 2024573947 50019007A
55005915 CV-33-2016 232 150 14 2566 2100 216 2024526951 2024573947 50019007A
55005915 CV-33-2016 233 150 14 2454 2100 216 2024526951 2024573947 50019007A
55005915 CV-33-2016 234 150 14 2662 2100 234 2024526951 2024573947 50019007A
55005915 CV-33-2016 235 150 14 2463 2100 234 2024563046 2024573947 50019007A
55005915 CV-33-2016 236 150 14 2455 2100 234 2024563046 2024573947 50019007A
55005915 CV-33-2016 237 150 14 2445 2100 234 2024563046 2024573947 50019007A
55005915 CV-33-2016 238 150 14 2534 2100 234 2024563046 2024573947 50019007A
55005915 CV-33-2016 239 150 14 2447 2100 234 2024563046 2024573947 50019007A
55005915 CV-33-2016 240 150 14 2449 2100 234 2024563046 2024573947 50019007A
55005915 CV-33-2016 242 150 14 2425 2100 234 2024517264 2024573947 50019007A Total Sq Ft: 310800 Total Number of Rolls Certified: 148
55005915 CV-33-2016 241 150 14 2437 2100 234 2024563046 2024573947 50019007A
GCL MANUFACTURING QUALITY CONTROL TEST DATA
The following rolls in GCL certification package number 55005915 have been tested in our production facility lab.
Product Lot# Tested Roll#
Tested Mass Area Grab Strength Peel Strength
ASTM Test Method: ASTM D5993 ASTM D6768 ASTM D6496
Required Value: .75 - lbs/sq ft 25 - lbs/in 3 - lbs/in
BENTOMAT SDN-SFT CV-32-2016 44 .92 45.9 8.98
BENTOMAT SDN-SFT CV-32-2016 61 .98 50.96 8.6
BENTOMAT SDN-SFT CV-32-2016 82 .96 50.96 9.9
BENTOMAT SDN-SFT CV-32-2016 104 .94 50.96 9.52
BENTOMAT SDN-SFT CV-33-2016 148 .91 48.74 8.84
BENTOMAT SDN-SFT CV-33-2016 166 .97 48.74 8.24
BENTOMAT SDN-SFT CV-33-2016 184 .87 48.74 10.04
BENTOMAT SDN-SFT CV-33-2016 216 .93 74.43 9.6
BENTOMAT SDN-SFT CV-33-2016 234 .83 74.43 10.7
BENTONITE CLAY CERTIFICATION
The Bentonite Clay used to produce package 55005915 has been tested by American Colloid Company
and yielded the following results.
Clay Lot # Moist Swell Fluid Loss
ASTM Test Method: ASTM D2216 ASTM D5890 ASTM D5891
Required Value: 12 - % 24 - ml 18 - ml
50020606B 7.93 31 16
50020607A 7.93 31 16
50019008A 9.06 25 16.4
50019007B 9.06 25 16.4
50019007A 9.06 25 16.4
BENTOMAT SDN-SFT CV-33-2016 196 .90 48.74 10.12
BENTOMAT SDN-SFT CV-33-2016 129 .80 48.74 9.8
GEOTEXTILE TEST RESULTS FROM MATERIAL SUPPLIERS
The GCL in certification package number 55005915 was manufactured with geotextiles which were tested with the following results.
BASE GEOTEXTILE
Material Roll Number Mass Area
oz/yd2
Grab Strength
lbs
01-9518 2024574269 3.52 107.26
01-9518 2024576517 3.51 114.8
01-9518 2024576515 3.87 126.13
01-9518 2024574266 3.77 101.47
01-9518 2024576518 3.51 114.8
01-9518 2024574262 3.97 136.83
01-9518 2024573948 3.8 104.49
01-9518 2024573949 3.75 105.39
01-9518 2024573945 3.8 104.49
01-9518 2023828488 3.37 95.88
01-9518 2024573947 3.8 104.49
COVER GEOTEXTILE
Material Roll Number Mass Area
oz/yd2
Grab Strength
lbs
01-9514 2024565157 6.41 142.17
01-9514 2024517141 6.98 154.59
01-9514 2024517365 6.37 152.26
01-9514 2024565156 6.41 142.17
01-9514 2024517363 6.37 152.56
01-9514 2024517353 6.69 128.46
01-9514 2024565139 6.76 153.32
01-9514 2024517364 6.37 152.56
01-9514 2024517143 6.54 151.76
01-9514 2024517147 6.34 146.82
01-9514 2024517354 6.69 128.46
01-9514 2024565159 7.18 163.69
01-9514 2024565154 6.41 142.17
01-9514 2024565155 6.41 142.17
01-9514 2024565147 6.83 172.8
01-9514 2024565146 6.83 172.8
01-9514 2024565164 6.59 132.79
01-9514 2024565101 6.76 155.27
01-9514 2024565093 6.62 149.5
01-9514 2024565152 6.77 157.32
01-9514 2024565096 6.83 140.33
01-9514 2024526951 7.21 160.18
01-9514 2024563046 6.91 143.51
01-9514 2024517264 6.65 195.31
Certifications from our suppliers are on file at our production facility.
An '*' or 'PT' indicates supplier certifications were unavailable prior to shipping so testing was performed at a CETCO lab.
01-9514 2024517352 6.69 128.46

Appendix 4
Landfill Gas Vents

Passive gas vents installed on top of the C&D landfill in November 2015.

Appendix 5
Project Records
Pre-Bid Meeting Minutes Page 1 of 4 Joyce Engineering, Inc.
C&D Landfill Closure April 19, 2016
Burke County, North Carolina

C&D LANDFILL CLOSURE CONSTRUCTION
JOHN’s RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA PRE-BID MEETING MINUTES Thursday April 7, 2016 at 10:00 A.M. John’s River Landfill, 2500 Marsh Trail, Morganton, NC 28655
This was a mandatory pre-bid meeting for the C&D landfill closure project at the Burke County John’s River
C&D Landfill. This meeting was an opportunity for the various parties to share information, ask questions, and for contractors to attend and become eligible to bid on the project.
Introduction
• Burke County
o Chris Hollifield, Keith Farris and Cathy Dockery, Burke County General Services
• Joyce Engineering, Inc. (JOYCE) will provide on-site construction observation and CQA for this
project.
o Amy Davis, Engineer of Record
o Hannu Kemppinen, CQA Engineer & primary contact for JOYCE during construction
Sign-in
Any contractor planning to submit a bid on this project must have attended this pre-bid meeting.
The attendance sign-in sheet is attached.
Bidding Schedule
• April 15, 2016 (by 5 PM) - all questions or request for clarification must be submitted in writing to Hannu Kemppinen at Joyce Engineering.
• April 19, 2016 - responses to questions will be provided in an Addendum
• April 22, 2016 @ 3:00 p.m. – Bids are due
County of Burke, Purchasing Department
Attention: Ms. Bobbie Jo Bollinger;
200 Avery Avenue. Morganton, NC 28655
Bid opening will be immediately after 3:00 PM In the 1st Floor HR Conference Room

• Bid results and recommendation for award will be presented to the BOCC review.

Pre-Bid Meeting Minutes Page 2 of 4 Joyce Engineering, Inc.
C&D Landfill Closure April 19, 2016
Burke County, North Carolina

Submit with Bid
• Bid bond (5%)
• List of Subcontractors
• Required bidder qualifications statement with supporting data (AGC 220)
• Evidence of insurance as required in the Supplementary Conditions
Scope of Work (project highlights)
• E&S Controls;
• Remove existing slope drains with area of construction
• Approx. 6.2 acres to remove 1 foot layer of previously closed closure soil
• Grade and survey prepared surface
• Excavate anchor trench for GCL
• Install GCL approximately 6.2 acres
• Install Landfill Gas Vent boots
• Place 18 inch layer of protective cover soil over GCL and survey prepared surface
• Place 12 inch layer of protective cover over the top dome
• Place 6 inch layer of vegetative cover soil over approximately 8.7 acres on the of the C&D landfill
• Re-install slope drains
• Final survey of the closure construction grades
• Restore site and seed closure construction area and other areas disturbed by work.

Construction Schedule
• Project Award on or about mid - June
• Begin construction on or about end of June
• 100 days for substantial completion by end of September, early October
• 130 days for final completion
• Substantial Completion for this project includes installed GCL, protective soil cover, and vegetative soil layer, restoring stormwater down drains and surveys.

Pre-Bid Meeting Minutes Page 3 of 4 Joyce Engineering, Inc.
C&D Landfill Closure April 19, 2016
Burke County, North Carolina

General
• Contractor Experience: The successful bidder shall be a CONTRACTOR who can demonstrate
qualifications to perform the work, provide evidence of previous experience and present commitments. AGC form 220 will be used to evaluate the Bidder’s experience record.
• Existing Site Conditions and Restrictions: Any damage to existing site structures, including monitoring wells and gas probes, by the CONTRACTOR shall be repaired to original condition at no additional cost to the County.
• Requirements for Scheduling: The landfill operates 7:00 AM to 4:00 PM Monday through Friday and on Saturdays 7:00 AM to 1 PM. Construction activities are permissible during daylight hours outside
of normal landfill operating hours, Monday through Saturday, and Sundays by permission and 24-hour notification of intent to the County. The CONTRACTOR shall be responsible for security of the facility, to include limiting facility access to authorized personnel only, while working outside of normal landfill
operating hours.
• Placement of Stockpiles: The stockpile of excavated material will be located at the north end of the
C&D landfill. Stripped topsoil will be stockpiled as directed by Owner.
• Initial Work by CONTRACTOR: The CONTRACTOR is responsible for being acquainted with all existing conditions. Prior to submitting Bids, CONTRACTORS may make their own subsurface
investigation to satisfy themselves as to the site and subsurface conditions, but such subsurface investigations and site visits shall be performed only under the schedules and arrangements approved in advance by County.
• E&S Control: CONTRACTOR must complete the construction of the erosion and sediment control features prior to starting any other earth disturbing work including the construction of the
sedimentation ponds.
• Safety: The CONTRACTOR is responsible for safety and security of his personnel and equipment and adhering to the County’s safety guidelines, including posted speed limits, and to state and federal
safety guidelines.
• Permits: CONTRACTOR must apply for, obtain, and pay for all permits and bonds required to perform the Work. All permits shall be displayed at the project site and a copy shall be submitted to
the County.
• Codes: CONTRACTOR must obtain all necessary Town, County, and State licenses and permits
and comply with all applicable codes and regulations of authorities having jurisdiction. Submit copies of inspection reports, notices, and similar communications to ENGINEER.
• Site Access: The CONTRACTOR will access the site via the main entrance for all construction
activities and will check in/out at the scalehouse each day.
• The CONTRACTOR will be responsible for both litter and dust control.
• Surveys: The CONTRACTOR is responsible to provide his own construction stakeouts and
construction surveys, all survey work and record documents.
• Contractor’s quality testing: In accordance with Section 01400, the CONTRACTOR is responsible for his own work and should employ competent personnel to monitor the use and placement of
materials, and quality control testing as necessary.

Pre-Bid Meeting Minutes Page 4 of 4 Joyce Engineering, Inc.
C&D Landfill Closure April 19, 2016
Burke County, North Carolina

1. Questions
• Question: Will the County have liquidated damages for the project?
Answer: Liquidated damages are set at $1,000 per day in Standard Form of Agreement, Section 00520, Article 4.
• Question: What QC testing is required?
Answer: QC testing is defined in Section 01400, Section 02200 1.02 B. Laboratory testing of soils and Section 13400 Interface friction and soil strength testing.
• Question: What is considered in Substantial Completion?
Answer: Substantial Completion for this project it is defined in Section 00700 Paragraph 14.04 and above in the Construction Schedule. Section 00906 is the form for Certification for Substantial
Completion.
• Question: Is vegetative cover soil availability on site?
Soil with adequate organic content to support vegetative cover for the closure may not be available on site. Contractor may amend the site soils or import off-site soil.
2. Landfill site visit
All Contractors attending the pre-bid meeting visited the C&D landfill following the formal meeting.
John’s River Waste Management Facility
C&D Landfill Closure
Burke County, NC
Pre-Construction Meeting Minutes
Meeting was held at the LF Office: 2500 Marsh Trail, Morganton, NC 28680
On Wednesday, August 10, 2016 at 10:00 A.M.

Attendance:
Burke County: Chris Hollifield, Keith Farris, Cathy Dockery, David Ingram
Triangle Grading: Alvin Cagle, Mike Giddens, Dennis Trogden
Bateman Survey: Josh Davidson
West Associates: Dee Harmon, Survey
NCDEQ/SWS: Allen Gaither
Kessel Group, PLLC: Caitlin Warner
Joyce Engineering: Hannu Kemppinen, Amy Davis

Items of Discussion:
1. Introduction and identification of all parties, roles, and contact information.
2. Project Status:
• SWS approved permit modification on November 23, 2015 for Closure and Post-Closure
Care Plan.
• Burke County issued the Notice of Award on June 24, 2016 to Triangle Grading and
Paving.
• Burke County executed the contract with Triangle Grading on Monday August 8, 2016.
• Notice to proceed will be dated for August 15, 2016.
Triangle Grading and T&K will be performing all earthwork for the project with their own
personnel. Heavy equipment will be provided by the Contractor. GCL installation will be by a
subcontractor specializing in geosynthetic materials installation, either Hallaton or National
Lining.
3. Project Schedule: The Contractor provided a Project Schedule (attached). According to the
schedule provided, mobilization will take place August 15 – August 26, 2016. Substantial
completion is estimated on November 30, 2016.
Substantial completion date counting from Notice to proceed (August 15, 2016), based on
contract times, is November 23, 2016, and is ready for final payment on December 23, 2016.
Substantial completion for this project is defined as closure cap completed, soil testing and GCL
installation accepted, and stormwater down-drain pipes reinstalled.
4. Roles and Responsibilities:
Chris Hollifield will be the County contact principally responsible for leading and managing this
project.
After discussion, it was agreed that the Contractor will decide when work begins after a stop.
The Contractor is liable for his work, and he will be making the decision when proper soil
conditions are acceptable for the work to continue.
It was also agreed upon that the Contractor’s superintendent is responsible for scheduling and
notifying Kessel for CQA services. JOYCE should be kept informed of the CQA field work
scheduling.
5. Contractor Pay Applications: The County will process Contractor’s Pay Applications any day
during a month. The Contractor stated that the pay applications will be submitted during the
last week of each month.
6. Site Access: The landfill gate is open from 7 a.m. to 6 p.m., Monday through Friday, 7 a.m. to 1
p.m., on Saturday, and is closed on Sunday. The Contractor will be provided with a key to the
gate lock. The gate is operated with an electrical motor and it can be activated with the key.
The Contractor can have full access to the landfill to perform the C&D landfill closure work. The
Contractor is responsible for closing and locking the landfill entrance gate when working outside
the landfill operating hours.
7. Project Meetings: Construction progress meetings are planned to be held every two weeks.
The frequency of meetings will be based on work progress and need for clarifications. JOYCE
will call for the meetings, prepare agenda and minutes, and distribute them. Distribution of
meeting minutes will include all involved parties:
Burke County Chris Hollifield, Keith Farris
CONTRACTOR Alvin Cagle, Jamie Jenkins, Mike Giddens, Dennis Trogden
SWS, DEQ Debra Aja, Allen Gaither
KESSEL Caitlin Warner
West Associates Dee Harmon, Survey
JOYCE Amy Davis, Hannu Kemppinen
8. Survey: Construction survey shall be based on 50 foot grid and 2 foot contours. Survey is
needed for finished subgrade, GCL limits, top of protective cover, and top of vegetative cover.
Due to potential of landfill settlement, the CQA field consultant will conduct random thickness
testing of each completed layer. The layer thickness verification will be 5 locations per acre
based on previous testing frequency approved by the DEQ. These will include the 18-inch
protective soil cover over the GCL, the 18-inch protective cover soil layer over the top 2.5 acres,
and the 6-inch vegetative soil layer.
9. Submittals: Laboratory and field testing results shall be submitted to JOYCE in timely manner to
avoid removal of placed work and rework. Kessel Group stated that the field and lab testing
results will be submitted weekly.
10. Earthwork CQA: CQA refers to construction testing and observations on behalf of the owner.
• Kessel Group from Asheville, NC will be performing laboratory and field testing of the
construction materials and documenting GCL installation as provided in the CQA Plan.
• Coordination is required between the construction superintendent, CQA, and JOYCE for
field and laboratory testing.
• The CONTRACTOR is responsible for construction testing as provided for in Section
02200 1.02 and Section 13400 of the construction specifications and the CQA Plan.
9. Equipment: CONTRACTOR proposed earth moving heavy equipment to include at minimum:
• Track hoe excavator (1)
• Articulated truck(s) (2)
• D6 dozer (1)
• Sheep’s-foot (1) and smooth-drum roller (1) compactors, and
• Water truck (1) to control soil moisture in order to achieve required compaction of soil.
10. E&S Control: The CONTRACTOR is responsible of E&S Control measures. Erosion control
measures shall be in accordance with project details as shown on drawings. E&S Control is an
on-going effort to control run-on and run-off. Silt fences and/or silt socks will be required to
contain material.
11. Inclement Weather: Rain will affect earth construction and project time. We recommend the
CONTRACTOR to provide proper controls and drainage. With proper controls and drainage, the
site will dry quickly and earthwork can continue, typically the next day. Supplementary
Conditions Section 12.03 is included to clarify inclement weather affecting contract times.
12. Project Closeout and Record Documents: Specification Section 01720. The CONTRACTOR shall
provide record drawings for the completed closure construction project. JOYCE will prepare
CQA report for submittal to DEQ at the end of project. The certification report will include test
results of the required soil testing, and record survey drawings.
The representative of the DEQ stated that the certification report will be reviewed within 30
days of receipt.

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John’s River Waste Management Facility
C&D Landfill Closure
Burke County, NC
Progress Meeting #1 Minutes
Meeting was held at the LF Office: 2500 Marsh Trail, Morganton, NC 28680
On Friday, September 2, 2016 at 10:00 A.M.

Attendance:
Burke County: David Ingram
Triangle Grading: Alvin Cagle, Dennis Trogden
Kessel Group: Caitlin Warner, Jarrett Sorrells
Joyce Engineering, Inc.: Hannu Kemppinen

Items of Discussion:

1. Distribution of Pre-Construction Meeting Minutes, no comments or exceptions were received.

2. Review of schedule
• Work commenced on Thursday August 18, 2016.
• Old cap soil removal and grading completed ahead of schedule.
• GCL installation planned to begin on Saturday September 3rd.

3. Review of work progress
• Maintain E&S controls to protect against erosion and direct runoff to sediment basins.
• Old cap graded and surveyed for GCL installation.
• Anchor trench excavation in progress.

4. Review of Submittals; submittals below were reviewed and returned to Contractor without exception
taken.

Submittal # Item Description
3 Project Schedule
11 Preconstruction Soil Testing
14 GCL, 14B MQC, Roll Certificates, and Proposed Layout Plan
16 IFAT (Protective Cover vs. GCL)
17 IFAT (Intermediate Cover vs. GCL)

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5. Construction Coordination
• Intermediate cover grading was surveyed August 30, 2016.
• GCL installation and CQA will be coordinated between Dennis Trogden (T&K) and Jarrett Sorrells
(KEG).
• Contractor needs a day to get enough anchor trench ready before GCL installation begins.
• GCL can be installed at the rate it can be covered with soil each day.
• Cover soil compaction testing is planned to begin following GCL installation and after one foot of
cover soil is graded and compacted. In order to prevent damage to the GCL during compaction
testing, the first test will be at 12 inches of soil and second test at 18 inches of soil. Vegetative layer
does not need compaction testing. Nominal compaction of the dozer spreading and grading the soil
is adequate for the vegetative layer placement.

6. CQA
• Kessel Group will be providing GCL installation quality assurance recording by collecting information
on the panel placement, length, and daily square footage.

7. Inclement weather
• Anticipated days of adverse weather for each month:
August - 7 No weather delays considered.
September - 5
October - 5
November - 5

8. Next meeting will be planned in two weeks (week of September 12-16).

9. Other business – None discussed.

Conclusion: The meeting adjourned at approximately 10:45, followed by a site visit to review work.

Preparation of Minutes: JOYCE will prepare minutes following the meeting and distribute to attendees.
JOYCE will incorporate comments and/or exceptions received in writing before next scheduled meeting;
revised minutes will be made part of the permanent record.

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John’s River Waste Management Facility
C&D Landfill Closure
Burke County, NC
Progress Meeting # 2 Minutes
Meeting was held at the LF Office: 2500 Marsh Trail, Morganton, NC 28680
On Thursday, September 29, 2016 at 10:00 A.M.

Attendance
Burke County: Keith Farris, Cathy Dockery
Triangle Grading: Dennis Trogden
Kessel Group: Jarrett Sorrells
Joyce Engineering, Inc.: Mousa Maimoun, Hannu Kemppinen

Items of Discussion:

1. Distribution of Pre-Construction Meeting Minutes, no comments or exceptions were received.

2. Review of schedule and work progress:
• GCL installation was completed in one week between September 3 - 7, 2016.
• Protective cover soil placement followed the GCL installation and was completed on September 22,
2016.
• Contractor is waiting for shipment of the landfill gas vent collars. Installation is pending on
shipment.
• Slope drain pipes are in ground and covered.
• Vegetative cover soil placement is in progress.

3. Remaining work:
• Completion of vegetative cover soil placement.
• Landfill side slope berms and benches are to be constructed and graded.
• Finalize slope drain inlets and pipe connections.
• Site restoration and seeding; Hydroseeding is scheduled for first week of October, 2016.
• Final survey is pending on the completion of the vegetative cover soil and side slope benches. The
survey is scheduled for the first week of October before the planned hydroseeding.

4. CQA:
• Kessel Group (KEG) provided GCL installation quality assurance by collecting information on the
panel placement, length, and daily square footage.
• Kessel Group provided protective cover soil testing in two lifts, measuring soil moisture and
compaction at five locations per acre, and one drive cylinder test to verify the nuclear test method
results. Final thickness of the cover soil was performed at each nuclear test location. JOYCE

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PAGE 2

requested KEG to revise the September 22, 2016 field test report to include the layer thickness
verification in writing.

7. Inclement weather
• Anticipated days of adverse weather for each month:
August – 7 No weather delays considered.
September – 5 No weather delays considered.
October – 5
November – 5

8. Next meeting is planned following Contractor’s notice of substantial completion.

9. Other business – Outside of the progress meeting, the Phase 1A capacity study was discussed with the
County landfill staff and JOYCE personnel. The discussion included review of the last two years results, the
rate of incoming tonnage, permitted capacity, operation in active phase, and maximizing waste compaction
and utilization factor.

Conclusion: The meeting adjourned at approximately 10:30 AM, followed by a site visit to review work.

Preparation of Minutes: JOYCE will prepare minutes following the meeting and distribute to attendees.
JOYCE will incorporate comments and/or exceptions received in writing before next scheduled meeting;
revised minutes will be made part of the permanent record.

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John’s River Waste Management Facility
C&D Landfill Closure
Burke County, NC
Progress Meeting # 3 & Final Inspection Minutes
Meeting was held at the LF Office: 2500 Marsh Trail, Morganton, NC 28680
Thursday, October 6, 2016 at 1:00 P.M.

Attendance
Burke County: Chris Hollifield, Keith Farris, Cathy Dockery
Triangle Grading: Dennis Trogden, Alvin Cagle
NC DEQ SWS: Allen Gaither, Jackie Drummond
Joyce Engineering, Inc.: Amy Davis, Hannu Kemppinen

Items of Discussion:

1. Distribution of Progress Meeting # 2 Minutes; no comments or exceptions were received.

2. Substantial Completion
• Project finished before scheduled substantial completion November 30, 2016.

3. Punch List Items
• Engineer is in receipt of GCL CQC records and subgrade acceptance forms;
• Record final survey indicates landfill settlement; DEQ requested assurance of constructed cap
thickness and review of closure plan regarding closure cap thickness verification;
• Contractor to submit seeding mix.

4. Warrantees & Guarantees
• General Conditions 13.07 Correction Period covers statement on general warranty for the work.
• Engineer is in receipt of Liner Installer (Hallaton) warranty.

5. Certificate of Substantial Completion will be prepared and distributed to the Contractor and Owner
following the final inspection site visit.

6. Inclement weather
• Anticipated days of adverse weather for each month:
August – 7 No weather delays considered.
September – 5 No weather delays considered.
October – 5 No weather delays considered.

7. Final Payment will be pending on punch list items to be cleared.

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PAGE 2

9. Final inspection/site visit – Representatives of the Owner, Solid Waste Section, Contractor, and
Engineer walked portions of the C&D landfill side slopes and top to inspect the closure grading, benches,
swales, slope drain pipes, riprap check dams, seeding, and gas vent collars. In general work appeared to
be constructed in accordance with the closure plans.

Conclusion: The meeting adjourned at approximately 1:30 PM; final inspection completed at approximately
2:30 PM.

Preparation of Minutes: JOYCE will prepare minutes following the meeting and distribute to attendees.
JOYCE will incorporate comments and/or exceptions received in writing before next scheduled meeting;
revised minutes will be made part of the permanent record.
John’s River C&D Landfill Closure October 2016
Burke County, North Carolina Joyce Engineering, Inc.

1. C&D landfill closure infiltration layer completed.

2. SAEDACCO drilling and installing Landfill Gas Passive Vents.
John’s River C&D Landfill Closure October 2016
Burke County, North Carolina Joyce Engineering, Inc.

3. C&D LF graded, surveyed and ready for GCL installation.

4. Close-up photo of finished subgrade for GCL installation.
John’s River C&D Landfill Closure October 2016
Burke County, North Carolina Joyce Engineering, Inc.

5. Anchor trench at top of slope for GCL installation.

6. Installed GCL on the C&D landfill side slope.
John’s River C&D Landfill Closure October 2016
Burke County, North Carolina Joyce Engineering, Inc.

7. Hallaton labeled each GCL panel number, roll number, date, time, and length.

8. Powder bentonite was added along panel overlap edge.
John’s River C&D Landfill Closure October 2016
Burke County, North Carolina Joyce Engineering, Inc.

9. Hallaton applied heat along GCL overlap seam to tack panels together.

10. Completed section of GCL on the C&D landfill side slope and ready to be covered with soil.
Burke County Landfill Closure September 7, 2016 Burke County, North Carolina KEG Project No. JA16-3102-01

John’s River C&D Landfill Closure October 2016
Burke County, North Carolina Joyce Engineering, Inc.

12. West side slope of C&D landfill completed and seeded with straw mulch.

13. Top of C&D landfill completed and seeded with straw mulch.
John’s River C&D Landfill Closure October 2016
Burke County, North Carolina Joyce Engineering, Inc.

14. East side slope of C&D landfill completed and seeded with straw mulch.

15. Slope drain reinstalled at completion of the landfill closure.

Appendix 6
MSW-CD Closure Investigation
North Carolina Department of Environment and Natural Resources
Division of Waste Management
Pat McCrory Donald R. van der Vaart
Governor Secretary

2090 US Highway 70, Swannanoa, North Carolina 28778
Phone [phone] \ FAX [phone] \ Internet http://wastenotnc.org
An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
February 23, 2015
Mr. Chris Hollifield, General Services Director Burke County
P.O. Box 219
Morganton, North Carolina 28680
Subject: Closure Cap Verification Burke County Landfill
Burke County, Permit #1203-MSWLF-1987, Document ID 23691

Mr. Hollifield: The Division of Waste Management, Solid Waste Section (Section) has completed a review of
the submittal regarding the closed MSW landfill cap thickness investigation (Document ID No.
23533). The document was submitted on your behalf by Joyce Engineering and was received in
the Asheville Regional Office on February 11, 2015.
The submittal provides a description of the landfill cap investigation as well as cap thickness data from probe locations and a qualitative assessment of cap condition. The investigation was
conducted as there was no documentation verifying the MSW cap had been constructed in
accordance with the closure requirements of Rule .0510.
Based on the results of the investigation, the 19 acres of MSW landfill not covered by C&D waste was constructed in accordance with, and still meets, the closure requirements for pre-Subtitle D sanitary landfills. Cap thickness measurements from all 114 probe locations indicate
cap thickness exceeds the 24-inch requirement. Additionally, the soil type, condition and cover
vegetation are noted as acceptable. As a result, the MSW landfill is considered properly closed
and no additional work will be required as part of C&D closure activities.
If you should have any questions regarding this matter please contact me at [phone], or by email at [e-mail] .

Sincerely,
Allen Gaither
Environmental Engineer

Cc: Mr. Hannu Kemppinen – Joyce Engineering Mr. Stephen Cowie – Joyce Engineering
2211 W. Meadowview Rd., #101
Greensboro, NC 27409
tel: [phone]
fax: [phone]
www.JoyceEngineering.com

February 11, 2015

Allen Gaither
North Carolina Dept. of Environment and Natural Resources
Asheville Regional Office
Division of Waste Management - Solid Waste Section
2090 U.S. 70 Highway
Swannanoa, NC 28778

RE: John’s River Waste Management Facility
Burke County, North Carolina
Permit No. 12-03
JOYCE Project 277

Dear Allen,

The John’s River Waste Management Facility was first permitted as municipal solid waste
(MSW) landfill under Permit Number 12-03 in 1987. The MSW landfill was closed in 1997.
Since 1998, Burke County has operated a permitted Construction and Demolition (C&D)
disposal area on top of the closed MSW landfill in accordance with the facility’s Transition Plan.

This letter is in response to our correspondence in July 30, 2014, regarding the old MSW landfill
closure cap. You confirmed that, based on Solid Waste Regulations Section .0505 (3) (c), the
MSW landfill should have been covered with at least two feet of suitable compacted earth, and
that, since neither the County nor DENR have documentation of the cap construction, we should
evaluate the cover soil thickness and condition to determine whether the MSW landfill was
properly closed. While the regulations do not provide guidance or criteria for suitable
compaction, you suggested that time in place with good vegetation and little to no erosion are
indications the cap is suitable. Referencing other landfills in western North Carolina that have
conducted similar cap investigations to demonstrate that they were closed with suitable
compacted earth, you suggested we should investigate the Burke MSW landfill cap by verifying
the thickness in approximately six to seven locations per acre. A description of the current
MSW cap condition along with thickness boring results would demonstrate the cap satisfies the
Rule requirement.

Joyce Engineering conducted the John’s River Waste Management Facility MSW cap field
investigation in January 2015. The closed MSW landfill consists of 28 acres, on top of which is
the C&D landfill that will be closed during the construction season of 2015. The cap
investigation included the 19 acres of the MSW landfill not covered by more recent C&D waste.

For the MSW cap thickness investigation, West Consultants, PLLC provided staking of the
landfill slopes, marking one-acre sections to guide our investigation progress. The soil cap
Allen Gaither
February 11, 2015
Page 2 of 2

thickness investigation was conducted with a soil recovery probe and slide hammer
manufactured by AMS. The recovery probe consists of a 1-inch-diameter steel tube with a 24-
inch-long open slot to observe the soil column and for easy disposal of the retrieved sample. Cap
thickness was verified with the probe at six random locations within each acre of the cap. The
approximate location of the 114 probe locations are shown on the attached drawing. Invariably,
the soil cap thickness exceeded 24 inches in all 114 locations.

Visual observation of the probe cores determined that the cover soil was moist, cohesive, sandy
silt (ML) to silty sand (SM), clayey sands (SC) and silty clays (CL). In our observations of the
cap surface, the soil cap appeared intact without slumping down slope or severe erosion. The
dormant winter time vegetation consisted of a range of well-established grasses that hold the soil
in place. In a few small areas, we noted sparse vegetation, but even those areas were not badly
eroded.

In our professional opinion, the MSW cap is intact and provides the regulatory cover that was
required under the rule .0505 (3) (c). We conclude that the MSW landfill was properly closed in
1997 and no further closure activity is required for the MSW portion of this landfill.

Sincerely,
JOYCE ENGINEERING

Hannu Kemppinen, P.G.
Senior Project Consultant

Attachment

Copy: Chris Hollifield, Burke County

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

DCN: Data Transmittal Letter Date: 1/28/05 Rev.: 1

June 29, 2015
Project No. 2015-685-01

Mr. Hannu Kemppinein Joyce Engineering, Inc.
2211 W. Meadowview Rd., Suite 101 Greensboro, NC 27407
[e-mail]
Transmittal Laboratory Test Results
John’s River C&D Landfill Closure Cap
Please find attached the laboratory test results for the above referenced project. The tests were outlined on the Project Verification Form that was transmitted to your firm prior to the testing. The testing was
performed in general accordance with the methods listed on the enclosed data sheets. The test results are believed to be representative of the samples that were submitted for testing and are indicative only of
the specimens which were evaluated. We have no direct knowledge of the origin of the samples and imply no position with regard to the nature of the test results, i.e. pass/fail and no claims as to the
suitability of the material for its intended use.
The test data and all associated project information provided shall be held in strict confidence and disclosed to other parties only with authorization by our Client. The test data submitted herein is
considered integral with this report and is not to be reproduced except in whole and only with the authorization of the Client and Geotechnics. The remaining sample materials for this project will be
retained for a minimum of 90 days as directed by the Geotechnics’ Quality Program.
We are pleased to provide these testing services. Should you have any questions or if we may be of further assistance, please contact our office.
Respectively submitted,
Geotechnics, Inc.
Michael P. Smith Regional Manager

We understand that you have a choice in your laboratory services
and we thank you for choosing Geotechnics.

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

MOISTURE CONTENT
ASTM D 2216-10
Client:JOYCE ENGINEERING, INC.
Client Reference: John's River C&D LF Closure Cap
Project No.: 2015-685-01
Lab ID:013 014 015
Boring No.:NA NA NA
Depth (ft):NANANA
Sample No.:S#1 S#2 S#3
Tare Number 305 841 316
Wt. of Tare & Wet Sample (g) 591.63 699.63 1220.23
Wt. of Tare & Dry Sample (g) 505.05 607.01 1063.19
Weight of Tare (g)84.62 259.68 208.14
Weight of Water (g)86.58 92.62 157.04
Weight of Dry Sample (g)420.43 347.33 855.05
Water Content (%)20.6 26.7 18.4
Notes :
Tested By BT Date 6/15/15 Checked By GEM Date 6/16/15
page 1 of 1 DCN: CT-S1 DATE: 3/18/13 REVISION: 4

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

Client JOYCE ENGINEERING, INC. Boring No.#1
Client Project John's River C&D LF Closure Cap Depth (ft.)Lift 1
Project No. 2015-685-01 Sample No. ST-01-01
Lab ID No. 2015-685-01-01
Visual Description: RED SANDY CLAY
AVERAGE PERMEABILITY = 4.1E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 4.1E-09 m/sec @ 20oC
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 1 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-01 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10
1.0E-09
1.0E-08
1.0E-07
1.0E-06
1.0E-05
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
PE
R
M
E
A
B
I
L
I
T
Y
,

c
m
/
s
e
c
ELAPSED TIME, min
PERMEABILITY vs. TIME

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

Client JOYCE ENGINEERING, INC.Boring No. #1
Client Project John's River C&D LF Closure Cap Depth (ft.) Lift 1
Project No. 2015-685-01 Sample No. ST-01-01
Lab ID No. 2015-685-01-01
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: RED SANDY CLAY
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 807 811
Wt. of Tare & WS (gm.)215.05 480.42
Wt. of Tare & DS (gm.)197.27 416.96
Wt. of Tare (gm.)103.58 100.73
Wt. of Water (gm.)17.78 63.46
Wt. of DS (gm.)93.69 316.23
Moisture Content (%)19.0 20.1
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.)811.07 NA
Wt. of Tube (gm.)0.00 NA
Wt. of WS (calc.) (gm.)811.07 818.50
Length 1 (in.)3.811 3.792
Length 2 (in.)3.830 3.864
Length 3 (in.)3.879 3.862
Top Diameter (in.)2.830 2.826
Middle Diameter (in.)2.837 2.786
Bottom Diameter (in.)2.839 2.864
Average Length (in.)3.84 3.84
Average Area (in.2 )6.31 6.27
Sample Volume (cm3 )397.31 394.44
Unit Wet Wt. (gm./ cm3 )2.041 2.075
Unit Wet Wt. (pcf ) 127.4 129.5
Unit Dry Wt. (pcf ) 107.1 107.9
Unit Dry Wt. (gm./ cm3 )1.716 1.728
Void Ratio, e 0.574 0.562
Porosity, n 0.365 0.360
Pore Volume (cm3 )144.8 142.0
Total Wt. Of Sample After Test 825.36
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 2 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-01 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10

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

Client JOYCE ENGINEERING, INC.Boring No. #1
Client Project John's River C&D LF Closure Cap Depth (ft.) Lift 1
Project No. 2015-685-01 Sample No. ST-01-01
Lab ID No. 2015-685-01-01
Test Pressures Final Sample Dimensions
Cell Pressure(psi)55.0 Sample Length (cm), L 9.75
Back Pressure(psi)50.0 Sample Area (cm2 ), A 40.45
Eff. Cons. Pressure(psi) 5.0 Pipette Area (cm2 ), ap 0.03142
Response (%) 96 Annulus Area (cm2 ), aa 0.76712
Equilibrium Level (cm), Req 1
AVERAGE PERMEABILITY = 4.1E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 4.1E-09 m/sec @ 20oC
DATE ELAPSED PIPETTE INCREMENT TEMP. INCREMENTAL
TIME READI NG GRADIENT PERMEABILITY
tRp i @ 20oC
(mm/dd/yy) (hr) (min) (sec) (min) (min) (cm) (cm/cm)( oC)(cm/sec)
6/11/15 16 19 8 19.13 0.000 9.5 11.4 23.4 NA
6/11/15 16 19 23 19.38 0.250 9.4 11.2 23.4 4.2E-07
6/11/15 16 19 37 19.62 0.483 9.3 11.1 23.4 4.6E-07
6/11/15 16 20 8 20.13 1.000 9.1 10.8 23.4 4.2E-07
6/11/15 16 20 41 20.68 1.550 8.9 10.6 23.4 4.1E-07
6/11/15 16 21 15 21.25 2.117 8.7 10.3 23.4 4.0E-07
6/11/15 16 21 49 21.82 2.683 8.5 10.0 23.4 4.1E-07
6/11/15 16 22 25 22.42 3.283 8.3 9.8 23.4 4.0E-07
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 3 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-01 Permometer.xls]Sheet1
PERMOMETER METHOD
ASTM D 5084-10
TIME
FLEXIBLE WALL PERMEABILITY TEST

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

Client JOYCE ENGINEERING, INC. Boring No.#1
Client Project John's River C&D LF Closure Cap Depth (ft.)Lift 2
Project No. 2015-685-01 Sample No. ST-01-02
Lab ID No. 2015-685-01-02
Visual Description: RED SANDY CLAY
AVERAGE PERMEABILITY = 5.9E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 5.9E-09 m/sec @ 20oC
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 1 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-02 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10
1.0E-09
1.0E-08
1.0E-07
1.0E-06
1.0E-05
0.0 0.5 1.0 1.5 2.0 2.5
PE
R
M
E
A
B
I
L
I
T
Y
,

c
m
/
s
e
c
ELAPSED TIME, min
PERMEABILITY vs. TIME

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

Client JOYCE ENGINEERING, INC.Boring No. #1
Client Project John's River C&D LF Closure Cap Depth (ft.) Lift 2
Project No. 2015-685-01 Sample No. ST-01-02
Lab ID No. 2015-685-01-02
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: RED SANDY CLAY
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 810 808
Wt. of Tare & WS (gm.)250.50 412.01
Wt. of Tare & DS (gm.)225.48 357.36
Wt. of Tare (gm.)112.83 103.26
Wt. of Water (gm.)25.02 54.65
Wt. of DS (gm.)112.65 254.10
Moisture Content (%)22.2 21.5
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.)621.97 NA
Wt. of Tube (gm.)0.00 NA
Wt. of WS (calc.) (gm.)621.97 618.39
Length 1 (in.)2.929 2.897
Length 2 (in.)2.983 2.887
Length 3 (in.)2.928 2.911
Top Diameter (in.)2.837 2.873
Middle Diameter (in.)2.832 2.854
Bottom Diameter (in.)2.825 2.841
Average Length (in.)2.95 2.90
Average Area (in.2 )6.30 6.41
Sample Volume (cm3 )304.02 304.27
Unit Wet Wt. (gm./ cm3 )2.046 2.032
Unit Wet Wt. (pcf ) 127.7 126.9
Unit Dry Wt. (pcf ) 104.5 104.4
Unit Dry Wt. (gm./ cm3 )1.674 1.673
Void Ratio, e 0.613 0.614
Porosity, n 0.380 0.380
Pore Volume (cm3 )115.5 115.8
Total Wt. Of Sample After Test 630.72
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 2 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-02 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10

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

Client JOYCE ENGINEERING, INC.Boring No. #1
Client Project John's River C&D LF Closure Cap Depth (ft.) Lift 2
Project No. 2015-685-01 Sample No. ST-01-02
Lab ID No. 2015-685-01-02
Test Pressures Final Sample Dimensions
Cell Pressure(psi)55.0 Sample Length (cm), L 7.36
Back Pressure(psi)50.0 Sample Area (cm2 ), A 41.33
Eff. Cons. Pressure(psi) 5.0 Pipette Area (cm2 ), ap 0.03142
Response (%) 99 Annulus Area (cm2 ), aa 0.76712
Equilibrium Level (cm), Req 1
AVERAGE PERMEABILITY = 5.9E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 5.9E-09 m/sec @ 20oC
DATE ELAPSED PIPETTE INCREMENT TEMP. INCREMENTAL
TIME READI NG GRADIENT PERMEABILITY
tRp i @ 20oC
(mm/dd/yy) (hr) (min) (sec) (min) (min) (cm) (cm/cm)( oC)(cm/sec)
6/11/15 16 8 1 8.02 0.000 8.6 13.5 23.4 NA
6/11/15 16 8 19 8.32 0.300 8.4 13.1 23.4 5.9E-07
6/11/15 16 8 38 8.63 0.617 8.2 12.8 23.4 5.7E-07
6/11/15 16 8 57 8.95 0.933 8.0 12.4 23.4 5.9E-07
6/11/15 16 9 16 9.27 1.250 7.8 12.1 23.4 6.0E-07
6/11/15 16 9 36 9.60 1.583 7.6 11.7 23.4 5.9E-07
6/11/15 16 9 57 9.95 1.933 7.4 11.4 23.4 5.8E-07
6/11/15 16 10 18 10.30 2.283 7.2 11.0 23.4 6.0E-07
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 3 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-02 Permometer.xls]Sheet1
TIME
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10

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

Client JOYCE ENGINEERING, INC. Boring No.#1
Client Project John's River C&D LF Closure Cap Depth (ft.)Lift 3
Project No. 2015-685-01 Sample No. ST-01-03
Lab ID No. 2015-685-01-03
Visual Description: RED SANDY CLAY
AVERAGE PERMEABILITY = 7.7E-08 cm/sec @ 20oC
AVERAGE PERMEABILITY = 7.7E-10 m/sec @ 20oC
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 1 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-03 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10
1.0E-09
1.0E-08
1.0E-07
1.0E-06
1.0E-05
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5
PE
R
M
E
A
B
I
L
I
T
Y
,

c
m
/
s
e
c
ELAPSED TIME, min
PERMEABILITY vs. TIME

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

Client JOYCE ENGINEERING, INC.Boring No. #1
Client Project John's River C&D LF Closure Cap Depth (ft.) Lift 3
Project No. 2015-685-01 Sample No. ST-01-03
Lab ID No. 2015-685-01-03
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: RED SANDY CLAY
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 803 814
Wt. of Tare & WS (gm.)434.05 414.31
Wt. of Tare & DS (gm.)379.07 359.65
Wt. of Tare (gm.)102.16 109.8
Wt. of Water (gm.)54.98 54.66
Wt. of DS (gm.)276.91 249.85
Moisture Content (%)19.9 21.9
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.)301.43 NA
Wt. of Tube (gm.)0.00 NA
Wt. of WS (calc.) (gm.)301.43 306.52
Length 1 (in.)1.549 1.500
Length 2 (in.)1.535 1.485
Length 3 (in.)1.522 1.503
Top Diameter (in.)2.821 2.797
Middle Diameter (in.)2.773 2.808
Bottom Diameter (in.)2.803 2.823
Average Length (in.)1.54 1.50
Average Area (in.2 )6.15 6.20
Sample Volume (cm3 )154.81 151.96
Unit Wet Wt. (gm./ cm3 )1.947 2.017
Unit Wet Wt. (pcf ) 121.5 125.9
Unit Dry Wt. (pcf ) 101.4 103.3
Unit Dry Wt. (gm./ cm3 )1.625 1.655
Void Ratio, e 0.662 0.631
Porosity, n 0.398 0.387
Pore Volume (cm3 )61.7 58.8
Total Wt. Of Sample After Test 305.42
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 2 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-03 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10

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

Client JOYCE ENGINEERING, INC.Boring No. #1
Client Project John's River C&D LF Closure Cap Depth (ft.) Lift 3
Project No. 2015-685-01 Sample No. ST-01-03
Lab ID No. 2015-685-01-03
Test Pressures Final Sample Dimensions
Cell Pressure(psi)55.0 Sample Length (cm), L 3.80
Back Pressure(psi)50.0 Sample Area (cm2 ), A 39.99
Eff. Cons. Pressure(psi) 5.0 Pipette Area (cm2 ), ap 0.03142
Response (%) 98 Annulus Area (cm2 ), aa 0.76712
Equilibrium Level (cm), Req 1
AVERAGE PERMEABILITY = 7.7E-08 cm/sec @ 20oC
AVERAGE PERMEABILITY = 7.7E-10 m/sec @ 20oC
DATE ELAPSED PIPETTE INCREMENT TEMP. INCREMENTAL
TIME READI NG GRADIENT PERMEABILITY
tRp i @ 20oC
(mm/dd/yy) (hr) (min) (sec) (min) (min) (cm) (cm/cm)( oC)(cm/sec)
6/11/15 15 30 59 30.98 0.000 9.3 28.5 23.4 NA
6/11/15 15 31 33 31.55 0.567 9.2 28.2 23.4 7.5E-08
6/11/15 15 32 6 32.10 1.117 9.1 27.8 23.4 7.8E-08
6/11/15 15 32 40 32.67 1.683 9.0 27.5 23.4 7.7E-08
6/11/15 15 33 14 33.23 2.250 8.9 27.2 23.4 7.8E-08
6/11/15 15 33 49 33.82 2.833 8.8 26.8 23.4 7.7E-08
6/11/15 15 34 24 34.40 3.417 8.7 26.5 23.4 7.8E-08
6/11/15 15 35 0 35.00 4.017 8.6 26.1 23.4 7.7E-08
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 3 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-03 Permometer.xls]Sheet1
PERMOMETER METHOD
ASTM D 5084-10
TIME
FLEXIBLE WALL PERMEABILITY TEST

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

Client JOYCE ENGINEERING, INC. Boring No.#2
Client Project John's River C&D LF Closure Cap Depth (ft.)LIFT 1
Project No. 2015-685-01 Sample No. ST-02-01
Lab ID No. 2015-685-01-04
Visual Description: GRAY SANDY CLAY
AVERAGE PERMEABILITY = 2.1E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 2.1E-09 m/sec @ 20oC
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 1 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-04 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10
1.0E-09
1.0E-08
1.0E-07
1.0E-06
1.0E-05
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
PE
R
M
E
A
B
I
L
I
T
Y
,

c
m
/
s
e
c
ELAPSED TIME, min
PERMEABILITY vs. TIME

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

Client JOYCE ENGINEERING, INC.Boring No. #2
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 1
Project No. 2015-685-01 Sample No. ST-02-01
Lab ID No. 2015-685-01-04
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: GRAY SANDY CLAY
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 800 813
Wt. of Tare & WS (gm.)202.18 347.2
Wt. of Tare & DS (gm.)182.48 292.41
Wt. of Tare (gm.)103.61 108.64
Wt. of Water (gm.)19.70 54.79
Wt. of DS (gm.)78.87 183.77
Moisture Content (%)25.0 29.8
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.)538.25 NA
Wt. of Tube (gm.)0.00 NA
Wt. of WS (calc.) (gm.)538.25 559.08
Length 1 (in.)2.859 2.690
Length 2 (in.)2.841 2.716
Length 3 (in.)2.828 2.684
Top Diameter (in.)2.850 2.843
Middle Diameter (in.)2.838 2.862
Bottom Diameter (in.)2.842 2.870
Average Length (in.)2.84 2.70
Average Area (in.2 )6.35 6.42
Sample Volume (cm3 )295.78 283.56
Unit Wet Wt. (gm./ cm3 )1.820 1.972
Unit Wet Wt. (pcf ) 113.6 123.1
Unit Dry Wt. (pcf ) 90.9 94.8
Unit Dry Wt. (gm./ cm3 )1.456 1.519
Void Ratio, e 0.854 0.778
Porosity, n 0.461 0.437
Pore Volume (cm3 )136.3 124.0
Total Wt. Of Sample After Test 543.58
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 2 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-04 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10

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

Client JOYCE ENGINEERING, INC.Boring No. #2
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 1
Project No. 2015-685-01 Sample No. ST-02-01
Lab ID No. 2015-685-01-04
Test Pressures Final Sample Dimensions
Cell Pressure(psi)55.0 Sample Length (cm), L 6.85
Back Pressure(psi)50.0 Sample Area (cm2 ), A 41.40
Eff. Cons. Pressure(psi) 5.0 Pipette Area (cm2 ), ap 0.03142
Response (%) 100 Annulus Area (cm2 ), aa 0.76712
Equilibrium Level (cm), Req 1
AVERAGE PERMEABILITY = 2.1E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 2.1E-09 m/sec @ 20oC
DATE ELAPSED PIPETTE INCREMENT TEMP. INCREMENTAL
TIME READI NG GRADIENT PERMEABILITY
tRp i @ 20oC
(mm/dd/yy) (hr) (min) (sec) (min) (min) (cm) (cm/cm)( oC)(cm/sec)
6/11/15 14 23 7 23.12 0.000 9.7 16.6 23.4 NA
6/11/15 14 23 46 23.77 0.650 9.5 16.2 23.4 2.2E-07
6/11/15 14 24 50 24.83 1.717 9.2 15.6 23.4 2.1E-07
6/11/15 14 25 32 25.53 2.417 9.0 15.3 23.4 2.2E-07
6/11/15 14 26 16 26.27 3.150 8.8 14.9 23.4 2.1E-07
6/11/15 14 27 3 27.05 3.933 8.6 14.5 23.4 2.0E-07
6/11/15 14 27 51 27.85 4.733 8.4 14.1 23.4 2.0E-07
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 3 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-04 Permometer.xls]Sheet1
TIME
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10

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

Client JOYCE ENGINEERING, INC. Boring No.#2
Client Project John's River C&D LF Closure Cap Depth (ft.)LIFT 2
Project No. 2015-685-01 Sample No. ST-02-02
Lab ID No. 2015-685-01-05
Visual Description: GRAY SANDY CLAY
AVERAGE PERMEABILITY = 1.6E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 1.6E-09 m/sec @ 20oC
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 1/14/14
Page 1 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-05 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10
1.0E-09
1.0E-08
1.0E-07
1.0E-06
1.0E-05
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0
PE
R
M
E
A
B
I
L
I
T
Y
,

c
m
/
s
e
c
ELAPSED TIME, min
PERMEABILITY vs. TIME

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

Client JOYCE ENGINEERING, INC.Boring No. #2
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 2
Project No. 2015-685-01 Sample No. ST-02-02
Lab ID No. 2015-685-01-05
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: GRAY SANDY CLAY
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 805 806
Wt. of Tare & WS (gm.)240.04 492.4
Wt. of Tare & DS (gm.)212.68 397.5
Wt. of Tare (gm.)103.10 100.52
Wt. of Water (gm.)27.36 94.90
Wt. of DS (gm.)109.58 296.98
Moisture Content (%)25.0 32.0
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.)793.80 NA
Wt. of Tube (gm.)0.00 NA
Wt. of WS (calc.) (gm.)793.80 838.18
Length 1 (in.)4.060 4.007
Length 2 (in.)4.028 4.026
Length 3 (in.)4.016 4.052
Top Diameter (in.)2.848 2.835
Middle Diameter (in.)2.849 2.830
Bottom Diameter (in.)2.842 2.832
Average Length (in.)4.03 4.03
Average Area (in.2 )6.36 6.30
Sample Volume (cm3 )420.70 415.92
Unit Wet Wt. (gm./ cm3 )1.887 2.015
Unit Wet Wt. (pcf ) 117.8 125.8
Unit Dry Wt. (pcf ) 94.2 95.3
Unit Dry Wt. (gm./ cm3 )1.510 1.527
Void Ratio, e 0.788 0.768
Porosity, n 0.441 0.434
Pore Volume (cm3 )185.4 180.7
Total Wt. Of Sample After Test 792.44
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 1/14/14
Page 2 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-05 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10

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

Client JOYCE ENGINEERING, INC.Boring No. #2
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 2
Project No. 2015-685-01 Sample No. ST-02-02
Lab ID No. 2015-685-01-05
Test Pressures Final Sample Dimensions
Cell Pressure(psi)55.0 Sample Length (cm), L 10.23
Back Pressure(psi)50.0 Sample Area (cm2 ), A 40.65
Eff. Cons. Pressure(psi) 5.0 Pipette Area (cm2 ), ap 0.03142
Response (%) 98 Annulus Area (cm2 ), aa 0.76712
Equilibrium Level (cm), Req 1
AVERAGE PERMEABILITY = 1.6E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 1.6E-09 m/sec @ 20oC
DATE ELAPSED PIPETTE INCREMENT TEMP. INCREMENTAL
TIME READI NG GRADIENT PERMEABILITY
tRp i @ 20oC
(mm/dd/yy) (hr) (min) (sec) (min) (min) (cm) (cm/cm)( oC)(cm/sec)
6/11/15 14 9 53 9.88 0.000 9.0 10.2 23.4 NA
6/11/15 14 10 37 10.62 0.733 8.9 10.1 23.4 1.6E-07
6/11/15 14 11 21 11.35 1.467 8.8 10.0 23.4 1.6E-07
6/11/15 14 12 5 12.08 2.200 8.7 9.8 23.4 1.6E-07
6/11/15 14 12 49 12.82 2.933 8.6 9.7 23.4 1.7E-07
6/11/15 14 13 35 13.58 3.700 8.5 9.6 23.4 1.6E-07
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 1/14/14
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PERMOMETER METHOD
ASTM D 5084-10
TIME
FLEXIBLE WALL PERMEABILITY TEST

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

Client JOYCE ENGINEERING, INC. Boring No.#2
Client Project John's River C&D LF Closure Cap Depth (ft.)LIFT 3
Project No. 2015-685-01 Sample No. ST-02-03
Lab ID No. 2015-685-01-06
Visual Description: RED SANDY CLAY
AVERAGE PERMEABILITY = 1.2E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 1.2E-09 m/sec @ 20oC
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 1 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-06 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10
1.0E-09
1.0E-08
1.0E-07
1.0E-06
1.0E-05
0.0 1.0 2.0 3.0 4.0 5.0 6.0
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ELAPSED TIME, min
PERMEABILITY vs. TIME

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

Client JOYCE ENGINEERING, INC.Boring No. #2
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 3
Project No. 2015-685-01 Sample No. ST-02-03
Lab ID No. 2015-685-01-06
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: RED SANDY CLAY
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 805 803
Wt. of Tare & WS (gm.)277.89 512.17
Wt. of Tare & DS (gm.)242.88 426.01
Wt. of Tare (gm.)102.58 102.16
Wt. of Water (gm.)35.01 86.16
Wt. of DS (gm.)140.30 323.85
Moisture Content (%)25.0 26.6
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.)693.32 NA
Wt. of Tube (gm.)0.00 NA
Wt. of WS (calc.) (gm.)693.32 702.48
Length 1 (in.)3.381 3.377
Length 2 (in.)3.431 3.397
Length 3 (in.)3.389 3.383
Top Diameter (in.)2.844 2.821
Middle Diameter (in.)2.836 2.835
Bottom Diameter (in.)2.828 2.848
Average Length (in.)3.40 3.39
Average Area (in.2 )6.32 6.31
Sample Volume (cm3 )351.99 350.14
Unit Wet Wt. (gm./ cm3 )1.970 2.006
Unit Wet Wt. (pcf ) 123.0 125.2
Unit Dry Wt. (pcf ) 98.4 98.9
Unit Dry Wt. (gm./ cm3 )1.576 1.585
Void Ratio, e 0.713 0.704
Porosity, n 0.416 0.413
Pore Volume (cm3 )146.5 144.6
Total Wt. Of Sample After Test 695.36
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 2 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-06 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10

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

Client JOYCE ENGINEERING, INC.Boring No. #2
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 3
Project No. 2015-685-01 Sample No. ST-02-03
Lab ID No. 2015-685-01-06
Test Pressures Final Sample Dimensions
Cell Pressure(psi)55.0 Sample Length (cm), L 8.60
Back Pressure(psi)50.0 Sample Area (cm2 ), A 40.72
Eff. Cons. Pressure(psi) 5.0 Pipette Area (cm2 ), ap 0.03142
Response (%) 95 Annulus Area (cm2 ), aa 0.76712
Equilibrium Level (cm), Req 1
AVERAGE PERMEABILITY = 1.2E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 1.2E-09 m/sec @ 20oC
DATE ELAPSED PIPETTE INCREMENT TEMP. INCREMENTAL
TIME READI NG GRADIENT PERMEABILITY
tRp i @ 20oC
(mm/dd/yy) (hr) (min) (sec) (min) (min) (cm) (cm/cm)( oC)(cm/sec)
6/11/15 13 47 13 47.22 0.000 7.1 9.3 23.4 NA
6/11/15 13 48 18 48.30 1.083 7.0 9.1 23.4 1.2E-07
6/11/15 13 49 22 49.37 2.150 6.9 9.0 23.4 1.2E-07
6/11/15 13 50 27 50.45 3.233 6.8 8.8 23.4 1.2E-07
6/11/15 13 51 34 51.57 4.350 6.7 8.7 23.4 1.2E-07
6/11/15 13 52 41 52.68 5.467 6.6 8.5 23.4 1.2E-07
Tested By: SFS Date: 6/10/15 Checked By: GEM Date: 6/15/15
Page 3 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-06 Permometer.xls]Sheet1
TIME
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10

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

PERMEABILITY TEST
ASTM D 5084-10
Client JOYCE ENGINEERING, INC. Boring No. #3
Client Project John's River C&D LF Closure Cap Depth (ft.) Lift 1
Project No. 2015-985-01 Sample No. ST-03-01
Lab ID No. 2015-685-01-07
AVERAGE PERMEABILITY = 7.8E-05 cm/sec @ 20oC
AVERAGE PERMEABILITY = 7.8E-07 m/sec @ 20oC
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 1 of 3 DCN: CT-22 DATE: 2/2/10 REVISION: 9T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-07 PERMflow.xls]Sheet1
0.0
5.0
10.0
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ELAPSED TIME, hrs
TOTAL FLOW vs. ELAPSED TIME
INFLOW OUTFLOW
1.0E-08
1.0E-07
1.0E-06
1.0E-05
1.0E-04
1.0E-03
0.000 0.020 0.040 0.060 0.080 0.100 0.120 0.140 0.160 0.180
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PORE VOLUMES EXCHANGED
PORE VOLUMES EXCHANGED vs. PERMEABILITY

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

PERMEABILITY TEST
ASTM D 5084-10
Client JOYCE ENGINEERING, INC. Boring No. #3
Client Project John's River C&D LF Closure Cap Depth (ft.) Lift 1
Project No. 2015-985-01 Sample No. ST-03-01
Lab ID No. 2015-685-01-07
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: BROWNISH RED CLAY
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 802 801
Wt. of Tare & WS (gm.) 321.36 361.04
Wt. of Tare & DS (gm.) 290.80 321.35
Wt. of Tare (gm.) 103.37 98.46
Wt. of Water (gm.) 30.56 39.69
Wt. of DS (gm.) 187.43 222.89
Moisture Content (%)16.3 17.8
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.) 602.01 NA
Wt. of Tube (gm.) 0.00 NA
Wt. of WS (calc.)(gm.) 602.01 609.79
Length 1 (in.) 3.052 2.951
Length 2 (in.) 3.073 3.015
Length 3 (in.) 3.025 3.026
Top Diameter (in.) 2.859 2.861
Middle Diameter (in.) 2.871 2.864
Bottom Diameter (in.) 2.862 2.853
Average Length (in.) 3.05 3.00
Average Area (in.2 )6.44 6.42
Sample Volume (cm3 )321.99 315.40
Unit Wet Wt. (gm./ cm 3 )1.87 1.93
Unit Wet Wt. (pcf ) 116.7 120.7
Unit Dry Wt. (pcf ) 100.3 102.4
Unit Dry Wt. (gm./ cm3 )1.61 1.64
Void Ratio, e 0.68 0.65
Porosity, n 0.40 0.39
Pore Volume (cm3 )130.3 123.7
Total Wgt. Of Sample After Test 639.19
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 2 of 3 DCN: CT-22 DATE: 2/2/10 REVISION: 9T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-07 PERMflow.xls]Sheet1

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

PERMEABILITY TEST
ASTM D 5084-10
Client JOYCE ENGINEERING, INC. Boring No. #3
Client Project John's River C&D LF Closure Cap Depth (ft.) Lift 1
Project No. 2015-985-01 Sample No. ST-03-01
Lab ID No. 2015-685-01-07
Pressure Heads (Constant) Final Sample Dimensions
Top Cap (psi) 49.0 Sample Length (cm), L 7.61
Bottom Cap (psi) 51.0 Sample Diameter (cm) 7.26
Cell (psi) 55.0 Sample Area (cm2 ), A 41.43
Total Pressure Head (cm) 140.6 Inflow Burette Area (cm2 ), a-in 0.897
Hydraulic Gradient 18.47 Outflow Burette Area (cm2 ), a-out 0.894
B Parameter (%) 95
AVERAGE PERMEABILITY = 7.8E-05 cm/sec @ 20oC
AVERAGE PERMEABILITY = 7.8E-07 m/sec @ 20oC
DATE TIME ELAPSED TOTAL TOTAL TOTAL FLOW TEMP. INCREMENTAL
TIME INFLOW OUTFLOW HEAD PERMEABILITY
t h ( 0 flow ) @ 20oC
(mm/dd/yy) (hr) (min) (hr)(cm3)(cm3)(cm) ( 1 stop )( oC)(cm/sec)
6/26/15 10 38 0.00 0.0 0.0 165.2 0 24.5 NA
6/26/15 10 39 0.02 4.5 4.5 155.1 0 24.5 7.7E-05
6/26/15 10 40 0.03 8.8 8.8 145.5 0 24.5 7.9E-05
6/26/15 10 41 0.05 12.8 12.8 136.6 0 24.5 7.8E-05
6/26/15 10 42 0.07 16.5 16.5 128.3 0 24.5 7.7E-05
6/26/15 10 43 0.08 20.1 20.1 120.3 1 24.5 8.0E-05
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 3 of 3 DCN: CT-22 DATE: 2/2/10 REVISION: 9T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-07 PERMflow.xls]Sheet1

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

PERMEABILITY TEST
ASTM D 5084-10
Client JOYCE ENGINEERING, INC. Boring No. #3
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 2
Project No. 2015-985-01 Sample No. ST-03-02
Lab ID No. 2015-685-01-08
AVERAGE PERMEABILITY = 7.7E-05 cm/sec @ 20oC
AVERAGE PERMEABILITY = 7.7E-07 m/sec @ 20oC
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 1 of 3 DCN: CT-22 DATE: 2/2/10 REVISION: 9T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-08 PERMflow.xls]Sheet1
0.0
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4.0
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ELAPSED TIME, hrs
TOTAL FLOW vs. ELAPSED TIME
INFLOW OUTFLOW
1.0E-08
1.0E-07
1.0E-06
1.0E-05
1.0E-04
1.0E-03
0.000 0.020 0.040 0.060 0.080 0.100 0.120
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PORE VOLUMES EXCHANGED
PORE VOLUMES EXCHANGED vs. PERMEABILITY

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

PERMEABILITY TEST
ASTM D 5084-10
Client JOYCE ENGINEERING, INC. Boring No. #3
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 2
Project No. 2015-985-01 Sample No. ST-03-02
Lab ID No. 2015-685-01-08
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: BROWNISH RED CLAY
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 802 806
Wt. of Tare & WS (gm.) 321.36 382.22
Wt. of Tare & DS (gm.) 290.80 330.52
Wt. of Tare (gm.) 103.37 100.47
Wt. of Water (gm.) 30.56 51.70
Wt. of DS (gm.) 187.43 230.05
Moisture Content (%)16.3 22.5
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.) 584.17 NA
Wt. of Tube (gm.) 0.00 NA
Wt. of WS (calc.)(gm.) 584.17 615.15
Length 1 (in.) 3.328 3.213
Length 2 (in.) 3.347 3.239
Length 3 (in.) 3.266 3.191
Top Diameter (in.) 2.810 2.798
Middle Diameter (in.) 2.838 2.820
Bottom Diameter (in.) 2.842 2.817
Average Length (in.) 3.31 3.21
Average Area (in.2 )6.29 6.21
Sample Volume (cm3 )341.56 327.05
Unit Wet Wt. (gm./ cm 3 )1.71 1.88
Unit Wet Wt. (pcf ) 106.8 117.4
Unit Dry Wt. (pcf ) 91.8 95.9
Unit Dry Wt. (gm./ cm3 )1.47 1.54
Void Ratio, e 0.84 0.76
Porosity, n 0.46 0.43
Pore Volume (cm3 )155.5 141.0
Total Wgt. Of Sample After Test 631.64
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 2 of 3 DCN: CT-22 DATE: 2/2/10 REVISION: 9T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-08 PERMflow.xls]Sheet1

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

PERMEABILITY TEST
ASTM D 5084-10
Client JOYCE ENGINEERING, INC. Boring No. #3
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 2
Project No. 2015-985-01 Sample No. ST-03-02
Lab ID No. 2015-685-01-08
Pressure Heads (Constant) Final Sample Dimensions
Top Cap (psi) 49.0 Sample Length (cm), L 8.16
Bottom Cap (psi) 51.0 Sample Diameter (cm) 7.14
Cell (psi) 55.0 Sample Area (cm2 ), A 40.06
Total Pressure Head (cm) 140.6 Inflow Burette Area (cm2 ), a-in 0.897
Hydraulic Gradient 17.22 Outflow Burette Area (cm2 ), a-out 0.894
B Parameter (%) 95
AVERAGE PERMEABILITY = 7.7E-05 cm/sec @ 20oC
AVERAGE PERMEABILITY = 7.7E-07 m/sec @ 20oC
DATE TIME ELAPSED TOTAL TOTAL TOTAL FLOW TEMP. INCREMENTAL
TIME INFLOW OUTFLOW HEAD PERMEABILITY
t h ( 0 flow ) @ 20oC
(mm/dd/yy) (hr) (min) (hr)(cm3)(cm3)(cm) ( 1 stop )( oC)(cm/sec)
6/26/15 12 10 0.00 0.0 0.0 166.3 0 24.5 NA
6/26/15 12 11 0.02 4.1 4.1 157.1 0 24.5 7.7E-05
6/26/15 12 12 0.03 7.9 7.9 148.6 0 24.5 7.6E-05
6/26/15 12 13 0.05 11.7 11.7 140.2 0 24.5 8.0E-05
6/26/15 12 14 0.07 15.0 15.0 132.8 1 24.5 7.4E-05
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 3 of 3 DCN: CT-22 DATE: 2/2/10 REVISION: 9T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-08 PERMflow.xls]Sheet1

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

PERMEABILITY TEST
ASTM D 5084-10
Client JOYCE ENGINEERING, INC. Boring No. #3
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 3
Project No. 2015-985-01 Sample No. ST-03-03
Lab ID No. 2015-685-01-09
AVERAGE PERMEABILITY = 2.1E-05 cm/sec @ 20oC
AVERAGE PERMEABILITY = 2.1E-07 m/sec @ 20oC
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 1 of 3 DCN: CT-22 DATE: 2/2/10 REVISION: 92015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-09 GM PERMflow.xls]Sheet1
0.0
1.0
2.0
3.0
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0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09
TO
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ELAPSED TIME, hrs
TOTAL FLOW vs. ELAPSED TIME
INFLOW OUTFLOW
1.0E-08
1.0E-07
1.0E-06
1.0E-05
1.0E-04
1.0E-03
0.000 0.005 0.010 0.015 0.020 0.025 0.030 0.035 0.040 0.045 0.050
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PORE VOLUMES EXCHANGED
PORE VOLUMES EXCHANGED vs. PERMEABILITY

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

PERMEABILITY TEST
ASTM D 5084-10
Client JOYCE ENGINEERING, INC. Boring No. #3
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 3
Project No. 2015-985-01 Sample No. ST-03-03
Lab ID No. 2015-685-01-09
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: BROWNISH RED CLAY
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 802 805
Wt. of Tare & WS (gm.) 321.36 332.26
Wt. of Tare & DS (gm.) 290.80 283.94
Wt. of Tare (gm.) 103.37 102.57
Wt. of Water (gm.) 30.56 48.32
Wt. of DS (gm.) 187.43 181.37
Moisture Content (%)16.3 26.6
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.) 545.55 NA
Wt. of Tube (gm.) 0.00 NA
Wt. of WS (calc.)(gm.) 545.55 594.04
Length 1 (in.) 2.933 2.915
Length 2 (in.) 2.925 2.929
Length 3 (in.) 2.952 2.910
Top Diameter (in.) 2.856 2.840
Middle Diameter (in.) 2.868 2.836
Bottom Diameter (in.) 2.828 2.831
Average Length (in.) 2.94 2.92
Average Area (in.2 )6.38 6.32
Sample Volume (cm3 )307.14 301.99
Unit Wet Wt. (gm./ cm 3 )1.78 1.97
Unit Wet Wt. (pcf ) 110.9 122.8
Unit Dry Wt. (pcf ) 95.3 97.0
Unit Dry Wt. (gm./ cm3 )1.53 1.55
Void Ratio, e 0.77 0.74
Porosity, n 0.43 0.42
Pore Volume (cm3 )133.4 128.3
Total Wgt. Of Sample After Test 575.67
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 2 of 3 DCN: CT-22 DATE: 2/2/10 REVISION: 9T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-09 GM PERMflow.xls]Sheet1

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

PERMEABILITY TEST
ASTM D 5084-10
Client JOYCE ENGINEERING, INC. Boring No. #3
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 3
Project No. 2015-985-01 Sample No. ST-03-03
Lab ID No. 2015-685-01-09
Pressure Heads (Constant) Final Sample Dimensions
Top Cap (psi) 49.0 Sample Length (cm), L 7.41
Bottom Cap (psi) 51.0 Sample Diameter (cm) 7.20
Cell (psi) 55.0 Sample Area (cm2 ), A 40.74
Total Pressure Head (cm) 140.6 Inflow Burette Area (cm2 ), a-in 0.897
Hydraulic Gradient 18.97 Outflow Burette Area (cm2 ), a-out 0.894
B Parameter (%) 95
AVERAGE PERMEABILITY = 2.1E-05 cm/sec @ 20oC
AVERAGE PERMEABILITY = 2.1E-07 m/sec @ 20oC
DATE TIME ELAPSED TOTAL TOTAL TOTAL FLOW TEMP. INCREMENTAL
TIME INFLOW OUTFLOW HEAD PERMEABILITY
t h ( 0 flow ) @ 20oC
(mm/dd/yy) (hr) (min) (hr)(cm3)(cm3)(cm) ( 1 stop )( oC)(cm/sec)
6/26/15 10 38 0.00 0.0 0.0 161.1 0 24.5 NA
6/26/15 10 39 0.02 1.2 1.2 158.5 0 24.5 2.0E-05
6/26/15 10 40 0.03 2.4 2.4 155.8 0 24.5 2.1E-05
6/26/15 10 41 0.05 3.6 3.6 153.1 0 24.5 2.1E-05
6/26/15 10 42 0.07 4.7 4.8 150.5 0 24.5 2.1E-05
6/26/15 10 43 0.08 6.0 6.0 147.7 1 24.5 2.3E-05
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
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2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

Client JOYCE ENGINEERING, INC. Boring No.#4
Client Project John's River C&D LF Closure Cap Depth (ft.)LIFT 1
Project No. 2015-685-01 Sample No. ST-04-01
Lab ID No. 2015-685-01-10
Visual Description: REDDISH BROWN CLAY WITH ROCK FRAGMENTS
AVERAGE PERMEABILITY = 4.2E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 4.2E-09 m/sec @ 20oC
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 1 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-10 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10
1.0E-09
1.0E-08
1.0E-07
1.0E-06
1.0E-05
0.0 0.5 1.0 1.5 2.0 2.5
PE
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ELAPSED TIME, min
PERMEABILITY vs. TIME

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

Client JOYCE ENGINEERING, INC.Boring No. #4
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 1
Project No. 2015-685-01 Sample No. ST-04-01
Lab ID No. 2015-685-01-10
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: REDDISH BROWN CLAY WITH ROCK FRAGMENTS
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 801 807
Wt. of Tare & WS (gm.)334.12 387.2
Wt. of Tare & DS (gm.)288.12 334.1
Wt. of Tare (gm.)98.41 103.52
Wt. of Water (gm.)46.00 53.10
Wt. of DS (gm.)189.71 230.58
Moisture Content (%)24.2 23.0
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.)780.57 NA
Wt. of Tube (gm.)0.00 NA
Wt. of WS (calc.) (gm.)780.57 772.91
Length 1 (in.)3.735 3.778
Length 2 (in.)3.721 3.743
Length 3 (in.)3.725 3.747
Top Diameter (in.)2.876 2.875
Middle Diameter (in.)2.881 2.89
Bottom Diameter (in.)2.864 2.841
Average Length (in.)3.73 3.76
Average Area (in.2 )6.49 6.46
Sample Volume (cm3 )396.12 397.81
Unit Wet Wt. (gm./ cm3 )1.971 1.943
Unit Wet Wt. (pcf ) 123.0 121.3
Unit Dry Wt. (pcf ) 99.0 98.6
Unit Dry Wt. (gm./ cm3 )1.586 1.579
Void Ratio, e 0.702 0.710
Porosity, n 0.413 0.415
Pore Volume (cm3 )163.4 165.1
Total Wt. Of Sample After Test 795.00
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 2 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-10 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10

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

Client JOYCE ENGINEERING, INC.Boring No. #4
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 1
Project No. 2015-685-01 Sample No. ST-04-01
Lab ID No. 2015-685-01-10
Test Pressures Final Sample Dimensions
Cell Pressure(psi)45.0 Sample Length (cm), L 9.54
Back Pressure(psi)40.0 Sample Area (cm2 ), A 41.70
Eff. Cons. Pressure(psi) 5.0 Pipette Area (cm2 ), ap 0.03142
Response (%) 98 Annulus Area (cm2 ), aa 0.76712
Equilibrium Level (cm), Req 1
AVERAGE PERMEABILITY = 4.2E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 4.2E-09 m/sec @ 20oC
DATE ELAPSED PIPETTE INCREMENT TEMP. INCREMENTAL
TIME READI NG GRADIENT PERMEABILITY
tRp i @ 20oC
(mm/dd/yy) (hr) (min) (sec) (min) (min) (cm) (cm/cm)( oC)(cm/sec)
6/25/15 14 3 40 3.67 0.000 10.3 12.7 23.4 NA
6/25/15 14 4 5 4.08 0.417 10.1 12.5 23.4 4.4E-07
6/25/15 14 4 31 4.52 0.850 9.9 12.2 23.4 4.3E-07
6/25/15 14 4 58 4.97 1.300 9.7 11.9 23.4 4.3E-07
6/25/15 14 5 27 5.45 1.783 9.5 11.6 23.4 4.1E-07
6/25/15 14 5 56 5.93 2.267 9.3 11.4 23.4 4.2E-07
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 3 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-10 Permometer.xls]Sheet1
PERMOMETER METHOD
ASTM D 5084-10
TIME
FLEXIBLE WALL PERMEABILITY TEST

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

Client JOYCE ENGINEERING, INC. Boring No.#4
Client Project John's River C&D LF Closure Cap Depth (ft.)LIFT 2
Project No. 2015-685-01 Sample No. ST-04-02
Lab ID No. 2015-685-01-11
Visual Description: RED BROWN WITH ROCK FRAGMENTS
AVERAGE PERMEABILITY = 4.0E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 4.0E-09 m/sec @ 20oC
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 1 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-11 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10
1.0E-09
1.0E-08
1.0E-07
1.0E-06
1.0E-05
0.0 0.5 1.0 1.5 2.0 2.5
PE
R
M
E
A
B
I
L
I
T
Y
,

c
m
/
s
e
c
ELAPSED TIME, min
PERMEABILITY vs. TIME

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

Client JOYCE ENGINEERING, INC.Boring No. #4
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 2
Project No. 2015-685-01 Sample No. ST-04-02
Lab ID No. 2015-685-01-11
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: RED BROWN WITH ROCK FRAGMENTS
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 801 813
Wt. of Tare & WS (gm.)334.12 407.01
Wt. of Tare & DS (gm.)288.12 360.27
Wt. of Tare (gm.)98.41 108.65
Wt. of Water (gm.)46.00 46.74
Wt. of DS (gm.)189.71 251.62
Moisture Content (%)24.2 18.6
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.)617.47 NA
Wt. of Tube (gm.)0.00 NA
Wt. of WS (calc.) (gm.)617.47 589.28
Length 1 (in.)2.935 2.931
Length 2 (in.)2.973 2.941
Length 3 (in.)2.953 2.94
Top Diameter (in.)2.880 2.865
Middle Diameter (in.)2.877 2.862
Bottom Diameter (in.)2.864 2.858
Average Length (in.)2.95 2.94
Average Area (in.2 )6.49 6.43
Sample Volume (cm3 )313.92 309.59
Unit Wet Wt. (gm./ cm3 )1.967 1.903
Unit Wet Wt. (pcf ) 122.8 118.8
Unit Dry Wt. (pcf ) 98.8 100.2
Unit Dry Wt. (gm./ cm3 )1.583 1.605
Void Ratio, e 0.706 0.682
Porosity, n 0.414 0.405
Pore Volume (cm3 )129.9 125.5
Total Wt. Of Sample After Test 629.31
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 2 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-11 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10

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

Client JOYCE ENGINEERING, INC.Boring No. #4
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 2
Project No. 2015-685-01 Sample No. ST-04-02
Lab ID No. 2015-685-01-11
Test Pressures Final Sample Dimensions
Cell Pressure(psi)45.0 Sample Length (cm), L 7.46
Back Pressure(psi)40.0 Sample Area (cm2 ), A 41.49
Eff. Cons. Pressure(psi) 5.0 Pipette Area (cm2 ), ap 0.03142
Response (%) 99 Annulus Area (cm2 ), aa 0.76712
Equilibrium Level (cm), Req 1
AVERAGE PERMEABILITY = 4.0E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 4.0E-09 m/sec @ 20oC
DATE ELAPSED PIPETTE INCREMENT TEMP. INCREMENTAL
TIME READI NG GRADIENT PERMEABILITY
tRp i @ 20oC
(mm/dd/yy) (hr) (min) (sec) (min) (min) (cm) (cm/cm)( oC)(cm/sec)
6/25/15 14 24 43 24.72 0.000 10.0 15.8 24.4 NA
6/25/15 14 25 4 25.07 0.350 9.8 15.4 24.4 4.2E-07
6/25/15 14 25 25 25.42 0.700 9.6 15.1 24.4 4.3E-07
6/25/15 14 25 47 25.78 1.067 9.4 14.7 24.4 4.2E-07
6/25/15 14 26 12 26.20 1.483 9.2 14.4 24.4 3.8E-07
6/25/15 14 26 38 26.63 1.917 9.0 14.0 24.4 3.7E-07
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 3 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-11 Permometer.xls]Sheet1
PERMOMETER METHOD
ASTM D 5084-10
TIME
FLEXIBLE WALL PERMEABILITY TEST

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

Client JOYCE ENGINEERING, INC. Boring No.#4
Client Project John's River C&D LF Closure Cap Depth (ft.)LIFT 3
Project No. 2015-685-01 Sample No. ST-04-03
Lab ID No. 2015-685-01-12
Visual Description: RED BROWN SANDY CLAY
AVERAGE PERMEABILITY = 3.6E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 3.6E-09 m/sec @ 20oC
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 1 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-12 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10
1.0E-09
1.0E-08
1.0E-07
1.0E-06
1.0E-05
0.0 0.5 1.0 1.5 2.0 2.5 3.0
PE
R
M
E
A
B
I
L
I
T
Y
,

c
m
/
s
e
c
ELAPSED TIME, min
PERMEABILITY vs. TIME

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

Client JOYCE ENGINEERING, INC.Boring No. #4
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 3
Project No. 2015-685-01 Sample No. ST-04-03
Lab ID No. 2015-685-01-12
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: RED BROWN SANDY CLAY
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 801 802
Wt. of Tare & WS (gm.)334.12 318.94
Wt. of Tare & DS (gm.)288.12 281.09
Wt. of Tare (gm.)98.41 103.35
Wt. of Water (gm.)46.00 37.85
Wt. of DS (gm.)189.71 177.74
Moisture Content (%)24.2 21.3
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.)692.50 NA
Wt. of Tube (gm.)0.00 NA
Wt. of WS (calc.) (gm.)692.50 676.04
Length 1 (in.)3.507 3.466
Length 2 (in.)3.480 3.485
Length 3 (in.)3.492 3.474
Top Diameter (in.)2.838 2.837
Middle Diameter (in.)2.876 2.851
Bottom Diameter (in.)2.840 2.841
Average Length (in.)3.49 3.48
Average Area (in.2 )6.39 6.35
Sample Volume (cm3 )365.50 361.49
Unit Wet Wt. (gm./ cm3 )1.895 1.870
Unit Wet Wt. (pcf ) 118.3 116.7
Unit Dry Wt. (pcf ) 95.2 96.2
Unit Dry Wt. (gm./ cm3 )1.525 1.542
Void Ratio, e 0.771 0.751
Porosity, n 0.435 0.429
Pore Volume (cm3 )159.1 155.1
Total Wt. Of Sample After Test 708.55
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 2 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-12 Permometer.xls]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10

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

Client JOYCE ENGINEERING, INC.Boring No. #4
Client Project John's River C&D LF Closure Cap Depth (ft.) LIFT 3
Project No. 2015-685-01 Sample No. ST-04-03
Lab ID No. 2015-685-01-12
Test Pressures Final Sample Dimensions
Cell Pressure(psi)45.0 Sample Length (cm), L 8.83
Back Pressure(psi)40.0 Sample Area (cm2 ), A 40.96
Eff. Cons. Pressure(psi) 5.0 Pipette Area (cm2 ), ap 0.03142
Response (%) 98 Annulus Area (cm2 ), aa 0.76712
Equilibrium Level (cm), Req 1
AVERAGE PERMEABILITY = 3.6E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 3.6E-09 m/sec @ 20oC
DATE ELAPSED PIPETTE INCREMENT TEMP. INCREMENTAL
TIME READI NG GRADIENT PERMEABILITY
tRp i @ 20oC
(mm/dd/yy) (hr) (min) (sec) (min) (min) (cm) (cm/cm)( oC)(cm/sec)
6/25/15 14 33 52 33.87 0.000 10.0 13.3 24.5 NA
6/25/15 14 34 17 34.28 0.417 9.8 13.0 24.5 4.2E-07
6/25/15 14 34 44 34.73 0.867 9.6 12.7 24.5 4.0E-07
6/25/15 14 35 15 35.25 1.383 9.4 12.4 24.5 3.5E-07
6/25/15 14 35 48 35.80 1.933 9.2 12.1 24.5 3.4E-07
6/25/15 14 36 22 36.37 2.500 9.0 11.8 24.5 3.4E-07
Tested By: BW Date: 6/24/15 Checked By: GEM Date: 6/29/15
Page 3 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-12 Permometer.xls]Sheet1
TIME
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-10

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

ATTERBERG LIMITS
ASTM D 4318-10 / AASHTO T89-10
Client:JOYCE ENGINEERING, INC. Boring No.:NA
Client Reference:John's River C&D LF Closure Cap Depth (ft):NA
Project No.: 2015-685-01 Sample No.: S#1
Lab ID:2015-685-01-13 Soil Description:BROWN FAT CLAY
Note: The USCS symbol used with this test refers only to the minus No. 40 ( Minus No. 40 sieve material, Airdried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
Liquid Limit Test 1 2 3
M
Tare Number 3M 2M KP U
Wt. of Tare & Wet Sample (g) 30.97 25.21 26.65 L
Wt. of Tare & Dry Sample (g) 25.94 21.81 22.49 T
Wt. of Tare (g) 15.59 15.66 15.56 I
Wt. of Water (g) 5.0 3.4 4.2 P
Wt. of Dry Sample (g) 10.4 6.2 6.9 O
I
Moisture Content (%) 48.6 55.3 60.0 N
Number of Blows 35 27 16 T
Plastic Limit Test 1 2 Range Test Results
Tare Number O P Liquid Limit (%) 54
Wt. of Tare & Wet Sample (g) 21.33 21.33
Wt. of Tare & Dry Sample (g) 20.14 20.11 Plastic Limit (%) 25
Wt. of Tare (g) 15.28 15.24
Wt. of Water (g) 1.2 1.2 Plasticity Index (%) 29
Wt. of Dry Sample (g) 4.9 4.9
USCS Symbol CH
Moisture Content (%) 24.5 25.1 -0.6
Note: The acceptable range of the two Moisture contents is ± 2.6
Flow Curve Plasticity Chart
Tested By HM Date 6/16/15 Checked By GEM Date 6/17/15
page 1 of 1 DCN:CT-S4B DATE:3/18/13 REVISION:4 3ptlimit.xls
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I
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(
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Liquid Limit (%)
CL CH
MH
CL-ML
ML

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client JOYCE ENGINEERING, INC. Boring No. NA
Client Reference John's River C&D LF Closure Cap Depth (ft) NA
Project No. 2015-685-01 Sample No. S#1
Lab ID 2015-685-01-13 Soil Color BROWN
SIEVE ANALYSIS HYDROMETER
USCS gravel sand silt and clay
USCS Symbol CH, TESTED
USCS Classification SANDY FAT CLAY
Tested By BT Date 6/11/15 Checked By GEM Date 6/16/15
page 1 of 2 DCN: CT-S3A DATE 6-25-98 REVISION 2 T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-13 J-SIEVEON.xls]Sheet1
0
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70
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0.0010.010.11101001000
Pe
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B
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W
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g
h
t
Particle Diameter (mm)
12"6" 3" 3/4" 3/8" #4 #10 #20 #40 #140 #200

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client JOYCE ENGINEERING, INC.Boring No.NA
Client Reference John's River C&D LF Closure Cap Depth (ft)NA
Project No.2015-685-01 Sample No. S#1
Lab ID 2015-685-01-13 Soil Color BROWN
Moisture Content of Passing 3/4" Material Water Content of Retained 3/4" Material
Tare No.305 Tare No.815
Wgt.Tare + Wet Specimen (gm) 591.63 Wgt.Tare + Wet Specimen (gm)314.64
Wgt.Tare + Dry Specimen (gm) 505.05 Wgt.Tare + Dry Specimen (gm)310.80
Weight of Tare (gm)84.62 Weight of Tare (gm)137.82
Weight of Water (gm)86.58 Weight of Water (gm)3.84
Weight of Dry Soil (gm)420.43 Weight of Dry Soil (gm)172.98
Moisture Content (%)20.6 Moisture Content (%)2.2
Wet Weight -3/4" Sample (gm) 12800 Weight of the Dry Specimen (gm)420.43
Dry Weight - 3/4" Sample (gm) 10614.2 Weight of minus #200 material (gm)231.54
Wet Weight +3/4" Sample (gm) 162.56 Weight of plus #200 material (gm)188.89
Dry Weight + 3/4" Sample (gm) 159.03
Total Dry Weight Sample (gm) 10773.2 J - Factor (Percent Finer than 3/4")0.9852
Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
(mm)Retained Finer
(gm)(%) (%)(%)(%)
12" 300 0.00 0.0 0.0 100.0 100.0
6" 150 0.00 0.0 0.0 100.0 100.0
3" 75 0.00 0.0 0.0 100.0 100.0
2" 50 0.00 ( * ) 0.0 0.0 100.0 100.0
1 1/2" 37.5 0.00 0.0 0.0 100.0 100.0
1" 25 28.04 0.3 0.3 99.7 99.7
3/4" 19 134.52 1.2 1.5 98.5 98.5
1/2" 12.5 7.71 1.8 1.8 98.2 96.7
3/8" 9.5 1.54 0.4 2.2 97.8 96.4
#4 4.75 12.85 3.1 5.3 94.7 93.3
#10 2 14.34 3.4 8.7 91.3 90.0
#20 0.85 24.83 ( ** ) 5.9 14.6 85.4 84.2
#40 0.425 33.28 7.9 22.5 77.5 76.4
#60 0.25 27.82 6.6 29.1 70.9 69.8
#140 0.106 48.34 11.5 40.6 59.4 58.5
#200 0.075 18.18 4.3 44.9 55.1 54.3
Pan -231.54 55.1 100.0 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Specimen
Tested By BT Date 6/11/15 Checked By GEM Date 6/17/15
page 2 of 2 DCN: CT-S3A DATE 5-17-00 REVISION 3 T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-13 J-SIEVEON.xls]Sheet1

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

SPECIFIC GRAVITY
ASTM D 854-10
Client JOYCE ENGINEERING, INC. Boring No.NA
Client Reference John's River C&D LF Closure Cap Depth (ft)NA
Project No.2015-685-01 Sample No. S#1
Lab ID 2015-685-01-13 Visual Description ORANGE
( MInus No.4 sieve material, airdried)
Replicate Number 1 2
Pycnometer ID R 344 R 345
Weight of Pycnometer + Soil + Water (gm)699.98 698.49
Temperature, T ( oCelsius )25.0 25.3
Weight of Pycnometer + Water (gm) 667.76 667.98
Tare Number 215 205
Weight of Tare + Dry Soil (gm) 167.29 161.96
Weight of Tare (gm) 116.19 113.71
Weight of Dry Soil (gm) 51.10 48.25
Specific Gravity of Soil @ T 2.707 2.719
Specific Gravity of Water @ T 0.9971 0.9970
Conversion Factor for Temperature T 0.9989 0.9988
Specific Gravity @ 20o Celsius 2.710 2.723
Average Specific Gravity @ 20o Celsius 2.72
Tested By BW Date 6/18/15 Checked By GEM Date 6/18/15
DCN: CT-S5 Date: 03/24/05 Revision: 10R T:\Data Sheets\[Specific Gravity Soils 1Ral..xls]Sheet1

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE DENSITY RELATIONSHIP
ASTM D698-12
Client:JOYCE ENGINEERING, INC.Boring No.: NA
Client Reference: John's River C&D LF Closure Cap Depth (ft):NA
Project No.:2015-685-01 Sample No.: S#1
Lab ID:2015-685-01-13 Test Method STANDARD
Visual Description: BROWN SANDY FAT CLAY
Optimum Water Content 19.9
Maximum Dry Density 104.8
Tested By LW Date 6/10/15 Checked By GEM Date 6/17/15
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14
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5 101520253035
De
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Water Content (%)
Specific Gravity 2.72
Measured

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:JOYCE ENGINEERING, INC.Boring No.: NA
Client Reference: John's River C&D LF Closure Cap Depth (ft):NA
Project No.:2015-685-01 Sample No.: S#1
Lab ID:2015-685-01-13
Visual Description: BROWN SANDY FAT CLAY
Total Weight of the Sample (g)13500 Test Type STANDARD
As Received Water Content (%)NA Rammer Weight (lb)5.5
Measured Specific Gravity 2.72 Rammer Drop (in)12
Rammer Type MECHANICAL
Percent Retained on 3/4" 1 Machine ID R 174
Percent Retained on 3/8" 4 Mold ID R 173
Percent Retained on #4 NA Mold diameter 6"
Oversize Material Not included Weight of the Mold (g)5535
Procedure Used C
Volume of the Mold (cm3)2119
Mold / Specimen
Point No.123 4 5
Wt. of Mold & Wet Sample (g)9358 9685 9823 9692 9621
Wt.of Mold (g)5535 5535 5535 5535 5535
Wt. of Wet Sample (g)3823 4150 4288 4157 4086
Mold Volume (cm3)2119 2119 2119 2119 2119
Moisture Content / Density
Tare Number 800 399 312 310 802
Wt. of Tare & Wet Sample (g)649.80 627.00 677.10 752.90 723.10
Wt. of Tare & Dry Sample (g)584.80 546.50 574.05 627.06 591.80
Wt. of Tare (g)103.60 86.30 84.20 109.60 103.20
Wt. of Water (g)65.00 80.50 103.05 125.84 131.30
Wt. of Dry Sample (g)481.20 460.20 489.85 517.46 488.60
Wet Density (g/cm3)1.80 1.96 2.02 1.96 1.93
Wet Density (pcf)112.5 122.2 126.2 122.4 120.3
Moisture Content (%) 13.5 17.5 21.0 24.3 26.9
Dry Density (pcf) 99.2 104.0 104.3 98.4 94.8
Zero Air Voids
Moisture Content (%)22.0 26.0 29.5
Dry Unit Weight (pcf)106.2 99.4 94.2
Tested By LW Date 6/10/15 Checked By GEM Date 6/17/15
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14 PROCTOR.xls

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

ATTERBERG LIMITS
ASTM D 4318-10 / AASHTO T89-10
Client:JOYCE ENGINEERING, INC. Boring No.:NA
Client Reference:John's River C&D LF Closure Cap Depth (ft):NA
Project No.: 2015-685-01 Sample No.: S#2
Lab ID:2015-685-01-14 Soil Description:BROWN FAT CLAY
Note: The USCS symbol used with this test refers only to the minus No. 40 ( Minus No. 40 sieve material, Airdried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
Liquid Limit Test 1 2 3
M
Tare Number E 317 U
Wt. of Tare & Wet Sample (g) 26.55 28.09 22.85 L
Wt. of Tare & Dry Sample (g) 22.34 23.18 19.64 T
Wt. of Tare (g) 15.29 15.49 15.50 I
Wt. of Water (g) 4.2 4.9 3.2 P
Wt. of Dry Sample (g) 7.1 7.7 4.1 O
I
Moisture Content (%) 59.7 63.8 77.5 N
Number of Blows 35 25 16 T
Plastic Limit Test 1 2 Range Test Results
Tare Number A-I 1 Liquid Limit (%) 66
Wt. of Tare & Wet Sample (g) 20.81 21.32
Wt. of Tare & Dry Sample (g) 19.65 20.05 Plastic Limit (%) 28
Wt. of Tare (g) 15.44 15.63
Wt. of Water (g) 1.2 1.3 Plasticity Index (%) 38
Wt. of Dry Sample (g) 4.2 4.4
USCS Symbol CH
Moisture Content (%) 27.6 28.7 -1.2
Note: The acceptable range of the two Moisture contents is ± 2.6
Flow Curve Plasticity Chart
Tested By HM Date 6/16/15 Checked By GEM Date 6/17/15
page 1 of 1 DCN:CT-S4B DATE:3/18/13 REVISION:4 3ptlimit.xls
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Liquid Limit (%)
CL CH
MH
CL-ML
ML

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client JOYCE ENGINEERING, INC. Boring No. NA
Client Reference John's River C&D LF Closure Cap Depth (ft) NA
Project No. 2015-685-01 Sample No. S#2
Lab ID 2015-685-01-14 Soil Color BROWN
SIEVE ANALYSIS HYDROMETER
USCS gravel sand silt and clay
USCS Symbol CH, TESTED
USCS Classification SANDY FAT CLAY
Tested By BT Date 6/11/15 Checked By SFS Date 6/16/15
page 1 of 2 DCN: CT-S3A DATE 6-25-98 REVISION 2 Z:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-14 J-SIEVEON.xls]Sheet1
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10
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30
40
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60
70
80
90
100
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B
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W
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h
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Particle Diameter (mm)
12"6" 3" 3/4" 3/8" #4 #10 #20 #40 #140 #200

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client JOYCE ENGINEERING, INC.Boring No.NA
Client Reference John's River C&D LF Closure Cap Depth (ft)NA
Project No.2015-685-01 Sample No. S#2
Lab ID 2015-685-01-14 Soil Color BROWN
Moisture Content of Passing 3/4" Material Water Content of Retained 3/4" Material
Tare No.841 Tare No.822
Wgt.Tare + Wet Specimen (gm) 699.63 Wgt.Tare + Wet Specimen (gm)200.77
Wgt.Tare + Dry Specimen (gm) 607.01 Wgt.Tare + Dry Specimen (gm)200.18
Weight of Tare (gm)259.65 Weight of Tare (gm)138.04
Weight of Water (gm)92.62 Weight of Water (gm)0.59
Weight of Dry Soil (gm)347.36 Weight of Dry Soil (gm)62.14
Moisture Content (%)26.7 Moisture Content (%)0.9
Wet Weight -3/4" Sample (gm) 9500 Weight of the Dry Specimen (gm)347.36
Dry Weight - 3/4" Sample (gm) 7500.2 Weight of minus #200 material (gm)231.16
Wet Weight +3/4" Sample (gm) 61.32 Weight of plus #200 material (gm)116.20
Dry Weight + 3/4" Sample (gm) 60.74
Total Dry Weight Sample (gm) 7560.9 J - Factor (Percent Finer than 3/4")0.9920
Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
(mm)Retained Finer
(gm)(%) (%)(%)(%)
12" 300 0.00 0.0 0.0 100.0 100.0
6" 150 0.00 0.0 0.0 100.0 100.0
3" 75 0.00 0.0 0.0 100.0 100.0
2" 50 0.00 ( * ) 0.0 0.0 100.0 100.0
1 1/2" 37.5 0.00 0.0 0.0 100.0 100.0
1" 25 23.82 0.3 0.3 99.7 99.7
3/4" 19 37.50 0.5 0.8 99.2 99.2
1/2" 12.5 0.00 0.0 0.0 100.0 99.2
3/8" 9.5 0.00 0.0 0.0 100.0 99.2
#4 4.75 1.99 0.6 0.6 99.4 98.6
#10 2 6.97 2.0 2.6 97.4 96.6
#20 0.85 17.41 ( ** ) 5.0 7.6 92.4 91.7
#40 0.425 26.94 7.8 15.3 84.7 84.0
#60 0.25 20.09 5.8 21.1 78.9 78.2
#140 0.106 31.23 9.0 30.1 69.9 69.3
#200 0.075 11.57 3.3 33.5 66.5 66.0
Pan -231.16 66.5 100.0 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Specimen
Tested By BT Date 6/11/15 Checked By SFS Date 6/19/15
page 2 of 2 DCN: CT-S3A DATE 5-17-00 REVISION 3 Z:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-14 J-SIEVEON.xls]Sheet1

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

SPECIFIC GRAVITY
ASTM D 854-10
Client JOYCE ENGINEERING, INC. Boring No.NA
Client Reference John's River C&D LF Closure Cap Depth (ft)NA
Project No.2015-685-01 Sample No. S#2
Lab ID 2015-685-01-14 Visual Description BROWN
( MInus No.4 sieve material, airdried)
Replicate Number 1 2
Pycnometer ID R 445 R 446
Weight of Pycnometer + Soil + Water (gm)692.24 698.9
Temperature, T ( oCelsius )25.7 25.6
Weight of Pycnometer + Water (gm) 662.64 667.06
Tare Number 371 372
Weight of Tare + Dry Soil (gm) 151.89 157.76
Weight of Tare (gm) 103.95 106.57
Weight of Dry Soil (gm) 47.94 51.19
Specific Gravity of Soil @ T 2.614 2.646
Specific Gravity of Water @ T 0.9969 0.9969
Conversion Factor for Temperature T 0.9987 0.9987
Specific Gravity @ 20o Celsius 2.618 2.649
Average Specific Gravity @ 20o Celsius 2.63
Tested By BW Date 6/18/15 Checked By GEM Date 6/18/15
DCN: CT-S5 Date: 03/24/05 Revision: 10R T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-14 Specific Gravity Soils 1Ral..xls]Sheet1

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE DENSITY RELATIONSHIP
ASTM D698-12
Client:JOYCE ENGINEERING, INC.Boring No.: N/A
Client Reference: John's River C&D LF Closure Cap Depth (ft): N/A
Project No.:2015-685-01 Sample No.: S#2
Lab ID:2015-685-01-14 Test Method STANDARD
Visual Description: BROWN SANDY FAT CLAY
Optimum Water Content 21.4
Maximum Dry Density 99.4
Tested By LW Date 6/11/15 Checked By SFS Date 6/19/15
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14
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95
97
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101
103
105
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De
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y

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Water Content (%)
Specific Gravity 2.63
Measured

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:JOYCE ENGINEERING, INC.Boring No.: N/A
Client Reference: John's River C&D LF Closure Cap Depth (ft): N/A
Project No.:2015-685-01 Sample No.: S#2
Lab ID:2015-685-01-14
Visual Description: BROWN SANDY FAT CLAY
Total Weight of the Sample (g) 9500 Test Type STANDARD
As Received Water Content (%) NA Rammer Weight (lb)5.5
Measured Specific Gravity 2.63 Rammer Drop (in)12
Rammer Type MECHANICAL
Percent Retained on 3/4" 1 Machine ID R 174
Percent Retained on 3/8" 2 Mold ID R 173
Percent Retained on #4 NA Mold diameter 6"
Oversize Material Not included Weight of the Mold (g)5535
Procedure Used c Volume of the Mold (cm3)2119
Mold / Specimen
Point No.123 4 5
Wt. of Mold & Wet Sample (g) 9279 9550 9665 9648 9577
Wt.of Mold (g) 5535 5535 5535 5535 5535
Wt. of Wet Sample (g) 3744 4015 4130 4113 4042
Mold Volume (cm3)2119 2119 2119 2119 2119
Moisture Content / Density
Tare Number 300 368 314 300 808
Wt. of Tare & Wet Sample (g) 846.00 607.60 845.20 640.60 614.60
Wt. of Tare & Dry Sample (g) 741.90 525.80 703.80 532.70 501.90
Wt. of Tare (g)110.50 111.10 84.40 110.40 103.30
Wt. of Water (g)104.10 81.80 141.40 107.90 112.70
Wt. of Dry Sample (g)631.40 414.70 619.40 422.30 398.60
Wet Density (g/cm3)1.77 1.89 1.95 1.94 1.91
Wet Density (pcf) 110.2 118.2 121.6 121.1 119.0
Moisture Content (%) 16.5 19.7 22.8 25.6 28.3
Dry Density (pcf) 94.6 98.7 99.0 96.5 92.8
Zero Air Voids
Moisture Content (%)22.8 27.0 30.0
Dry Unit Weight (pcf)102.5 96.0 91.7
Tested By LW Date 6/11/15 Checked By SFS Date 6/19/15
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14 PROCTOR.xls

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

ATTERBERG LIMITS
ASTM D 4318-10 / AASHTO T89-10
Client:JOYCE ENGINEERING, INC. Boring No.:NA
Client Reference:John's River C&D LF Closure Cap Depth (ft):NA
Project No.: 2015-685-01 Sample No.: S#3
Lab ID:2015-685-01-15 Soil Description:RED SILT
Note: The USCS symbol used with this test refers only to the minus No. 40 ( Minus No. 40 sieve material, Airdried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
Liquid Limit Test 1 2 3
M
Tare Number A-D W-5 X-9 U
Wt. of Tare & Wet Sample (g) 27.37 29.82 30.69 L
Wt. of Tare & Dry Sample (g) 24.08 25.61 25.99 T
Wt. of Tare (g) 15.47 15.63 15.71 I
Wt. of Water (g) 3.3 4.2 4.7 P
Wt. of Dry Sample (g) 8.6 10.0 10.3 O
I
Moisture Content (%) 38.2 42.2 45.7 N
Number of Blows 35 27 16 T
Plastic Limit Test 1 2 Range Test Results
Tare Number A-T H Liquid Limit (%) 42
Wt. of Tare & Wet Sample (g) 20.84 21.39
Wt. of Tare & Dry Sample (g) 19.62 19.77 Plastic Limit (%) 33
Wt. of Tare (g) 15.63 15.19
Wt. of Water (g) 1.2 1.6 Plasticity Index (%) 9
Wt. of Dry Sample (g) 4.0 4.6
USCS Symbol ML
Moisture Content (%) 30.6 35.4 -4.8
Note: The acceptable range of the two Moisture contents is ± 2.6
Flow Curve Plasticity Chart
Tested By HM Date 6/16/15 Checked By GEM Date 6/17/15
page 1 of 1 DCN:CT-S4B DATE:3/18/13 REVISION:4 3ptlimit.xls
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Liquid Limit (%)
CL CH
MH
CL-ML
ML

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client JOYCE ENGINEERING, INC. Boring No. NA
Client Reference John's River C&D Lf Closure Cap Depth (ft) NA
Project No. 2015-685-01 Sample No. S-#3
Lab ID 2015-685-01-15 Soil Color RED
SIEVE ANALYSIS HYDROMETER
USCS gravel sand silt and clay
USCS Symbol SM, TESTED
USCS Classification SILTY SAND
Tested By HM Date 6/11/15 Checked By GEM Date 6/17/15
page 1 of 2 DCN: CT-S3A DATE 6-25-98 REVISION 2 T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-15 J-SIEVEON.xls]Sheet1
0
10
20
30
40
50
60
70
80
90
100
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F
i
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e
r

B
y

W
e
i
g
h
t
Particle Diameter (mm)
12"6" 3" 3/4" 3/8" #4 #10 #20 #40 #140 #200

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client JOYCE ENGINEERING, INC.Boring No.NA
Client Reference John's River C&D Lf Closure Cap Depth (ft)NA
Project No.2015-685-01 Sample No. S-#3
Lab ID 2015-685-01-15 Soil Color RED
Moisture Content of Passing 3/4" Material Water Content of Retained 3/4" Material
Tare No.316 Tare No.312
Wgt.Tare + Wet Specimen (gm) 1220.33 Wgt.Tare + Wet Specimen (gm)299.20
Wgt.Tare + Dry Specimen (gm) 1063.19 Wgt.Tare + Dry Specimen (gm)278.04
Weight of Tare (gm)208.14 Weight of Tare (gm)84.08
Weight of Water (gm)157.14 Weight of Water (gm)21.16
Weight of Dry Soil (gm)855.05 Weight of Dry Soil (gm)193.96
Moisture Content (%)18.4 Moisture Content (%)10.9
Wet Weight -3/4" Sample (gm) 23580 Weight of the Dry Specimen (gm)855.05
Dry Weight - 3/4" Sample (gm) 19919.3 Weight of minus #200 material (gm)309.53
Wet Weight +3/4" Sample (gm) 180.97 Weight of plus #200 material (gm)545.52
Dry Weight + 3/4" Sample (gm) 163.17
Total Dry Weight Sample (gm) 20082.4 J - Factor (Percent Finer than 3/4")0.9919
Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
(mm)Retained Finer
(gm)(%) (%)(%)(%)
12" 300 0.00 0.0 0.0 100.0 100.0
6" 150 0.00 0.0 0.0 100.0 100.0
3" 75 0.00 0.0 0.0 100.0 100.0
2" 50 0.00 ( * ) 0.0 0.0 100.0 100.0
1 1/2" 37.5 0.00 0.0 0.0 100.0 100.0
1" 25 142.19 0.6 0.6 99.4 99.4
3/4" 19 38.78 0.2 0.8 99.2 99.2
1/2" 12.5 0.00 0.0 0.0 100.0 99.2
3/8" 9.5 4.49 0.5 0.5 99.5 98.7
#4 4.75 11.72 1.4 1.9 98.1 97.3
#10 2 26.74 3.1 5.0 95.0 94.2
#20 0.85 55.89 ( ** ) 6.5 11.6 88.4 87.7
#40 0.425 94.49 11.1 22.6 77.4 76.8
#60 0.25 104.07 12.2 34.8 65.2 64.7
#140 0.106 202.46 23.7 58.5 41.5 41.2
#200 0.075 45.66 5.3 63.8 36.2 35.9
Pan -309.53 36.2 100.0 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Specimen
Tested By HM Date 6/11/15 Checked By GEM Date 6/17/15
page 2 of 2 DCN: CT-S3A DATE 5-17-00 REVISION 3 T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-15 J-SIEVEON.xls]Sheet1

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

SPECIFIC GRAVITY
ASTM D 854-10
Client JOYCE ENGINEERING, INC. Boring No.NA
Client Reference John's River C&D LF Closure Cap Depth (ft)NA
Project No.2015-685-01 Sample No. S#3
Lab ID 2015-685-01-15 Visual Description RED
( MInus No.4 sieve material, airdried)
Replicate Number 1 2
Pycnometer ID R 447 R 347
Weight of Pycnometer + Soil + Water (gm)685.1 694.74
Temperature, T ( oCelsius )25.3 25.2
Weight of Pycnometer + Water (gm) 659.05 669.07
Tare Number 447 347
Weight of Tare + Dry Soil (gm) 202.56 212.59
Weight of Tare (gm) 161.36 171.38
Weight of Dry Soil (gm) 41.20 41.21
Specific Gravity of Soil @ T 2.720 2.652
Specific Gravity of Water @ T 0.9970 0.9970
Conversion Factor for Temperature T 0.9988 0.9988
Specific Gravity @ 20o Celsius 2.723 2.656
Average Specific Gravity @ 20o Celsius 2.69
Tested By BT Date 6/16/15 Checked By GEM Date 6/16/15
DCN: CT-S5 Date: 03/24/05 Revision: 10R T:\2015 PROJECTS\2015-685 JOYCE ENG. - JOHN'S RIVER\[2015-685-01-15 Specific Gravity Soils 1Ral..xls]Sheet1

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE DENSITY RELATIONSHIP
ASTM D698-12
Client:JOYCE ENGINEERING, INC.Boring No.: NA
Client Reference: John's River C&D LF Closure Cap Depth (ft):NA
Project No.:2015-685-01 Sample No.: S#3
Lab ID:2015-685-01-15 Test Method STANDARD
Visual Description: RED SILTY SAND
Optimum Water Content 21.2
Maximum Dry Density 99.7
Tested By BT Date 6/11/15 Checked By GEM Date 6/17/15
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14
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De
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y

(
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c
f
)
Water Content (%)
Specific Gravity 2.69
Assumed

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:JOYCE ENGINEERING, INC.Boring No.: NA
Client Reference: John's River C&D LF Closure Cap Depth (ft):NA
Project No.:2015-685-01 Sample No.: S#3
Lab ID:2015-685-01-15
Visual Description: RED SILTY SAND
Total Weight of the Sample (g)23700 Test Type STANDARD
As Received Water Content (%)NA Rammer Weight (lb)5.5
Assumed Specific Gravity 2.69 Rammer Drop (in)12
Rammer Type MECHANICAL
Percent Retained on 3/4" NA Machine ID R 174
Percent Retained on 3/8" NA Mold ID R 461
Percent Retained on #4 NA Mold diameter 4"
Oversize Material Not included Weight of the Mold (g)4171
Procedure Used B
Volume of the Mold (cm3)942
Mold / Specimen
Point No.123 4 5
Wt. of Mold & Wet Sample (g)5868 5948 5999 5951 5918
Wt.of Mold (g)4171 4171 4171 4171 4171
Wt. of Wet Sample (g)1697 1777 1828 1780 1747
Mold Volume (cm3)942 942 942 942 942
Moisture Content / Density
Tare Number 831 213 825 216 842
Wt. of Tare & Wet Sample (g)596.50 476.70 377.03 459.30 552.20
Wt. of Tare & Dry Sample (g)551.80 428.20 333.91 400.90 486.30
Wt. of Tare (g)262.20 173.10 137.34 170.50 255.80
Wt. of Water (g)44.70 48.50 43.12 58.40 65.90
Wt. of Dry Sample (g)289.60 255.10 196.57 230.40 230.50
Wet Density (g/cm3)1.80 1.89 1.94 1.89 1.86
Wet Density (pcf)112.4 117.7 121.1 117.9 115.8
Moisture Content (%) 15.4 19.0 21.9 25.3 28.6
Dry Density (pcf) 97.4 98.9 99.3 94.1 90.0
Zero Air Voids
Moisture Content (%)25.0 28.0 33.0
Dry Unit Weight (pcf)100.4 95.7 88.9
Tested By BT Date 6/11/15 Checked By GEM Date 6/17/15
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14 PROCTOR.xls

Appendix 7
Record Survey Drawings
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P E R C O N S T R U C T I O N P L A N S
Original Topographic Survey
Johns River Waste Management Facility
Landfill Closure
Burke County, North Carolina
BATEMAN CIVIL SURVEY COMPANY
ENGINEERS ● SURVEYORS ● PLANNERS
2524 RELIANCE AVENUE, APEX, NC 27539
PHONE: [phone] FAX: [phone]
[e-mail]
NCBELS FIRM# C-2378
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P E R C O N S T R U C T I O N P L A N S
Base Grade As-Built Survey
Johns River Waste Management Facility
Landfill Closure
Burke County, North Carolina
BATEMAN CIVIL SURVEY COMPANY
ENGINEERS ● SURVEYORS ● PLANNERS
2524 RELIANCE AVENUE, APEX, NC 27539
PHONE: [phone] FAX: [phone]
[e-mail]
NCBELS FIRM# C-2378
N
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P E R C O N S T R U C T I O N P L A N S
Final As-Built Survey
Johns River Waste Management Facility
Landfill Closure
Burke County, North Carolina
BATEMAN CIVIL SURVEY COMPANY
ENGINEERS ● SURVEYORS ● PLANNERS
2524 RELIANCE AVENUE, APEX, NC 27539
PHONE: [phone] FAX: [phone]
[e-mail]
NCBELS FIRM# C-2378
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Conformance Table
Johns River Waste Management Facility
Landfill Closure
Burke County, North Carolina
BATEMAN CIVIL SURVEY COMPANY
ENGINEERS ● SURVEYORS ● PLANNERS
2524 RELIANCE AVENUE, APEX, NC 27539
PHONE: [phone] FAX: [phone]
[e-mail]
NCBELS FIRM# C-2378
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4
Johns's River Waste Management Facility, C&D Landfill Closure 2016 Joyce Engineering, Inc.
Record Survey by Bateman Civil Survey Company, Holly Springs, NC 11/2/2016
SURVEY BASE GRADE 24" PROTECTIVE COVER DEVIATION FROM
POINT AS-BUILT AS-BUILT PROTECTIVE COVER TO
NUMBER NORTHING EASTING ELEVATION ELEVATION BASE GRADE
194 750516.61 1214433.13 1132.38 1135.43 3.05
195 750532.49 1214458.06 1133.18 1135.19 2.01
196 750497.27 1214473.37 1135.06 1137.61 2.56
197 750489.48 1214455.80 1134.51 1136.71 2.20
198 750456.04 1214469.01 1136.00 1138.52 2.52
199 750461.58 1214487.67 1137.04 1139.32 2.28
200 750412.97 1214499.60 1138.50 1141.75 3.26
201 750407.11 1214479.88 1138.28 1140.53 2.25
202 750357.38 1214488.03 1140.30 1142.87 2.57
203 750363.31 1214508.01 1140.54 1143.74 3.20
204 750313.01 1214514.26 1143.62 1146.11 2.49
205 750307.61 1214496.08 1143.05 1145.13 2.08
206 750262.24 1214518.95 1147.27 1149.38 2.11
207 750212.69 1214527.07 1151.24 1153.87 2.63
208 750160.98 1214529.21 1154.71 1156.76 2.05
209 750109.83 1214532.61 1156.68 1158.71 2.04
210 750059.09 1214537.40 1158.66 1160.74 2.07
211 750008.36 1214542.19 1160.63 1162.75 2.12
212 749957.62 1214546.97 1162.67 1165.60 2.92
213 749907.61 1214554.18 1164.36 1167.41 3.05
214 749858.84 1214565.61 1164.08 1166.88 2.81
215 749810.78 1214579.41 1158.16 1160.23 2.07
216 749788.49 1214585.07 1153.88 1156.43 2.55
217 749769.20 1214575.59 1150.54 1152.90 2.36
218 749760.35 1214552.90 1150.17 1152.31 2.14
219 749761.14 1214512.91 1150.70 1153.40 2.71
220 749772.59 1214464.24 1151.08 1153.56 2.48
221 749787.31 1214449.93 1152.23 1154.41 2.18
222 749833.36 1214430.31 1156.14 1158.23 2.09
223 749879.90 1214412.02 1158.40 1160.47 2.08
224 749926.14 1214392.90 1159.02 1161.19 2.18
225 749972.37 1214373.79 1160.13 1162.23 2.10
226 750018.40 1214354.13 1160.25 1162.27 2.02
227 750063.90 1214333.02 1160.55 1162.86 2.31
228 750109.39 1214311.92 1160.68 1162.74 2.06
229 750154.87 1214290.78 1161.08 1163.52 2.44
230 750200.39 1214269.72 1161.51 1164.27 2.76
231 750245.93 1214248.60 1160.90 1163.39 2.49
232 750271.73 1214245.73 1161.86 1164.02 2.16
233 750297.49 1214255.18 1163.73 1165.78 2.05
234 750335.77 1214287.35 1164.31 1166.65 2.34
235 750364.52 1214328.49 1164.76 1166.81 2.05
236 750373.53 1214365.58 1165.02 1167.50 2.47
237 750369.08 1214403.58 1162.50 1166.03 3.53
238 750355.71 1214439.42 1154.77 1156.83 2.06
239 750334.20 1214471.06 1147.75 1149.81 2.05
SURVEY BASE GRADE 24" PROTECTIVE COVER DEVIATION FROM
POINT AS-BUILT AS-BUILT PROTECTIVE COVER TO
NUMBER NORTHING EASTING ELEVATION ELEVATION BASE GRADE
240 750405.88 1214454.22 1144.78 1146.91 2.13
241 750418.10 1214413.40 1153.92 1156.84 2.91
242 750423.48 1214367.87 1153.43 1155.48 2.05
243 750415.78 1214338.84 1153.16 1155.22 2.06
244 750404.31 1214298.21 1148.87 1151.33 2.46
245 750375.79 1214257.38 1148.74 1150.76 2.02
246 750352.00 1214234.08 1149.43 1151.60 2.17
247 750326.02 1214214.11 1149.73 1152.65 2.92
248 750298.65 1214205.19 1149.72 1151.78 2.06
249 750265.00 1214201.24 1147.29 1150.84 3.55
250 750230.59 1214207.61 1145.02 1147.98 2.96
251 750184.44 1214226.94 1145.27 1147.43 2.16
252 750139.00 1214248.20 1145.99 1148.81 2.82
253 750093.28 1214268.70 1145.33 1148.38 3.05
254 750047.64 1214289.42 1145.45 1148.67 3.22
255 750002.26 1214310.83 1145.86 1148.46 2.59
256 749956.10 1214330.15 1145.06 1147.84 2.78
257 749908.52 1214345.65 1142.86 1145.40 2.54
258 749862.85 1214366.28 1142.49 1146.00 3.51
259 749816.29 1214384.52 1141.22 1143.70 2.48
260 749770.25 1214404.17 1139.49 1142.14 2.65
261 749742.13 1214420.32 1136.86 1138.91 2.05
262 749719.57 1214431.76 1133.32 1136.56 3.25
263 749717.36 1214457.22 1135.38 1138.24 2.86
264 749713.08 1214506.51 1137.07 1139.08 2.01
265 749713.23 1214546.50 1137.98 1140.89 2.92
266 749704.26 1214593.14 1136.55 1138.65 2.10
267 749685.34 1214670.08 1130.79 1133.69 2.90
268 749705.54 1214689.41 1130.67 1132.99 2.32
269 749731.17 1214662.62 1136.64 1138.72 2.08
270 749709.23 1214643.15 1137.17 1139.36 2.19
271 749747.43 1214600.12 1146.52 1149.26 2.74
272 749770.98 1214621.02 1147.05 1149.14 2.09
273 749780.24 1214652.23 1137.85 1140.00 2.15
274 749823.94 1214623.72 1145.12 1147.56 2.44
275 749872.54 1214611.75 1145.89 1149.20 3.31
276 749921.91 1214602.37 1146.26 1149.26 3.00
277 749971.90 1214595.08 1145.63 1148.30 2.67
278 750023.48 1214593.14 1143.14 1145.82 2.69
279 750073.40 1214585.61 1143.01 1145.12 2.11
280 750122.71 1214576.01 1142.33 1144.70 2.37
281 750172.82 1214569.13 1140.62 1143.04 2.42
282 750222.45 1214560.60 1139.12 1141.42 2.30
283 750271.31 1214549.49 1137.71 1140.08 2.37
379 750523.37 1214372.45 1132.45 1134.63 2.18
380 750467.13 1214423.22 1145.25 1147.37 2.12
381 750473.43 1214370.16 1142.64 1144.69 2.05
382 750471.57 1214342.34 1140.00 1142.11 2.11
SURVEY BASE GRADE 24" PROTECTIVE COVER DEVIATION FROM
POINT AS-BUILT AS-BUILT PROTECTIVE COVER TO
NUMBER NORTHING EASTING ELEVATION ELEVATION BASE GRADE
383 750460.57 1214310.50 1138.65 1141.40 2.75
384 750442.71 1214269.00 1135.37 1137.85 2.48
385 750415.76 1214227.34 1134.11 1136.99 2.88
386 750386.75 1214198.12 1135.20 1137.27 2.07
387 750354.55 1214173.02 1136.22 1138.24 2.02
388 750299.80 1214155.20 1136.58 1138.72 2.14
SURVEY BASE GRADE 18" PROTECTIVE COVER DEVIATION FROM
POINT AS-BUILT AS-BUILT PROTECTIVE COVER TO
NUMBER NORTHING EASTING ELEVATION ELEVATION BASE GRADE
389 750349.01 1214341.00 1166.56 1168.15 1.60
390 750327.07 1214293.99 1165.37 1166.92 1.55
391 750291.81 1214263.36 1163.95 1165.49 1.54
392 750253.56 1214269.23 1164.03 1165.71 1.68
393 750207.75 1214289.48 1164.00 1165.80 1.80
394 750162.07 1214310.10 1163.74 1165.29 1.55
395 750116.46 1214330.88 1163.11 1164.66 1.55
396 750070.54 1214350.86 1162.88 1164.47 1.59
397 750024.40 1214370.22 1162.59 1164.34 1.75
398 749977.92 1214388.68 1162.49 1164.02 1.53
399 749931.33 1214406.83 1161.75 1163.31 1.56
400 749883.32 1214421.19 1159.37 1161.41 2.04
401 749836.73 1214439.37 1157.07 1158.65 1.58
402 749795.36 1214460.14 1153.02 1155.07 2.05
403 749780.38 1214475.48 1151.58 1153.42 1.83
404 749769.47 1214514.02 1151.47 1153.39 1.92
405 749771.86 1214554.47 1150.49 1152.43 1.94
406 749861.15 1214550.45 1167.08 1169.70 2.62
407 749824.11 1214544.05 1166.55 1168.07 1.52
408 749822.93 1214495.07 1167.47 1169.50 2.03
409 749852.29 1214481.10 1169.72 1171.40 1.68
410 749901.16 1214469.06 1175.46 1177.02 1.56
411 749949.72 1214456.17 1179.46 1181.35 1.88
412 749996.82 1214439.39 1181.16 1183.97 2.82
413 750044.08 1214423.02 1182.36 1183.94 1.58
414 750091.27 1214406.47 1183.20 1184.70 1.50
415 750137.79 1214388.11 1184.10 1185.65 1.54
416 750183.94 1214368.63 1183.80 1185.89 2.08
417 750228.68 1214345.65 1182.81 1184.35 1.54
418 750255.09 1214328.37 1181.18 1182.77 1.59
419 750254.33 1214298.80 1172.46 1174.08 1.62
421 750291.79 1214312.45 1175.55 1177.12 1.57
422 750316.77 1214347.44 1174.52 1177.06 2.55
423 750317.58 1214382.39 1175.05 1177.56 2.51
424 750309.85 1214412.09 1168.24 1169.76 1.51
425 750283.09 1214434.97 1164.06 1165.56 1.50
426 750240.56 1214447.73 1164.42 1166.03 1.61
427 750192.29 1214456.96 1166.93 1168.47 1.54
428 750142.34 1214467.45 1168.72 1170.25 1.54
429 750093.85 1214478.94 1169.69 1171.34 1.65
SURVEY BASE GRADE 18" PROTECTIVE COVER DEVIATION FROM
POINT AS-BUILT AS-BUILT PROTECTIVE COVER TO
NUMBER NORTHING EASTING ELEVATION ELEVATION BASE GRADE
430 750044.94 1214489.44 1170.63 1172.57 1.93
431 749996.67 1214500.71 1170.79 1172.88 2.08
432 750260.46 1214503.16 1145.58 1147.70 2.12
433 750210.90 1214508.76 1149.59 1151.23 1.64
434 750159.01 1214513.87 1153.64 1155.19 1.55
435 750108.69 1214520.26 1156.23 1158.23 2.00
436 750057.72 1214525.05 1158.49 1160.07 1.58
437 750007.39 1214530.55 1160.39 1162.50 2.11
438 749957.14 1214534.58 1162.91 1164.46 1.55
439 749909.82 1214535.87 1165.18 1166.80 1.63
440 749871.78 1214520.71 1169.10 1171.85 2.76
441 749912.33 1214494.77 1176.23 1177.77 1.54
442 749939.56 1214485.61 1178.81 1180.56 1.75
443 749985.96 1214470.86 1181.19 1183.05 1.85
444 750032.15 1214453.83 1182.74 1184.50 1.76
445 750079.01 1214437.60 1183.39 1185.19 1.80
446 750125.66 1214421.01 1183.85 1185.36 1.51
447 750173.69 1214405.13 1184.17 1185.73 1.56
448 750220.65 1214392.30 1183.26 1185.66 2.40
449 750262.61 1214383.93 1181.93 1183.81 1.87
450 750267.94 1214358.22 1181.98 1184.29 2.30
ONLY 18 INCHES OF PROTECTIVE COVER REQUIRED.