0403_AnsonLF_CQACell2East_20231227

FINAL CERTIFICATION REPORT
prepared for
WASTE CONNECTIONS
Connect with the Future®
WASTE CONNECTIONS OF THE CAROLINAS
CONSTRUCTION OF PHASE 4 CELL 2
ANSON COUNTY LANDFILL
POLKTON, NORTH CAROLINA
prepared by
MJM CONSULTING, LLC in partnership
Revised DECEMBER 2023
OASIS
-CONSTRUCTION
SERVICES, INC.
with

oAsis
MJM CONSULTING, LLC in partnership with VC
Revised December 27, 2023
Ms. Donna J. Wilson
Engineering Project Manager, Solid Waste Section
Division of Waste Management
North Carolina Dept. of Environmental Quality
1646 Mail Service Center
Raleigh, NC 27699
Subject: Chambers Development of North Carolina, Inc.,
A Wholly -Owned Subsidiary of Waste Connections, Inc.
Anson County Landfill, Polkton, North Carolina
Permit No. 0403-MSWLF-2010
Phase 4, Cell 2 Construction Quality Assurance (CQA) Report,
Revised November 30, 2023; Originally dated October 18, 2023
Dear Ms. Wilson:
On behalf of Waste Connections of the Carolinas, we are writing to provide revised
documentation and certification of construction of the Phase 4 Cell 2 Construction at the Anson
County Landfill in Polkton, North Carolina. The revisions to the CQA Report were made to
address Dept. of Environmental Quality (DEQ) comments dated and submitted to Oasis
Consulting Services (Oasis) via email November 6, 2022. In this email, DEQ noted that
subgrade elevations were lower than the Permit Modification of March/April 2023. Upon review
and in a follow-up discussion with DEQ on November 16, 2023, it was apparent that the
subgrade elevations were set approximately 3.5 feet lower than the approved design.
Upon review by Michael Monteleone, P.E., the Certifying Engineer, and Jonathan Queen, P.E.,
the Design Engineer, it was determined that the surveyor set subgrade elevations at 3.5 feet
lower than design. Two-thirds of the cell provided the requisite minimum 4-foot groundwater
separation. This report has been amended to certify only that portion of Phase 4 Cell 2 shown on
Figures 1 and 2 (See Figures Tab in CQA Report).
45 Woodelock ,Sl., Rostire/!, GA 300?5 Phone: [phone]

The CQA Report includes information prepared in accordance with the requirements of Rule
.1621 of 15A NCAC 13B, and contains results of construction quality assurance and construction
quality control testing in accordance with the following:
The approved CQA Plan, dated 26 March 2018;
ii. The conditions of the Permit to Construct, dated December 7, 2018, and modified March
11, 2022;
iii. The Phase 4 Cell 2 Minor Modification by Weaver Consultants, dated 13 April 2023 and
approved 19 April 2023 by DEQ;
iv. The requirements of Rule 15A NCAC 13B.1624; and
V. Acceptable engineering practices.
We acknowledge both the modification made to the base grades, and the proposed temporary
sump with associated features from the "Minor Modification for Phase 4, Cell 1," dated March
11, 2022.
Based on my review of the as -built surveys; monitoring, testing and visual observation of the
construction; and the final report, it is my professional opinion that construction of the eastern
two-thirds of Phase 4 Cell 2 was completed in accordance with the approved permit drawings,
the four permit conditions noted above, and as documented by the enclosed Final Construction
Quality Assurance Report (see Figure 3). The western third of the cell, delineated by the blue
line on Figure 3, is not approved for certification at this time.
I hereby certify the construction as evidenced by my North Carolina seal and signature.
Please contact me at [phone] or mikemontef c comeast.net with any questions or
comments regarding the report.
Sincerely,
SEAL
Michael Monteleone, P.E.
Member/Manager
cc: Susan Reid, P.E. - Waste Connections
Matt Crockett, P.E. - Waste Connections
Tyler Fitzgerald - Waste Connections
Kingsley Nwaogwugwu - Oasis Consulting Services
Jason Watkins - NC Dept. of Environmental Quality
Ed Mussler - NC Dept. of Environmental Quality
43 WooclslockSI., Rosircll, GA 300 5 Phone: [phone]

MJM CONSULTING, LLC in partnership with
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TABLE OF CONTENTS
1. GENERAL............................................................................................................1
2. PROJECT OVERVIEW..........................................................................................2
2.1 Project Team.................................................................................................................2
2.2 Project Schedule...........................................................................................................2
3. QUALITY ASSURANCE MONITORING / FIELD & LABORATORY TESTING ......... 4
3.1 Subgrade Construction..................................................................................................4
3.2 Compacted Clay Subbase Construction........................................................................4
3.3 Geosynthetic Clay Liner, HDPE Geomembrane, and Geocomposite
InstallationObservations..............................................................................................6
3.3.1
General Monitoring Procedures...............................................................................
6
3.3.2
Manufacturer Quality Control Certificates for Geosynthetic Clay
Layer, Geomembrane, Drainage Geocomposite, and Geotextile .............................
6
3.3.3
Interface Friction Testing.........................................................................................
7
3.3.4
GCL / HDPE Geomembrane Conformance Testing and Deployment
Observations.............................................................................................................
8
3.3.5
Geomembrane Trial Seam Observations..................................................................
8
3.3.6
Geomembrane Seaming............................................................................................9
3.3.7
Geomembrane Defect and Repair Observations......................................................
9
3.3.8
Geomembrane Seam Strength Destructive Testing Observations ............................
9
3.3.9
Geomembrane Seam Non -Destructive Continuity Testing
Observations...........................................................................................................10
3.4 Leachate Collection System Observations.................................................................10
PHOTOGRAPHS
FIGURES
Figure 1 - Geomembrane Panel Layout with Destructive Test and Repair
Locations
Figure 2 - Record Drawings for Partial Certification of Top of Subgrade, Clay
Subbase, and Protective Cover Layer
1

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APPENDICES
A. Listing of Monitoring and Installation Personnel
B. Soil Laboratory Testing Results
Section 1
- Structural Fill
Section 2
- Clay Liner Borrow
Section 3
- Clay Liner during Construction
Section 4
- Protective Cover
Section 5
- LCS Aggregate
C. Manufacturers' Quality Control Certificates
Section I
- HDPE Geomembrane
Section 2
- Geosynthetic Clay Liner
Section 3
- Geocomposite
Section 4
- Leachate Collection Components
Section 5
- Geotextile
D. Conformance Test Results
Section 1 - HDPE Geomembrane
Section 2 - Geocomposite
E. Interface Friction Angle Test Results
F. Geomembrane Documentation
Section I
- Subgrade Acceptance Certificates
Section 2
- Geomembrane Panel Deployment Log
Section 3
- Geomembrane Trial Seam Log
Section 4
- Geomembrane Fusion and Extrusion Seam Log
Section 5
- Geomembrane Defect, Repair, and Vacuum Test Log
Section 6
- Fusion and Extrusion Destructive Sample Test Results
G. Daily Field and Density Testing Reports
H. Leachate Collection Line Video and CD Inspection
ii

MJM CONSULTING, LLC in partnership with
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1. GENERAL
MJM Consulting, LLC in partnership with Oasis Construction Services, Inc. (MJM/Oasis) was
retained by Waste Connections of the Carolinas to provide construction quality assurance (CQA)
monitoring and final certification services for the construction of Phase 4, Cell 2 at the Anson
County Landfill in Polkton, North Carolina.
For the cell construction, the project involved a 6-acre composite liner system consisting of, from
bottom to top, a fine graded subgrade, an 18-inch-thick compacted clay subbase (1 x 10-5
centimeters per second maximum permeability), a geosynthetic clay liner (GCL), a 60-mil high -
density polyethylene (HDPE) textured geomembrane, a geocomposite drainage layer, and a 24-
inch-thick protective cover layer. Phase 4, Cell 2 was built in accordance with the approved CQA
Plan dated March 26, 2018, Permit to Construct dated December 7, 2018, the requirements of Rule
15A NCAC 13B.1624, and the minor modification for Phase 4 Cell 1 dated 11 March 2022; as
well as the contract drawings for the construction of Phase 4, Cell 2, Anson Waste Management
Facility, dated 31 May 2023 and prepared by Weaver Consultants Group, Fort Worth, TX (WCG),
and the approved Construction Quality Assurance & Construction Quality Control (CQA/CQC)
Plan.
One exception to these design documents was noted. It was determined that the surveyor
inadvertently set subgrade elevations at 3.5 feet lower than design. The eastern two-thirds of the
cell provided the requisite minimum 4-foot groundwater separation. This report certifies only the
eastern two-thirds of the cell, as shown on Figure 3. The CQA data obtained for the western third
met the requirements of these documents, with the exception that the subgrade was set 3.5 feet
lower than design.
Anson Waste Management Facility Final Certification Report
Phase 3, Cell 1 Page 1

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2. PROJECT OVERVIEW
2.1 Project Team
MJM/Oasis provided CQA services throughout the project to monitor the construction activities
performed by contractors, and to compile the required testing and surveying data for the final
certification report documenting that the project has been constructed in substantial compliance
with the approved permit drawings and CQA/CQC Plan. Design and engineering services were
provided by Weaver Consulting Group (WCG).
The duties of MJM/Oasis were, more specifically, as follows:
• Quality Assurance (QA) monitoring services were provided by MJM/Oasis, which had
personnel onsite on a full-time basis. The objectives of the QA Monitoring Program were
to observe and document the materials and installation procedures for conformance to the
project requirements, and to provide a certification statement that the installation was in
accordance with plans and specifications. A listing of MJM/Oasis personnel involved in
the project is presented in Appendix A.
• Geotechnical laboratory testing of the structural fill, clay liner borrow, clay liner
protective cover soil, and leachate collection aggregate layer was conducted by
MJM/Oasis and Excel Geotechnical Testing, Inc. (Excel) (see Appendix B).
• Geosynthetics testing was performed by TRI Environmental, Inc. of Austin, Texas (see
Appendices D and E).
The certifying engineer assigned to the project was Mr. Michael Monteleone, P.E., a registered
professional engineer licensed to practice in the State of North Carolina. He conducted weekly
construction meetings; reviewed the product submittals, test results, the as -built drawing for the
top of the subgrade, the clay and protective soil layer; and prepared the final certification report.
2.2 Project Schedule
The construction of Phase 4, Cell 2 began on 7 June 2023, and was substantially completed 20
October 2023. Anson Contractors, Inc. (ACI) was the general contractor for construction of Phase
4, Cell 2. MJM/Oasis had a full-time monitor on site from 12 June 2023 through the project
completion date of 18 October 2023.
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Phase 3, Cell 1 Page 2

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A pre -construction meeting was held on 12 June 2023, and was attended by representatives of
Waste Connections of the Carolinas, CEC, BCS, WCG, and MJM/Oasis. Topics of this meeting
included the project scope, lines of communication and responsibilities, contractual procedures,
project specifications and testing requirements, earthwork construction procedures, construction
scheduling, and documentation.
A geosynthetic materials pre -construction meeting which was held on 8 September 2023 was
attended by representatives of ACI, Hallaton Environmental Linings, Inc. (Hallaton), and
MJM/Oasis. Topics of this meeting included the project scope, lines of communication and
responsibilities, liner construction scheduling, material specifications, geomembrane, and drainage
geocomposite installation procedures. Parties in attendance were in agreement concerning the
scheduling, specification, and installation procedures. Hallaton demobilized 25 September 2023.
Detailed results of the required testing and material properties, CQA monitoring services, and
required as -built surveys are contained in this final certification report.
Anson Waste Management Facility Final Certification Report
Phase 3, Cell 1 Page 3

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3. QUALITY ASSURANCE MONITORING / FIELD & LABORATORY TESTING
3.1 Subgrade Construction
Initially, the construction site was stripped of vegetation in the cell. A portion of the structural fill
was placed along the west berm in the process of constructing the access road; the remaining fill
was placed in the cell footprint to meet design subgrade. The completed subgrade was proof -
rolled with a loaded truck to verify soundness and acceptability of in -situ material. Suspect areas
were undercut, and clean structural fill was placed by ACI and compacted and rechecked, either
by testing or by proof -rolling.
Structural fill materials consisted of fine, sound, loose earth exhibiting -3 percent to +3 percent
optimum moisture content, for compaction to a minimum of 95 percent of maximum dry density,
as determined by the standard Proctor test method. During construction, MJM/Oasis personnel
verified that the horizontal lifts did not exceed 12 inches, and that surfaces were properly scarified
prior to placement of additional lifts. A total of one -hundred twenty-eight (128) structural fill field
moisture/density tests were performed to verify both in -place moisture content, and the degree of
compaction achieved by the contractor. A summary of the field moisture/density test results for
structural fill is presented in Appendix B - Section 1; our review indicated that the structural fill
was placed and compacted in accordance with the project requirements.
ACI provided field construction staking at appropriate intervals. The grades were subsequently
certified by Lawrence Associates of Monroe, North Carolina (Lawrence Associates), prior to
placement of the clay liner. Please note the exception whereby it was determined that the surveyor
inadvertently set subgrade elevations at 3.5 feet lower than design. The eastern two-thirds of the
cell provided the requisite minimum 4-foot groundwater separation. This report certifies only the
eastern two-thirds of the cell, as shown on Figure 3. The data obtained for the western third met
the requirements of these documents, with the exception that the subgrade was set 3.5 feet lower
than design. The CQA test data collected for this western third of the cell did meet the project
requirements.
3.2 Compacted Clay Subbase Construction
The compacted clay subbase was placed using material from the on -site borrow source. The
borrow source material was tested and found to meet the permeability requirements, which were
less than or equal to 1 x 10-5 cm/sec. The clay liner was constructed in three lifts for a final
minimum thickness of 18 inches. As noted in the CQA Plan by CEC dated December 2018, the
Certifying Engineer has the option to consider such methodologies for clay compaction. During
Anson Waste Management Facility Final Certification Report
Phase 3, Cell 1 Page 4

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the previous cell construction performed in 2022, a clay test pad was built utilizing three clay lifts,
and each lift was tested and approved by MJM/Oasis before proceeding. The contractor
successfully demonstrated that three lifts could achieve the project specifications. During
construction, visual changes in the clay borrow material were noted, and subsequent field Proctor
reference curves were developed to supplement the laboratory generated curves. A total of 243
in -situ moisture/ density tests were performed during construction. The passing test results ranged
from 95 percent to 97 percent compaction, with moisture content ranging from 4 percent to 5.0
percent above optimum moisture content, as determined by the standard Proctor test method
(ASTM D-698). The field moisture density test results are presented in Appendix G.
At locations of failing field moisture/density or permeability test results, the areas were either
moisture -conditioned by the controlled addition of water, or scarified to promote proper drying
and recompaction of the material. The reworked areas were then recompacted and retested.
Additionally, the clay subbase was compacted so that the equipment used for geomembrane
deployment did not cause significant rutting. No excessive rutting of the subbase was observed
during the geomembrane installation.
Upon completion of the test pad, undisturbed (Shelby tube) samples were procured from each
compacted lift. A total of 15 Shelby tubes, three of which were for the test pad, were obtained
during clay liner construction. None of the Shelby tubes failed to meet project specifications. Test
samples were sent to Oasis' AASHTO-accredited laboratory in Canton, Georgia, for a
determination of permeability characteristics. Permeabilities were found to range in the mid 1 x
10-7 cm/sec, indicating that the compacted clay liner was constructed in accordance with project
requirements. In -situ clay permeability test results for Phase 4, Cell 2 are presented in Section 3
of Appendix B.
The existing liner edge was excavated by ACI to uncover a suitable tie-in to the new 18-inch clay
subbase. The preparation of the existing clay and placement of the clay subbase were observed
and documented by MJM/Oasis.
The top of the clay subbase elevation, presented in Figure 2, indicates that the compacted clay
subbase was constructed to a minimum of 18 inches in thickness, as surveyed and verified by
Lawrence Associates.
The final clay subbase surface was scarified to facilitate the removal of any oversized particles.
The soil material was visually confirmed to meet the particle size requirements of less than or
equal to 1/4-inch. A smooth drum roller was used to prepare the subbase and to provide a smooth
surface prior to geomembrane deployment.
Anson Waste Management Facility Final Certification Report
Phase 3, Cell 1 Page 5

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3.3 Geosynthetic Clay Liner, HDPE Geomembrane,
and Geocomposite Installation Observations
The installation of the composite liner was performed by Hallaton. A work history of the Hallaton
personnel who were involved with this project is presented in Appendix A.
3.3.4 General Monitoring Procedures
The CQA monitoring activities performed by MJM/Oasis during installation of the geosynthetic
components (HDPE geomembrane and drainage geocomposite) of the composite liner consisted
of the following:
• Obtaining and reviewing product submittals required of the manufacturer and installer;
• Observing, documenting, and evaluating trial seam test results;
• Observing and documenting HDPE geomembrane seaming techniques and field seams;
• Identifying and documenting defects, as well as observing and documenting repairs; and
• Observing and documenting the installation of the drainage geocomposite and geotextile
in the leachate collection system.
One CQA monitor was present at the site on a full-time basis to perform the above activities during
the installation of the geomembrane liner.
3.3.2 Manufacturer Quality Control Certificates for Geosynthetic Clay
Layer, Geomembrane, Drainage Geocomposite, and Geotextile
The geosynthetic liner components consisted of a geosynthetic clay layer (GCL), HDPE
geomembrane, and a drainage geocomposite. The geosynthetic liner components supplied for this
project were manufactured and supplied by CETCO and SKAPS, and consisted of:
• A geosynthetic clay layer (CETCO)
• A minimum 60-mil. thick, textured HDPE geomembrane (23-foot-wide by 500-foot-
long rolls) (Skaps)
Anson Waste Management Facility Final Certification Report
Phase 3, Cell 1 Page 6

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• Drainage geocomposite in 14-foot-wide by nominal 200-foot-long rolls (Skaps)
• Non -woven geotextile in 15-foot-wide by nominal 300-foot-long rolls (Skaps)
Manufacturer Quality Control (QC) Certificates, submitted by CETCO and SKAPS, are included
in Appendix C. A review of this documentation indicated that the composite liner system
geosynthetics were manufactured in accordance with project specifications. CQA conformance
testing was performed on all materials as well; see Appendix D for data. All material met or
exceeded project specifications.
3.3.3 Interface Friction Testing
Four interfaces of the composite liner system were tested by TRI September 2020, per
requirements of the CQA Plan dated September 2016:
• GCL / Clay
• GCL / Geomembrane
• Internal GCL
• Full cross-section with each type of protective cover
The interface testing material used for this cell was the same used in the previous cells; therefore,
it was judged by the permit engineer that additional interface testing was not required, since the
materials were manufactured by the same manufacturers (i.e., CETCO and SKAPS) that produced
material for this interface test. This was the case as required in the project CQA Plan for the Phase
3-4 permits for this cell. In addition, a minimum average asperity height of 27 mils was
demonstrated for the material used in this cell, which exceeded the project specification. The CQA
plan required a minimum asperity height of 10 mils, which was exceeded for this cell.
The asperity heights were required to be no less than 27 mils. An evaluation performed by CEC
on 26 May 2020 demonstrated that peak shear strength and large displacement shear strength
parameters were able to be met at these interface design requirements. The large displacement
and the peak values had both met the minimum requirements. The results of this previous
evaluation are contained in Appendix E.
Anson Waste Management Facility Final Certification Report
Phase 4, Cell 2 Page 7

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3.3.4 GCL / HDPE Geomembrane Conformance Testing
and Deployment Observations
Prior to GCL/HDPE geomembrane deployment, the clay subbase was prepared using a smooth
drum roller. MJM/Oasis CQA monitors, along with Hallaton personnel, visually inspected the
subbase surface to verify that the surface was smooth and free of irregularities, foreign matter, or
surface conditions that could damage the GCL and geomembrane. In accordance with the
specifications, Hallaton submitted subgrade acceptance certificates prior to deployment of HDPE
geomembrane panels in Cell 2. These certificates are presented in Appendix F - Section 1.
Geomembrane panels were deployed using a front-end loader to lift the rolls, as well as personnel
who unrolled the panels in place. Hallaton then aligned each panel of the geomembrane to allow
a nominal 5-inch overlap with the adjacent panel. Free edges of panels were temporarily loaded
with sandbags until the panels were seamed together. A summary of the geomembrane panel
deployment data is presented in Appendix F - Section 2. An as -built drawing of the geomembrane
liner installation, which shows the panel layout, repair locations, and seam destructive sample
repair locations, is presented in Figure 1.
The CQA monitoring staff assigned a field identification number to each panel in chronological
order of deployment, and recorded the roll number assigned to the material by the manufacturer.
Each panel was visually examined immediately after deployment for manufacturing defects and
installation damage. Upon completion of the installation, the entire liner was again visually
examined to identify any subsequent damage. Individual defects were marked, documented, and
subsequently repaired by the installer.
3.3.5 Geomembrane Trial Seam Observations
Trial seams were performed by Hallaton welding technicians as an ongoing monitoring method of
the performance of both the welder operator and the welding apparatus. Trial seams were made
in the morning and afternoon, approximately every four hours. These trial seams were then tested
by Hallaton using a tensitometer to verify the strength of the welds. Trial seam testing was
observed and documented by an MJM/Oasis CQA monitor. Five specimens from each trial seam
were tested. If a trial seam test failed, the welding apparatus or welder was not accepted or used
for seaming until the deficiencies were corrected, and two consecutive successful trial seams were
achieved. Summaries of the trial seam data for Cell 2 are presented in Appendix F - Section 3.
Test results for fusion and extrusion welding are presented in Appendix F - Section 6.
Anson Waste Management Facility Final Certification Report
Phase 4, Cell 2 Page 8

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3.3.6 Geomembrane Seaming
Hallaton used double -track, hot -wedge fusion machines on this project. The manual extrusion
welding method included repairs and the completion of end seams. The CQA monitors tracked
the progress of each welder, and monitored each seam for visual defects and for seam completion.
Visual defects were marked and subsequently repaired by Hallaton. A summary of geomembrane
seaming data for Cell 2, for fusion and extrusion welding, respectively, is presented in Appendix
F - Section 4.
3.3.7 Geomembrane Defect and Repair Observations
Geomembrane panels were visually monitored for damage during deployment. Additionally, the
CQA monitors examined the geomembrane panels and seams on an ongoing basis throughout the
installation process.
Defects found on the geomembrane panels and/or seams were marked, documented by the CQA
monitor, and subsequently repaired by Hallaton. The repair procedures were observed and logged
by the CQA monitor, and the locations were mapped. A summary of Cell 2 defects and repairs is
presented in Appendix F - Section 5. The approximate location of the repairs is shown in Figure
1.
3.3.8 Geomembrane Seam Strength Destructive Testing Observations
Destructive seam sample locations were selected by CQA monitors based on the progress of a
particular welder or welding device, or based on the suspicion of defective welding. Destructive
testing was conducted at a minimum frequency of one sample per every 500 linear feet of the
completed seam for each welding apparatus.
Forty-five initial fusion destructs and two extrusion destructive seam samples were procured by
MJM/Oasis and submitted to TRI for laboratory testing. Ten specimens were removed from each
destructive seam sample and tested by TRI following ASTM standards. Five specimens were
tested for peel adhesion (peel), and five specimens were tested for shear strength (shear). The
acceptance criteria for shear were that four out of five specimens must have yield strengths greater
than 120 pounds per inch of width; additionally, failure should not occur within the weld. The
acceptance criteria for peel testing were that four out of five specimens (for each track) should not
fail within the weld, and that each specimen must exhibit a yield strength greater than 91 pounds
per inch of width. Destructive samples which did not meet the acceptance criteria were tracked
Anson Waste Management Facility Final Certification Report
Phase 4, Cell 2 Page 9

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according to requirements of the CQA Plan dated March 2018 and retested. A summary of the
destructive seam sample laboratory test results, for fusion and extrusion welding, respectively, is
presented in Section 6 of Appendix F. The approximate locations of the destructive seam samples
are shown in Figure 1.
3.3.9 Geomembrane Seam Non -Destructive Continuity Testing
Observations
Geomembrane fusion seams and extrusion seams for Cell 2 were non-destructively tested by
Hallaton using air pressure testing and vacuum box methods. MJM/Oasis monitored the non-
destructive testing on a procedural basis and documented the progress of testing. Non-destructive
testing was performed in accordance with project specifications, and no deficiencies were
indicated by the testing. Summaries of the non-destructive testing of seams and repairs are
presented in Appendix F - Section 4.
3.4 Leachate Collection System Observations
The leachate collection system for Cell 2 consisted of a drainage geocomposite, and a minimum
24-inch-thick manufactured sand protective cover layer. The leachate collection pipes were
surrounded by No. 57 aggregate wrapped with non -woven geotextile. One sample of aggregate
was sent to the Excel Geotechnical Testing Laboratory to verify calcium carbonate content, grain
size, and permeability. A review of the laboratory results indicated compliance with the project
specification requirements. Test results for aggregate are presented in Section 5 of Appendix B.
The existing adjacent cell liner was tied into the Phase 4 Cell 1 and Cell 2B (west side) 60 mil
HDPE liner, overlapped with geocomposite, and tied into the existing protective cover as shown
in Detail L2-5, Drawing 9 contained in the March 11, 2022 Minor Modification for Phase 4, Cell
2.
Manufactured sand protective cover was placed over the drainage geocomposite on the cell bottom
and upslope areas using low -ground pressure equipment to minimize the possibility of damage to
the geocomposite and geomembrane liners. MJM/Oasis provided full-time monitoring of the
placement of the protective material. Four samples of the protective soil cover material were
obtained and sent to the Oasis Laboratory to verify that the grain size and permeability of the
placed material met project specifications. Test results, presented in Section 4 of Appendix B,
indicate that the materials were in compliance with the project specifications. Visual monitoring
during placement indicated that no unacceptable wrinkles or damage to the underlying
geomembrane had occurred.
Anson Waste Management Facility Final Certification Report
Phase 4, Cell 2 Page 10

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MJM CONSULTING, LLC in partnership with
indicate that the materials were in compliance with the project specifications. Visual monitoring
during placement indicated that no unacceptable wrinkles or damage to the underlying
geomembrane had occurred.
During monitoring, MJM/Oasis verified that a minimum of 24 inches of material was placed on
the upslope and on the cell bottom by survey, by digging holes, and by manually measuring the
thickness of the cover.
The construction was completed in accordance with:
(i) The approved CQA plan, dated March 26, 2018;
(ii) The conditions of the permit to construct, dated December 7, 2018;
(iii) The requirements of Rule 15A NCAC 13B .1624; and
(iv) The approved minor modification of cell re -design, dated March 11, 2022, by Nathan
Bivins, Civil and Environmental Consultants, Inc.
Please contact Mr. Michael J. Monteleone, P.E. at [phone], or [e-mail]
with any questions or comments regarding this report.
C�ARO
+r�a��� f r
C V%
SEAL
27091
Michael Monteleone, P.E.
CQA Engineer of Record
Anson Waste Management Facility Final Certification Report
Phase 4, Cell 2 Page 11

PHOTOGRAPHS

PHOTOLOG — ANSON LANDFILL PHASE 4 CELL 2
6/25/2023
Structural Fill
Placement
F 1
6/25/2023
Removal of
unsuitable wet
material
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7/2/2023
Placing of
structural fill
on the eastern
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7/2/2023
Processing of
clay in cell 2
- M--
s,si
to,
tea.• �� q�'\ � `� i-. .. y � --. ,c..

7/16/2023
A�
Installation of
48-inch CMP
across the
access road
1 • �y d
71
S `'��
...�"3�T.�.
n
7/30/2023
Ploughing and
processing clay
on the test pad

7/30/2023
Watering in
place
PMIk.�
i►ay'.,4�p��
'�-y� `
n`".. �'���'7�9F✓�c�
'i �,�.+ X' � Tye .,.
i��/�ya'�'�
i 'L�J�„ �� �,�i► �i ._I. _• � .
�p s�_�.�a J- �j +4 �" yy. ���r.. _ �.. >� ��5'
� � 'ram '_�''._..1fi �.�. +'� '.l •��ryi ..
7/30/2023
Final rolling of
compacted
clay

7/30/2023
Excavation of
clay from the
. y,
west borrow
R°w 3
area
Qa
* a
8/6/2023
Clay progress
for cell 2
--ems ``~
"'__
�.• \ - - - � � ( _
_ - -
-d°.s� � S•�+ro aF i. �,.- '� �s V�,sy„ f� '� !A�"_`�.s� _ �y e✓ '
.t 'iao'e+t. ,,j� ��� Vi
+,.� u^3 ae "�i 3• fiitiTi }: s,fw Ju-'y.',y-..zl 4'�
' 3
��a' ✓y�$K3;+.�' `�..'�/�'�j ' :¢+l�'.�aW.'n *L' 'P .�.s'�Y' !�' "'.y'�v,�'a'""°� ��-�^_Y�`-'_�..+--a
Y 'r,<v r^ W
b� � r' .ik ` > �Y• - .. may,...

8/20/2023
._ `!
a �. -.^
Ploughing and
watering of
-
clay during
processing
Ar
r
-
8/27/2023
Unloading fl-
inch dual
contained
HDPE Force
Main Pipes
-
F
¢tea �,_+�{�, ✓ f`!r/F 71
.

9/10/2023
Deployment
on the north
side of cell 2
77
71
� :,nee,
.ems
•►Y ` t ,
9/10/2023
GCL
deployment
the mid-
section of

9/24/2023
Machine`'_
sewing of in
place `�
-- -
geocomposite
fabric -
� r
9/24/2023
Connecting
�
geocomposite
material
between
existing new
cell
N
�3,

10/1/2023
Protective
cover
placement
10/8/2023
Video
recording of
LCS pipe
77,
4`,
Y
v
a�
r
� J
�18FT YfA�
*xkk �T J

10/8/2023 ~
Leaohateforoe
main
installation �—
nearthe
existing sump
1U/8/2U23
Leachate
collection
system (LCS)
installation

10/8/2023
Back filling the
force main
pipe >.
_1
10/8/2023
Construction
of perimeter
rain flap berm

10/15/23
Perimeter
anchor trench
for liner rain
flap using
structural fill
(north side)
10/15/23
Perimeter
anchor trench
for liner rain
flap using
structural fill
(west side)

10/15/23
Edge of liner
markers
10/15/23
Edge of liner
markers
_gym ill
17 -
rTj
r
-

FIGURES

Figure 1
Geomembrane Panel Layout with
Destructive Test and Repair Locations

'zSEAL
L-4358
,yrr•�hnnn"����:
(m
mob - 40

Figure 2
Record Drawing for Top of Subgrade,
Clay Subbase,
And Protective Cover Layer

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312.90
312.80
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330.42
190
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328.64
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GRAPHIC SCALE
a0 a 4a w 140 no
( IN FEET )
1 inch = 80 ft.
NOTES
1. Points are proposed locations from Weaver Consultants Group
2. Points 112-119, 143-146, 161-162, and 179-199 have been
moved to locations on the existing liner tie-in
3. Points 172, 175, and 176 have been moved to locations at
a low point within the tie-in of existing cells
�wwr lrr.
4. CQA and contractor located existing landfill tie-in areas and
noted differing elevations than the plan design and we verified
on As -Built survey to represent actual field elevations. Plan
design revisions were required to tie-in to the existing cells
5. Points to the East of the intercell tie-in are certified
6. Contour Lines Depict Proposed Top of Clay Surface
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181 -
450563.01
IW4401
317.19
31paB
1.50
182
45457S.b7
16674W7*
32434
3fSA1
1.50
183
409575-45
7651385-43
330.56
337.06
I.SO
184
439574.65
1651355.7E
337,00
slf.sn
1.50
185
459574.03
1651341-05
331.20
_ Si4.70 _
1 j0
186
_
456571147
1651329.37
W1-15
33265
1;50
167
_
4505Ea.64
1651299.41
331-06
332.58
1.50
1a8
459557-53
1651270.08
331.04
332.54
1.50 .
189
4395415.37
105123fr:N
330.42
331.92
1.50 _
19G
4595mzs
_
1651199.41
32864
330.14
1.57
191
45953Q76
1651153.62
328-70
330.20
t.50
102
45951917
165112986
32892
330.42
1,50
19S
459497.18
1651099.73
328.17
329-67
1.50
124
45947185
1651069-93
327.47
32&97
_1.50 ,
I"
45945663
1651044.65
326-73
328.23
1.50
196
439Q=3
1651014.15
326719
__
327.66
1.50 .. .
_
197
459413.63
_
1650991.62
325.60
327.10
1.50
196
459397.51
1650970.22
324.85
326A5 _
1.50 .
199
45939144
1650961.02
32459
326A9
1.50 .
200
459500,00
1551000.00
315.32
31525
0.07
316 S4
132
201
+81000.00
1a50 ,40-314.98
MkOa
0.19
316-31
1.S3 -
-_202
45950400
1650929.99
314.92
314-82
0.10
310.42
1.50
GRAPHIC SCALE
lw�
�1�,4 wry s+r>y
rZ,7j ewu� F. r ne
00 0 40 69 Ill 320
( IN FEET )
1 inch = BO ft.
bb �
4�`7f1
1 ��9
~ ltp
E'p.
J
6, •�Tb6
0 � +a
NOTES
1. Points are proposed locations from Weaver Consultants Group
2. Points 112-119, 143-146, 161-162, and 179-199 have been
moved to locations on the existing liner tie-in
J. Points 172, 175. and 176 have been moved to locations of
a low point within the tie-in of existing cells
A CQA and contractor located existing landf/7l tie-in areas and
noted differing elevations than the plan design and we verified
an As -Built survey to represent actual field elevations. Plan
design rew'slans were. required to NO -in to the existing cells
5. Contour Lines Depict Proposed Tap of Clay Sur -WO
A �f' ^'69a 34
� 9
0 CAl r+'4
SEAL
L-4358 F-
y+',rrr fNz' 3�,+•
771111L
r2-/zZ/zo13

Popf
Ncrineil
Ewrw.1
anbac+U' £rirrNP Ca+flL,irY F.a1k9 r[O Avr C -nWG rfPp�p1 a6.t
s.aa'a� rov dor t>asr C4.►'-kp �'
r4,irta.rA
��
_s"F°�
100
45996&55
165rOs1.j6
311.40
311.26
OM
312,90
t.30
101
459976.65
t651036.36
311,10
311A0
AIo
1126a
1.5d
]p2
45"117,93
t651100.00
31290
312a0
_ OLIO
314.47
1.37
103
459977.93
106$100.00
3IZ83
312..a0
0,09
314.41
1.52
104
457P69.95
1655200.00
317.41
S17,31
0,10
J1991
1.50
IDS
4S997A95
185120A00
317.33
317.Z2
o.11
JIB 6J
i,30
_.
11*
459 K97
tul.S 0.00
322A7
M-56
0.11
324129
T.
107
451961.96
1651S00,00
322.61
.4 ...
322-51
. .. ..
0.10
U2 ,t
1.58
Ica
.........
.s9993.ye
4 ...06.00
16514
aza.n
32&65
0112
52&37
r.ao
$09
45966398
1651400.00
328.71
326.61
_ 0,10
JZ&23
42
110
45921A.11
16514p6.12
%2 .02
32693
0,09
32&54
1.52
1I1
459964.11
16514WA4
326-15
32&67
0.06
32&53
1,58
112
45,M7.65
1651487.44
Sl&02
317.57,
1.50
113
4599S7,a1
165t466.97
31'x9e
Sr7.48
1-50
114
A9iw.7P
t1*1466.50
31's9e
317.46
4.50
115
459955.52
1651465A7
31&76
31&29
1.50
5203:7
2.01
Ile
45999509
1651A65.J6
31647
318.37
1.50
320.39
2.02
"1
4509%31
163146a.31
316.90
_ .158.40 _
1.50
_32A71
131
Ila
459880.53
1651469.27
316.58
3t&06
I.50
320.17
2,09
119
455616.25
165t467.32
31662
31&12
1-50
3717,34
2.22
120
45NWLOO
165141251
M.50
324=A
4.00
32AO9
1.51
33&40
2.31
121
559900.00
16514p0.00
32&11
MIIO6
0.09
327.72
1.55
J29.76
7-03
522
459=00
lessJO0,00
379.06
Rd
0.10
325-56
1,50
1?$_6
209
123
459900A0
I&S#oo.60
-ZI7.1
- 316.70
310.64
0.06
31922
1.52
324X27
2.05
124
459M0_00
r65tIO&Q0
31Z.74
312.04
0.10
314.33
I,59
31S37
7.04
129
459945.52
16J7000.00
309.91
]09.62
0,09
311.43
1.32'
12a
459929.06
1651000.00
_ 309.8B
309.7a
0.10
311.42
1.54
127
459900.00
_
1650965.20
308.81
308.74
0.07
310.40
1.59
128
45 90 0.00
1650977.79
309.17
309.07
0.10
310.71
1.54
129
45:900.00
1651000.00
309-82
309.72
0.10
311.33
1.51
313.35
Z02
130
459836.18
1650916.41
307.26
307.20
_ 0.06
306.79
1.53
131
459829.20
1650923.73
307.47
307.39
0.08
30B.97
1.50
132
_ 459814.71
1650900.00
307-77
307.71
0.05
309.37
1.60
133
459000.00
1550M 76
308.12 _
30&11
0.01
309.72
1.60
134
459798.24
1650900.00
_308.19
300J3
a1.5
301:69
_ 1.50
135
459600.00
16'A9o1.34T
]06.15 _
386.¢7
_ _0.08
309 _BS
_ 1.50
13fi
_ _
45MOIIo
_
1650954.67
306.31
308.21
_ 0.10_
309.91
1.60
31271
280
137
459000.00
1651000.00
309.64
309.54
0.10
311.15
1S1
313.19 _
204
459900.00
1fi51100.00
31258
312.46
_ 0.10
314.10
_ 1.54
31 a.10
2.00
_138
139
4.59800.00
1651200.00
316.21
316.11
0.10
317,72
1.51
319,76_-2.04
_ _
140
_
459800,00
1651300.00
_ 321.45
321.35
0.10
_ 323..04
1.59
325.14 _
210
14.1
459800,00
_
1551400-00
325.37
325.30
0.07
326.89
1.52
328.96
2 07
142__
459_5WAO
165141IL14
323.99
32589
_ 0.10 _
_327.50
1.51
329.51
2.01 .
_
143
4597a1.93
_
1a51469.62
---315.77
317.27
1.50
_ 318.42
215
_
144
_
459752.54
_
1651473.16
314.28
_
315.78_
1.50
318.72
294
145
4,99722.48
1551474.22
314.53
_
3M03
1.50
318. M5
202
146
459693-02
1651474.31
314.10
315.60
1.50-_
317.67
2207
147
45978a.06
1851418.74
325.91
325A7
0.10
327.47
1.56
329.47
2.00
IQ
45:700.00
1850900.00
310.49
310-47
0.02
311_99
1.50
314.03
204
149
45700,00
1650882.15
310.43
310.34
0.09
31199
1.56
150
4597011,00
11,50071,74
310.40
310.30
0.10
311 92
1_52
1$1
4Sa759_zV
1850855.34
309-M
500_Z7
0.06
31A95
1,52
152
43973423
16511666.]6
30y.37
309.27
OLIO
319.Ba
1,51
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166i6k_Q0
300.56
309.52
0-04
311.10
1.54
J14.00
ISO
_
184
_ _4}9757.Oi
4597MM
1651060.00
31033
310.a3
OLIO
31247
1.54
_ ]1 {,47 _
200-
I*
459700.90
1651060-03
311.22.
311.12
0.10
31273
1;51
3+S.63
Z90
156
4a9700.00
16511pp,00
312" 8
31231
0.07
31593
155
315.96
2.03
157
459700.00
165120D-00
31&6I
315,72
M09
317.33
1S2
519.AA
2,01
158
459700.00
1661300.00
320.83
32A73
a10
32233
1.50
324.43
V O
150
479700.00
324.96
32M$
0,10
M-47
1-31
32b.51
204
160
_
459700.00
_165_I400.00
165141073
3ZL&7
32557
OLIO
3Z7-2.1
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]29.23
7.00
111
459665.53
165:476-M
311.b3
313.03
1 50
'115.51
248
112
45/040,51
16547SAa
SDa 12
3p6A2
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2.3A
163
4.596BIL12
32556
M34
M02
327.11
1.55_
---1,54
429_11 _
? 00
164
4596S4.A6
:651415.24
651411,37
325-09
524.64
_ _
.12&04
201
165
4.5%6246
165i100.00
312.M
312,21
_OAS
0.10
-3ME33
_1W4
1.53
_
515.70
286'
Itid
45:630,72
i6509o0.00
311.63
311M
0_05 __313
Al
_ jM
1117
459602-901
16509oo-M
31262
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0.10
314.20
1.58
IS"
45960000
1650906.86
31189
312.60
0.09
314,25
1-%
ISO
45960R00
16S0911.26
31274
31264
0-1a
314.31
1.57
170
46960090
16550=00
3fa15
313.18
0.00
314.159
1.51
]15.70
201
171
_
4ZOMOO
1651f00.00
31J-72
Oil ."
_ 0.04
_ 315,25
1J4
517.30 _
_ 205
172
4301A73
168,1474,11
304.17
306.55
1'5'
MIK04
SOP
173
_
459600.00
Ie51166.01
314.12
314,10
002
315.62
1.50
MIL43
2.al
174
48p800.o0
1a51200.00
315.46
315.49
CLOD
318.97
1-51
3t9.17
2�0
175
45LM70
16S1475-04
301,69
303.29
1.60
J07.48
4,19
179
459595.76
1651460.04
307.07
307..07
1.51
31261
4,03
171j
4S9800.00
1651]906
323.94
323-93
0.0t
325.49
1.55
32&49
3-00
170
4%616.99
1651400.00
324,40
324-32
008
325.90
_ 1.50
328.04
214
179
459561.30
1E5148&73
29&30
_ 2ft"
1S0
303,62
3.82
180
1595e6.6a
165145V.02
30y36
311.08
1,50
31324
2.16
1al
4SW3102
1651433.01
_
S17.19
SHIM
1.5o
320.70
201
1W
45937"?
165140&74
324.34
_
mm _
_1.50
32815
231
1113
459575.45
1651385.45
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.13296
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7S4.0tl
2.02
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1651355.76
_331 00
.3.79-50
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335.f0
260
155
_
45B574.03
_
165134195
33120
MM
1.50
JW25
258
ISO
459571-47
155132937
33115
33265'
1.50
33rM4
2.49
'87
45P64 s,6A
1651299.41
331.00
33236
1.50
33475
217
lee
45IM7M
155s270.00
331.04
Ss2, 54
1.50
334.ea _
214
189
_ _
459346A7
155123244
530.42
SSt.y2
1,50
333.92
200
190
459541.M
1651399-61
32&04
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1.50
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2.29. _
191
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328-70
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2o7
192
459519-17
1651129 86
32E.92
330.42
1.50
3324E
204
193
459497.18
1651099.73
37&17
M-07
1.50
_]31,78
2.11
194
_
459473,85
1651069-93
327.47
32&97
1.50
331.13
216
195
459454.63
1:51044.85
326.73
32&24
1.30
M74
2.01
196
459430.53
1651014.15
326.16
.
_ _
327.88 _
1.5p
329.66
2.0G
197
45041163
1550991.62
325.60
32T.10
1.50
32922
212
196
459397.51
165W7A 22
324.&S
3Z&35
1.50
190
45q3;3.44
1850961,02
324.59
326.49
1.50
_
200
459tMOO
1651000.00
315-32
315.25
_ 0.07
376 134
1.52
318 84
2 00
201
469500.00
1650 4.0,40
314.96
314.88
0.10
31a 51
1.53
202
459500.00
1650929-99
314.92
314.82
OLIO
316-42
1.50
,
NO1E5
T. Points are proposed locations from Weaver Consultants Group
2. Points 112-119, 143-146, 161-162, and 179-199 hove been
moved to locations on the existing liner tie-in
J. Points 172, 175, and 176 have been moved to locations at
a low point within the tie-in of existing cells
4. COA and contractor located existing landfill tie-in areas and
noted differing elevations than the plan design and we verified
an As -Built survey to represent actual field elevations. Plan
design revisions were required to tie-in to the existing cells
5. Points 100-114. 125-128. 130-135, 149-152. 166-169,
198-199, and 201-202 are either on the edge of the liner
or 10' in9fd6:. of the edge of the liner. Points on the edge
have no Ca14o and the points that are 10' ktside average
about a toot of cover as they are on the slope of the bean
6. Points to the East of the intercell tie-in are certified
7 Contour Lines Depict Proposed rop of Cover Surface
T7nair
AW A% �
co'.r>,i sunlrew
� � F Yt7q lop v1 Oiry
r'"61 i Tip el C_
1,}A.ra' S4 4.0 1
tl' T I
ryh
9 I
Limits
Certi��tion
qry
a
>
w
GRAPHIC SCALE
CP 0 30 6P 120 7+0
( IN FEET )
1 inch = 60 fl
4(}k
4b
>
w
�
y
q
�33pIA •
N
L
b
V
'3'v3aa
ti
�7
`min
nr
+'SN4� 1'�4tr'ro
XSEAL
- LL-4358
..Tlllr1411011A34�
aj.,�5•
11-12�i0 z-3

APPENDIX A
LISTING OF MONITORING
AND INSTALLATION
PERSONNEL

Homero Telles
Geomembrane Experience Resume - 2022
Supervisor on the following job sites:
Material
Quantity
Project
Location
Date
40 mil LLDPE Smooth
183,268
Plant Scherer
Juliette - GA
Jan-22
Transnet 330-2-8 Geocomposite
183,268
Geomembrane Lined Channel
6,000
40 mil LLDPE
27,038
Sampson Toe Berm/ Slope Repairs
Roseboro - NC
Feb-22
12 mil GRC
37,500
60 mil HDPE
1,000
Third High ReservoirM1
Washington -D.C.
Mar-22
60 mil HDPE Textured
196,148
Meadow Branch Berm Extension
Feb-22
DS Geocomposite
191,988
30 mil HDPE Rain Cover
168,442
40 mil LLDPE Textured
1,399,575
New HanoverGFFR
Wilmington - NC
Mar-22
Geocomposite DS
1,399,575
S nthetex H drotex FP400
72,858
60 mil HDPE
1,000
Third High Reservoir M1
Washington D. C.
A r-22
GCL
400,507
Laurel Ridge Cell WC M2
Lily - KY
Apr-22
60 mil HDPE Textured
402,392
DS Geocomposite
400,507
Closure Turf
439,000
TA Paradise Metal Ponds Closure
Drakesboro - KY
Oct-22
Hydro Turf
47,685
20 mil Rain Cover
45,663
New Hanover Co 7 & 8A
Wilmington -NC
Sep-22
GT Wind Ballast
39,880
Temp Closure Vent Geocomposite
4,775
60 mil HDPE Textured
468,000
New Hanover Co 11 & 12A
WiIminbgton - NC
Dec-22
GCL
472,000
Secondary 60 mil HDPE
477,000
Geocomposite
477,000
Secondary GCL
472,500

Homero Telles
Geomembrane Experience Resume - 2021
SUPERVISOR on the following job sites:
Material
Quantity
Project
Location
Date
40 Mil LLDPE
1,656,000
New Hanover
Wilmington - NC
Mar-21
400-2-8 Geocomposite
1,617,330
40 Mil
673,000
Hamblen
Morristown - TN
Jul-21
Geocomposite
673,000
60 Mil HDPE
214,251
Meadow Branch
Athens - TN
Jul-21
Geocomposite
161,588
16oz
52,663
30 Mil Raincover
160,550
60 Mil HDPE
1,092
BGE Substation Arlington
'Baltimore - MD
Aug-21
10oz NW
1,092
GCL
172,100
Pittsylvania
Dry Fork - VA
Sep-21
60 Mil
172,100
Geocomposite
172,100
GCL
512,662
Fredrick County LF
'Winchester - VA
Oct-21
160 Mil
514,280
16oz
514,280
Geocomposite
57,406
Hallaton, Inc.-1206 Sparks Rd. —Sparks, MD 21152

Homero Telles
Geomembrane Experience Resume - 2020
SUPERVISOR on the following job sites:
Material
Quantity
Project
Location
Date
50 Mil HDPE Textured
1,639,440
New Hanover County Landfill
Wilmington -NC
Mar-20
GCL
1,639,440
Cell 9 -10A
Geocomposite
819,720
Rain Cover
330,260
,60 Mil HDPE Textured
258,075
Volunteer Landfill Cell8C
Oneida -TN
Jul-20
Geotexti le
244,642
Geocomposite
23,120
160 Mil HDPE Textured
368,412
Hopkins Co Landfill
White Plans - KY
Aug-20
GCL
368,412
Geocomposite
386,412
-60 Mil HDPE Textured
192,602
Anson Landfill Phase 3 Cell 2
Polkton - NC
Aug-20
Geocomposite
192,602
GCL
192,602
50 Mil HDPE Textured
396,164
Frey Farms Landfill Cap Closure
Conestoga - PA
Oct-20
Geotexti le
396,164
Geocomposite
22,000
60 Mil HDPE Textured
576,610
Lakeway Landfill Cell 5
Morristown -TN
Nov-20
Geotextile
553,300
GCL
144,670
Rain Cover
555,660
60 Mil HDPE Textured
690,750
Sampson County Cell 11
Roseboro - NC
Nov-20
60 Mil HDPE Smooth
220,000
Geocomposite
910,750
GCL
7,500
Rain Cover
600,000
60 Mil HDPE
253,975
Shenandoad Landfill
Edinburg -VA
Dec-20
Geocomposite
251,650
Rain Cover
31,333
Hallaton, Inc.-1206 Sparks Rd. —Sparks, MD 21152

Pablo Balderas
Geomembrane Experience Resume - 2022
QC on the following job sites:
Material
Quantity
Project
Location
Date
40 mil LLDPE Smooth
183,268
Plant Scherer
Juliette -GA
Jan-22
Transnet 330-2-8 Geocomposite
183,268
Geomembrane Lined Channel
6,000
40 mil LLDPE
27,038
Sampson Toe Berm/ Slope Repairs
Roseboro - NC
Feb-22
12 mil GRC
37,500
60 mil HDPE
1,000
Third High Reservoir M1
Washington -D.C.
Mar-22
60 mil HDPE Textured
196,148
Meadow Branch Berm Extension
Feb-22
DS Geocomposite
191,988
30 mil HDPE Rain Cover
168,442
40 mil LLDPE Textured
1,399,575
New Hanover GFFR
Wilmington -NC
Mar-22
Geocomposite DS
1,399,575
S nthetex H drotex FP4OO
72,858
60 mil HDPE
1,000
Third High ReservoirM1
Washington D. C.
A r-22
GCL
400,507
Laurel Ridge Cell WC M2
Lily - KY
Apr-22
60 mil HDPE Textured
402,392
DS Geocomposite
400,507
Closure Turf
439,000
TA Paradise Metal Ponds Closure
Drakesboro - KY
Oct-22
Hydro Turf
47.685
20 mil Rain Cover
45,663
New Hanover Co 7 & 8A
Wilmington -NC
Sep-22
GT Wind Ballast
39,880
Temp Closure Vent Geocomposite
4,775
60 mil HDPE Textured
468,000
New Hanover Co 11 & 12A
Wilminbgton -NC
Dec-22
GCL
472,000
Secondary 60 mil HDPE
477,000
Geocomposite
477,000
Secondary GCL
472,500

Pablo Balderas
Geomembrane Experience Resume - 2021
QC on the following job sites:
Material
Quantity
Project
Location
Date
40 Mil LLDPE
400-2-8 Geocomposite
1,656,000
1,617,330
New Hanover
Wilmington - NC
Mar-21
40 Mil
Geocomposite
673,000
673,000
(Hamblen
Morristown - TN
Jul-21
60 Mil HDPE
Geocomposite
16oz
30 Mil Raincover
214,251
161,588
52,663
160,550
Meadow Branch
Athens - TN
Jul-21
60 Mil HDPE
10oz NW
1,092
1,092
BGE Substation Arlington
Baltimore - MD
Aug-21
GCL
60 Mil
Geocomposite
172,100
172,100
172,100
Pittsylvania
Dry Fork - VA
Sep-21
GCL
130 Mil
16oz
Geocomposite
512,662
514,280
514,280
57,406
Fredrick County LF
Winchester - VA
Oct-21

Pablo Balderas
Geomembrane Experience Resume - 2020
QC on the following job sites:
Material
Quantity
Project
Location
Date
50 Mil HDPE Textured
1,639,440
New Hanover County Landfill
Wilmington -NC
Mar-20
GCL
1,639,440
Cell 9 -10A
Geocomposite
819,720
(Rain Cover
330.260
50 Mil HDPE Textured
258,075
'Volunteer Landfill Cell 8C
Oneida -TN
Jul-20
,Geotextile
244,642
,Geocomposite
23,120
60 Mil HDPE Textured
368,412
Hopldns Co Landfill
White Plains - KY
Aug-20
-GCL
368,412
Geocomposite
386,412
50 Mil HDPE Textured
192,602
.Anson Landfill Phase 3 Cell 2
IPolkton -NC
Aug-20
-Geocomposite
192,602
-GCL
192,602
50 Mil HDPE Textured
396,164
Frey Farms Landfill Cap Closure
Conestoga -PA
Oct-20
Geotextile
396,164
Geocomposite
22,000
160 Mil HDPE Textured
576,610
Lakeway Landfill Cell 5
(Morristown -TN
Nov-20
Geotextile
553,300
GCL
144,670
Rain Cover
555,660
60 Mil HDPE Textured
690,750
Sampson County Cell 11
Roseboro -NC
Nov-20
60 Mil HDPE Smooth
220,000
Geocomposite
910,750
GCL
7,500
Rain Cover
600,000
60 Mil HDPE
253,975
Shenandoad Landfill
Edinburg -VA
Dec-20
Geocomposite
251,650
Rain Cover
31,333
Hallaton, Inc.-1206 Sparks Rd. —Sparks, MD 21152

Juan Antonio Ramos
Geomembrane Experience Resume - 2022
Technician on the following job sites:
Material
Quantity
Project
Location
Date
40 mil LLDPE Smooth
183,268
Plant Scherer
Juliette - GA
Jan-22
Transnet 330-2-8 Geocomposite
183,268
Geomembrane Lined Channel
6,000
40 mil LOPE
27,038
Sampson Toe Berm/ Slope Repairs
Roseboro - NC
Feb-22
12 mil GRC
37,500
,60 mil HDPE
1,000
Third High Reservoir M1
Washington -D.C.
Mar-22
.60 mil HDPE Textured
196,148
Meadow Branch Berm Extension
Feb-22
DS Geocomposite
191,988
30 mil HDPE Rain Cover
168,442
40 mil LLDPE Textured
1,399,575
New Hanover GFFR
Wilmington -NC
Mar-22
Geocomposite DS
1,399,575
S nthetex H drotex FP400
72,858
60 mil HDPE
1,000
Third High ReservoirM1
Washington D. C.
Apr-22
GCL
400,507
Laurel Ridge Cell WC M2
Lily - KY
Apr-22
60 mil HDPE Textured
402,392
DS Geocomposite
400,507
Closure Turf
439,000
TA Paradise Metal Ponds Closure
Drakesboro - KY
Oct-22
Hydro Turf
47,685
20 mil Rain Cover
45,663
New Hanover Co 7 & 8A
Wilmington - NC
Sep-22
GT Wind Ballast
39,880
Temp Closure Vent Geocomposite
4,775
60 mil HDPE Textured
468,000
New Hanover Co 11 & 12A
Wilminbgton -NC
Dec-22
GCL
472,000
Secondary 60 mil HDPE
477,000
Geocomposite
477,000
Secondary GCL
472,500

Juan Antonio Ramos
Geomembrane Experience Resume - 2021
Technician on the following job sites:
Material
Quantity
Project
Location
Date
40 Mil LLDPE
400-2-8 Geocomposite
1,656,000
1,617,330
New Hanover
Wilmington - NC
Mar-21
40 Mil
Geocomposite
673,000
673,000
Hamblen
Morristown - TN
Jul-21
60 Mil HDPE
Geocomposite
16oz
30 Mil Raincover
214,251
161,588
52,663
160,550
Meadow Branch
Athens - TN
Jul-21
60 Mil HDPE
10oz NW
1,092
1,092
BGE Substation Arlington
Baltimore - MD
Aug-21
GCL
60 Mil
Geocomposite
172,100
172,100
172,100
Pittsylvania
Dry Fork - VA
Sep-21
GCL
60 Mil
16oz
Geocomposite
512,662
514,280
514,280
57,406
Fredrick County LF
Winchester - VA
Oct-21

Juan Antonio Ramos
Geomembrane Experience Resume - 2020
TECHNICIAN on the following job sites:
H
Material
Quantity
Project
Location
Date
60 mil HDPE Textured
323,388
National Server -All Landfill
Fort Wayne, IN
Jul-20
Geotextile
319,405
40 mil LLDPE Textured
135,000
Amos Plateau Pond
Winfield, WV
Jul-20
Geotextile
258,607
Fabric Form
19,718
60 mil HDPE Textured
263,814
623 Landfill Cell 9
Rockville, VA
Jul-20
Geotextile
245,414
60 mil HDPE Textured
192,602
Anson Landfill Ph 3 Cell 2
Polkton, NC
Aug-20
Geocomposite
192,602
GCL
192,602
60 mil HDPE Textured
434,700
Twin Chimney Landfill
Honea Path, SC
Oct-20
Geocomposite
436,305
Unit 4 Cell 2
GCL
471,975
(Rain Cover
442,800
45 mil LLDPE
798,835
Micron Pond Improvements
Manassas , VA
Oct-20
Geotextile
273,171
30 mil HDPE Textured
1,048,220
Wetzel County Landfill
New Martinsville, WV
Oct-20
60 mil HDPE Textured
45,000
Temp Cap & Piggyback Cell
Geocomposite
45,000
Anchor Down
1,048,220
50 mil HDPE Textured
576,610
Lakeway Landfill Cell 5
Morristown, TN
Nov-20
Geotextile
553,300
GCL
144,670
Rain Cover
555,660
160 mil HDPE Textured
1,466,000
Millersville Landfill Subcell 9.2
Severn, MD
Dec-20
Geocomposite
1,466,000
-GCL
2,440
Rain Cover
580,000
160 mil HDPE Textured
466,200
Ritchie Rubble Cell C Subcell 1
Upper Marlboro, MD
Dec-20
-Geocomposite
466,200
Geotextile
466,200
GCL
466,200
Hallaton, Inc.-1206 Sparks Rd. -Sparks, MD 21152

Josue Guerrero Geomembrane
Experience Resume - 2022
Technician on the following job sites:
Material
Quantity
Project
Location
Date
40 mil LOPE Smooth
183,268
Plant Scherer
Juliette - GA
Jan-22
Transnet 330-2-8 Geocomposite
183,268
Geomembrane Lined Channel
6,000
40 mil LLDPE
27,038
Sampson Toe Berm/ Slope Repairs
Roseboro -NC
Feb-22
12 mil GRC
37,500
60 mil HDPE
1,000
Third High Reservoir M1
Washington -D.C.
Mar-22
60 mil HDPE Textured
196,148
Meadow Branch Berm Extension
Feb-22
IDS Geocomposite
191,988
30 mil HDPE Rain Cover
168,442
40 mil LLDPE Textured
1,399,575
New Hanover GFFR
Wilmington -NC
Mar-22
Geocomposite IDS
1,399,575
S nthetex H drotex FP400
72,858
130 mil HDPE
1,000
Third High Reservoir M1
Washington D. C.
A r-22
GCL
400,507
Laurel Ridge Cell WC M2
Lily - KY
Apr-22
130 mil HDPE Textured
402,392
IDS Geocomposite
400,507
Closure Turf
439,000
TA Paradise Metal Ponds Closure
Drakesboro - KY
Oct-22
Hydro Turf
47,685
20 mil Rain Cover
45,663
New Hanover Co 7 & 8A
Wilmington - INC
Sep-22
GT Wind Ballast
39,880
'Temp Closure Vent Geocomposite
4,775
150 mil HDPE Textured
468,000
New Hanover Co 11 & 12A
WiIminbgton - NC
Dec-22
GCL
472,000
Secondary 60 mil HDPE
477,000
Geocomposite
477,000
Secondary GCL
472,500

Josue Guerrero
Geomembrane Experience Resume - 2021
Technician on the following job sites:.
Material
Quantity
Pro"ect
Location
Date
.40 Mil LLDPE
1,656,000
New Hanover
Wilmington - NC
Mar-21
400-2-8 Geocomposite
1,617,330
.40 Mil
673,000
Hamblen
Morristown - TN
Jul-21
Geocom osite
673,000
60 Mil HDPE
214,251
Meadow Branch
Athens - TN
Jul-21
Geocomposite
161,588
16oz
52,663
.30 Mil Raincover
160,550
160 Mil HDPE
1,092
BGE Substation Arlington
Baltimore - MD
Aug-21
10oz NW
1,092
GCL
172,100
Pittsylvania
Dry Fork - VA
Sep-21
160 Mil
172,100
Geocomposite
172,100
GCL
512,662
Fredrick County LF
Winchester - VA
Oct-21
160 Mil
514,280
16oz
514,280
•Geocomposite
57,406
Hallaton, Inc.-1206 Sparks Rd. —Sparks, MD 21152 y - J

Josue Guerrero
Geomembrane Experience Resume - 2020
Technician on the following job sites:
Material
Quantity
Project
Location
Date
60 Mil HDPE Textured
1,639,440
INew Hanover County Landfill
'Wilmington -NC
Ma720
GCL
1,639,440
Cell 9 -10A
Geocomposite
819,720
Rain Cover
330,260
60 Mil HDPE Textured
258,075
'Volunteer Landfill Cell 8C
Oneida -TN
Jul-20
Geotextile
244,642
GeocomDOSlte
23,120
,60 Mil HDPE Textured
368,412
IHopldns Co Landflil
White Ptahs- KY
Aug-20
GCL
368,412
Geocomposite
386,412
60 Mil HDPE Textured
192,602
,Anson Landfill Phase 3 Cell 2
Polkton -NC
Aug-20
Geocomposite
192,602
GCL
192,602
50 Mil HDPE Textured
396,164
Frey Farms Landfill Cap Closure
Conestoga - PA
Oct-20
Geotextile
396,164
Geocomposite
22,000
60 Mil HDPE Textured
576,610
Lakeway Landfill Cell 5
Morristown -TN
Nov-20
Geotextile
553,300
GCL
144,670
Rain Cover
555,660
60 Mil HDPE Textured
690,750
Sampson County Cell 11
Roseboro - NC
Nov-20
60 Mil HDPE Smooth
220,000
Geocomposite
910,750
GCL
7,500
Rain Cover
600,000
60 Mil HDPE
253,975
Shenandoad Landfill
Edinburg -VA
DeC-2,0
Geocomposite
251,650
Rain Cover
31,333
Hallaton, Inc.-1206 Sparks Rd. —Sparks, MD 21152

Oziel Cardenas
Geomembrane Experience Resume - 2022
TECHNICIAN on the following job sites:
Material
Quantity
Project
Location
Date
Rain Cover
320,310
Blue Ridge Rain Cover
Buena Vista, VA
Feb-23
Rain Cover
527,139
Frederick Co LF Berm & Rain Cover
Winchester, VA
Mar-23
Berm Flaps
1,382
50 mil LLDPE MlcroDrain
1,714,114
Winnebago Closure West
Rockford, IL
Apr-23
8 oz NW Geotextile
1,714,114
60 mil HDPE Geomembrane
1,025,328
Winnebago Cell E6
Rockford, IL
Aug-23
8 oz NW Geotextile
1,025,328
4 oz NW Geotextile
991,803
GCL - Surrip
3,423
60 mil HDPE Textured
413,765
Livestock Road LF
Rustburg, VA
Sep-23
16 oz NW Geotextile
411,437
12 mil Rain Cover
411,437
60 mil HDPE Textured
302,682
Roxana LF
Edwardsville, IL
Nov-23
4 oz NW Geotextile
280,462
Hallaton, Inc.-1206 Sparks Rd. —Sparks, MD 21152

Oziel Cardenas
Geomembrane Experience Resume - 2021
TECHNICIAN on the following job sites:
Material
Quantity
Project
Location
Date
HD - 60 IDS MicroSpike
521,820
Eastern Sanitary LF Phase XII
White Marsh - MD
Mar-21
Bentomat DN
521,820
16oz Geotextile
515,500
10oz Geotextile
458,100
330-2-8 Geocomposite
83,400
R12BV - DuraSkrim
565,275
GCL
135,934
Ritchie Rubble - Cell E2
Upper Marlboro
Mar-21
150 Mil HDPE
142,638
MD
330-2-8
130,552
10oz
138,118
30 Mil HDPE
16,565
Back River 1
Essex - MD
Mar-21
.40 Mil HDPE
39,542
Oakmont CC Pond
Oakmont - PA
Mar-21
HD - 60 IDS Textured White
1,466,000
'Millersville Raincover
Severn - MD
Apr-21
450-2-8 Geocomposite
1,466,000
BentoLiner - NWLL
10,688
R20WWK - DuraSskrim
580,000
30 Mil
435,600
Keystone Temporary Cap
iDumore - PA
Apr-21
Wind Ballast
435,600
50 Mil LLDPE MicroDrain
2,360,952
Mine 84
Bentleyville - PA
May-21
8oz
2,360,952
30 Mil PVC
254,470
Corsa Coal Schrock Run
Central City - PA
May-21
GCL
326,658
Honey Go
Perry Hall - MD
Jul-21
60 Mil
326,658
Geocomposite
326,658
Raincover
138,600
60 Mil HDPE
214,251
Meadow Branch
Athens - TN
Jul-21
Geocomposite
161,588
16oz
52,663
30 Mil Raincover
160.550
60 Mil HDPE
1,092
BGE Substation Arlington
Baltimore - MD
Aug-21
10oz NW
1,092
40 Mil HD
1,414,729
Pioneer Temp Cap
Birdsboro - PA
Aug-21
Ballast
1,414,729
Hallaton, Inc.-1206 Sparks Rd. -Sparks, MD 21152

Oziel Cardenas
Geomembrane Experience Resume - 2020
TECHNICIAN on the following job sites:
Material
Quantity
Project
Location
Date
130 Mil HOPE Textured
1,639,440
New Hanover County Landfill
Wilmington -NC
Mar-20
GCL
1,639,440
Cell 9 -10A
+Geocomposite
819,720
Rain Cover
330,260
150 Mil HDPE Textured
258,075
Volunteer Landfill Cell 8C
Oneida -TN
Jul-20
Geotextile
244,642
Geocomposite
23,120
130 Mil HDPE Textured
368,412
Hopkins Co Landfill
White Plains - KY
Aug-20
GCL
368,412
Geocomposite
386,412
50 Mil HOPE Textured
192,602
Anson Landfill Phase 3 Cell 2
Polkton - NC
Aug-20
Geocomposite
192,602
GCL
192,602
150 Mil HDPE Textured
396,164
Frey Farms Landfill Cap Closure
Conestoga - PA
Oct-20
Geotextile
396,164
Geocomposite
22,000
160 Mil HDPE Textured
576,610
ILakeway Landfill Cell 5
Morristown -TN
Nov-20
Geotexti le
553,300
GCL
144,670
Rain Cover
555,660
.60 Mil HOPE Textured
690,750
Sampson County Cell 11
IRoseboro - NC
Nov-20
60 Mil HOPE Smooth
220,000
Geocomposite
910,750
GCL
7,500
Rain Cover
600,000
60 Mil HDPE
253,975
Shenandoad Landfill
(Edinburg -VA
Dec-20
Geocomposite
251,650
Rain Cover
1 31,333
Hallaton, Inc.-1206 Sparks Rd. —Sparks, MD 21152

Rogelio Velazquez
Geomembrane Experience Resume - 2022
TECHNICIAN on the following job sites:
Material
Quantity
Project
Location
Date
40 mil LLDPE Smooth
183,268
Plant Scherer
Juliette -GA
Jan-22
Transnet 330-2-8 Geocomposite
183,268
Geomembrane Lined Channel
6,000
40 mil LLDPE
27,038
Sampson Toe BemV Slope Repairs
Roseboro - NC
Feb-22
12 mil GRC
37,500
60 mil HDPE
1,000
Third High Reservoir M1
Washington -D.C.
Mar-22
60 mil HDPE Textured
196,148
Meadow Branch Berm Extension
Feb-22
DS Geocomposite
191,988
30 mil HDPE Rain Cover
168,442
40 mil LLDPE Textured
1,399,575
New Hanover GFFR
Wilmington -NC
Mar-22
Geocomposite DS
1,399,575
S nthetex H drotex FP400
72,858
60 mil HDPE
1,000
Third High Reservoir M1
Washington D. C.
Apr-22
GCL
400,507
Laurel Ridge Cell WC M2
Lily - KY
Apr-22
60 mil HDPE Textured
402,392
DS Geocomposite
400,507
Closure Turf
439,000
TA Paradise Metal Ponds Closure
Drakesboro - KY
Oct-22
Hydro Turf
47,685
:20 mil Rain Cover
45,663
New Hanover Co 7 & 8A
Wilmington -NC
Sep-22
GT Wind Ballast
39,880
Temp Closure Vent Geocomposite
4,775
150 mil HDPE Textured
468,000
New Hanover Co 11 & 12A
Wilminbgton - NC
Dec-22
GCL
472,000
Secondary 60 mil HDPE
477,000
Geocomposite
477,000
Secondary GCL
472,500

Rogelio Velazquez
Geomembrane Experience Resume - 2021
TECHNICIAN on the following job sites:
I:I
Material
Quantity
Project
Location
Date
.40 Mil LLDPE
1,656,000
New Hanover
Wilmington - NC
Mar-21
.400-2-8 Geocomposite
1,617,330
40 Mil
673,000
Hamblen
Morristown - TN
Jul-21
Geocomposite
673,000
,60 Mil HDPE
214,251
Meadow Branch
.Athens - TN
Jul-21
Geocomposite
161,588
16oz
52,663
30 Mil Raincover
160,550
60 Mil HDPE
1,092
IBGE Substation Arlington
Baltimore - MD
Aug-21
10oz NW
1,092
GCL
172,100
IPittsylvania
Dry Fork - VA
Sep-21
60 Mil
172,100
Geocomposite
172,100
GCL
512,662
(Fredrick County LF
Winchester - VA
Oct-21
60 Mil
514,280
16oz
514,280
Geocomposite
57,406
Hallaton, Inc.-1206 Sparks Rd. --Sparks, MD 21152

Rogelio Velazquez
Geomembrane Experience Resume - 2020
TECHNICIAN on the following job sites:
FS
T
Material
Quantity
Project
Location
Date
60 Mil HDPE Textured
1,639,440
New Hanover County Landfill
'Wilmington -NC
Mar-20
GCL
1,639,440
Cell 9 -10A
Geocomposite
819,720
Rain Cover
330,260
60 Mil HDPE Textured
258,075
Volunteer Landfill Cell 8C
Oneida -TN
Jul-20
Geotextile
244,642
Geocomposite
23,120
60 Mil HDPE Textured
368,412
Hopkins Co Landfill
White Plains - KY
Aug-20
GCL
368,412
Geocomposite
386,412
60 Mil HDPE Textured
192,602
Anson Landfill Phase 3 Cell 2
Polkton - NC
Aug-20
Geocomposite
192,602
GCL
192,602
50 Mil HDPE Textured
396,164
Frey Farms Landfill Cap Closure
Conestoga - PA
Oct-20
Geotextile
396,164
Geocomposite
22,000
60 Mil HDPE Textured
576,610
Lakeway Landfill Cell 5
Morristown -TN
Nov-20
Geotextile
553,300
GCL
144,670
(Rain Cover
555,660
150 Mil HDPE Textured
690,750
Sampson County Cell 11
Roseboro - NC
Nov-20
60 Mil HDPE Smooth
220,000
Geocomposite
910,750
GCL
7,500
(Rain Cover
600,000
60 Mil HDPE
253,975
Shenandoad Landfill
(Edinburg -VA
Dec-20
Geocomposite
251,650
iRain Cover
31,333
Hallaton, Inc.-1206 Sparks Rd. -Sparks, MD 21152

Luis Mancilla
Geomembrane Experience Resume- 2022
Laborer on the following job sites:
Material
Quantity
Project
Location
Date
40 mil LLDPE Smooth
183,268
Plant Scherer
Juliette -GA
Jan-22
Transnet 330-2-8 Geocomposite
183,268
Geomembrane Lined Channel
6,000
40 mil LLDPE
27,038
Sampson Toe Berm/ Slope Repairs
Roseboro - NC
Feb-22
12 mil GRC
37,500
-60 mil HDPE
1,000
Third High Reservoir MI
Washington -D.C.
Mar-22
.60 mil HDPE Textured
196,148
Meadow Branch Berm Extension
Feb-22
DS Geocomposite
191,988
30 mil HDPE Rain Cover
168,442
40 mil LLDPE Textured
1,399,575
New HanoverGFFR
Wilmington -NC
Mar-22
Geocomposite DS
1,399,575
S nthetex H drotex FP400
72.858
60 mil HDPE
1,000
Third High Reservoir M1
Washington D. C.
A r-22
GCL
400,507
Laurel Ridge Cell WC M2
Lily -KY
Apr-22
60 mil HDPE Textured
402,392
DS Geocomposite
400,507
Closure Turf
439,000
TA Paradise Metal Ponds Closure
Drakesboro - KY
Oct-22
Hydro Turf
47,685
20 mil Rain Cover
45,663
New Hanover Co 7 & 8A
Wilmington -NC
Sep-22
GT Wind Ballast
39,880
Temp Closure Vent Geocomposite
4,775
60 mil HDPE Textured
468,000
New Hanover Co 11 & 12A
Wilminbgton - NC
Dec-22
GCL
472,000
Secondary 60 mil HDPE
477,000
Geocomposite
477,000
Secondary GCL
472,500

Luis Mancilla
Geomembrane Experience Resume - 2021
Laborer on the following job sites:
Material
Quantity
Project
Location
Date
GCL
326,658
IHoneyGo Cell 8
Perry Hall - MD
Jul-21
60 Mil
326,658
Geocomposite
326,658
Raincover
138,600
60 Mil HDPE
211,060
Corsa Coal Schrock Run
Berlin - PA
Jul-21
10oz
228,375
50 Mil LLDPE
598,000
idge Moor Closure
Wilmington - DE
Jul-21
10oz
590,625
40 Mil
673,000
Hamblen LF
Morristown - TN
Jul-21
Geocomposite
673,000
40 Mil HD
1,414,729
(Pioneer Temp Cap
Birdsboro - PA
Aug-21
Ballast
1,414,729
60 Mil HDPE
1,092
IBGE Substation Arlington
Baltimore - MD
Aug-21
10oz NW
1,092
GCL
31,000
Webster Co LF
Webster Springs -
Sep-21
Geocomposite
31,000
Wv
50 Mil LLDPE
31,000
10oz
31,000
60 Mil
150,300
EKPC Tank Liner
Winchester - KY
Oct-21
10oz
108,900
i80 Mil
910
BGE Substation Baynesville
Oct-21
10oz
910
(Liner
2,685
PEPCO Substation Norbeck
Rockville - MD
Oct-21
160 Mil HDPE
186,028
Laurel Ridge
(Lily - KY
Nov-21
Geocomposite
203,328
GCL
186,028
60 Mil
472,578
Conestoga
Morgantown - PA
Nov-21
Geocomposite
228,538
GCL
228,538
16oz
228,538
Hallaton, Inc.-1206 Sparks Rd. —Sparks, MD 21152

Luis Mancilla
Geomembrane Experience Resume - 2020
Laborer on the following job sites:
H
Material
Quantity
Project
Location
Date
Raincover
98,000
Cherokee County Landfill
Marble - NC
May-20
40 Mil HDPE Textured
160,997
Commonwealth Landfill Closure
Hegins - PA
(May-20
Geocomposite
160,997
ES4 HFA Axler Coletanche
26,135
Lower Handelong Reservior Coletanche
Bangor - PA
;May-20
60 Mil HDPE Textured
56,016
382 Rte 72 Install
Manahawkin - NJ
iMav-20
60 Mil HDPE Smooth
41,400
Ritchie Cell E Subcell 2
Upper Marlboro - MD
Jun-20
Geocomposite
46,690
Geotextile
171,000
GCL
37,200
60 Mil HDPE Textured
258,075
Volunteer Landfill Cell 8C
Oneida - TN
Jul-20
Geotextile
244,642
Geocomposite
23,120
60 Mil HDPE Textured
192,602
Anson Landfill
Polkton - NC
Aug-20
Geocomposite
192,602
GCL
192,602
60 Mil HDPE Textured
647,430
Conestoga Landfill
Morgantown - PA
Aug-20
Geocomposite
317,636
Geotextile
317,636
GCL
317,636
100 Mill HDPE Textured
1,433,130
Lycoming County Landfill -1929
Montgomery - PA
Sep-20
Geocomposite
1,429,990
Geotextile
1,621,800
GCL
699,750
60 Mil HDPE Textured
723,800
Vienna Junction Cell Phase 1 & 2
Erie - MI
Sep-20
Geocomposite
718,100
GCL
718,100
30 Mill HDPE Textured
1,048,220
'Wetzel County Landfill Temp Cap
New Martinsville - WV
Oct-20
60 Mil HDPE Textured
45,000
Geocomposite
45,000
Anchor Down
1,048,220
-50 Mil LLDPE Textured
396,164
'Frey Farms Landfill Cap Closure
Conestoga - PA
Oct-20
Geotextile
396,164
Geocomposite
22,000
80 Mil HDPE Textured
504,425
•Pioneer Crossing Cell C7
Birdsboro - PA
Oct-20
160 Mil HDPE Textured
504,425
Geocomposite
504,425
Geotextile
504,425
GCL
504,425
40 Mil PVC
111,573
Guildford Reservior
Baltimore - MD
Oct-20
50 Mil HDPE Textured
1,466,000
Millersville Landfill Subcell 9.2
Severn - MD
Dec-20
Geocomposite
1,466,000
GCL
2,440
IRaincover
580,000
50 Mil HDPE Textured
521,820
(Eastern Sanitary Landfill
White Marsh - MD
Dec-20
Geocomposite
83,400
Geotextile
973,600
GCL
521,820
(Rain Cover
565,275
Hallaton, Inc.-1206 Sparks Rd. -Sparks, MD 21152

Marcelo Lopez
Geomembrane Experience Resume- 2022
Laborer on the following job sites:
W
Material
Quantity
Project
Location
Date
40 mil LLDPE Smooth
183,268
Plant Scherer
Juliette -GA
Jan-22
Transnet 330-2-8 Geocomposite
183,268
Geomembrane Lined Channel
6,000
40 mil LLDPE
27,038
Sampson Toe Berm/ Slope Repairs
Roseboro - NC
Feb-22
12 mil GRC
37,500
60 mil HDPE
1,000
Third High Reservoir M1
Washington -D.C.
Mar-22
60 mil HDPE Textured
196,148
Meadow Branch Berm Extension
Feb-22
DS Geocomposite
191,988
30 mil HDPE Rain Cover
168,442
40 mil LLDPE Textured
1,399,575
New Hanover GFFR
Wilmington - NC
Mar-22
Geocomposite DS
1,399,575
S nthetex H drotex FP4O0
72,858
60 mil HDPE
1,000
Third High ReservoirM1
Washington D. C.
Apr-22
GCL
400,507
Laurel Ridge Cell WC M2
Lily - KY
Apr-22
60 mil HDPE Textured
402,392
DS Geocomposite
400,507
Closure Turf
439,000
TA Paradise Metal Ponds Closure
Drakesboro - KY
Oct-22
Hydro Turf
47,685
20 mil Rain Cover
45,663
New Hanover Co 7 & 8A
Wilmington -NC
Sep-22
GT Wind Ballast
39,880
Temp Closure Vent Geocomposite
4,775
60 mil HDPE Textured
468,000
New Hanover Co 11 & 12A
WiIminbgton - NC
Dec-22
GCL
472,000
Secondary 60 mil HDPE
477,000
Geocomposite
477,000
Secondary GCL
472,500

Marcelo Lopez
Geomembrane Experience Resume - 2021
Laborer on the following job sites:
H
Material
Quantity
Project
Location
Date
GCL
326,658
HoneyGo Cell 8
Perry Hall - MD
Jul-21
60 Mil
326,658
Geocomposite
326,658
Raincover
138,600
60 Mil HDPE
211,060
Corsa Coal Schrock Run
Berlin - PA
Jul-21
100z
228,375
50 Mil LOPE
598,000
Edge Moor Closure
Wilmington - DE
Jul-21
100z
590,625
40 Mil
673,000
Hamblen LF
Morristown - TN
Jul-21
Geocomposite
673,000
40 Mil HD
1,414,729
(Pioneer Temp Cap
Birdsboro - PA
Aug-21
Ballast
1,414,729
60 Mil HDPE
1,092
IBGE Substation Arlington
Baltimore - MD
Aug-21
10oz NW
1,092
GCL
31,000
Webster Co LF
Webster Springs -
Sep-21
Geocomposite
31,000
WV
50 Mil LLDPE
31,000
100z
31,000
60 Mil
150,300
EKPC Tank Liner
Winchester - KY
Oct-21
100z
108,900
60 Mil
910
IBGE Substation Baynesville
Oct-21
10oz
910
(Liner
2,685
IPEPCO Substation Norbeck
Rockville - MD
Oct-21
60 Mil HDPE
186,028
Laurel Ridge
Lily - KY
Nov-21
Geocomposite
203,328
GCL
186,028
60 Mil
472,578
Conestoga
(Morgantown - PA
Nov-21
Geocomposite
228,538
GCL
228,538
16oz
228,538
Hallaton, Inc.-1206 Sparks Rd. —Sparks, MD 21152

Marcelo Lopez
Geomembrane Experience Resume - 2020
Laborer on the following job sites:
Material
Quantity
Project
Location
Date
Raincover
98,000
Cherokee County Landfill
Marble - NC
May-20
40 Mil HDPE Textured
160,997
Commonwealth Landfill Closure
Hegins - PA
May-20
Geocomposite
160,997
ES4 HFA Axler Coletanche
26,135
(Lower Handelong Reservior Coletanche
Bangor- PA
May-20
60 Mil HDPE Textured
56,016
:382 Rte 72 Install
Manahawkin - NJ
May-20
60 Mil HDPE Smooth
41,400
(Ritchie Cell E Subcell 2
Upper Marlboro - MD
Jun-20
-Geocomposite
46,690
Geotextile
171,000
GCL
37,200
60 Mil HDPE Textured
258,075
'Volunteer Landfill Cell 8C
Oneida - TN
Jul-20
Geotextile
244,642
Geocomposite
23,120
160 Mil HDPE Textured
192,602
Anson Landfill
Polkton - NC
Aug-20
Geocomposite
192,602
GCL
192,602
60 Mil HDPE Textured
647,430
Conestoga Landfill
Morgantown - PA
Aug-20
Geocomposite
317,636
Geotextile
317,636
GCL
317,636
100 Mill HDPE Textured
1,433,130
ILycoming County Landfill -1929
Montgomery - PA
Sep-20
Geocomposite
1,429,990
Geotextile
1,621,800
GCL
699,750
60 Mil HDPE Textured
723,800
Vienna Junction Cell Phase 1 & 2
Erie - MI
Sep-20
Geocomposite
718,100
GCL
718,100
30 Mill HDPE Textured
1,048,220
Wetzel County Landfill Temp Cap
New Martinsville - WV
Oct-20
60 Mil HDPE Textured
45,000
Geocomposite
45,000
Anchor Down
1,048,220
50 Mil LLDPE Textured
396,164
Frey Farms Landfill Cap Closure
Conestoga - PA
Oct-20
Geotextile
396,164
Geocomposite
22,000
80 Mil HDPE Textured
504,425
Pioneer Crossing Cell C7
Birdsboro - PA
Oct-20
60 Mil HDPE Textured
504,425
Geocomposite
504,425
Geotextile
504,425
GCL
504,425
40 Mil PVC
111,573
Guildford Reservior
Baltimore - MD
Oct-20
60 Mil HDPE Textured
1,466,000
Millersville Landfill Subcell 9.2
Severn - MD
Dec-20
Geocomposite
1,466,000
GCL
2,440
Raincover
580,000
60 Mil HDPE Textured
521,820
Eastern Sanitary Landfill
White Marsh - MD
(Dec-20
Geocomposite
83,400
Geotextile
973,600
GCL
521,820
Rain Cover
565,275
Hallaton, Inc.-1206 Sparks Rd. -Sparks, MD 21152

Gabino Rangel
Geomembrane Experience Resume - 2022
Laborer on the following job sites:
Material
Quantity
Project
Location
Date
.40 mil LLDPE Smooth
183,268
Plant Scherer
Juliette -GA
Jan-22
Transnet 330-2-8 Geocomposite
183,268
Geomembrane Lined Channel
6,000
40 mil LLDPE
27,038
Sampson Toe Berm/ Slope Repairs
Roseboro - NC
Feb-22
12 mil GRC
37,500
60 mil HDPE
1,000
Third High ReservoirM1
Washington -D.C.
Mar-22
60 mil HDPE Textured
196,148
Meadow Branch Berm Extension
Feb-22
DS Geocomposite
191,988
30 mil HDPE Rain Cover
168,442
40 mil LLDPE Textured
1,399,575
New HanoverGFFR
Wilmington - NC
Mar-22
Geocomposite IDS
1,399,575
S nthetex H drotex FP400
72,858
60 mil HDPE
1,000
Third High ReservoirM1
Washington D. C.
A r-22
GCL
400,507
Laurel Ridge Cell WC M2
Lily - KY
Apr-22
60 mil HDPE Textured
402,392
IDS Geocomposite
400,507
Closure Turf
439,000
TA Paradise Metal Ponds Closure
Drakesboro - KY
Oct-22
Hydro Turf
47,685
20 mil Rain Cover
45,663
New Hanover Co 7 & 8A
Wilmington -NC
Sep-22
GT Wind Ballast
39,880
Temp Closure Vent Geocomposite
4,775
60 mil HDPE Textured
468,000
New Hanover Co 11 & 12A
Wilminbgton -NC
Dec-22
GCL
472,000
Secondary 60 mil HDPE
477,000
Geocomposite
477,000
Secondary GCL
472,500

Gabino Rangel
Geomembrane Experience Resume - 2021
LABOROR on the following job sites:
Material
Quantity
Project
Location
Date
GCL
326,658
HoneyGo Cell 8
'Perry Hall - MD
Jul-21
60 Mil
326,658
Geocomposite
326,658
Raincover
138,600
160 Mil HDPE
211,060
Corsa Coal Schrock Run
Berlin - PA
Jul-21
10oz
228,375
50 Mil LOPE
598,000
Edge Moor Closure
Wilmington - DE
Jul-21
10oz
590,625
40 Mil HD
1,414,729
Pioneer Temp Cap
Birdsboro - PA
Aug-21
Ballast
1,414,729
60 Mil HDPE
1,092
BGE Substation Arlington
Baltimore - MD
Aug-21
10oz NW
1,092
GCL
31,000
Webster Co LF
Webster Springs -
Sep-21
Geocomposite
31,000
WV
50 Mil LLDPE
31,000
10oz
31.000
60 Mil
150,300
EKPC Tank Liner
Winchester - KY
Oct-21
10oz
108,900
60 Mil
910
BGE Substation Baynesville
Oct-21
10oz
910
Liner
2,685
PEPCO Substation Norbeck
Rockville - MD
Oct-21
40 Mil
673,000
Hamblen LF
Morristown - TN
Jul-21
Geocomposite
673,000
60 Mil HDPE
186,028
Laurel Ridge
Lily - KY
Nov-21
Geocomposite
203,328
GCL
186,028
60 Mil
472,578
Conestoga
Morgantown - PA
Nov-21
Geocomposite
228,538
GCL
228,538
16oz
228,538
Hallaton, Inca-1206 Sparks Rd. —Sparks, MD 21152

Gabino Rangel
Geomembrane Experience Resume - 2020
LABORER on the following job sites:
[no-]
Material
Quantity
Project
Location
Date
60 Mil HDPE Textured
1,639,440
New Hanover County Landfill
Wilmington -NC
Ma720
GCL
1,639,440
Cell 9 -10A
Geocomposite
819,720
Rain Cover
330,260
60 Mil HDPETextured
258,075
'Volunteer Landfill Cell 8C
Oneida -TN
Jul-20
Geotextile
244,642
Geocomoosite
23,120
60 Mil HDPE Textured
368,412
Hopkins Co Landfill
White Plans - KY
Aug-20
GCL
368,412
Geocomposite
386,412
60 Mil HDPE Textured
192,602
.Anson Landfill Phase 3 Cell 2
Polkton - NC
Aug-20
Geocomposite
192,602
GCL
192,602
50 Mil HDPE Textured
396,164
Frey Farms Landfill Cap Closure
Conestoga -PA
Oct-20
Geotextile
396,164
Geocomposite
22,000
60 Mil HDPE Textured
576,610
Lakeway Landfill Cell 5
Mom stown -TN
Nov-20
Geotextile
553,300
GCL
144,670
Rain Cover
555,660
60 Mil HDPE Textured
690,750
Sampson County Cell 11
Roseboro - NC
Nov-20
60 Mil HDPE Smooth
220,000
Geocomposite
910,750
GCL
7,500
Rain Cover
600,000
60 Mil HDPE
253,975
Shenandoad Landfill
Edinburg -VA
Dec-20
Geocomposite
251,650
Rain Cover
31,333
Hallaton, Inc.-1206 Sparks Rd. —Sparks, MD 21152

Roge[io Ibarra
Geomembrane Experience Resume - 2022
Laborer on the following job sites:
Material
Quantity
Project
Location
Date
,40 mil LOPE Smooth
183,268
Plant Scherer
Juliette -GA
Jan-22
Transnet 330-2-8 Geocomposite
183,268
Geomembrane Lined Channel
6,000
40 mi I LLDPE
27,038
Sampson Toe Berm] Slope Repairs
Roseboro - NC
Feb-22
12 mil GRC
37,500
60 mil HDPE
1,000
Third High Reservoir M1
Washington -D.C.
Mar-22
150 mil HDPE Textured
196,148
Meadow Branch Berm Extension
Feb-22
IDS Geocomposite
191,988
:30 mil HDPE Rain Cover
168,442
40 mil LLDPE Textured
1,399,575
New Hanover GFFR
Wilmington -NC
Mar-22
Geocomposite DS
1,399,575
S nthetex H drotex FP400
72,858
160 mil HDPE
1,000
Third High ReservoirM1
Washington D. C.
A r-22
GCL
400,507
Laurel Ridge Cell WC M2
Lily - KY
Apr-22
60 mil HDPE Textured
402,392
DS Geocomposite
400,507
Closure Turf
439,000
TA Paradise Metal Ponds Closure
Drakesboro - KY
Oct-22
H dro Turf
47,685
.20 mil Rain Cover
45,663
New Hanover Co 7 & 8A
Wilmington - NC
Sep-22
GT Wind Ballast
39,880
Temp Closure Vent Geocomposite
4,775
60 mil HDPE Textured
468,000
New Hanover Co 11 & 12A
WiIminbgton - NC
Dec-22
GCL
472,000
Secondary 60 mil HDPE
477,000
Geocomposite
477,000
Secondary GCL
472,500

Rogelio Ibarra
Geomembrane Experience Resume - 2021
Laborer on the following job sites:
7
L
Material
Quantity
Project
Location
Date
GCL
326,658
HoneyGo Cell 8
Perry Hall - MD
Jul-21
60 Mil
326,658
Geocomposite
326,658
Raincover
138,600
60 Mil HDPE
211,060
Corsa Coal Schrock Run
Berlin - PA
Jul-21
10oz
228,375
50 Mil LOPE
598,000
Edge Moor Closure
Wilmington - DE
Jul-21
10oz
590,625
40 Mil
673,000
Hamblen LF
Morristown - TN
Jul-21
Geocomposite
673,000
40 Mil HD
1,414,729
Pioneer Temp Cap
Birdsboro - PA
Aug-21
Ballast
1,414,729
60 Mil HDPE
1,092
BGE Substation Arlington
Baltimore - MD
Aug-21
10oz NW
1,092
GCL
31,000
Webster Co LF
Webster Springs -
Sep-21
Geocomposite
31,000
Wv
50 Mil LOPE
31,000
10oz
31,000
60 Mil
150,300
IEKPC Tank Liner
Winchester - KY
Oct-21
10oz
108,900
130 Mil
910
IBGE Substation Baynesville
Oct-21
10oz
910
(Liner
2,685
IPEPCO Substation Norbeck
(Rockville - MD
Oct-21
60 Mil HDPE
186,028
'Laurel Ridge
(Lily - KY
Nov-21
Geocomposite
203,328
GCL
186,028
160 Mil
472,578
Conestoga
Morgantown - PA
Nov-21
Geocomposite
228,538
GCL
228,538
16oz
228,538
Hallaton, Inc.-1206 Sparks Rd. —Sparks, MD 21152

Rogeiio ibarra
Geomembrane Experience Resume - 2020
Laborer on the following job sites:
Material
Quantity
Project
Location
Date
Raincover
98,000
Cherokee County Landfill
(Marble - NC
May-20
40 Mil HDPE Textured
160,997
Commonwealth Landfill Closure
IHegins - PA
May-20
Geocomposite
160,997
ES4 HFA Axler Coletanche
26,135
Lower Handelong Reservior Coletanche
(Bangor - PA
May-20
,60 Mil HDPE Textured
56,016
382 Rte 72 Install
IManahawkin - NJ
May-20
160 Mil HDPE Smooth
41,400
Ritchie Cell E Subcell 2
iUpper Marlboro - MD
Jun-20
-Geocomposite
46,690
,Geotextile
171,000
GCL
37,200
160 Mil HDPE Textured
258,075
Volunteer Landfill Cell 8C
Oneida - TN
Jul-20
Geotextile
244,642
Geocomposite
23,120
60 Mil HDPE Textured
192,602
Anson Landfill
Polkton - NC
Aug-20
Geocomposite
192,602
GCL
192,602
60 Mil HDPE Textured
647,430
Conestoga Landfill
Morgantown - PA
Aug-20
Geocomposite
317,636
Geotextile
317,636
GCL
317,636
100 Mill HDPE Textured
1,433,130
ILycoming County Landfill -1929
Montgomery - PA
Sep-20
Geocomposite
1,429,990
Geotextile
1,621,800
GCL
699,750
60 Mil HDPE Textured
723,800
'Vienna Junction Cell Phase 1 & 2
Erie - MI
Sep-20
Geocomposite
718,100
GCL
718,100
30 Mill HDPE Textured
1,048,220
'Wetzel County Landfill Temp Cap
New Martinsville - WV
Oct-20
60 Mil HDPE Textured
45,000
Geocomposite
45,000
Anchor Down
1,048,220
50 Mil LLDPE Textured
396,164
iFrey Farms Landfill Cap Closure
Conestoga - PA
Oct-20
Geotextile
396,164
Geocomposite
22,000
80 Mil HDPE Textured
504,425
'Pioneer Crossing Cell C7
Birdsboro - PA
Oct-20
60 Mil HDPE Textured
504,425
Geocomposite
504,425
Geotextile
504,425
GCL
504,425
40 Mil PVC
111,573
Guildford Reservior
Baltimore - MD
Oct-20
60 Mil HDPE Textured
1,466,000
Millersville Landfill Subcell 9.2
Severn - MD
Dec-20
Geocomposite
1,466,000
GCL
2,440
Raincover
580,000
60 Mil HDPE Textured
521,820
Eastern Sanitary Landfill
White Marsh - MD
Dec-20
Geocomposite
83,400
Geotextile
973,600
GCL
521,820
Rain Cover
565,275
Hallaton, Inc.-1206 Sparks Rd. -Sparks, MD 21152

Jose Braulio Lopez
Geomembrane Experience Resume -2022
Laborer on the following job sites:
H
Material
Quantity
Project
Location
Date
40 mil LLDPE Smooth
183,268
Plant Scherer
Juliette - GA
Jan-22
Transnet 330-2-8 Geocomposite
183,268
Geomembrane Lined Channel
6,000
40 mil LLDPE
27,038
Sampson Toe Berm/ Slope Repairs
Roseboro -NC
Feb-22
12 mil GRC
37,500
60 mil HDPE
1,000
Third High Reservoir M1
Washington -D.C.
Mar-22
60 mil HDPE Textured
196,148
Meadow Branch Ben Extension
Feb-22
DS Geocomposite
191,988
30 mil HDPE Rain Cover
168,442
40 mil LLDPE Textured
1,399,575
New HanoverGFFR
Wilmington -NC
Mar-22
Geocomposite DS
1,399,575
S nthetex H drotex FP400
72,858
60 mil HDPE
1,000
Third High ReservoirM1
Washington D. C.
A r-22
GCL
400,507
Laurel Ridge Cell WC M2
Lily - KY
Apr-22
60 mil HDPE Textured
402,392
DS Geocomposite
400,507
Closure Turf
439,000
TA Paradise Metal Ponds Closure
Drakesboro - KY
Oct-22
Hydro Turf
47,685
20 mil Rain Cover
45,663
New Hanover Co 7 & 8A
Wilmington -NC
Sep-22
GT Wind Ballast
39,880
Temp Closure Vent Geocomposite
4,775
60 mil HDPE Textured
468,000
New Hanover Co 11 & 12A
WiIminbgton - NC
Dec-22
GCL
472,000
Secondary 60 mil HDPE
477,000
Geocomposite
477,000
Secondary GCL
472,500

Jose Braulio Lopez
Geomembrane Experience Resume - 2021
Laborer on the following job sites:
Material
Quantity
Project
Location
Date
GCL
326,658
HoneyGo Cell 8
Perry Hall - MD
Jul-21
60 Mil
326,658
Geocomposite
326,658
Raincover
138,600
60 Mil HDPE
211,060
Corsa Coal Schrock Run
Berlin - PA
Jul-21
100z
228,375
50 Mil LLDPE
598,000
(Edge Moor Closure
Wilmington - DE
Jul-21
100z
590,625
40 Mil
673,000
(Hamblen LF
Morristown - TN
Jul-21
Geocomposite
673,000
40 Mil HD
1,414,729
(Pioneer Temp Cap
Birdsboro - PA
Aug-21
Ballast
1,414,729
60 Mil HDPE
1,092
IBGE Substation Arlington
Baltimore - MD
Aug-21
10oz NW
1,092
GCL
31,000
'Webster Co LF
Webster Springs -
Sep-21
Geocomposite
31,000
Wv
50 Mil LLDPE
31,000
100z
31,000
60 Mil
150,300
EKPC Tank Liner
Winchester - KY
Oct-21
100z
108,900
60 Mil
910
BGE Substation Baynesville
Oct-21
100z
910
Liner
2,685
PEPCO Substation Norbeck
Rockville - MD
Oct-21
60 Mil HDPE
186,028
Laurel Ridge
(Lily - KY
Nov-21
Geocomposite
203,328
GCL
186,028
60 Mil
472,578
Conestoga
(Morgantown - PA
Nov-21
Geocomposite
228,538
GCL
228,538
16oz
228,538
Hallaton, Inc.-1206 Sparks Rd. —Sparks, MD 21152

Jose Braulio Lopez
Geomembrane Experience Resume - 2020
Laborer on the following job sites:
Material
Quantity
Project
Location
Date
Raincover
98,000
Cherokee County Landfill
Marble - NC
May-20
40 Mil HDPE Textured
160,997
Commonwealth Landfill Closure
Hegins - PA
May-20
Geocomposite
160,997
ES4 HFA Axler Coletanche
26,135
Lower Handelong Reservior Coletanche
Bangor - PA
May-20
60 Mil HDPE Textured
56,016
382 Rte 72 Install
Manahawkin - NJ
May-20
60 Mil HDPE Smooth
41,400
Ritchie Cell E Subcell 2
Upper Marlboro - MD
Jun-20
Geocomposite
46,690
Geotextile
171,000
GCL
37,200
60 Mil HDPE Textured
258,075
Volunteer Landfill Cell 8C
Oneida - TN
Jul-20
Geotextile
244,642
Geocomposite
23,120
60 Mil HDPE Textured
192,602
.Anson Landfill
IPolkton - NC
Aug-20
Geocomposite
192,602
GCL
192,602
130 Mil HDPE Textured
647,430
Conestoga Landfill
'Morgantown - PA
Aug-20
Geocomposite
317,636
Geotextile
317,636
GCL
317,636
100 Mill HDPE Textured
1,433,130
Lycoming County Landfill -1929
Montgomery - PA
'Sep-20
Geocomposite
1,429,990
Geotextile
1,621,800
GCL
699,750
160 Mil HDPE Textured
723,800
Vienna Junction Cell Phase 1 & 2
Erie - MI
Sep-20
Geocomposite
718,100
GCL
718,100
30 Mill HDPE Textured
1,048,220
Wetzel County Landfill Temp Cap
New Martinsville - WV
-Oct-20
160 Mil HDPE Textured
45,000
-Geocomposite
45,000
Anchor Down
1,048,220
50 Mil LLDPE Textured
396,164
(Frey Farms Landfill Cap Closure
Conestoga PA
Oct 20
-Geotextile
396,164
Geocomposite
22,000
,80 Mil HDPE Textured
504,425
iPioneer Crossing Cell C7
Birdsboro - PA
Oct-20
160 Mil HDPE Textured
504,425
Geocomposite
504,425
Geotextile
504,425
GCL
504,425
40 Mil PVC
111,573
Guildford Reservior
Baltimore - MD
Oct-20
,60 Mil HDPE Textured
1,466,000
(Millersville Landfill Subcell 9.2
Severn - MD
Dec-20
Geocomposite
1,466,000
GCL
2,440
Raincover
580,000
60 Mil HDPE Textured
521,820
(Eastern Sanitary Landfill
White Marsh - MD
Dec-20
Geocomposite
83,400
Geotextile
973,600
GCL
521,820
Rain Cover
565,275
Hallaton, Inca-1206 Sparks Rd. -Sparks, MD 21152

APPENDIX B
SOILS LABORATORY
TESTING RESULTS

APPENDIX B
Section 1
STRUCTURAL FILL

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lf(LCOASIS
CQvI
SMVCES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/03/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
1
06/28/23
Sf-01
A
ML
17.6
108.3
17.1
122.5
104.6
97
95 / 99
2
06/28/23
SF-02
A
MH
15.4
108.3
21.2
126.9
104.7
97
95 / 99
3
06/28/23
Sf-01
A
ML
17.6
108.3
22.7
131.4
107.1
99
95 / 99
4
06/28/23
SF-02
A
MH
15.4
108.3
16.9
125.4
107.3
99
95 / 99
5
06/28/23
Sf-01
A
ML
17.6
108.3
19.2
126.6
106.2
98
95 / 99
6
06/28/23
Sf-01
A
ML
17.6
108.3
22.1
131.4
107.6
99
95 / 99
7
06/29/23
CL-01
B
ML
14.7
113.2
12.9
121.0
107.2
95
95 / 99
8
06/29/23
Sf-01
A
ML
17.6
108.3
14.9
123.1
107.1
99
95 / 99
1 DP/MP
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
1
Structural Fill: G1
-8.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
2
Structural Fill: F1
-3.0
KN-3
1.310
3.870
3.850
4.990
0.0338
Kingsley
Nwaogwugwu
3
Structural Fill: E1
-2.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
4
Structural Fill: D1
-3.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
5
Structural Fill: C1
-2.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
6
Structural Fill: B2
-8.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
7
Structural Fill: C2
-8.0
KN-3
1.310
3.870
3.850
4.990
0.0338
Kingsley
Nwaogwugwu
8
Structural Fill: D2
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
DP/MP: Density Pass / Moisture Pass
Test # Related Test # Test Type
Copyright Oasis Consulting Services 2023 Page 1 of 36

OASIS
:1 CONSVLIING
S SFFVICES
J
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/03/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
9
06/29/23
SF-02
A
MH
15.4
108.3
16.1
120.1
103.5
96
95 / 99
10
06/29/23
Sf-01
A
ML
17.6
108.3
17.0
123.4
105.4
97
95 / 99
11
06/29/23
CL-01
B
ML
14.7
113.2
15.3
126.6
109.8
97
95 / 99
12
06/29/23
CL-02
B
ML
21.0
100.8
22.3
121.0
98.9
98
95 / 99
13
06/29/23
Sf-01
A
ML
17.6
108.3
21.4
126.6
104.3
96
95 / 99
14
06/29/23
Sf-01
A
ML
17.6
108.3
20.0
126.6
105.5
97
95 / 99
15
06/30/23
SF-02
A
MH 1
15.4
108.3
21.9
129.0
105.9
98
95 / 99
16
06/30/23
SF-02
A
MH
15.4
108.3
19.6
123.1
102.9
95
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
9
Structural Fill: E2
-3.0
KN-3
1.310
3.870
3.850
4.990
0.0338
Kingsley
Nwaogwugwu
10
Structural Fill: F2
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaoawuawu
11
Structural Fill: G2
-10.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
12
Structural Fill: H2
-4.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
13
Structural Fill: H3
-4.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
14
Structural Fill: G3
-10.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
15
Structural Fill: F3
-6.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwao wu wu
16
Structural Fill: E3
3.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # I Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 2 of 36

`r OASIS
COKULING
sea+r�cEs
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/03/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Maximum
Optimum
Dry
Density
Moisture
In Place
In Place Wet
In Place
Retest
Test
Soil
N
(pcf)
Moisture
Density
Dry Density
Percent
Min/Max Comp.
Test #
Of
Date
Proctor ID
Method
Class.
(%)
(pcf)
(pcf)
Compaction
N
Remark
17
06/30/23
SF-02
A
MH
15.4
108.3
18.7
122.5
103.2
95
95 / 99
18
06/30/23
CL-01
B
ML
14.7
113.2
14.8
125.1
109.0
96
95 / 99
19
06/30/23
CL-01
B
ML
14.7
113.2
16.0
127.5
109.9
97
95 / 99
20
06/30/23
SF-02
A
MH
15.4
108.3
18.2
125.1
105.9
98
95 / 99
Test
Information
Drive
Weight
of
Top
Bottom
Cylinder
Volume of
Test #
Test Location
Elevation
Reference
Cylinder ID
Cylinder
(lb)
Diameter (in)
Diameter (in)
Height(in)
Cylinder (c
Field Technician
17
Structural Fill: D3
-3.0
KN-3
1.310
3.870
3.850
4.990
0.0338
Kingsley
Nwaogwugwu
18
Structural Fill: A3
-6.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
19
Structural Fill: A4
-7.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
20
Structural Fill: B4
7.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
1
1
Nwaogwugwu
Remarks
Comments
Related Tests
Test # Related Test # Test Type
Copyright Oasis Consulting Services 2023 Page 3 of 36

OASIS
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/06/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
N
In Place Wet
Density
(Pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
21
07/03/23
SF-02
A
MH
15.4
108.3
16.2
120.7
103.9
96
95 / 99
DP/MP
22
07/03/23
Sf-01
A
ML
17.6
108.3
13.8
117.5
103.2
95
95 / 99
23
07/03/23
SF-02
A
MH
15.4
108.3
14.9
121.0
105.3
97
95 / 99
24
07/03/23
Sf-01
A
ML
17.6
108.3
15.0
119.8
104.2
96
95 / 99
25
07/03/23
SF-02
A
MH
15.4
108.3
17.3
121.9
103.9
96
95 / 99
26
07/03/23
SF-02
A
MH
15.4
108.3
14.0
119.5
104.8
97
95 / 99
27
07/03/23
SF-02
A
MH
15.4
108.3
16.1
124.3
107.0
99
95 / 99
28
07/05/23
Sf-01
A
ML
17.6
108.3
13.8
122.5
107.6
99
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
21
Structural Fill: C4
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
22
Structural Fill: D4
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
23
Structural Fill: F4
-8.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
24
Structural Fill: E4
-4.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
25
Structural Fill: G4
-9.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
26
Structural Fill: H4
-4.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
27
Structural Fill: B5
-6.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
28
Structural Fill: C5
6.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwao wu wu
Remarks
Comments
Related Tests
DPIMP: Density Pass / Moisture Pass
Test # Related Test # Test Type
Copyright Oasis Consulting Services 2023 Page 4 of 36

(%LR!IsnLLU
SEkVlC4�
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/06/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
(%)
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(Pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
M
Remark
29
07/05/23
Sf-01
A
ML
17.6
108.3
14.6
121.6
106.1
98
95 / 99
30
07/05/23
Sf-01
A
ML
17.6
108.3
13.8
120.4
105.8
98
95 / 99
31
07/05/23
SF-02
A
MH
15.4
108.3
15.9
123.1
106.2
98
95 / 99
32
07/05/23
SF-02
A
MH
15.4
108.3
16.6
124.9
107.1
99
95 / 99
33
07/05/23
SF-02
A
MH
15.4
108.3
14.7
120.1
104.7
97
95 / 99
34
07/05/23
SF-02
A
MH
15.4
1 108.3
J 17.2
120.4 1
102.7
L
95
95199
35
07/05/23
Sf-01
A
ML
17.6
108.3
17.2
125.1
106.8
99
95 / 99
36
07/05/23
CL-01
B
I ML
14.7
113.2
13.5
121.6
107.1
95
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
29
Structural Fill: D5
-4.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
30
Structural Fill: D3
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
31
Structural Fill: E5
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
32
Structural Fill: F5
-7.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
33
Structural Fill: A4
-6.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
34
Structural Fill: A3
-5.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
35
Structural Fill: B3
-7.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
36
Structural Fill: B2
7.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # I Related Test # 7 Test Type
Copyright Oasis Consulting Services 2023 Page 5 of 36

OASIS
SULTING
RVICES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/06/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Maximum
Optimum
Dry
Density
Moisture
In Place
In
Place Wet
In Place
Retest
Test
Soil
N
(pcf)
Moisture
Density
Dry Density
Percent
Min/Max Comp.
Test #
Of
Date
Proctor ID
Method
Class
I
I N
(Pcf)
(pcf)
Compaction
M
Remark
37
07/05/23
SF-02
A
MH
15.4
108.3
1 11.3
118.9
106.9
99
95 / 99
Test
Information
Drive Weight of
Top
Bottom
Cylinder
Volume of
Test #
Test Location
Elevation
Reference
Cylinder ID Cylinder (lb)
Diameter (in)
Diameter (in)
Height (in) I
Cylinder (cf)
Field Technician
37
Structural Fill: C2
-7.0
KN-2 1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # I Related Test # Test Type
Copyright Oasis Consulting Services 2023 Page 6 of 36

OASIS
cor+sutswG
SERVI[E$
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/08/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
38
07/06/23
Sf-01
A
ML
17.6
108.3
18.0
123.7
104.8
97
95/99
39
07/06/23
Sf-01
A
ML
17.6
108.3
16.8
120.4
103.1
95
95/99
40
07/06/23
SF-02
A
MH
15.4
108.3
15.4
121.6
105.4
97
95/99
41
07/06/23
SF-02
A
MH
15.4
108.3
14.9
123.1
107.1
99
95/99
42
07/06/23
SF-02
A
MH
15.4
108.3
13.8
122.5
107.6
99
95/99
43
07/06/23
SF-02
A
MH
15.4
108.3
16.2
120.1
103.4
95
95/99
44
07/06/23
SF-02
A
MH
15.4
108.3
18.3
124.0
104.8
97
95/99
45
07/06/23
-01
SF
A
ML
17.6
108.3
18.0
121.0
102.5
95
95/99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
_Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
38
Structural Fill: G1
-7.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
39
Structural Fill: G2
-9.0
KN-2
1.320
3.860
3.860
4.990
0,0338
Kingsley
Nwaogwugwu
40
Structural Fill: G3
-8.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
41
Structural Fill: G4
-7.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
42
Structural Fill: F1
-2.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
43
Structural Fill: F2
-3.0
KN-3
1.310
3.870
3.850
4.990
0.0338
Kingsley
Nwaogwugwu
44
Structural Fill: F3
-5.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
45
Structural Fill: F4
-7.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # I Related Test # Test Type
Copyright Oasis Consulting Services 2023 Page 7 of 36

OASIS
r�: �sutr�Hc
:ERViCES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/08/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
N
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
46
07/06/23
Sf-01
A
ML
17.6
108.3
15.9
121.9
105.2
97
95 / 99
47
07/06/23
SF-02
A
MH
15.4
108.3
17.0
122.5
104.7
97
95 / 99
48
07/07/23
Sf-01
A
ML
17.6
108.3
21.2
124.3
102.5
95
95 / 99
49
07/07/23
Sf-01
A
ML
17.6
108.3
19.3
123.1
103.2
95
95 / 99
50
07/07/23
Sf-01
A
ML
17.6
108.3
18.1
123.4
104.5
96
95 / 99
51
07/07/23
SF-02
A
MH
15.4
108.3
16.6
120.4
103.3
95
95 / 99
52
07/07/23
SF-02
A
MH
1
15.4
108.3
17.1
124.9
106.6
98
95 / 99
53
1
1 07/07/23
L SF-02
A
I MH
1
15.4
1 108.3
15.4
124.3
107.7
99
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
46
Structural Fill: F5
-6.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
47
Structural Fill: E5
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
48
Structural Fill: E1
-2.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
49
Structural Fill: E2
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
50
Structural Fill: E3
-2.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
51
Structural Fill: E4
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
52
Structural Fill: E5
-2.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
53
Structural Fill: F1
-1.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwao wu wu
Remarks
Comments
Related Tests
Test # I Related Test # J, Test T e
Copyright Oasis Consulting Services 2023 Page 8 of 36

LO ASIS
CCNSUtTNG MES
SErrvrGES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/08/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Maximum
Optimum
Dry
Density
Moisture
In Place
In
Place Wet
In Place
Retest
Test
Soil
N
(pcf)
Moisture
Density
Dry Density
Percent
Min/Max Comp.
Test #
Of
Date
Proctor ID
Method
Class.
M
(pcf)
(pcf)
Compaction
M
Remark
54
07/08/23
SF-02
A
MH
15.4
108.3
16.9
125.4
107.3
99
95 / 99
55
07/07/23
SF-02
A
MH
15.4
108.3
16.5
122.5
105.1
97
95 / 99
56
07/07/23
SF-02
A
MH
15.4
108.3
15.9
121.9
105.1
97
95 / 99
Test
Information
Drive
Weight of
Top
Bottom
Cylinder
Volume of
Test #
Test Location
Elevation
Reference
Cylinder ID
Cylinder (lb)
Diameter (in)
Diameter (in)
Height (in)
Cylinder (cf)
Field Technician
54
Structural Fill: F2
-3.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
55
Structural Fill: F3
-2.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
56
Structural Fill: F4
-4.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 9 of 36

I(o
SERWASIS
CO wG
EltwGfS
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/11/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
(%)
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In
Place Wet
Density
(pcf)
In Place
Dry Density
(Pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
57
07/10/23
SF-02
A
MH
15.4
108.3
15.9
124.7
107.6
99
95199
58
07/10/23
Sf-01
A
ML
17.6
108.3
16.6
123.5
105.9
98
95 / 99
59
07/10/23
SF-02
A
MH
15.4
108.3
13.8
122.3
107.5
99
95 / 99
60
07/10/23
Sf-01
A
ML
17.6
108.3
17.4
122.0
104.0
96
95 / 99
61
07/10/23
Sf-01
A
ML
17.6
108.3
17.4
122.6
104.5
96
95 / 99
62
07/10/23
SF-02
A
MH
15.4
108.3
13.7
120.7
106.2
98
95 / 99
63
07/10/23
SF-02
A
MH
1 15.4
108.3
1 16.3
1
121.7 1
104.7
1
97
1 95 / 99
64
07/10/23
SF-02
A
MH
15.4
108.3
1 13.9
122.0
107.1
99
95 / 99
DP/MP
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (Ib)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
57
Structural Fill: G5
-5.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
58
Structural Fill: G4
-4.0
KN-2
1.320
3.860
3.866
4.990
0.0338
Kingsley
Nwaogwugwu
59
Structural Fill: G3
-5.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
60
Structural Fill: G2
-5.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
61
Structural Fill: G1
-4.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
62
Structural Fill: 1-11
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
63
Structural Fill: H2
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338iNwaogwugwu
Kingsley
Nwaogwugwu
64
Structural Fill: H3
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338Kingsley
Remarks
Comments
Related Tests
DP/MP: Density Pass / Moisture Pass
Test # Related Test # J Testlype
Copyright Oasis Consulting Services 2023 Page 10 of 36

OASIS
CS,NSVLI ING
Sf.RvrCES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/11/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
M
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
M
Remark
65
07/10/23
SF-02
A
MH
15.4
108.3
146
120.7
105.3
97
95 / 99
66
07/10/23
SF-02
A
MH
15.4
108.3
15.3
122.8
106.5
98
95 / 99
67
07/10/23
SF-02
A
MH
15.4
108.3
14.8
123.2
107.3
99
95 / 99
68
07/11/23
SF-02
A
MH
15.4
108.3
15.6
120.9
104.5
96
95 / 99
69
07/11/23
SF-02
A
MH
15.4
108.3
14.8
121.7
106.1
98
95 / 99
70
07/11/23
SF-02
A
MH
15.4
1 108.3
16.2
122.0
105.0
97
95 / 99
71
07/11/23
SF-02
A
MH
15.4
108.3
14.8
121.6
105.9
98
95 / 99
1 DP/MP
72
07/11/23
Sf-01
A
ML
17.6
108.3
17.5
123.7
105.3
97
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
65
Structural Fill: H4
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
66
Structural Fill: G4
-2.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
67
Structural Fill: G3
-3.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
68
Structural Fill: G2
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
69
Structural Fill: G1
-2.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
70
Structural Fill: F1
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
71
Structural Fill: F2
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwu wu
72
Structural Fill: F3
-1.0
KN-2
1,320
3.860
3.860
4.990
0.0338
Kingsley
INwao9wuqwu
Remarks
Comments
Related Tests
DP/MP: Densitv Pass / Moisture Pass
Test # J, Related Test # Test Type
Copyright Oasis Consulting Services 2023 Page 11 of 36

rk,Asis
vrvsuLnr+G
seRv�a
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/11/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Maximum
Optimum
Dry
Density
Moisture
In Place
In
Place Wet
In Place
Retest
Test
Soil
N
(pcf)
Moisture
Density
Dry Density
Percent
Min/Max Comp.
Test #
Of
Date
Proctor ID
Method
Class.
(%)
(pcf)
(pcf)
Compaction
(%)
Remark
73
07/11/23
Sf-01
A
ML
17.6
108.3
18.7
123.4
103.9
96
95 / 99
74
07/11/23
Sf-01
A
ML
17.6
108.3
14.5
121.8
106.4
98
95 / 99
75
07/11/23
Sf-01
A
ML
17.6
108.3
14.9
123.0
107.1
99
95 / 99
76
07/11/23
Sf-01
A
ML
17.6
108.3
14.9
121.4
105.7
98
95199
77
07/11/23
Sf-01
A
ML
17.6
108.3
17.6
120.9
102.8
95
95199
78
07/11/23
Sf-01
A
ML
17.6
108.3
15.6
122.2
105.7
98
95 / 99
Test
Information
Drive
Weight of
Top
Bottom
Cylinder
Volume of
Test #
Test Location
Elevation
Reference
Cylinder ID
Cylinder (lb)
Diameter (in)
Diameter (in)
-Height
(in)
Cylinder (cf)
Field Technician
73
Structural Fill: F4
-2.0
KN-3
1.310
3.870
3.850
4.990
0.0338
Kingsley
Nwao. wugwu
74
Structural Fill: F5
-3.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
75
Structural Fill: E5
-1.0
KN-3
1.310
3.870
3.850
4.990
0.0338
Kingsley
Nwaogwugwu
76
Structural Fill: E4
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
77
Structural Fill: E3
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
78
Structural Fill: E2
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaoawuawu
Remarks
Comments
Related Tests
Test # Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 12 of 36

Lo.E.,,,,,
A51ScoreIS
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/13/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
N
Remark
79
07/12/23
Sf-01
A
ML
17.6
108.3
19.0
124.0
104.2
96
95 / 99
80
07/12/23
Sf-01
A
ML
17.6
108.3
20.3
124.9
103.8
96
95 / 99
81
07/12/23
Sf-01
A
ML
17.6
108.3
18.0
125.1
106.1
98
95 / 99
82
07/12/23
Si-01
A
ML
17.6
108.3
17.8
124.3
105.5
97
95 / 99
83
07/12/23
Sf-01
A
ML
17.6
108.3
18.3
1
122.0 1
103.2
95
95 / 99
84
07/12/23
Sf-01
A
ML
17.6
108.3
17.2
122.4
104.5
96
95 / 99
85
07/12/23
SF-02
A
MH
15.4
108.3
15.4
122.3
106.0
98
95 / 99
86
07/12/23
SF-02
A
MH
15.4
108.3
16.3
122.6
105.4
97
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
79
Structural Fill: 1-11
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
80
Structural Fill: H2
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwao wu wu
81
Structural Fill: H3
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
82
Structural Fill: H4
-1.0
KN-2
1,320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
83
Structural Fill: G1
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
84
Structural Fill: G2
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
85
Structural Fill: G3
0.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
86
Structural Fill: G4
-2.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwao wu wu
Remarks
Comments
Related Tests
Test # I Related Test W-F Test Type
Copyright Oasis Consulting Services 2023 Page 13 of 36

rrqsjsA
CUN IPL
a SERVICE$
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: 67B-739-2400
Drive Cylinder
Report Date: 07/13/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
87
07/13/23
SF-02
A
MH
15.4
108.3
17.0
123.5
105.6
98
95 / 99
88
07/12/23
SF-02
A
MH
15.4
108.3
14.9
122.8
106.9
99
95 / 99
89
07/12/23
Sf-01
A
ML
17.6
108.3
19.5
123.7
103.5
96
95 / 99
90
07/13/23
SF-02
A
MH
15.4
108.3
14.5
120.7
105.4
97
95 / 99
91
07/13/23
SF-02
A
MH
15.4
108.3
14.1
122.5
107.3
99
95 / 99
92
07/13/23
SF-02
A
MH
15.4
108.3
13.6
120.4
106.0
98
95 / 99
93
07/13/23
SF-02
A
MH
15.4
108.3
16.0
123.7
106.6
98
95 / 99
DP/MP
94
07/13/23
SF-02
A
MH
15.4
108.3
16.6
122.2
104.8
97
95 / 99
DP/MP
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
87
Structural Fill: G5
-2.0
KN-1
1,310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
88
Structural Fill: F2
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
89
Structural Fill: F3
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
90
Structural Fill: H1
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
91
Structural Fill: H2
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
92
Structural Fill: H3
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
93
Structural Fill: H4
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
94
Structural Fill: H5
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
DP/MP: Density Pass / Moisture Pass
I Test # I Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 14 of 36

]SERMCASNG
C�
SERVICES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone:[phone]
Drive Cylinder
Report Date: 07/13/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor lD
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(Pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
M
Remark
95
07/14/23
SF-02
A
MH
15.4
108.3
14.6
121.0
105.6
98
95/99
96
07/13/23
SF-02
A
MH
15.4
108.3
17.0
120.1
102.7
95
95/99
97
07/13/23
Sf-01
A
ML
17.6
108.3
18.7
123.4
103.9
96
95/99
98
07/13/23
SF-02
A
MH
15.4
108.3
14.9
123.7
107.6
99
95/99
99
07/13/23
SF-02
A
MH
15.4
108.3
14.0
121.3
106.4
98
95/99
100
07/13/23
Sf-01
A
ML
17.6
108.3
19.2
123.1
103.3
95
95/99
101
07/13/23
SF-02
A
MH
1 15.4
108.3
1 15.5
1
121.6
105.3
97
1 95199
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)_Diameter
Bottom
(in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
95
Structural Fill: G5
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwao wugwu
96
Structural Fill: G4
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
97
Structural Fill: D1
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
98
Structural Fill: D3
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
99
Structural Fill: D5
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
100
Structural Fill: C1
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
101
Structural Fill: E1
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # I Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 15 of 36

fif-OASIS
CONSULTING
SERVICES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/15/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
M
Remark
102
07/14/23
Sf-01
A
ML
17.6
108.3
18.2
126.0
106.6
98
95 / 99
103
07/14/23
Sf-01
A
ML
17.6
108.3
16.0
122.8
105.8
98
95 / 99
104
07/14/23
Sf-01
A
ML
17.6
108.3
15.3
123.7
107.2
99
95 / 99
105
07/14/23
SF-02
A
MH
15.4
108.3
14.3
122.5
107.1
99
95 / 99
106
07/14/23
Sf-01
A
ML
17.6
108.3
17.6
125.7
106.9
99
95 / 99
107
07/14/23
SF-02
A
MH
15.4
108.3
15.6
124.3
107.5
99
95 / 99
108
07/14/23
Sf-01
A
ML
17.6
108.3
19.4
126.9
106.3
98
95 / 99
109
07/14/23
SF-02
A
MH
15.4
108.3
15.0
123.1
107.0
99
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
102
Structural Fill: E2
0.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
103
Structural Fill: E3
0.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwao wu wu
104
Structural Fill: E4
0.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
105
Structural Fill: E5
0.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
106
Structural Fill: D4
0.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
107
Structural Fill: C2
-3.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
108
Structural Fill: C3
-2.0
KNA
1.310
3.830
3.850
4.980
0.0334 1
Kingsley
Nwaogwugwu
109
1 Structural Fill: C4
-2.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 16 of 36

Ns As
cor OASIS
stxt C US
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/15/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Maximum
Optimum
Dry
Density
Moisture
In Place
In
Place Wet
In Place
Retest
Test
Soil
N
(pcf)
Moisture
Density
Dry Density
Percent
Min/Max Comp.
Test #
Of
Date
I Proctor ID
Method
Class.
(%)
(pcf)
(pcf)
Compaction
M
Remark
110
07/14/23
1 SF-02
A
MH
15.4
108.3
15.6
124.6
107.7
99
95 / 99
111
07/14/23
SF-02
I A
1 MH 1
15.4
108.3
13.9
122.5
107.5
99
95 / 99
Test
Information
Drive
Weight of
Top
Bottom
Cylinder
Volume of
Test #
Test Location
Elevation
Reference
Cylinder ID
Cylinder (lb)
Diameter (in)
Diameter (in)
Height (in)
Cylinder (cf)
Field Technician
110
Structural Fill: C5
-3.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwao wugwu
111
Structural Fill: C6
-3.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwao wu wu
Remarks
Comments
Related Tests
Test # I Related Test #7 Test Type
Copyright Oasis Consulting Services 2023 Page 17 of 36

LAsis
CONSULTINC,
SERVICES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone:67B-739-2400
Drive Cylinder
Report Date: 07119/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
N
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
112
07/17/23
CL-02
B
ML
21.0
100.8
24.5
124.0
99.6
99
95 / 99
113
07/17/23
CL-02
B
ML
21.0
100.8
25.0
122.5
98.0
97
95 / 99
114
07/17/23
CL-02
B
ML
21.0
100.8
26.1
125.1
99.2
98
95 / 99
115
07/17/23
SF-02
A
MH
15.4
108.3
17.9
122.8
104.1
96
95 / 99
116
07/17/23
SF-02
A
MH
15.4
108.3
16.8
124.3
106.4
98
95 / 99
117
07/17/23
SF-0 2
A
MH
15.4
108.3
15.8
122.5
105.7 1
98
95 / 99
118
07/17/23
SF-02
A
MH
15.4
108.3
17.0
120.7
103.1
95
95 / 99
119
07/17/23
SF-02
A
MH
15.4
108.3
14.6
121.9
106.3
98
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
112
CQA - Clay Subgrade: F2
-1.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
113
CQA - Clay Subgrade: G1
-1.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
114
CQA - Clay Subgrade: F2 TP1
-1.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
115
Structural Fill: C2
-2.0
KN-1
1.310
3.830
3.850
4.980
0,0334
Kingsley
Nwaogwugwu
116
Structural Fill: C3
-2.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
117
Structural Fill: C4
-1.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
118
Structural Fill: C5
-2.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
119
Structural Fill: C6
-2.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwao wu wu
Remarks
Comments
Related Tests
114: TP1
1 Test # I Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 18 of 36

LO15 AS
C4NSULbNG
lS
iEit Am
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/19/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
N
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
120
07/18/23
CL-02
B
ML
21.0
100.8
24.1
123.1
99.2
98
95 / 99
121
07/18/23
CL-02
B
ML
21.0
100.8
25.8
126.0
100.2
99
95 / 99
122
07/18/23
CL-02
B
ML
21.0
100.8
24.2
121.3
97.6
97
95 / 99
123
07/18/23
CL-02
B
ML
21.0
100.8
23.8
122.2
98.7
98
95 / 99
124
07/18/23
CL-02
B
ML
21.0
100.8
24.9
124.6
99.7
99
95 / 99
125
07/18/23
CL-02
B
ML
21.0
100.8
25.9
122.5 1
97.3
1
97
1 95 / 99
126
1
1 07/18/23
SF-02
A
MH
1 15.4
108.3
15.7
120.4
104.1
96
95 / 99
127
07/18/23
SF-02
A
MH
15.4
108.3
17.8
121.9
103.5
96
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
120
CQA - Clay Subgrade: G1
-0.5
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwu wu
121
CQA - Clay Subgrade: G2 TP2
-0.5
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
122
CQA - Clay Subgrade: F2
-0.5
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
123
CQA - Clay Subgrade: F1
0.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
124
CQA - Clay Subgrade: F2 TP3
0.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
125
CQA - Clay Subgrade: G2
0.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
126
Structural Fill: C2
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
127
Structural Fill: C3
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 19 of 36

I&OASIS
cawwLnNG
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone:[phone]
Drive Cylinder
Report Date: 07/19/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Maximum
Optimum
Dry
Density
Moisture
In Place
In
Place Wet
In Place
Retest
Test
Soil
N
(pcf)
Moisture
Density
Dry Density
Percent
Min/Max Comp.
Test #
Of
Date
Proctor ID
Method
Class.
(%)
(pcf)
(pcf)
Compaction
(%)
Remark
128
07/18/23
SF-02
A
MH
15.4
108.3
18.3
123.4
104.3
96
95 / 99
129
07/18/23
SF-02
A
MH
15.4
108.3
15.0
119.5
103.9
96
95 / 99
Test
Information
Drive
Weight of
Top
Bottom
Cylinder
Volume of
Test #
Test Location
Elevation
Reference
Cylinder ID
Cylinder (lb)
Diameter (in)
Diameter (in)
Height (in)
Cylinder (cf)
Field Technician
128
Structural Fill: C4
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
129
Structural Fill: C5
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaoawuawu
Remarks
Comments
Related Tests
Test # I Related Test # I Test T e
Copyright Oasis Consulting Services 2023 Page 20 of 36

y
QASIS
CD`1$VLIINi.
,yy,�- $ERViCFS
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone:[phone]
Drive Cylinder
Report Date: 07/28/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
N
In Place Wet
Density
(Pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
130
07/20/23
CL-02
B
ML
21.0
100.8
24.2
120.1
96.7
96
95 / 99
131
07/20/23
CL-02
B
ML
21.0
100.8
23.6
122.2
98.9
98
95 / 99
132
07/20/23
CL-02
B
ML
21.0
100.8
22.1
120.4
98.6
98
95 / 99
133
07/20/23
CL-02
B
ML
21.0
100.8
23.4
122.5
99.3
99
95 / 99
134
07/20/23
CL-02
B
ML
21.0
100.8
23.8
119.8
96.8
96
95 / 99
135
07/20/23
CL-02
I B
ML
21.0
100.8
24.8
121.6
97.4
97
95 / 99
136
07/20/23
CL-02
B
ML
21.0
1 100.8
1 24.8
120.7 1
96.7
1
96
1 95 / 99
137
07/20/23
CL-02
B
ML
21.0
100.8
1 23.0
119.2
96.9
96
95 / 99
DP/MP
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
130
CQA - Clay Subgrade: G1
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
131
CQA - Clay Subgrade: F1, CC1
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
132
CQA - Clay Subgrade: E1
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
133
CQA - Clay Subgrade: D1
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
134
CQA - Clay Subgrade: C1
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
135
CQA - Clay Subgrade: H1
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
136
CQA - Clay Subgrade: H2
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
137
CQA -Clay Subgrade: H3
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
DP/MP: Densitv Pass / Moisture Pass
Test # I Related Test # I Test Tvne
Copyright Oasis Consulting Services 2023 Page 21 of 36

OASIS
eoNsuuiNc
SFfMCU
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/28/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
M
Remark
138
07/20/23
CL-02
B
ML
21.0
100.8
24.4
119.5
96.1
95
95 / 99
139
07/20/23
CL-02
B
ML
21.0
100.8
23.1
122.8
99.7
99
95 / 99
140
07/20/23
CL-02
B
ML
21.0
100.8
22.0
120.7
98.9
98
95 / 99
141
07/20/23
CL-02
B
ML
21.0
100.8
22.5
122.2
99.7
99
95 / 99
142
07/20/23
CL-02
B
ML
21.0
100.8
23.6
119.8
96.9
96
95 / 99
143
07/21/23
SF-02
A
MH
15.4
1 108.3
15.7
120.7
104.3
96
95 / 99
144
07/21/23
SF-02
A
MH
15.4
108.3
14.8
119.8
104.4 1
96
95 / 99
145
07/21/23
SF-02
A
MH
15.4
108.3
16.2
121.9
104.9
97
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
138
CQA - Clay Subgrade: H4
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
139
CQA - Clay Subgrade: E2
-1.0
KN-2
1,320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
140
CQA - Clay Subgrade: D2, CC2
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
141
CQA - Clay Subgrade: C2
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaoqwugwu
142
CQA - Clay Subgrade: B2
1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
143
Structural Fill: C2
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
144
Structural Fill: C3
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
145
Structural Fill: C4
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # I Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 22 of 36

��C3A51S
coSuuuir
ss•:avlcM
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone:[phone]
Drive Cylinder
Report Date: 07/28/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
M
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
146
07/21/23
SF-02
A
MH
15.4
108.3
15.6
122.8
106.2
98
95 / 99
147
07/21/23
Sf-01
A
ML
17.6
108.3
17.7
121.0
102.8
95
95 / 99
148
07/21/23
SF-02
A
MH
15.4
108.3
14.5
121.0
105.7
98
95 / 99
149
07/21/23
SF-02
A
MH
15.4
108.3
14.7
120.1
104.7
97
95 / 99
150
07/21/23
SF-02
A
MH
15.4
108.3
14.7
122.8
107.0
99
95 / 99
DP/MP
151
07/21/23
CL-02
B
ML
21.0
100.8
24.1
120.7
97.3
1
97
95 / 99
152
07/21/23
CL-02
B
ML
21.0
100.8
24.6
122.5
98.3
98
95 / 99
153
07/24/23
CL-02
B
ML
21.0
100.8
24.1
122.8
98.9
98
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
146
Structural Fill: C6
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
147
Structural Fill: B5
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
148
Structural Fill: B4
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
149
Structural Fill: B3
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
150
Structural Fill: A4
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
151
CQA - Clay Subgrade: F1
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
152
CQA - Clay Subgrade: G1
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
153
1 CQA - Clay Subgrade: H2 CC3
-0.5
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
DP/MP: Density Pass / Moisture Pass
Test # Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 23 of 36

ICLOASIS
SERVICES
COPiSMES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/28/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
154
07/24/23
CL-02
B
ML
21.0
100.8
23.0
122.2
99.3
99
95199
155
07/24/23
CL-02
B
ML
21.0
100.8
23.9
122.5
98.8
98
95 / 99
156
07/24/23
CL-02
B
ML
21.0
100.8
22.7
122.8
100.0
99
95 / 99
157
07/24/23
CL-02
B
ML
21.0
100.8
22.7
122.2
99.6
99
95 / 99
158
07/24/23
CL-02
B
ML
21.0
100.8
24.0
120.4
97.1
96
95 / 99
159
07/24/23
CL-02
I B
ML
21.0
100.8
23.6
123.4
99.8
99
95 / 99
160
07/25/23
CL-02
B
ML
21.0
1 100.8
1 24.4
122.8 1
98.7
1
98
1 95 / 99
161
07/25/23
CL-02
B
ML
21.0
100.8
1 22.6
121.9
99.4
99
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
154
CQA - Clay Subgrade: H3
-0.5
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
155
CQA - Clay Subgrade: H4 CC4
-0.5
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
156
CQA - Clay Subgrade: E2
-0.5
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
157
CQA - Clay Subgrade: E1
-0.5
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
158
CQA - Clay Subgrade: D2
-0.5
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
159
CQA - Clay Subgrade: D1 CC5
-0.5
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
160
CQA - Clay Subgrade: C1
-0.5
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
161
CQA - Clay Subgrade: C2
-0.5
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 24 of 36

fk"
QASISI$ULi COPiTiG
SERVICES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/28/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
%)
Remark
162
07/25/23
CL-02
B
ML
21.0
100.8
22.9
121.6
98.9
98
95 / 99
163
07/25/23
CL-02
B
ML
21.0
100.8
23.6
119.5
96.7
96
95 / 99
164
07/25/23
CL-02
B
ML
21.0
100.8
24.2
120.7
97.2
96
95 / 99
165
07/26/23
CL-02
B
ML
21.0
100.8
23.7
120.1
97.1
96
95199
166
07/26/23
CL-02
B
ML
21.0
100.8
22.0
119.5
98.0
97
95 / 99
167
07/26/23
CL-02
B
ML
21.0
1 100.8
22.8
121.3
98.8
98
95 / 99
168
1
1 07/26/23
CL-02
B
ML
1
21.0
100.8
23.2
122.2
99.2
98
95 / 99
169
07/26/23
CL-02
B
ML
21.0
100.8
23.7
120.7
97.6
97
95 / 99
Test Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
162
CQA - Clay Subgrade: B2
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaoawua_wu
163
CQA - Clay Subgrade: G1
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
164
CQA - Clay Subgrade: F1
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
165
CQA - Clay Subgrade: 1-11
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwuqwu
166
CQA - Clay Subgrade: H2
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
167
CQA - Clay Subgrade: H3
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
168
CQA - Clay Subgrade: H4
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwuqwu
169
CQA - Clay Subgrade: E1
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # Related Test # I Test T e
Copyright Oasis Consulting Services 2023 Page 25 of 36

AS1S
Cti]!J$UiIING
SERVICES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone:[phone]
Drive Cylinder
Report Date: 07/28/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
N
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
%)
Remark
170
07/26/23
CL-02
B
ML
21.0
100.8
24.4
122.5
98.5
98
95 / 99
171
07/27/23
CL-02
B
ML
21.0
100.8
21.5
119.2
98.1
97
95 / 99
172
07/27/23
CL-02
B
ML
21.0
100.8
22.3
119.8
98.0
97
95 / 99
173
07/27/23
CL-02
B
ML
21.0
100.8
22.6
121.3
98.9
98
95 / 99
174
07/27/23
CL-02
B
ML
21.0
100.8
22.4
122.5 1100.1
99
95 / 99
175
07/27/23
CL-02
B
ML
21.0
1 100.8
23.4
120.7
97.8
97
95 / 99
176
1 07/27/23
CL-02
B
ML
21.0
100.8
24.0
123.1
99.3 1
99
1 95 / 99
177
07/27/23
CL-02
B
ML
21.0
100.8
21.5
118.9
97.9
97
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
170
CQA - Clay Subgrade: E2
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
171
CQA - Clay Subgrade: D1
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
172
CQA - Clay Subgrade: D2
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
173
CQA - Clay Subgrade: B2 CC7
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
174
CQA - Clay Subgrade: C2
0.0
KN-2
1,320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
175
CQA - Clay Subgrade: F3
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
176
CQA - Clay Subgrade: F4
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwao wu wu
177
CQA - Clay Subgrade: E4
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # I Related Test # 1 Test Type
Copyright Oasis Consulting Services 2023 Page 26 of 36

LOASIS
SERVICES
CohF5MCE5
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 07/28/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Maximum
Optimum
Dry
Density
Moisture
In Place
In
Place Wet
In Place
Retest
Test
Soil
N
(pcf)
Moisture
Density
Dry Density
Percent
Min/Max Comp.
Test #
Of
Date
Proctor ID
Method
Class.
M
(pcf)
(pcf)
Compaction
(%)
Remark
178
07/27/23
CL-02
B
ML
21.0
100.8
23.0
121.9
99.1
98
95 / 99
179
07/27/23
CL-02
B
ML
21.0
100.8
22.2
121.9
99.7
99
95 / 99
180
07/27/23
CL-02
B
ML
21.0
100.8
24.1
123.7
99.6
99
95 / 99
181
07/27/23
CL-02
B
ML
21.0
100.8
23.9
122.5
98.8
98
95 / 99
Test
Information
Drive
Weight of
Top
Bottom
Cylinder
Volume of
Test #
Test Location
Elevation
Reference
Cylinder ID
Cylinder (Ib)
Diameter (in)
Diameter (in)
Height (in)
Cylinder (cf)
Field Technician
178
CQA - Clay Subgrade: E3 CC8
-1.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
179
CQA - Clay Subgrade: D4
-1.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
180
CQA - Clay Subgrade: D3 CC9
-1.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
181
CQA - Clay Subgrade: C3
1.0
KNA
1.310
3.830
3.850
4.980
1 0.0334
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # I Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 27 of 36

1�ASis
�[7N$IjL�IWO
SERVICES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone:[phone]
Drive Cylinder
Report Date: 08/01/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
N
In Place Wet
Density
(Pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
182
07/28/23
CL-02
B
ML
21.0
100.8
21.3
121.3
100.0
99
95 / 99
183
07/28/23
CL-02
B
ML
21.0
100.8
21.5
120.1
98.8
98
95 / 99
184
07/28/23
CL-02
B
ML
21.0
100.8
23.5
123.4
99.9
99
95 / 99
185
07/28/23
CL-02
B
ML
21.0
100.8
21.7
121.3
99.6
99
95 / 99
186
07/28/23
CL-02
B
ML
21.0
100.8
22.1
121.3
99.3
99
95199
DP/MP
187
07/28/23
CL-02
B
ML
21.0
100.8
23.2
123.1
99.9
99
95 / 99
188
07/28/23
CL-02
B
ML
21.0
100.8
22.1
119.8
98.1
97
95 / 99
189
07/28/23
1 CL-02
B
ML
21.0
100.8
23.3
118.0
95.7
95
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
182
CQA - Clay Subgrade: B3
-1.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
183
CQA - Clay Subgrade: A4
-1.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
184
CQA - Clay Subgrade: F3
-0.5
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
185
CQA - Clay Subgrade: F4
-0.5
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
186
CQA - Clay Subgrade: F4
-1.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
187
CQA - Clay Subgrade: D3
-0.5
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
188
CQA - Clay Subgrade: D3
-0.5
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
189
CQA - Clay Subgrade: E3
0.5
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwao wu wu
Remarks
Comments
Related Tests
DP/MP: Density Pass / Moisture Pass
Test # Related Test # TestType
Copyright Oasis Consulting Services 2023 Page 28 of 36

L
OASIS
NG
SERVICES
Roswell
45 Modslork Slry t
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 08/01/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
190
07/28/23
CL-02
B
ML
21.0
100.8
23.0
122.5
99.6
99
95 / 99
191
07/31/23
CL-02
B
ML
21.0
100.8
24.6
124.0
99.5
99
95 / 99
192
07/31/23
CL-02
B
ML
21.0
100.8
24.3
122.2
98.3
98
95 / 99
193
07/31/23
CL-02
B
ML
21.0
100.8
23.6
121.3
98.1
97
95 / 99
194
07/31/23
CL-02
B
ML
21.0
100.8
22.3
121.6
99.4
99
95 / 99
195
07/31/23
CL-02
I B
ML
21.0
100.8
24.4
123.4
99.2
98
95 / 99
196
07/31/23
CL-02
B
ML
21.0
100.8
24.0
120.7
97.3
97
95 / 99
197
07/31/23
CL-02
B
ML
21.0
100.8
24.4
124.6
100.1
99
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
190
CQA - Clay Subgrade: D4
-0.5
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
191
CQA - Clay Subgrade: B3
-0.5
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
192
CQA - Clay Subgrade: B4
-0.5
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
193
CQA - Clay Subgrade: A3 CC10
-0.5
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
194
CQA - Clay Subgrade: A4
-0.5
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
195
CQA - Clay Subgrade: G3
-0.5
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
196
CQA - Clay Subgrade: F3
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
197
CQA - Clay Subgrade: F4
0.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # I Related Test # . Test T e
Copyright Oasis Consulting Services 2023 Page 29 of 36

OASIS
okcpwsuinnc
SERVICES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Report Date: 08/01/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
(%)
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
198
08/01/23
CL-02
B
ML
21.0
100.8
24.2
119-5
96.2
95
95 / 99
199
08/01/23
CL-02
B
ML
21.0
100.8
24.6
118.9
95.5
95
95199
200
08/01/23
CL-02
B
ML
21.0
100.8
23.3
120.4
97.7
97
95 / 99
201
08/01/23
CL-02
B
ML
21.0
100.8
23.8
121.9
98.5
98
95 / 99
202
08/01/23
CL-02
B
ML
21.0
100.8
24.0
120.7
97.3
97
95 / 99
DP/MP
203
08/01/23
CL-02
B
ML
21.0
100.8
23.1
120.1
97.6
97
95 / 99
204
08/01/23
CL-02
B
ML
1
21.0
100.8
1 22.9
122.2
99.4
99
1 95199
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
198
CQA - Clay Subgrade: E3
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
199
CQA - Clay Subgrade: E4
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
200
CQA - Clay Subgrade: D3
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
201
CQA - Clay Subgrade: C3
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
202
CQA - Clay Subgrade: C4
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
203
CQA - Clay Subgrade: B4 CC11
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
204
CQA - Clay Subgrade: B3
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
DP/MP: Density Pass / Moisture Pass
I Test # 1 Related Test # Test Tvoe
Copyright Oasis Consulting Services 2023 Page 30 of 36

OASIS
CONSULTING CSERVICE$
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone:[phone]
Drive Cylinder
Report Date: 08/09/2023
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Maximum
Optimum
Dry
Density
Moisture
In Place
In
Place Wet
In Place
Retest
Test
Soil
N
(pcf)
Moisture
Density
Dry Density
Percent
Min/Max Comp.
Test #
Of
Date
Proctor ID
Method
Class.
(%)
(pcf)
(pcf)
Compaction
(%)
Remark
205
08/08/23
CL-02
B
ML
21.0
100.8
21.8
119.8
98.4
98
95 / 99
206
08/08/23
CL-02
B
ML
21.0
100.8
23.0
120.4
97.9
97
95 / 99
207
08/08/23
CL-02
B
ML
21.0
100.8
23.4
119.5 1
96.9
96
95 / 99
208
08/08/23
CL-02
B
ML
21.0
100.8
24.0
121.6
98.1
97
95 / 99
Test
Information
Drive
Weight of
Top
Bottom
Cylinder
Volume of
Test #
Test Location
Elevation
Reference
Cylinder ID
Cylinder (lb)
Diameter (in)
Diameter (in)
Height (in)
Cylinder (cf)
Field Technician
205
CQA - Clay Subgrade: H1
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwu wu
206
CQA - Clay Subgrade: H3
-1.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
207
CQA - Clay Subgrade: H4
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
208
CQA - Clay Subgrade: H1
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwu wu
Remarks
Comments
Related Tests
Test # I Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 31 of 36

OASIS
C'C1uI
SEP.VCES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
(%)
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
209
08/09/23
CL-02
B
ML
21.0
100.8
24.4
121.9
98.0
97
95 / 99
210
08/09/23
CL-02
B
ML
j
21.0
100.8
23.3
121.0
98.1
97
95 / 99
211
08/09/23
CL-02
B
ML
21.0
100.8
23.6
119.5
96.7
96
95 / 99
212
08/09/23
CL-02
B
ML
21.0
100.8
23.0
120.1
97.7
97
95 / 99
213
08/14/23
CL-02
B
ML
21.0
100.8
24.1
123.7
99.6
99
95 / 99
214
08/14/23
CL-02
B
ML
21.0
100.8
22.1
121.3
99.3
99
95199
215
08/14/23
CL-02
B
ML
21.0
1 100.8
24.2
122.2 1
98.4
1
98
95 / 99
216
08/14/23
CL-02
B
ML
1
21.0
100.8
23.0
121.0
98.3
98
95199
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
209
CQA - Clay Subgrade: H1
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwuawu
210
CQA - Clay Subgrade: H2
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
211
CQA - Clay Subgrade: H3
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
212
CQA - Clay Subgrade: H4
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
213
CQA - Clay Subgrade: B5
-1.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
214
CQA - Clay Subgrade: B6
-1.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
215
CQA - Clay Subgrade: B7
-1.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
216
1 CQA - Clay Subgrade: A5
-1.0
KN-1
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # j Related Test XT Test Type
Copyright Oasis Consulting Services 2023 Page 32 of 36

J&rOASIS Drive Cylinder Client: Project:
CONSLITING Test Method: Anson County Landfill, Phase 4 Cell 2 235005
Now
375 Dozer Dr. Anson County Landfill, Phase 4 Cell 2
Roswell Polkton, NC 28135 375 Dozer Dr.
45 Woodstock Street Polkton, NC 28135
Roswell, GA 30075
Phone: [phone]
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
M
Remark
217
08/14/23
CL-02
B
ML
21.0
100.8
24.2
124.0
99.8
99
95 / 99
218
08/14/23
CL-02
B
ML
21.0
100.8
23A
123.1
99.7
99
95 / 99
219
08/14/23
CL-02
B
ML
21.0
100.8
21.7
121.6
99.9
99
95 / 99
220
08/14/23
CL-02
B
ML
21.0
100.8
22.4
122.5
100.0
99
95 / 99
221
08/14/23
CL-02
B
ML
21.0
100.8
23.6
120.7
97.6
97
95 / 99
222
08/14/23
CL-02
B
ML
21.0
100.8
22.9
121.3
98.7
98
95 / 99
223
08/14/23
CL-02
B
ML
21.0
100.8
21.6
121.0
99.5
99
95 / 99
224
08/15/23
CL-02
B
ML
21.0
100.8
24.1
121.0
97.5
97
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
217
CQA - Clay Subgrade: C5 ST-12
-1.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
218
CQA - Clay Subgrade: D5
-1.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
219
CQA - Clay Subgrade: D6
-1.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
220
CQA - Clay Subgrade: E5
-5.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
221
CQA - Clay Subgrade: F5
-1.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
222
CQA - Clay Subgrade: E6
-1.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
223
CQA - Clay Subgrade: G5
-1.0
KNA
1.310
3.830
3.850
4.980
0.0334
Kingsley
Nwaogwugwu
224
CQA - Clay Subgrade: B5
0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwao wu wu
Remarks
Comments
Related Tests
Test # I Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 33 of 36

OASIS
CONSULTING SERVICES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone: [phone]
Drive Cylinder
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
225
08/15/23
CL-02
B
ML
21.0
100.8
23.6
121.9
98.6
98
95 / 99
226
08/15/23
CL-02
B
ML
21.0
100.8
23.9
119.8
96.7
96
95 / 99
227
08/15/23
CL-02
B
ML
21.0
100.8
24.3
120.7
97.1
96
95 / 99
228
08/15/23
CL-02
B
ML
21.0
100.8
24.1
120.4
97.0
96
95199
229
08/15/23
CL-02
B
ML
21.0
100.8
23.5
119.8
97.0
96
95 / 99
230
1
1 08/15/23
1 CL-02
B
ML
21.0
100.8
24.0
121.6
98.1 1
97
95 / 99
231
08/15/23
CL-02
B
ML
21.0
100.8
22.8
1
119.2
97.1
96
1 95 / 99
232
08/15/23
CL-02
B
ML
21.0
100.8
22.5
120.1
98.1
97
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
225
CQA - Clay Subgrade: B6
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
226
CQA - Clay Subgrade: B7
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
227
CQA - Clay Subgrade: C5
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
228
CQA - Clay Subgrade: C6
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwu wu
229
CQA - Clay Subgrade: D6
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwu wu
230
CQA - Clay Subgrade: -0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
231
CQA - Clay Subgrade: E5
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
232
CQA - Clay Subgrade: F5
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwao wu wu
Remarks
Comments
Related Tests
Test # I Related Test # F -TestType
Copyright Oasis Consulting Services 2023 Page 34 of 36

���ASlS
COPd5WCES
SERVICES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone:[phone]
Drive Cylinder
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Class.
Optimum
Moisture
N
Maximum
Dry
Density
(pcf)
In Place
Moisture
M
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction
Min/Max Comp.
(%)
Remark
233
08/15/23
CL-02
I B
ML
21.0
1 100.8
24.4
122.5
98.5
98
95 / 99
234
08/15/23
CL-02
B
ML
21.0
100.8
23.1
121.6
98.8
98
95 / 99
235
08/15/23
CL-02
B
ML
21.0
100.8
23.7
119.5
96.6
96
95 / 99
236
08/15/23
CL-02
B
ML
21.0
100.8
24.0
120.7
97.3
97
95 / 99
237
08/15/23
CL-02
B
ML
21.0
100.8
22.5
120.1
98.1
97
95 / 99
238
08/16/23
CL-02
B
ML
21.0
100.8
22.6
1
119.2
97.3
1
97
1 95 / 99
239
08/16/23
CL-02
B
ML
1
21.0
100.8
1
23.6
1
121.3
98.1
97
95 / 99
240
08/16/23
CL-02
I B
I ML
J
21.0
1 100.8
1
23.9
1
122.2
98.6
98
95 / 99
Test
Information
Test #
Test Location
Elevation
Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)
Field Technician
233
CQA - Clay Subgrade: G5
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
234
CQA - Clay Subgrade: F5
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
235
CQA - Clay Subgrade: E5
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaoawua_wu
236
CQA - Clay Subgrade: D5
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
237
CQA - Clay Subgrade: D6 ST15
-0.5
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaoqwuawu
238
CQA - Clay Subgrade: C5
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
239
CQA - Clay Subgrade: C6
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaoawuawu
240
CQA - Clay Subgrade: B5
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
Remarks
Comments
Related Tests
Test # 1. Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 35 of 36

�OASIS
Cti�r�50inwG
SERV+CES
Roswell
45 Woodstock Street
Roswell, GA 30075
Phone:67B-739-2400
Drive Cylinder
Test Method:
Client:
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Project:
235005
Anson County Landfill, Phase 4 Cell 2
375 Dozer Dr.
Polkton, NC 28135
Test Results
Maximum
Optimum
Dry
Density
Moisture
In Place
In
Place Wet
In Place
Retest
Test
Soil
N
(pcf)
Moisture
Density
Dry Density
Percent
Min/Max Comp.
Test #
Of
Date
Proctor ID
Method
Class.
(%)
(pcf)
(pcf)
Compaction
M
Remark
241
08/16/23
CL-02
B
ML
21.0
100.8
24.2
122.8
98.9
98
95 / 99
242
j
j 08/16/23
j CL-02
B
ML
21.0
100.8
21.4
120.4
99.2
98
95 / 99
243
08/16/23
1 CL-02
B
ML
21.0
100.8
24.0
118.9
95.9
95
95 / 99
Test
Information
Drive
Weight of
Top
Bottom
Cylinder
Volume of
Test #
Test Location
Elevation
Reference
Cylinder ID
Cylinder (lb)
Diameter (in)
Diameter (in)
Height (in)
Cylinder (cf)
Field Technician
241
CQA - Clay Subgrade: B6
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwu wu
242
CQA - Clay Subgrade: B7
0.0
KN-2
1.320
3.860
3.860
4.990
0.0338
Kingsley
Nwaogwugwu
243
CQA - Clay Subgrade: A5
0.0
KN-2
1.320
3.860
3.860
4.990
1 0.0338
Kingsley
1
Nwao wu wu
Remarks
Comments
Related Tests
Test # Related Test # I Test Type
Copyright Oasis Consulting Services 2023 Page 36 of 36

APPENDIX B
Section 2
CLAY LINER BORROW

OASIS
CONSULTING
SERVICES
45 Woodstock Street
Roswell, Georgia 30075
Phone: [phone]
HYDRAULIC CONDUCTIVITY TEST REPORT
(ASTM D5084 - Method Q
DATE: 07/21/2023
JOB NO.: 235005
LAB NO: 5198
PROJECT: Anson County Landfill
CLIENT: Waste Connections
Received from: Jobsite
Type Test: Flex wall permeameter, falling -head rising-tailwater
Type Saturation: Vacuum and back pressure to achieve 100 ± 5% saturation
Type Sample: 2.8-inch diameter, Undisturbed
SAMPLE
ID.
HYDRAULIC
CONDUCTIVITY
K (cm/s)
TP-01
1.30x 10-'
TP-02
3.59X 10-'
TP-03
3.72 X 10-'
Notes:
1) Permeant liquid: De -aired Tap Water
2) Confining Pressure: 5 psi
Respectfully Submitted,
OASIS CONSULTING SERVICES
D.W
Donnie Whisler
Laboratory Manager, Technical Director
Rev 10-11-19

OASIS
CONSULTING
SERVICES
REPORT OF ATTERBERG LIMITS TEST RESULTS (ASTM D4318)
Project Name:
Anson Landfill Phase 4 Cell 2
Lab#: 5198
Project Number: 235005
Location
TP-01
Technician
KS/VP
Test Date: 7/21/2023
Type of Test:
Atterberg Limits
Checked by
RR
USCS Classification: CL
Sample Description:
Orange brown sandy CLAY (CL) with rock fragments
Boring n/a
Depth n/a
IC
50
30
10
7
4
*USCS Classification is based on the Atterberg Limit test and the Grain Size Analysis results.
Liquid Limit
46
Plastic Limit
27
Plasticity Index
19
Passing# 200 80.2
For classification of fine- rained soils
and fine-grained f Tact ion of coarse-groinecf
/
J0000000OO/
soi € —Is
Equation of "A -line
Horizontal at PI=4 to LL=25.5,
,•�;/
`,
�'A
`'
then PI-0-73 (LL-20)
''`�f
••
Equation of "U"-line
Vertical at LL=16 to PI=7
CJ�
then PI = 0.9 (LL-8) i
/I
\01 1/000
MH OF3
OH
{0/
---
MLOR OL
_M
00
10 I6 20 bU 4U aV ou ry
LIQUID LIMIT (LL)
ov ;?v
1 VV
IN

OASIS
CONSULTING
SERVICES
REPORT OF ATTERBERG LIMITS TEST RESULTS (ASTM D4318)
Project Name:
Anson Landfill Phase 4 Cell 2 Lab#: 5198
Project Number: 235005
(Location
TP-02
Technician KS/VP
Test Date: 7/21/2023
'Type of Test:
Atterberg Limits
Checked by RR
USCS Classification: CL
:Sample Description:
Orange brown sandy silty CLAY (CL) with rock fragments
I Boring n/a
Depth n/a
60
H 50
X
w
0 40
z
t 30
U_
F—
N
Q 2C
J
a
10
7
4
00 10 16 20 30 40 50 60 70
LIQUID LIMIT (ILL)
*USCS Classification is based on the Atterberg Limit test and the Grain Size Analysis results.
Liquid Limit 52
Plastic Limit 29
Plasticity Index 23
Passing # 200 75.1
For classification of fine- rained soils
an ine-grainedf Fact ion o coarse -grained/
/
soils.
Equation of "Al -line
Horizontal at PI=4 to LL=25.5,
then PI-0.73 (IL-20)
Equation of "U"-line
Vertical at LL=16 to PI=7 / G�
then PI = 0.9 (LL-8)
ON
MH OR
OH
-
MLOR OL
I
OV 7V � VV
JE

OASIS
CONSULTING
SERVICES
REPORT OF ATTERBERG LIMITS TEST RESULTS (ASTM D4318)
Project Name:
Anson Landfill Phase 4 Cell 2
Lab#: 5198
Project Number: 235005
Location
TP-03
Technician
KS/VP
Test Date: 7/21/2023
Type of Test:
Atterberg Limits
Checked by
RR
USCS Classification: CH-MH
Sample Description:
Orange brown sandy CLAY (CH-MH) with rock fragments
Boring n/a
Depth n/a
60
H 50
col.
X
w
C 40
z
30
U
Q 2C
iL
10
7
4
40 10 16 20 30 40 50 60 70
LIQUID LIMIT (LL)
*USCS Classification is based on the Atterberg Limi'
Liquid Limit 50
Plastic Limit 28
Plasticity Index 22
Grain Size Analysis results.
Passing # 200 69.4
For classification of fine- ruined soils
and f ine-grained f Tact ion of coarse -grained/
'
sails
Equation of W -line
Horizontal at PI=4 to LL=25.5,
then PI-0.73 (LL-20)
`
Equation of"U"-line
Vertical at LL =16 to PI=7 /
G�
then PI=0.9(LL-8)
/
MH OR
OH
-- _ R OL MLo
I �
�
qV 7v
ID

_
,r' •
s,� 4
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—
—
—
—
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-.
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■i■■■■■uri�i
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JASIs
CLIENT
PROJECT
Waste
Oasis
Connections
Consulting
Services
MOISTURE -DENSITY RELATIONSHIP
PROJECT NAME Anson Waste Management Facilitv Phase 4 Cell 2
PROJECT LOCATION Anson County, NC
Source of Material CL-04 0.0
Description of Material
Test Method ASTM D698 Method A
Lab Technician VP/DW
Date Sampled 7/19/2023
Date Tested 7/30/2023
TEST RESULTS
Ma)amum Dry Density 92.6 PCF
Optimum Water Content 13.7 %
11 IV
ATTERBERG LIMITS
ILL PL PI
Curves of 100% Saturation
for Specific Gravity Equal to:
2.80
2.70
2.60
NUMBER
235005
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125
120
115
110
a
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1 1 1 1 1

APPENDIX B
Section 3
CLAY LINER DURING
CONSTRUCTION

O (� I (` 45 Woodstock Street
J J Roswell, Georgia 30075
CONSULTING Phone: [phone]
SERVICES
HYDRAULIC CONDUCTIVITY TEST REPORT
(ASTM D5084 - Method C)
PROJECT: Anson County Landfill
DATE: 07/24/2023
JOB NO.: 235005
LAB NO: 5199
CLIENT: Waste Connections
Received from: Jobsite
Type Test: Flex wall permeameter, falling -head rising-tailwater
Type Saturation: Vacuum and back pressure to achieve 100 ± 5% saturation
Type Sample: 2.8-inch diameter, Undisturbed
SAMPLE
ID.
HYDRAULIC
CONDUCTIVITY
K (cm/s)
ST-01
4.09X 10-7
ST-02
7.63 x 10-7
Notes:
1) Permeant liquid: De -aired Tap Water
2) Confining Pressure: 5 psi
Respectfully Submitted,
OASIS CONSULTING SERVICES
D.W.
Donnie Whisler
Laboratory Manager, Technical Director
Rev 10-11-19

OASIS
CONSULTING
SERVICES
REPORT OF ATTERBERG LIMITS TEST RESULTS (ASTM D4318)
Project Name:
Anson Landfill Phase 4 Cell 2
Lab#: 5199
Project Number: 235005
Location I
ST-01
Technician
KS/VP
'Test Date: 7/23/2023
Type of Test:
Atterberg Limits
Checked by
RR
USCS Classification: CH-MH
Sample Description:
Orange brown sandy silty CLAY (CH-MH)
Boring n/a
Depth n/a
60
H 50
�a.
X
w
C 40
z
r
E-
U
H
Q
J
a
30
20
10
7
4
00 10 16 20 30 40 56 60 70
LIQUID LIMIT (ILL)
*USCS Classification is based on the Atterberg Limit test and the Grain Size Analysis results.
Liquid Limit
58
Plastic Limit
30
Plasticity Index
28
Passing #200 65.6
For classification of fine- rained soils
a nd f ine-grained f roctIon of coarse -grained
/
0000.0,000000
soils,
000,
Equation of "A - line \�j,�
Horizontal at PI=4 to LL=25.5,
Jj/ ���
then PI-0.73 (LL-20) `
Equation of "U"- I ine
Vertical at LL=16 to PI=7 G
then PI = 0.9 (LL-6) ♦�
--
MLOR OL
I
OV 7V ivv
III7

OASIS
CONSULTING
SERVICES
REPORT OF ATTERBERG LIMITS TEST RESULTS (ASTM D4318)
Project Name:
Anson Landfill Phase 4 Cell 2
Lab#: 5199
Project Number: 235005
Location
ST-02
Technician
KS/VP
Test Date: 7/23/2023
Type of Test:
Atterberg Limits
Checked by
RR
USCS Classification: CL-ML
Sample Description:
Orange brown sandy silty CLAY (CL-ML)
Boring n/a
Depth n/a
L• 9
H 50
X
W
O 40
z
}
~ 30
U
Q 2C
J
a
10
7
4
0
0
*USCS Classification is based on the Atterberg Limit test and the Grain Size Analysis results.
Liquid Limit
49
Plastic Limit
27
Plasticity Index
22
Passing # 200 70.6
lOF
For classification of fine- roined soils
000,
an Ine-groinedfFact ion o coarse -grained
soils.
Equation of "A' - line
Horizontal at PI=4 to LL=25.5,
then PI-0.73 (LL-20)
o``
Equat ion of "U"- I ine
Vertical at LL =16 to PI=7
then PI = 0.9 (LL-8)
M H OR
OH
MLOR QL
I
I
10 16 20 30 4 U W bU r U
LIQUID LIMIT (LL)
ov 7V
n Ll
E

O A (� I (� 45 Woodstock Street
J J Roswell, Georgia 30075
CONSULTING Phone: [phone]
SERVICES
HYDRAULIC CONDUCTIVITY TEST REPORT
(ASTM D5084 - Method C)
DATE: 08-08-2023
JOB NO.: 235005
LAB NO: 5210
PROJECT: Anson County Landfill
CLIENT: Waste Connections
Received from: Jobsite
Type Test: Flex wall permeameter, falling -head rising-tailwater
Type Saturation: Vacuum and back pressure to achieve 100 ± 5% saturation
Type Sample: 2.8-inch diameter, Undisturbed
SAMPLE
ID.
HYDRAULIC
CONDUCTIVITY
K (cm/s)
ST-03
3.72X 10-7
ST-04
1.10X 10-6
ST-05
3.97X 10-7
Notes:
1) Permeant liquid: De -aired Tap Water
2) Confining Pressure: 5 psi
Respectfully Submitted,
OASIS CONSULTING SERVICES
D.W.
Donnie Whisler
Laboratory Manager, Technical Director
Rev 10-11-19

OASIS
CONSULTING
SERVICES
REPORT OF ATTERBERG LIMITS TEST RESULTS (ASTM D4318)
Project Name-
Anson Landfill Phase 4 Cell 2
Lab#: 5210
Project Number: 235005
Location
ST-03
Technician
KS/VP
Test Date: 8/8/2023
Type of Test:
Atterberg Limits
Checked by
RR
USCS Classification: CH-MH
Sample Description:
Orange brown sandy silty CLAY (CH-MH)
Boring n/a Depth n/a
60
H 50
C-
X
w
G 4C
z
U
a
J
a
30
2C
10
7
4
00 10 16 20 30 40 50 60 70
LIQUID LIMIT (LL)
-USCS Classification is based on the Atterberg Limit test and the Grain Size Analysis results.
Liquid Limit
55
Plastic Limit
30
Plasticity Index
25
PASSING # 200 65%
For classification of fine-grained soils
of
and fine-grained friaction of coarse-grolne
/
soils
\��
/40000,
Equation of "A -line
Horizontal at PI=4 to LL=25.5,
oe
then PI-0.73 (LL-20)
Equat ion of "U"- I ine
Vertical at LL=16 to PI=7 /
G`-
then PI= 0.9 (ZZ
� oti
61
MH 0li
OH
MLoR
OL
I
,
OV ;? iVV
IN

OASIS
CONSULTING
SERVICES
REPORT OF ATTERBERG LIMITS TEST RESULTS (ASTM D4318)
Project Name:
Anson Landfill Phase 4 Cell 2
Lab#: 5210
Project Number: 235005
Location
ST-04
Technician
KS/VP
Test Date: 8/8/2023
'Type of Test:
Atterberg Limits
Checked by
RR
USCS Classification: MH
'Sample Description:
Orange brown sandy SILT (MH) with rock fragments
Boring n/a
Depth n/a
60
H 50
0.
X
w
0 40
z
V
H
N
a
J
a
30
2C
10
7
4
00 10 16 20 30 40 56 60 70
LIQUID LIMIT (LL)
*USCS Classification is based r
Liquid Limit
62
Plastic Limit
33
Plasticity Index
29
rhere Limit test and the Grain Size Analysis results.
PASSING # 200 63.4%
For classification of fine- rained soils
Of
and fine-grained f ract ion of coarse-graine]/d
J000OO/
soils
Equation of Al - line
Horizontal at PI=4 to LL=25.5,
``
�11
then PI-0.73 (LL-20)
``��
�•p�'
Equation of"U"-line
Vertical at LL=16 to PI=7 /
G�
then PI=0.9(LL-8)
I
�
I
•
MH O'R
OH
I
MLoR
OL
--
I
i
ov w wv
W

OASIS
CONSULTING REPORT OF ATTERBERG LIMITS TEST RESULTS (ASTM D4318)
SERVICES
Project Name:
Anson Landfill Phase 4 Cell 2
Lab#: 5210
Project Number: 235005
Location
ST-05
Technician
KS/VP
Test Date: 8/8/2023
Type of Test:
Atterberg Limits
Checked by
RR
USCS Classification: MH-CH
Sample Description:.
Orange brown sandy clayey SILT (MH-ch) with rock fragments
Boring n/a
Depth n/a
'USCS Classification is based on the Atterberg Limit test and the Grain Size Analysis results.
PASSING # 200 63.8%
Liquid Limit
51
Plastic Limit 1 27
Plasticity Index 24
60
For classification of fine- rained soils
ondTns-grained fraction of coarse -grains
soils.
H 50
-
Equation of �A -I ine
i
Horizontal at PI=4 to LL=25.5,
f/
w
then PI-0.73(LL-20)
4
z
Equation of "U"-line
Vertical at LL=16 to PI=7
G
>'
then PI = 0.9 (LL-6)
30
U
�
J 0
/ {g`
a
10
7.----"vM
_ MLOROL
4 -
I
00 10 16 20 30 40 50 60
LIQUID LIMIT (LL)
MH 6,00H
70 60 90 100 110

OASIS
CONSULTING
SERVICES
45 Woodstock Street
Roswell, Georgia 30075
Phone: [phone]
HYDRAULIC CONDUCTIVITY TEST REPORT
(ASTM D5084 - Method C)
DATE: 07/30/2023
JOB NO.: 235005
LAB NO: 5208
PROJECT: Anson County Landfill
CLIENT: Waste Connections
Received from: Jobsite
Type Test: Flex wall permeameter, falling -head rising-tailwater
Type Saturation: Vacuum and back pressure to achieve 100 ± 5% saturation
Type Sample: 2.8-inch diameter, Undisturbed
SAMPLE
ID.
HYDRAULIC
CONDUCTIVITY
K (cm/s)
ST-06
9.91 X 10-'
ST-07
6.44X 10-7
ST-08
8.87X 10-7
ST-09
8.37X 10-7
Notes:
1) Permeant liquid: De -aired Tap Water
2) Confining Pressure: 5 psi
Respectfully Submitted,
OASIS CONSULTING SERVICES
Donnie Whisler
Laboratory Manager, Technical Director
Rev 10-11-19