7606_GoldHillCDLF_Phase2BPartialClosure_response_FID1359129_20191007

October 7, 2019
Mr. Ming-Tai Chao, P.E.
Environmental Engineer
NCDEQ – Division of Waste Management
217 West Jones Street
Raleigh, NC 27603
RE: Phase 2B Closure
Gold Hill Road C&D Landfill
Asheboro, North Carolina
Solid Waste Permit No. 7606-CDLF-2001
Dear Ming:
On behalf of Gold Hill Road C&D Landfill (Gold Hill), Smith Gardner, Inc. (S+G) is pleased to
provide response to your comments received through email correspondence dated
September 26, 2018 (attached). Your comments are repeated below in italics followed by
S+G’s response in bold.
1.To avoid confusion and to be consistent with the previous submittal (DIN 28479),
please provide a separate drawing (without any contour lines and sample points but
the boundaries of each phase) showing the closed Phase 2A (5 acres), Phase 2B (1.3
acres), to-be-closed Phase 2 (2.03 acres), and the active Phase 1A-1 and constructed
Phase 1A-2 and the future Phase 1B (7.6 acres).
Figure 1 (attached) includes the Phase boundaries showing the closed, active and
future areas. Based on these areas, the current open area is 4.8 acres (excluding
Phase 2B partial closure of 1.3 acres). As a result, Gold Hill is allowed to access the
approximately 1.3 acres of Phase 1A-2 for waste disposal.
2.According to AOC (DIN 20575 & 28246) the landfill can only operate 6.1-acre-
constructed landfill area for waste disposal. Since the active disposal are of 1.3-acre
is closed, the remaining area for waste disposal at the landfill will be 4.5 acres. The
landfill owner can request an approval to use the portions of the constructed 1.90-
acre Phase 1A-2, up to 1.6 acres, for receiving permitted wastes for disposal per
Permit Condition No. 4, Part II of Attachment 3 of the permit (DIN 28583) dated
November 06, 2017. To obtain a new Permit Approval to Operate (PTO) for using the
additional disposal area at the landfill, please submit the following documents:
i.A new Facility Plan drawing to show remaining disposal area of 6.1 acres of
the CDLF including remaining Phase 2 area (2.03 acres), Phase 1A-1 (2.47
acres), the portion of Phase 1A-2 (1.6 acres), and remaining Phase 1A area
(0.29 acres).
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Mr. Ming-Tai Chao
October 7, 2019
Page 2 of 6
The facility plan (attached) includes the Phase boundaries showing the closed,
active and future areas. The areas of each phase are provided.
ii.A drawing containing two cross sections over the new Facility Plan drawing to
show the landfill grades – the landfill base grades, the latest fill grades, and
the approved interim grades.
Figure 2 and 3 (attached) includes two cross-sections showing landfill base
grades, fill grades as of June 2019, and interim grades.
iii.The operating capacity of each above-mentioned phase which will be
incorporated into the new permit – PTO.
Based on our review of available information, S+G has determined the
following footprints and capacities of each phase:
Phase Footprint (AC)Consumed
Capacity (CY)
Remaining
Capacity (CY)
Total Available
Capacity (CY)
Phase 2 and
1A-1
11.0
(4.8 Active)418,145 79,840 497,985
Phase 1A-2 1.9 N/A 138,163 138,163
Phase 1B 7.4 N/A 410,292 410,292
Phase 1C 0 N/A 340,267 340,267
Facility 20.3 418,145 992,596 1,410,741
The Permit to Operate (PTO) for the certified areas of Phase 1 and 2, dated
February 17, 2014 (Doc ID: 9575) provide a permitted gross capacity of
1,114,400 cubic yards. Prior to beginning Phase 1C operations, Gold Hill will
either request a permit amendment for the additional available capacity, or
close the facility at approximately elevation 808 feet, which represents a gross
capacity of 1,225,840 (110% of permitted capacity). N.C.G.S § 130A-294(a3)(1)b
allows for an increase of up to 110% of the permitted airspace without a
substantial amendment. The available airspace within the permitted footprint
at final closure grades is 1,410,741 cubic yards.
iv.The physical markers must be established/surveyed which will be used to
physically separate Phase 1A-2 (approved disposal area) and remaining Phase
1A area of 0.29 acres (constructed area not for waste disposal yet). The
established markers will be subject to the future facility audit/inspection.
Markers will be established at the permitted disposal boundary by a surveyor
licensed in the State of North Carolina.
3.According to the CQA Report, the test pits were used to measure the thickness of
compacted soil layer and vegetative soil layer (VSL) for the constructed final cover
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Mr. Ming-Tai Chao
October 7, 2019
Page 3 of 6
system. The approaches are NOT APPROVED by the Solid Waste Section and deviated
from the approved CQA Plan (DIN 26596, Page 1 & Table C).
i.Who approved this deviation from the approved CQA Plan (DIN 26596)? Should
the decision-making process be documented in the CQA Report?
As stated in Note 6 of Table C of the Approved CQA Plan (DIN 26596), “Testing
protocols may be altered at the Engineer’s discretion, providing minimum
standards of practice are observed and the regulatory requirements are met.”
In this instance the Engineer of Record used his discretion to verify thickness
of each layer by direct measure of each layer. This decision was documented
in the submitted CQA report by stating “The project engineer was witness to
Gold Hill CDLF performing testing pits to confirm thickness of cover...”. Test
pits are appropriate to measure cap thickness due to settlement of waste
during cap construction. Settlement of waste during cap construction can
result in final grades, upon placement of cap material, being at or near
preconstruction grades; therefore providing an inaccurate measurement of
cover thickness. Additionally the test pit areas were evaluated by S+G to
ensure the test pit areas were recompacted in conformance with the project
specifications as noted below.
ii.How were the test-pit areas restored? Specifically, the compacted soil barrier
(CSB) was initially constructed and tested for classification, compaction, and
permeability, then the CSB was excavated for measuring the layer thickness
by several huge hole as shown in the Photos in Appendix C of the CQA Report;
have the required in-place density and permeability tests for the restored
layer been tested in the restored layer? Where are the re-tested data?
The pits, which measured approximately 3’ by 3’ (by inspection of
photographs), were restored by replacing the excavated material and
compacting with the excavator bucket. Samples from test pits 2B-1 and 2B-3
were taken by Geotechnics, Inc. (Geotechnics), with oversight by S+G, on June
27, 2019 for in-situ hydraulic conductivity testing and moisture-density
testing, and. Additional samples from test pits 2B-2, 2B-4, and 2B-5 were
taken by Geotechnics, with oversight by S+G, on September 18, 2019. In-situ
moisture and density tests were completed, with a drive ring sample taken as
backup. Results of testing are attached.
iii.If the testing data (mentioned in Comment No. 3.ii) on the restored areas are
not available how can the constructed final cover system be considered as
satisfying the requirements set forth in Rule 15A NCAC 13B .0543?
Testing conducted by S+G indicated the material exceeded hydraulic
conductivity at two (2) locations, 2B-1 and 2B-3, by at least an order of
magnitude. Compaction and moisture requirements, analyzed by drive
cylinder testing at all five (5) test pit locations, were exceeded as well. Based
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Mr. Ming-Tai Chao
October 7, 2019
Page 4 of 6
upon field observations and the analytical tests provided herein, S+G believes
the final cover system is in conformance with the requirements set forth in
Rule 15 NCAC 13B .0543.
iv.The Section – Responsibilities and Documentation stated that the local
surveying company – Charlie Morgan Surveying, PLLC was contacted for
survey work of the described closure activities. In another landfill construction
meeting in 2018 at Randolph County, the Solid Waste Section was informed
that Charlie Morgan Surveying, PLLC, who has conducted survey work for
previous phased developments at this landfill did not contract for the similar
project this time due to retirement of the owner. For the sake of clarification,
please provide the specific descriptions of the work that Charlie Morgan
Surveying, PLLC was contracted to do and provide the original survey data
signed and sealed by the licensed surveyor.
A topographic survey was completed by Survey Carolina, PLLC, and the sealed
survey is attached. The attached facility plan and figures reference the survey
firm and survey date of each survey used to create the composite topographic
map.
4.(Figure 1) Please address the following concerns:
i.There are two locations named as 2B-4; please correct the likely typo.
The figure has been revised to show one (1) 2B-4, the second 2B-4 has been
revised to read2B-5.
ii.Add the sample location 2B-5.
See above.
5.(Appendix B) Please provide the required info or data.
i.Per the approved CQA Plan (DIN 26596), the Sections – Responsibilities and
Documentation & Laboratory Testing and Observations stated that in-place
density of CSB were tested at the frequency of four (4) tests per acre per lift.
Appendix B only contains testing results of 15 samples, rather than 24
samples. Please provide the required testing results of the other sample
locations.
Per the approved CQA Plan (DIN 26596), in-place density is required at a
frequency of four (4) tests per acre per lift for the CSB. An 18-inch-thick CSB
was placed in six (6)-inch-lifts over 1.3 acres which equates to 15.6 tests.
Based upon our field observations and testing provided in the September 2017
CQA Report, S+G believes that 15 tests are sufficient to show material
conformance.
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Mr. Ming-Tai Chao
October 7, 2019
Page 5 of 6
ii.Please provide the lab testing results used to establish the relationship
between soil density and moisture content (Standard Proctor Compaction
Test) of the earthen material used for this final cover construction.
The Proctor tests used for comparison to determine compaction were
submitted with the 2017 Final Cover Certification Documentation, provided by
Amec, Foster, Wheeler, and are attached for reference.
iii.The Section – Laboratory Testing and Observations stated that the strength
properties of the soil for constructing final cover system had the friction angle
of 29 degrees and the cohesion of 180 psf. Please provide the lab testing
results and the sample location/identification (sample location must be shown
on the drawing).
Direct shear testing was provided within the 2017 Final Cover Certification
Documentation, provided by Amec, Foster, Wheeler, and are attached for
reference.
iv.In addition to testing in-place soil density on the CSB, the approved CQA Plan
(DIN 26596) specifies the testing of moisture content on the CSB, at the
frequency of Four (4) tests per acre per lift. Please provide the testing results.
A total of 15 moisture contents were taken (see response to 5.i for discussion
on quantity) and were provided in the “report of field density test of soil by
nuclear gauge using test mode method A (ASTM D 6938)” as part of the
“Cover Certification Phase 2B Documentation,” prepared by Wood, dated
September 18, 2018.
6.(Appendix C) Please correct the likely typos in the photo logs:
i.What is VSB? Should the correct term be VSL as described in the Section of
Responsibilities and Documentation?
The photo logs have been revised to state VSL.
ii.The location identification shall be consistent to that shown on the drawing
Figure 1. The location identifications stated in the Photo Log are misleading.
The locations of photos are identified as location of the photo and picture at
that location, for example location 2B-1-1 is location 2B-1 photo 1.
7.According to available soil testing results, the in-place dry soil densities of the 18-
inch CSB range from 82.7 to 106.1 psf; nine (9) of the 15 tested samples fail to pass
the required 95% compaction effort specified in the approved PTC Application (DIN
26596). Additionally, veneer slope stability analyses in the approved PTC Application
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Mr. Ming-Tai Chao
October 7, 2019
Page 6 of 6
(DIN 26596) specifies the minimum friction angle of the compacted soil liner is 31
degrees. The Solid Waste Section can’t accept the conclusion for the low compaction
effort of CSB due to the presence of mica content and/or small rock; additionally, the
reported friction angle of the compacted soil liner is 29 degrees, which is less than
the specified minimum value of 31 degrees. The slope stability shall be re-analyzed
by using collected data – field density and shear strength to demonstrate the
constructed 3 to 1 side slope is reasonably stable.
S+G conducted a veneer stability analysis using the reported friction angle of 29
degrees and cohesion of 180 psf, and the worst case scenarios for compaction. The
two (2) field test values used for analysis are 2B-2-3 and 2B-3-1. Based on this
analysis (see attached), S+G believes the compactive effort achieved is sufficient to
prevent a veneer failure of the 3:1 slope.
S+G trusts the above responses and accompanying attachments adequately address your
comments. Should you have any additional questions, comments, or require further
clarification, please do not hesitate to contact us at your earliest convenience.
Sincerely,
SMITH GARDNER, INC.
Spencer W. Hollomon, P.E. W. Michael Brinchek, P.E.
Project Engineer, x134 Senior Project Manager, x128
[e-mail] [e-mail]
Attachments (5)
cc: Al Morton, Gold Hill C&D Landfill
File
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10/7/2019
Attachment 1
Figures
Response to Comments Dated September 26, 2018
Phase 2B Partial Closure
Gold Hill Road C&D Landfill
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G:\CAD\Gold Hill\Gold Hill 19-1\sheets\GOLDHILL-B0001.dwg - 10/7/2019 1:21 PMDRAWN:APPROVED:PROJECT NO:SCALE:FILENAME:DATE:FIGURE NO.PREPARED BY:PREPARED FOR:SMITHGARDNER+© 2019 Smith Gardner, Inc.14 N. Boylan Avenue, Raleigh NC 27603NC LIC. NO. F-1370 (ENGINEERING)919.828.0577SC COA NO. C014881526 Richland St., Columbia SC 29201GOLD HILL ROAD C&D LANDFILLFACILITY MAPC.T.J.AS SHOWN1Oct 2019GOLD HILL 19-1GOLDHILL-B0001DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
G:\CAD\Gold Hill\Gold Hill 19-1\sheets\GOLDHILL-B0001.dwg - 10/7/2019 1:17 PM
DRAWN:APPROVED:
PROJECT NO:
SCALE:
FILENAME:DATE:
FIGURE NO.PREPARED BY:PREPARED FOR:
SMITH GARDNER+© 2019 Smith Gardner, Inc.14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. F-1370 (ENGINEERING)
919.828.0577
SC COA NO. C01488
1526 Richland St., Columbia SC 29201
GOLD HILL ROAD C&D LANDFILL
CROSS SECTION A-A
C.T.J.AS SHOWN 2
Oct 2019 GOLD HILL 19-1 GOLDHILL-B0001 DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
G:\CAD\Gold Hill\Gold Hill 19-1\sheets\GOLDHILL-B0001.dwg - 10/7/2019 1:17 PM
DRAWN:APPROVED:
PROJECT NO:
SCALE:
FILENAME:DATE:
FIGURE NO.PREPARED BY:PREPARED FOR:
SMITH GARDNER+© 2019 Smith Gardner, Inc.14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. F-1370 (ENGINEERING)
919.828.0577
SC COA NO. C01488
1526 Richland St., Columbia SC 29201
GOLD HILL ROAD C&D LANDFILL
CROSS SECTION B-B
C.T.J.AS SHOWN 3
Oct 2019 GOLD HILL 19-1 GOLDHILL-B0001 DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
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Wood Environment & Infrastructure Solutions, Inc.
4021 STIRRUP CREEK DRIVE, SUITE 100 DURHAM, NORTH CAROLINA
TESTING LOCATION PLANGOLD HILL CDLF
ASHEBORO, NORTH CAROLINA
DRAWN:
MCR DATE: SEPTEMBER 2018 FIGURE
ENG CHECK:
MCR
SCALE:
NTS 1APPROVAL: GDG JOB NO.: 6468-17-7115
Closed Boundary Posts
Point 5
Point 4
Point 3Point 2
Point 1 Easting
1764406
1764478
1764523
1764865
1765104
Northing
720020
720056
719986
720188
720278
Point
1
2
3
4
5
2B-5
7-1
2B-4
2B-3
2B-2
2B-1
Phase 2B Closed, 1.3ac
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Attachment 2
Drawings
Response to Comments Dated September 26, 2018
Phase 2B Partial Closure
Gold Hill Road C&D Landfill
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PROJECT TITLE:DRAWING TITLE:REV.DATEDESCRIPTIONDESIGNED:DRAWN:APPROVED:PROJECT NO:SCALE:FILENAME:PREPARED BY:PREPARED FOR:SHEET NUMBER:DRAWING NUMBER:DATE:G:\CAD\Gold Hill\Gold Hill 19-1\sheets\GOLDHILL-D0002.dwg - 10/4/2019 4:16 PM
SEALSEALSMITHGARDNERENGINEERS+Electronic files are instruments of service provided by SmithGardner, Inc. for the convenience of the intended recipient(s), andno warranty is either expressed or implied.  Any reuse orredistribution of this document in whole or part without thewritten authorization of Smith Gardner, Inc., will be at the solerisk of the recipient.  If there is a discrepancy between theelectronic files and the signed and sealed hard copies, the hardcopies shall govern.  Use of  any electronic files generated orprovided by Smith Gardner, Inc., constitutes an acceptance ofthese terms and conditions.© 2019 Smith Gardner, Inc.14 N. Boylan Avenue, Raleigh NC 27603NC LIC. NO. F-1370 (ENGINEERING)919.828.05771526 Richland St., Columbia SC 29201SC COA NO. C01488GOLD HILLC&D LANDFILLFACILITY PLANW.M.B.C.T.J.GOLDHILL 19-1AS SHOWNOCT. 2019GOLDHILL-D00021S1DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
717000
717100
717200
717300
717400
717500
717600
717700
717800
17647001764800176490017650001765100176520017653001765400Location Map
(Not to Scale)
Legend
Property Line
Computed Property Line
Right of Way Line
Easement Line
Old Plat Book Line
Existing Iron Rod/Pipe
NIR
Point Not Set/Computed Point
Well
Tie Lines
717200
717300
717400
717500
717600
717700
717800
717900717900
718000
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77077077578078579076577077578078579079576076577077578078576
5
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0
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79
0 Dr.CrossSt.WashingtonAve.Falls Rd.Old
CedarFarrSt.Presnell St.
CoventryPl.
Rd.
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Cir.Twain Dr.
Brookwood Dr.GoldHill Rd.StoneHavenSITE
17647001764800176490017650001765100176520017653001765400Closed Area #3: 3.54 Acres
Import Area Shown in Contours
Volumed Imported Since 2017: 24,200 Cubic Yards
0 50 100 150
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Attachment 3
Soil Testing
Response to Comments Dated September 26, 2018
Phase 2B Partial Closure
Gold Hill Road C&D Landfill
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2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: Smith + Gardner, Inc. Boring No.: 2B1
Client Reference: Gold Hill Landfill Depth (ft): NA
Project No.: R-2019-199-001 Sample No.: 1
Lab ID: R-2019-199-001-001 Soil Color: Orange
SIEVE ANALYSIS HYDROMETER
USCS cobbles gravel sand silt and clay fraction
USDA cobbles gravel sand silt clay
USCS Summary
Sieve Sizes (mm)Percentage
Greater Than #4 Gravel 0.23
#4 To #200 Sand 5.01
Finer Than #200 Silt & Clay 94.75
USCS Symbol:
CL, TESTED
USCS Classification:
LEAN CLAY
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12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)
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2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client:Smith + Gardner, Inc.Boring No.: 2B1
Client Reference: Gold Hill Landfill Depth (ft): NA
Project No.: R-2019-199-001 Sample No.: 1
Lab ID:R-2019-199-001-001 Soil Color: Orange

Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
Tare No.:924 Tare No.:NA
Wt. of Tare & Wet Sample (g):790.60 Weight of Tare & Wet Sample (g):NA
Wt. of Tare & Dry Sample (g):658.65 Weight of Tare & Dry Sample (g):NA
Weight of Tare (g):222.75 Weight of Tare (g):NA
Weight of Water (g):131.95 Weight of Water (g):NA
Weight of Dry Soil (g):435.90 Weight of Dry Soil (g):NA
Moisture Content (%):30.3 Moisture Content (%):0.0
Wet Weight of -3/4" Sample (g): 23545 Weight of the Dry Sample (g):435.90
Dry Weight of - 3/4" Sample (g): 18073.9 Weight of Minus #200 Material (g):413.02
Wet Weight of +3/4" Sample (g): 0.00 Weight of Plus #200 Material (g):22.88
Dry Weight of + 3/4" Sample (g): 0.00
Total Dry Weight of Sample (g): 18073.9
Sieve Sieve Weight of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
Retained Finer
(mm)(g)(%) (%)(%)(%)
12" 300 0.00 0.00 0.00 100.00 100.00
6" 150 0.00 0.00 0.00 100.00 100.00
3" 75 0.00 0.00 0.00 100.00 100.00
2" 50 0.00 ( * ) 0.00 0.00 100.00 100.00
1 1/2" 37.5 0.00 0.00 0.00 100.00 100.00
1" 25.0 0.00 0.00 0.00 100.00 100.00
3/4" 19.0 0.00 0.00 0.00 100.00 100.00
1/2" 12.5 0.00 0.00 0.00 100.00 100.00
3/8" 9.50 0.00 0.00 0.00 100.00 100.00
#4 4.75 1.02 0.23 0.23 99.77 99.77
#10 2.00 3.54 0.81 1.05 98.95 98.95
#20 0.85 3.15 ( ** ) 0.72 1.77 98.23 98.23
#40 0.425 2.95 0.68 2.45 97.55 97.55
#60 0.250 2.31 0.53 2.98 97.02 97.02
#140 0.106 5.52 1.27 4.24 95.76 95.76
#200 0.075 4.39 1.01 5.25 94.75 94.75
Pan -413.02 94.75 100.00 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample
Tested By RF Date 7/8/19 Checked By GEM Date 7/12/19
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ATTERBERG LIMITS
ASTM D 4318-17
Client:Smith + Gardner, Inc.Boring No.:2B1
Client Reference: Gold Hill Landfill Depth (ft): NA
Project No.: R-2019-199-001 Sample No.: 1
Lab ID:R-2019-199-001-001 Soil Description: ORANGE LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
123M
Tare Number:K Y-3 17 U
Wt. of Tare & Wet Sample (g): 25.41 26.82 26.62 L
Wt. of Tare & Dry Sample (g):22.32 23.31 22.91 T
Weight of Tare (g):15.17 15.57 15.45 I
Weight of Water (g):3.1 3.5 3.7 P
Weight of Dry Sample (g):7.2 7.7 7.5 O
Was As Received MC Preserved:I
Moisture Content (%):43.2 45.3 49.7 N
Number of Blows:34 27 16 T
Plastic Limit Test 1 2 Range Test Results
Tare Number:4M P Liquid Limit (%): 46
Wt. of Tare & Wet Sample (g): 21.77 21.72
Wt. of Tare & Dry Sample (g): 20.47 20.36 Plastic Limit (%): 27
Weight of Tare (g): 15.56 15.43
Weight of Water (g): 1.3 1.4 Plasticity Index (%): 19
Weight of Dry Sample (g): 4.9 4.9
USCS Symbol: CL
Moisture Content (%): 26.5 27.6 -1.1
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
Tested By NL Date 7/11/19 Checked By GEM Date 7/12/19
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222.75
658.65
790.60
Liquid Limit TestAs Received Moisture Content
Yes
924
ASTM D2216-10
30.3
435.9
132.0
20
25
30
35
40
45
50
55
110100Water Content (%)Number of Blows
0
10
20
30
40
50
60
0 20406080100Plasticity Index (%)Liquid Limit (%)
CL CH
MH
CL-ML
ML
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
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MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner, Inc.Boring No.: 2B1
Client Reference: Gold Hill Landfill Depth (ft): NA
Project No.:R-2019-199-001 Sample No.: 1
Lab ID:R-2019-199-001-001 Test Method STANDARD
Visual Description: Orange Lean Clay
Optimum Water Content (%):19.7
Maximum Dry Density (pcf):96.3
Tested By GB Date 7/8/19 Checked By GEM Date 7/12/19
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15
85
90
95
100
15 20 25 30 35Density (pcf)Water Content (%)
Specific Gravity 2.70
Assumed
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

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MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner, Inc.Boring No.: 2B1
Client Reference: Gold Hill Landfill Depth (ft): NA
Project No.:R-2019-199-001 Sample No.: 1
Lab ID:R-2019-199-001-001
Visual Description: Orange Lean Clay
Total Weight of the Sample (g): 13200 Test Type:STANDARD
As Received Water Content (%): NA Rammer Weight (lb):5.5
Assumed Specific Gravity:2.70 Rammer Drop (in):12
Rammer Type:MECHANICAL
Percent Retained on 3/4":0 Machine ID: R174
Percent Retained on 3/8": 0 Mold ID:R552
Percent Retained on #4: NA Mold diameter:4"
Oversize Material:Not included Weight of the Mold (g):4234
Procedure Used:B Volume of the Mold (cm3):942
Mold / Specimen
Point No.123 4 5
Weight of Mold & Wet Sample (g): 5930 5972 6010 6024 6033
Weight of Mold (g): 4234 4234 4234 4234 4234
Weight of Wet Sample (g): 1696 1738 1776 1790 1799
Mold Volume (cm3):942 942 942 942 942
Moisture Content / Density
Tare Number:911 909 906 912 907
Weight of Tare & Wet Sample (g): 517.10 509.60 489.30 526.00 516.30
Weight of Tare & Dry Sample (g): 454.30 443.14 417.63 443.04 427.38
Weight of Tare (g):102.00 103.20 102.30 101.30 101.00
Weight of Water (g):62.80 66.46 71.67 82.96 88.92
Weight of Dry Sample (g):352.30 339.94 315.33 341.74 326.38
Wet Density (g/cm3):1.80 1.85 1.89 1.90 1.91
Wet Density (pcf): 112.4 115.1 117.6 118.6 119.2
Moisture Content (%): 17.8 19.6 22.7 24.3 27.2
Dry Density (pcf): 95.4 96.3 95.8 95.4 93.6
Zero Air Voids
Moisture Content (%):25.5 28.0 30.5
Dry Unit Weight (pcf):99.8 95.9 92.4
Tested By GB Date 7/8/19 Checked By GEM Date 7/12/19
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15 S:Excell\Excel Qa\Spreadsheets\Proctor.xls
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SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: Smith + Gardner, Inc. Boring No.: 2B3
Client Reference: Gold Hill Landfill Depth (ft): NA
Project No.: R-2019-199-001 Sample No.: 2
Lab ID: R-2019-199-001-002 Soil Color: Orange
SIEVE ANALYSIS HYDROMETER
USCS cobbles gravel sand silt and clay fraction
USDA cobbles gravel sand silt clay
USCS Summary
Sieve Sizes (mm)Percentage
Greater Than #4 Gravel 0.76
#4 To #200 Sand 3.92
Finer Than #200 Silt & Clay 95.32
USCS Symbol:
CL, TESTED
USCS Classification:
LEAN CLAY
page 1 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

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WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client:Smith + Gardner, Inc.Boring No.: 2B3
Client Reference: Gold Hill Landfill Depth (ft): NA
Project No.: R-2019-199-001 Sample No.: 2
Lab ID:R-2019-199-001-002 Soil Color: Orange

Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
Tare No.:918 Tare No.:NA
Wt. of Tare & Wet Sample (g):777.96 Weight of Tare & Wet Sample (g):NA
Wt. of Tare & Dry Sample (g):662.24 Weight of Tare & Dry Sample (g):NA
Weight of Tare (g):222.77 Weight of Tare (g):NA
Weight of Water (g):115.72 Weight of Water (g):NA
Weight of Dry Soil (g):439.47 Weight of Dry Soil (g):NA
Moisture Content (%):26.3 Moisture Content (%):0.0
Wet Weight of -3/4" Sample (g): 23545 Weight of the Dry Sample (g):439.47
Dry Weight of - 3/4" Sample (g): 18637.4 Weight of Minus #200 Material (g):418.92
Wet Weight of +3/4" Sample (g): 0.00 Weight of Plus #200 Material (g):20.55
Dry Weight of + 3/4" Sample (g): 0.00
Total Dry Weight of Sample (g): 18637.4
Sieve Sieve Weight of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
Retained Finer
(mm)(g)(%) (%)(%)(%)
12" 300 0.00 0.00 0.00 100.00 100.00
6" 150 0.00 0.00 0.00 100.00 100.00
3" 75 0.00 0.00 0.00 100.00 100.00
2" 50 0.00 ( * ) 0.00 0.00 100.00 100.00
1 1/2" 37.5 0.00 0.00 0.00 100.00 100.00
1" 25.0 0.00 0.00 0.00 100.00 100.00
3/4" 19.0 0.00 0.00 0.00 100.00 100.00
1/2" 12.5 0.00 0.00 0.00 100.00 100.00
3/8" 9.50 0.00 0.00 0.00 100.00 100.00
#4 4.75 3.32 0.76 0.76 99.24 99.24
#10 2.00 3.74 0.85 1.61 98.39 98.39
#20 0.85 3.35 ( ** ) 0.76 2.37 97.63 97.63
#40 0.425 3.12 0.71 3.08 96.92 96.92
#60 0.250 2.13 0.48 3.56 96.44 96.44
#140 0.106 1.06 0.24 3.80 96.20 96.20
#200 0.075 3.83 0.87 4.68 95.32 95.32
Pan -418.92 95.32 100.00 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample
Tested By RF Date 7/8/19 Checked By GEM Date 7/11/19
page 2 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
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ATTERBERG LIMITS
ASTM D 4318-17
Client:Smith + Gardner, Inc.Boring No.:2B3
Client Reference: Gold Hill Landfill Depth (ft): NA
Project No.: R-2019-199-001 Sample No.: 2
Lab ID:R-2019-199-001-002 Soil Description: ORANGE LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
123M
Tare Number:A-M A-K W-S U
Wt. of Tare & Wet Sample (g): 29.43 27.71 29.94 L
Wt. of Tare & Dry Sample (g):25.32 24.05 25.55 T
Weight of Tare (g):15.31 15.48 15.79 I
Weight of Water (g):4.1 3.7 4.4 P
Weight of Dry Sample (g):10.0 8.6 9.8 O
Was As Received MC Preserved:I
Moisture Content (%):41.1 42.7 45.0 N
Number of Blows:32 24 16 T
Plastic Limit Test 1 2 Range Test Results
Tare Number:V E Liquid Limit (%): 42
Wt. of Tare & Wet Sample (g): 21.86 21.62
Wt. of Tare & Dry Sample (g): 20.54 20.33 Plastic Limit (%): 25
Weight of Tare (g): 15.20 15.20
Weight of Water (g): 1.3 1.3 Plasticity Index (%): 17
Weight of Dry Sample (g): 5.3 5.1
USCS Symbol: CL
Moisture Content (%): 24.7 25.1 -0.4
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
Tested By PW Date 7/10/19 Checked By GEM Date 7/11/19
page 1 of 1 DCN: CTS4B, REV. 8, 5/22/18 S:\Excel\Excel QA\Spreadsheets\Limit 3Pt.xls
Yes
918
ASTM D2216-10
26.1
439.5
114.7
222.77
662.24
776.96
Liquid Limit TestAs Received Moisture Content
20
25
30
35
40
45
50
110100Water Content (%)Number of Blows
0
10
20
30
40
50
60
0 20406080100Plasticity Index (%)Liquid Limit (%)
CL CH
MH
CL-ML
ML
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardnerm, Inc.Boring No.: 2B3
Client Reference: Gold Hill Landfill Depth (ft): NA
Project No.:R-2019-199-001 Sample No.: 2
Lab ID:R-2019-199-001-002 Test Method STANDARD
Visual Description: Orange Lean Clay
Optimum Water Content (%):19.0
Maximum Dry Density (pcf):103.8
Tested By GB Date 7/8/19 Checked By GEM Date 7/9/19
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15
85
90
95
100
105
110
10 15 20 25 30Density (pcf)Water Content (%)
Specific Gravity 2.70
Assumed
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

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MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardnerm, Inc.Boring No.: 2B3
Client Reference: Gold Hill Landfill Depth (ft): NA
Project No.:R-2019-199-001 Sample No.: 2
Lab ID:R-2019-199-001-002
Visual Description: Orange Lean Clay
Total Weight of the Sample (g): 10000 Test Type:STANDARD
As Received Water Content (%): NA Rammer Weight (lb):5.5
Assumed Specific Gravity:2.70 Rammer Drop (in):12
Rammer Type:MECHANICAL
Percent Retained on 3/4":0 Machine ID: R606
Percent Retained on 3/8": 1 Mold ID:R607
Percent Retained on #4: NA Mold diameter:4"
Oversize Material:Not included Weight of the Mold (g):4291
Procedure Used:B Volume of the Mold (cm3):940
Mold / Specimen
Point No.123 4 5
Weight of Mold & Wet Sample (g): 6039 6099 6159 6162 6113
Weight of Mold (g): 4291 4291 4291 4291 4291
Weight of Wet Sample (g): 1748 1809 1869 1871 1823
Mold Volume (cm3):940 940 940 940 940
Moisture Content / Density
Tare Number:914 910 904 906 909
Weight of Tare & Wet Sample (g): 307.70 326.00 333.30 305.70 309.00
Weight of Tare & Dry Sample (g): 284.80 295.46 294.73 268.41 267.60
Weight of Tare (g):102.20 102.80 99.30 102.30 103.00
Weight of Water (g):22.90 30.54 38.57 37.29 41.40
Weight of Dry Sample (g):182.60 192.66 195.43 166.11 164.60
Wet Density (g/cm3):1.86 1.92 1.99 1.99 1.94
Wet Density (pcf): 116.1 120.1 124.0 124.2 121.0
Moisture Content (%): 12.5 15.9 19.7 22.4 25.2
Dry Density (pcf): 103.1 103.6 103.6 101.4 96.7
Zero Air Voids
Moisture Content (%):21.0 25.3 29.5
Dry Unit Weight (pcf):107.5 100.2 93.8
Tested By GB Date 7/8/19 Checked By GEM Date 7/9/19
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15 S:Excell\Excel Qa\Spreadsheets\Proctor.xls
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
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Client Smith + Gardner, Inc.Boring No.2B1
Client Project Gold Hill Landfill Depth (ft.)NA
Project No. R-2019-199-001 Sample No. ST-2B1-1A
Lab ID No. R-2019-199-001-003
Visual Description: Orange Clay
AVERAGE PERMEABILITY = 2.1E-07 cm/sec @ 20
oC
AVERAGE PERMEABILITY = 2.1E-09 m/sec @ 20
oC
Tested By: MY Date: 7/10/19 Checked By: GEM Date: 7/11/19
Page 1 of 3 DCN: CT-22A DATE: 8/28/17 REVISION: 5eOJECTS\SMITH+GARDNER\2019-199 SMITH+GARDNER GOLD HILL LF\[2019-199-001-003 Permometer.xlsm]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-16a
(SOP-S22C)
1.0E-09
1.0E-08
1.0E-07
1.0E-06
1.0E-05
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5PERMEABILITY, cm/secELAPSED TIME, min
PERMEABILITY vs. TIME
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

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Client Smith + Gardner, Inc.Boring No. 2B1
Client Project Gold Hill Landfill Depth (ft.) NA
Project No. R-2019-199-001 Sample No. ST-2B1-1A
Lab ID No. R-2019-199-001-003
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: Orange Clay
Permeant Type: Deaired Tap Water
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 859 TB-05
Wt. of Tare & WS (gm.)519.12 474.4
Wt. of Tare & DS (gm.)443.00 403.17
Wt. of Tare (gm.)134.26 135.6
Wt. of Water (gm.)76.12 71.23
Wt. of DS (gm.)308.74 267.57
Moisture Content (%)24.7 26.6
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.)619.18 NA
Wt. of Tube (gm.)0.00 NA
Wt. of WS (calc.) (gm.)619.18 628.95
Length 1 (in.)3.106 3.084
Length 2 (in.)3.122 3.064
Length 3 (in.)3.116 3.077
Top Diameter (in.)2.817 2.869
Middle Diameter (in.)2.819 2.848
Bottom Diameter (in.)2.837 2.838
Average Length (in.)3.11 3.07
Average Area (in.2 )6.27 6.39
Sample Volume (cm3 )319.77 321.76
Unit Wet Wt. (gm./ cm 3 )1.936 1.955
Unit Wet Wt. (pcf )120.9 122.0
Unit Dry Wt. (pcf )97.0 96.4
Unit Dry Wt. (gm./ cm 3 )1.553 1.544
Void Ratio, e 0.738 0.749
Porosity, n 0.425 0.428
Pore Volume (cm3 )135.8 137.8
Total Wt. Of Sample After Test 622.73
Tested By: MY Date: 7/10/19 Checked By: GEM Date: 7/11/19
Page 2 of 3 DCN: CT-22A DATE: 8/28/17 REVISION: 5eJECTS\SMITH+GARDNER\2019-199 SMITH+GARDNER GOLD HILL LF\[2019-199-001-003 Permometer.xlsm]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-16a
(SOP-S22C)
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

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Client Smith + Gardner, Inc.Boring No.2B1
Client Project Gold Hill Landfill Depth (ft.)NA
Project No. R-2019-199-001 Sample No. ST-2B1-1A
Lab ID No.R-2019-199-001-003
Test Pressures Final Sample Dimensions
Cell Pressure(psi)55.0 Sample Length (cm), L 7.81
Back Pressure(psi)50.0 Sample Area (cm2 ), A 41.20
Eff. Cons. Pressure(psi) 5.0 Pipette Area (cm2 ), ap 0.03142
Response (%) 100 Annulus Area (cm2 ), aa 0.76712
Equilibrium Level (cm), R eq 1
AVERAGE PERMEABILITY = 2.1E-07 cm/sec @ 20
oC
AVERAGE PERMEABILITY = 2.1E-09 m/sec @ 20
oC
DATE ELAPSED PIPETTE INCREMENT TEMP. INCREMENTAL
TIME READI NG GRADIENT PERMEABILITY
tRp i @ 20oC
(mm/dd/yy) (hr) (min) (sec) (min) (min) (cm) (cm/cm)( oC)(cm/sec)
7/10/19 14 39 56 39.93 0.000 9.5 14.2 25.4 NA
7/10/19 14 40 15 40.25 0.317 9.4 14.0 25.4 2.5E-07
7/10/19 14 40 33 40.55 0.617 9.3 13.9 25.4 2.7E-07
7/10/19 14 40 52 40.87 0.933 9.2 13.7 25.4 2.6E-07
7/10/19 14 41 13 41.22 1.283 9.1 13.5 25.4 2.3E-07
7/10/19 14 41 34 41.57 1.633 9.0 13.4 25.4 2.4E-07
7/10/19 14 41 58 41.97 2.033 8.9 13.2 25.4 2.1E-07
7/10/19 14 42 22 42.37 2.433 8.8 13.0 25.4 2.1E-07
7/10/19 14 42 45 42.75 2.817 8.7 12.9 25.4 2.3E-07
7/10/19 14 43 10 43.17 3.233 8.6 12.7 25.4 2.1E-07
Tested By: MY Date: 7/10/19 Checked By: GEM Date: 7/11/19
Page 3 of 3 DCN: CT-22A DATE: 8/28/17 REVISION: 5eJECTS\SMITH+GARDNER\2019-199 SMITH+GARDNER GOLD HILL LF\[2019-199-001-003 Permometer.xlsm]Sheet1
TIME
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-16a
(SOP-S22C)
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
Client Smith + Gardner, Inc.Boring No.2B3
Client Project Gold Hill Landfill Depth (ft.)NA
Project No. R-2019-199-001 Sample No. ST-2B3-2A
Lab ID No. R-2019-199-001-004
Visual Description: Brown Clay
AVERAGE PERMEABILITY = 4.8E-07 cm/sec @ 20
oC
AVERAGE PERMEABILITY = 4.8E-09 m/sec @ 20
oC
Tested By: MY Date: 7/10/19 Checked By: GEM Date: 7/11/19
Page 1 of 3 DCN: CT-22A DATE: 8/28/17 REVISION: 5eOJECTS\SMITH+GARDNER\2019-199 SMITH+GARDNER GOLD HILL LF\[2019-199-001-004 Permometer.xlsm]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-16a
(SOP-S22C)
1.0E-09
1.0E-08
1.0E-07
1.0E-06
1.0E-05
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5PERMEABILITY, cm/secELAPSED TIME, min
PERMEABILITY vs. TIME
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

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Client Smith + Gardner, Inc.Boring No. 2B3
Client Project Gold Hill Landfill Depth (ft.) NA
Project No. R-2019-199-001 Sample No. ST-2B3-2A
Lab ID No. R-2019-199-001-004
Specific Gravity 2.70 Assumed
Sample Condition Undisturbed
Visual Description: Brown Clay
Permeant Type: Deaired Tap Water
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number 858 TB-06
Wt. of Tare & WS (gm.)627.60 575.61
Wt. of Tare & DS (gm.)566.01 492.84
Wt. of Tare (gm.)137.21 134.88
Wt. of Water (gm.)61.59 82.77
Wt. of DS (gm.)428.80 357.96
Moisture Content (%)14.4 23.1
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.)639.37 NA
Wt. of Tube (gm.)0.00 NA
Wt. of WS (calc.) (gm.)639.37 688.34
Length 1 (in.)3.081 3.099
Length 2 (in.)3.116 3.090
Length 3 (in.)3.132 3.132
Top Diameter (in.)2.865 2.893
Middle Diameter (in.)2.869 2.911
Bottom Diameter (in.)2.889 2.877
Average Length (in.)3.11 3.11
Average Area (in.2 )6.49 6.58
Sample Volume (cm3 )330.66 334.80
Unit Wet Wt. (gm./ cm 3 )1.934 2.056
Unit Wet Wt. (pcf )120.7 128.3
Unit Dry Wt. (pcf )105.5 104.2
Unit Dry Wt. (gm./ cm 3 )1.691 1.670
Void Ratio, e 0.597 0.617
Porosity, n 0.374 0.382
Pore Volume (cm3 )123.6 127.7
Total Wt. Of Sample After Test 666.00
Tested By: MY Date: 7/10/19 Checked By: GEM Date: 7/11/19
Page 2 of 3 DCN: CT-22A DATE: 8/28/17 REVISION: 5eJECTS\SMITH+GARDNER\2019-199 SMITH+GARDNER GOLD HILL LF\[2019-199-001-004 Permometer.xlsm]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-16a
(SOP-S22C)
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

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

Client Smith + Gardner, Inc.Boring No.2B3
Client Project Gold Hill Landfill Depth (ft.)NA
Project No. R-2019-199-001 Sample No. ST-2B3-2A
Lab ID No.R-2019-199-001-004
Test Pressures Final Sample Dimensions
Cell Pressure(psi)55.0 Sample Length (cm), L 7.89
Back Pressure(psi)50.0 Sample Area (cm2 ), A 42.42
Eff. Cons. Pressure(psi) 5.0 Pipette Area (cm2 ), ap 0.03142
Response (%) 100 Annulus Area (cm2 ), aa 0.76712
Equilibrium Level (cm), R eq 1
AVERAGE PERMEABILITY = 4.8E-07 cm/sec @ 20
oC
AVERAGE PERMEABILITY = 4.8E-09 m/sec @ 20
oC
DATE ELAPSED PIPETTE INCREMENT TEMP. INCREMENTAL
TIME READI NG GRADIENT PERMEABILITY
tRp i @ 20oC
(mm/dd/yy) (hr) (min) (sec) (min) (min) (cm) (cm/cm)( oC)(cm/sec)
7/10/19 14 53 21 53.35 0.000 10.0 14.9 25.5 NA
7/10/19 14 53 35 53.58 0.233 9.8 14.6 25.5 6.3E-07
7/10/19 14 53 51 53.85 0.500 9.6 14.2 25.5 5.7E-07
7/10/19 14 54 7 54.12 0.767 9.4 13.9 25.5 5.8E-07
7/10/19 14 54 26 54.43 1.083 9.2 13.6 25.5 5.0E-07
7/10/19 14 54 46 54.77 1.417 9.0 13.2 25.5 4.9E-07
7/10/19 14 55 7 55.12 1.767 8.8 12.9 25.5 4.7E-07
7/10/19 14 55 28 55.47 2.117 8.6 12.6 25.5 4.9E-07
7/10/19 14 55 50 55.83 2.483 8.4 12.2 25.5 4.8E-07
7/10/19 14 56 13 56.22 2.867 8.2 11.9 25.5 4.7E-07
7/10/19 14 56 36 56.60 3.250 8.0 11.6 25.5 4.8E-07
Tested By: MY Date: 7/10/19 Checked By: GEM Date: 7/11/19
Page 3 of 3 DCN: CT-22A DATE: 8/28/17 REVISION: 5eJECTS\SMITH+GARDNER\2019-199 SMITH+GARDNER GOLD HILL LF\[2019-199-001-004 Permometer.xlsm]Sheet1
TIME
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-16a
(SOP-S22C)
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
Wednesday
9/18/19
2
1 of 2
Arrived:10:30 AM
Departed:12:45 PM
Temperature:
Excavator
▪
▪
▪
▪
▪
▪
▪
▪
Date: 9/18/19 MPS Date:9/19/19
Day:
Date:
Log No.:
Page:
Daily Field Report
Project Name:Gold Hill C&D Landfill Project No.:2019-199
Client Name:SMITH&GARDNER Client Contact:Michael Brinchek
Site Location:Asheboro, NC Time on Site:
General Contractor:N.A.Superintendent:N.A.
Other Firms / Sub-Contractor Represented On Site
Firm / Sub-Contractor Representative's Name and Title
Smith + Gardner Spencer Hollomon, P.E.
Weather Conditions:Partly Cloudy 70
Contractor's Equipment:
Contractor's Personnel:1
Description of Daily Activities & Events
Geotechnics representative, Erik Lindquist, arrived on site.
Geotechnics Rep. preformed the following test in locations specified by P.E. Spencer Hollomon.
Nuclear Density tests at 12-18", 12-6", 6-0" and 2-0" and a DC (DC-3) for the 2" test at 2B-2.
Nuclear Density test at 6" and DC-4 at 2B-2 B.
DC-5 at 2B-4, top layer.
Nuclear Density tests were not taken at locations 2B-4 and 2B-5 because Spencer Hollomon and geotechnics rep
determined that the high mica content of the areas soils was interfering with the gauges readings.
DC-6 at 2B-5, top layer.
Geotechnics rep departed site.
Checked By:Prepared By: EL
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

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

Wednesday
9/18/19
2
2 of 2
Arrived:10:30 AM
Departed:12:45 PM
Date:9/18/19 MPS Date:9/19/19Prepared By: EL Checked By:
2B-5
2B-2 and 2B-2 B 2B-4
General Contractor:N.A.Superintendent:N.A.
Description of Photo
Client Name:SMITH&GARDNER Client Contact:Michael Brinchek
Site Location:Asheboro, NC Time on Site:
Day:
Date:
Log No.:
Page:
Daily Field Report
Project Name:Gold Hill C&D Landfill Project No.:2019-199
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
Smith + Gardner
Gold Hill C&D Landfill
Report Number :Geotechnics Representative :Page :1 of 1
Date (s) :Reviewed By :MPS Date :9/19/19
Contractor : Borrow Source :
MDD pcf Opt. %M WD (pcf)% M DD (pcf)% C % Req.
ND-3 2B-2 18-12"6"199-001-001 96.3 19.7 109.3 15.5 94.6 98.3%95.0%
ND-4 2B-2 12-6"6"199-001-001 96.3 19.7 110.0 18.0 93.2 96.8%95.0%
ND-5 2B-2 6-0"6"199-001-001 96.3 19.7 106.3 15.4 92.1 95.7%95.0%
ND-6 2B-2 Top 2"199-001-001 96.3 19.7 109.0 18.1 92.3 95.8%95.0%
DC-3 2B-2 Top NA 199-001-001 96.3 19.7 108.2 16.8 92.6 96.2%95.0%
ND-7 2B-2 B 6-0"6"199-001-002 103.8 19.0 117.2 13.8 103.0 99.2%95.0%
DC-4 2B-2 B 6-0"NA 199-001-002 103.8 19.0 118.9 14.9 103.5 99.7%95.0%
DC-5 2B-4 6-0"NA 199-001-002 103.8 19.0 120.3 21.2 99.3 95.6%95.0%
DC-6 2B-5 6-0"NA 199-001-001 96.3 19.7 112.1 20.5 93.0 96.6%95.0%
343035717 1949
Test Number
657
Client:
Project Name :
Project Number : 2019-199
9/18/19
Proctor I.D.
No.
Field Density Report
Compaction
Equipment :
SFDR-02 Erik Lindquist
Measured In Place Compaction
NA
Test Location
On Site
Elevation/
Lift Comments
NA
Rod
Depth
Proctor Data
Gauge Number Gauge Model Density Count Moisture Count
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

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

Report Number :
Date (s) :
Test Information
Test Number :DC-03 DC-04 DC-05 DC-06
Nuclear Test Number :ND-6 ND-7 NA NA
Location:2B-2 2B-2 B 2B-4 2B-5
Depth (ft):2"0-6"0-6"0-6"
Date :9/18/19 9/18/19 9/18/19 9/18/19
Cylinder ID 1 1 1 1
Weight of Cylinder (lbs.)1.31 1.31 1.31 1.31
Volume of Cylinder (ft³)0.033 0.033 0.033 0.033
Specimen
Wt. of Cylinder & WS (lbs.)4.88 5.23 5.28 5.01
Wt. of Cylinder (lbs.)1.31 1.31 1.31 1.31
Wt. of WS 3.57 3.92 3.97 3.70
Cylinder Volume (ft³)0.033 0.033 0.033 0.033
Tare Number 861 858 855 856
Wt. of Tare & WS (gm)243.43 309.31 298.64 239.16
Wt. of Tare & DS (gm)228.44 286.96 270.15 221.77
Wt. of Tare (gm)139.24 137.23 135.82 137.02
Wt. of Water (gm)14.99 22.35 28.49 17.39
Wt. of DS (gm)89.20 149.73 134.33 84.75
Wet Density (pcf):108.2 118.9 120.3 112.1
Moisture Content (%):16.8 14.9 21.2 20.5
Dry Density (pcf):92.7 103.5 99.3 93.0
Geotechnics Representative :EL Date: 9/19/19
SFDR-02
Checked By: MPS
Drive Cylinder - ASTM D 2937
Mold
Moisture / Density
9/18/19
Project Number :2019-199
Client:
Project Name :
Smith & Gardner
Gold Hill C&D Landfill
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
Maximum dry density = 97 pcf
Optimum moisture = 21 %
5768.0 5855.0 5899.0 5914.0 5925.0
4110.0 4110.0 4110.0 4110.0 4110.0
725.4 789.5 866.5 794.9 581.0
654.4 707.8 760.7 695.0 518.3
239.6 293.7 293.2 289.8 290.8
17.1 19.7 22.6 24.7 27.6
93.7 96.4 96.5 95.8 94.1
WM + WS
WM
WW + T #1
WD + T #1
TARE #1
WW + T #2
WD + T #2
TARE #2
MOISTURE
DRY DENSITY
Tested By
Preparation Method
Hammer Wt.
Hammer Drop
Number of Layers
Blows per Layer
Mold Size
Test Performed on Material
Passing Sieve
NM LL PI
Sp.G. (ASTM D 854)
%>#4 %<No.200
USCS AASHTO
Date Sampled
Date Tested
AASHTO T 99-15 Method A Standard
Method B
5.5 lb.
12 in.
three
25
0.03333 cu. ft.
#4
12.2
ND
ML (vis)ND
8/24/17
8/26/17
CS
Light Reddish Brown Sandy SILT
6468177115 AL Morton ND = Not Determined
vis = visual
SPF
Lab Director
Test Specification:
TESTING DATA
TEST RESULTS Material Description
Remarks:
Project No.Client:
Project:
Source: 17-084 Depth: Bulk 18"-36"Sample No.: 17-084 Checked by:
Title:
Figure
17/085 - B-2
Curve No.Dry density, pcf93
94
95
96
97
98
Water content, %
15 17.5 20 22.5 25 27.5 30
21%, 97 pcf
1 2 3 4 5 6
ASTM D 698-12e2015
Gold Hill CDLF
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
Maximum dry density = 108 pcf
Optimum moisture = 12 %
5790.0 5845.0 5904.0 5948.0 5952.0
4110.0 4110.0 4110.0 4110.0 4110.0
691.3 820.1 719.7 836.1 1050.2
672.8 779.8 680.1 774.5 952.6
294.0 240.4 290.1 290.8 293.4
4.9 7.5 10.2 12.7 14.8
105.9 106.8 107.7 107.8 106.1
WM + WS
WM
WW + T #1
WD + T #1
TARE #1
WW + T #2
WD + T #2
TARE #2
MOISTURE
DRY DENSITY
Tested By
Preparation Method
Hammer Wt.
Hammer Drop
Number of Layers
Blows per Layer
Mold Size
Test Performed on Material
Passing Sieve
NM LL PI
Sp.G. (ASTM D 854)
%>#4 %<No.200
USCS AASHTO
Date Sampled
Date Tested
AASHTO T 99-15 Method A Standard
Method A
5.5 lb.
12 in.
three
25
0.03333 cu. ft.
#4
ND ND ND
SM (vis)ND
8/17/17
8/18/17
CS
Olive Brown Silty SAND
6468177115 AL Morton ND = Not Determined
vis = visual
SPF
Lab Director
Test Specification:
TESTING DATA
TEST RESULTS Material Description
Remarks:
Project No.Client:
Project:
Source: 17/080 Depth: Bulk Sample No.: 17/080 Checked by:
Title:
Figure
17/080
Curve No.Dry density, pcf105
106
107
108
109
110
Water content, %
2.5 5 7.5 10 12.5 15 17.5
12%, 108 pcf
1 2 3 4 5 6
ASTM D 698-12e2015
Gold Hill CDLF
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
DIRECT SHEAR
ASTM D 3080-11
Client Amec Foster Wheeler Boring No. N/A
Client Reference Gold Hill Final Cover Cert. - 6468177115 Depth (ft) 24-36"
Project No.R-2017-817-001 Sample No. DS-1
Lab ID R-2017-817-001-008 Visual Description LIGHT REDDISH BROWN
Sandy SILT (-#4 MATERIAL)
Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED
Maximum Shear Normal
Stress (psi)Stress (psi) Overall Regression Analysis
2.21 (1)1.74 Slope = 0.57
2.49 (2)3.47 C = 0.92
5.05 (3)6.94 Φ =29.9 degrees
Selected Shear Normal
Points Stress (psi) Stress (psi)Selected Points Regression
1 2.21 1.74 Slope = 0.55
3 5.05 6.94 C = 1.26
Φ =28.7 degrees
Note: Graph not to scale
Tested By MY Date Approved By MPS Date 9/7/17
page 1 of 5 DCN: CT-S26 DATE: 01/27/06 REV: 4 Z:\2017 PROJECTS\2017-817 AMECFW - GOLD HILL FINAL COVER CERT\[2017-817-001-008 Direct3.xls]FinalPlot
9/7/17
0
1
2
3
4
5
6
7
012345678910Shear Stress (psi)Normal Stress (psi)
SHEAR STRESS vs. NORMAL STRESS
C =
Φ =O
1.26
28.7
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
DIRECT SHEAR
ASTM D 3080-11
Client Amec Foster Wheeler Boring No. N/A
Client Reference Gold Hill Final Cover Cert. - 6468177115 Depth (ft) 24-36"
Project No.R-2017-817-001 Sample No. DS-1
Lab ID R-2017-817-001-008 Visual Description LIGHT REDDISH BROWN
Sandy SILT (-#4 MATERIAL)
Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED
Tested By MY Date 9/7/17 Approved By MPS Date 9/7/17
page 2 of 5 DCN: CT-S26 DATE: 01/27/06 REV: 4 Z:\2017 PROJECTS\2017-817 AMECFW - GOLD HILL FINAL COVER CERT\[2017-817-001-008 Direct3.xls]FinalPlot
0.0
1.0
2.0
3.0
4.0
5.0
6.0
0.000 0.050 0.100 0.150 0.200 0.250 0.300 0.350 0.400 0.450 0.500Shear Stress (psi)Horizontal Displacement (in)
SHEAR STRESS vs. HORIZONTAL DISPLACEMENT
1.74 psi 3.47 psi 6.94 psi
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
DIRECT SHEAR
ASTM D 3080-11
Client Amec Foster Wheeler Boring No. N/A
Client Reference Gold Hill Final Cover Cert. - 6468177115 Depth (ft) 24-36"
Project No.R-2017-817-001 Sample No. DS-1
Lab ID R-2017-817-001-008 Visual Description LIGHT REDDISH BROWN
Sandy SILT (-#4 MATERIAL)
Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED
SHEAR BOX DATA
Wt.of Wet Specimen & Ring(gm) 113.34 Specific Gravity ( Assumed )2.70
Weight of Ring (gm)0 Volume of Solids(cc)35.2
Weight of Wet Specimen (gm) 113.34 Initial Consolidation Reading (in.)0
Initial Specimen Height(in)0.75 Final Consolidation Reading (in.)0.00379
Specimen Diameter(in)2.5 Corrected Final Cons. Reading (in.)0.0010
Wet Density(pcf)117.3 Void Ratio Before Consolidation 0.72
Dry Density(pcf)98.2 Void Ratio After Consolidation 0.71
Moisture Content Before Test After Test Testing Parameters
Tare ID TB-04 806
Wt. Wet Soil & Tare (gm)336.83 224.26 Normal Stress(psi)1.74
Wt. Dry Soil & Tare (gm)303.98 192.73
Wt. Tare (gm)134.86 99.73 Strain Rate(in/min)0.002
Wt. of Water (gm)32.85 31.53
Wt. of Dry Soil (gm)169.12 93 Machine Deflection(in.)0.0028
Moisture Content (%) 19.4 33.9
Vertical
Horizontal Proving Ring Shear Vertical Displacement Shear To
Displacement Deflection Stress Reading (+)incr,(-)decr Normal
(in) (in) (psi)(inches)(inches)Ratio
0.000 0.0000 0.00 0.0000 0.0000 0.00
0.000 0.0005 0.87 -0.0005 0.0005 0.50
0.001 0.0013 1.90 -0.0019 0.0019 1.09
0.006 0.0016 2.21 -0.0036 0.0036 1.27
0.016 0.0012 1.83 -0.0061 0.0061 1.05
0.026 0.0011 1.60 -0.0060 0.0060 0.92
0.037 0.0010 1.54 -0.0061 0.0061 0.89
0.052 0.0009 1.42 -0.0065 0.0065 0.81
0.072 0.0009 1.39 -0.0061 0.0061 0.80
0.082 0.0009 1.37 -0.0060 0.0060 0.79
0.092 0.0009 1.36 -0.0060 0.0060 0.78
0.108 0.0008 1.35 -0.0062 0.0062 0.77
0.128 0.0008 1.33 -0.0065 0.0065 0.76
0.144 0.0007 1.22 -0.0067 0.0067 0.70
0.174 0.0008 1.23 -0.0075 0.0075 0.71
0.205 0.0007 1.19 -0.0076 0.0076 0.68
0.245 0.0007 1.19 -0.0079 0.0079 0.69
0.295 0.0007 1.22 -0.0076 0.0076 0.70
0.344 0.0008 1.29 -0.0074 0.0074 0.74
0.393 0.0008 1.33 -0.0074 0.0074 0.76
0.432 0.0009 1.36 -0.0074 0.0074 0.78
Tested By MY Date 8/31/17 Input Checked By GEM Date 9/7/17
page 3 of 5 DCN: CT-S26 DATE: 01/27/06 REV: 4 Z:\2017 PROJECTS\2017-817 AMECFW - GOLD HILL FINAL COVER CERT\[2017-817-001-008 Direct3.xls]FinalPlot
7.9
6.7
7.6
6.9
6.5
6.0
6.0
5.8
6.8
6.7
6.7
6.6
6.0
6.4
5.9
6.5
Shear
9.3
10.9
9.0
Force
(lbs)
0.0
4.3
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

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

DIRECT SHEAR
ASTM D 3080-11
Client Amec Foster Wheeler Boring No. N/A
Client Reference Gold Hill Final Cover Cert. - 6468177115 Depth (ft) 24-36"
Project No.R-2017-817-001 Sample No. DS-1
Lab ID R-2017-817-001-008 Visual Description LIGHT REDDISH BROWN
Sandy SILT (-#4 MATERIAL)
Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED
SHEAR BOX DATA
Wt.of Wet Specimen & Ring(gm) 113.34 Specific Gravity ( Assumed )2.70
Weight of Ring (gm)0 Volume of Solids(cc)35.2
Weight of Wet Specimen (gm) 113.34 Initial Consolidation Reading (in.)0
Initial Specimen Height(in)0.75 Final Consolidation Reading (in.)0.00734
Specimen Diameter(in)2.5 Corrected Final Cons. Reading (in.)0.0030
Wet Density(pcf)117.3 Void Ratio Before Consolidation 0.72
Dry Density(pcf)98.2 Void Ratio After Consolidation 0.71
Moisture Content Before Test After Test Testing Parameters
Tare ID TB-04 834
Wt. Wet Soil & Tare (gm)336.83 388.82 Normal Stress(psi)3.47
Wt. Dry Soil & Tare (gm)303.98 353.82
Wt. Tare (gm)134.86 260.42 Strain Rate(in/min)0.002
Wt. of Water (gm)32.85 35
Wt. of Dry Soil (gm)169.12 93.4 Machine Deflection(in.)0.0044
Moisture Content (%) 19.4 37.5
Vertical
Horizontal Proving Ring Shear Vertical Displacement Shear To
Displacement Deflection Stress Reading (+)incr,(-)decr Normal
(in) (in) (psi)(inches)(inches) Ratio
0.000 0.0000 0.00 0.0000 0.0000 0.00
0.000 0.0009 1.42 -0.0010 0.0010 0.41
0.000 0.0014 2.02 -0.0021 0.0021 0.58
0.004 0.0017 2.35 -0.0034 0.0034 0.68
0.014 0.0018 2.48 -0.0058 0.0058 0.71
0.024 0.0018 2.48 -0.0076 0.0076 0.72
0.034 0.0018 2.49 -0.0090 0.0090 0.72
0.049 0.0018 2.48 -0.0107 0.0107 0.71
0.069 0.0017 2.45 -0.0123 0.0123 0.71
0.079 0.0017 2.44 -0.0130 0.0130 0.70
0.089 0.0017 2.43 -0.0137 0.0137 0.70
0.104 0.0016 2.28 -0.0145 0.0145 0.66
0.124 0.0016 2.32 -0.0154 0.0154 0.67
0.139 0.0016 2.27 -0.0159 0.0159 0.65
0.169 0.0016 2.23 -0.0164 0.0164 0.64
0.199 0.0016 2.22 -0.0167 0.0167 0.64
0.240 0.0016 2.21 -0.0170 0.0170 0.64
0.290 0.0015 2.18 -0.0172 0.0172 0.63
0.339 0.0015 2.18 -0.0173 0.0173 0.63
0.389 0.0015 2.15 -0.0175 0.0175 0.62
0.426 0.0015 2.13 -0.0175 0.0175 0.61
Tested By MY Date 9/2/17 Input Checked By GEM Date 9/7/17
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10.9
10.7
11.9
11.2
10.9
10.9
11.4
11.1
10.7
10.6
10.5
12.2
12.2
12.0
12.0
9.9
11.6
12.2
12.2
0.0
7.0
Shear
Force
(lbs)
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3

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

DIRECT SHEAR
ASTM D 3080-11
Client Amec Foster Wheeler Boring No. N/A
Client Reference Gold Hill Final Cover Cert. - 6468177115 Depth (ft) 24-36"
Project No.R-2017-817-001 Sample No. DS-1
Lab ID R-2017-817-001-008 Visual Description LIGHT REDDISH BROWN
Sandy SILT (-#4 MATERIAL)
Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED
SHEAR BOX DATA
Wt.of Wet Specimen & Ring(gm) 113.34 Specific Gravity ( Assumed )2.70
Weight of Ring (gm)0 Volume of Solids(cc)35.1
Weight of Wet Specimen (gm) 113.34 Initial Consolidation Reading (in.)0
Initial Specimen Height(in)0.75 Final Consolidation Reading (in.)0.01411
Specimen Diameter(in)2.5 Corrected Final Cons. Reading (in.)0.0082
Wet Density(pcf)117.3 Void Ratio Before Consolidation 0.72
Dry Density(pcf)98.0 Void Ratio After Consolidation 0.70
Moisture Content Before Test After Test Testing Parameters
Tare ID SS-3 TB-10
Wt. Wet Soil & Tare (gm)298.61 258.13 Normal Stress(psi)6.94
Wt. Dry Soil & Tare (gm)266.04 227.49
Wt. Tare (gm)100.33 134.28 Strain Rate(in/min)0.002
Wt. of Water (gm)32.57 30.64
Wt. of Dry Soil (gm)165.71 93.21 Machine Deflection(in.)0.0060
Moisture Content (%) 19.7 32.9
Vertical
Horizontal Proving Ring Shear Vertical Displacement Shear To
Displacement Deflection Stress Reading (+)incr,(-)decr Normal
(in) (in) (psi)(inches)(inches) Ratio
0.000 0.0000 0.00 0.0000 0.0000 0.00
0.002 0.0017 2.41 0.0000 0.0000 0.35
0.005 0.0028 3.69 -0.0002 0.0002 0.53
0.008 0.0034 4.42 -0.0003 0.0003 0.64
0.017 0.0038 4.90 0.0000 0.0000 0.71
0.027 0.0039 5.05 -0.0001 0.0001 0.73
0.037 0.0038 4.94 -0.0004 0.0004 0.71
0.053 0.0033 4.38 -0.0006 0.0006 0.63
0.073 0.0031 4.07 -0.0006 0.0006 0.59
0.083 0.0030 3.99 -0.0006 0.0006 0.58
0.093 0.0030 3.93 -0.0006 0.0006 0.57
0.108 0.0029 3.81 -0.0007 0.0007 0.55
0.129 0.0028 3.79 -0.0008 0.0008 0.55
0.144 0.0028 3.78 -0.0009 0.0009 0.55
0.174 0.0028 3.73 -0.0013 0.0013 0.54
0.205 0.0027 3.64 -0.0019 0.0019 0.52
0.245 0.0026 3.54 -0.0024 0.0024 0.51
0.295 0.0026 3.47 -0.0027 0.0027 0.50
0.344 0.0025 3.42 -0.0028 0.0028 0.49
0.394 0.0025 3.36 -0.0024 0.0024 0.48
0.425 0.0025 3.34 -0.0021 0.0021 0.48
Tested By MY Date 8/29/17 Input Checked By GEM Date 9/7/17
page 5 of 5 DCN: CT-S26 DATE: 01/27/06 REV: 4 Z:\2017 PROJECTS\2017-817 AMECFW - GOLD HILL FINAL COVER CERT\[2017-817-001-008 Direct3.xls]FinalPlot
16.5
16.4
19.3
18.7
16.8
18.6
18.6
18.3
17.9
17.4
17.0
24.1
24.8
20.0
19.6
24.3
21.5
0.0
11.8
18.1
21.7
Shear
Force
(lbs)
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
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DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
Attachment 4
Photologs
Response to Comments Dated September 26, 2018
Phase 2B Partial Closure
Gold Hill Road C&D Landfill
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PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC

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Photo No. 1 Date:
12/12/17

Description: Phase 2B CSL
Testing

Location – 2B-1-1
Test Depth – 0-6”
Dry Density – 85.5 lb/ft3
Percent Compaction – 88.3%

Photo No. 2 Date:
12/12/17
Description: Phase 2B CSL
Testing

Location – 2B-1-2
Test Depth – 6”-12”
Dry Density – 85.2 lb/ft3
Percent Compaction – 88.0%

DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC

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Photo No. 3 Date:
12/12/17

Description: Phase 2B CSL
Testing

Location – 2B-1-3
Test Depth – 12”-18”
Dry Density – 84.6 lb/ft3
Percent Compaction – 87.4%

Photo No. 4 Date:
12/12/17

Description: Phase 2B CSL
Testing

Location – 2B-2-1
Test Depth – 0-6”
Dry Density – 90.2 lb/ft3
Percent Compaction – 93.2%

DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC

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Photo No. 5 Date:
12/12/17
Description: Phase 2B CSL
Testing

Location – 2B-2-2
Test Depth – 6”-12”
Dry Density – 82.9 lb/ft3
Percent Compaction – 85.6%

Photo No. 6 Date:
12/12/17
Description: Phase 2B CSL
Testing

Location – 2B-2-3
Test Depth – 12”-18”
Dry Density – 82.7 lb/ft3
Percent Compaction – 85.4%

DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC

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Photo No. 7 Date:
12/12/17
Description: Phase 2B CSL
Testing

Location – 2B-3-1
Test Depth – 0-6”
Dry Density – 98.6 lb/ft3
Percent Compaction – 91.3%

Photo No. 8 Date:
12/12/17
Description: Phase 2B CSL
Testing

Location – 2B-3-2
Test Depth – 6”-12”
Dry Density – 104.3 lb/ft3
Percent Compaction – 96.6%

DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC

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Photo No. 9 Date:
12/12/17
Description: Phase 2B CSL
Testing

Location – 2B-3-3
Test Depth – 12”-18”
Dry Density – 106.1 lb/ft3
Percent Compaction – 98.2

Photo No. 10 Date:
12/12/17
Description: Phase 2B CSL
Testing

Location – 2B-4-1
Test Depth – 0-6”
Dry Density – 95.1 lb/ft3
Percent Compaction – 98.2

DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC

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Photo No. 11 Date:
12/12/17
Description: Phase 2B CSL
Testing

Location – 2B-4-2
Test Depth – 6”-12”
Dry Density – 92.8 lb/ft3
Percent Compaction – 95.9%

Photo No. 12 Date:
12/12/17
Description: Phase 2B CSL
Testing

Location – 2B-4-3
Test Depth – 12”-18”
Dry Density – 91.7 lb/ft3
Percent Compaction – 94.7%

DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC

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Photo No. 13 Date:
12/12/17
Description: Phase 2B CSL
Testing

Location – 2B-5-1
Test Depth – 0-6”
Dry Density – 90.0 lb/ft3
Percent Compaction – 93.0%

Photo No. 14 Date:
12/12/17
Description: Phase 2B CSL
Testing

Location – 2B-5-2
Test Depth – 6”-12”
Dry Density – 86.6 lb/ft3
Percent Compaction – 89.5%

DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC

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Photo No. 15 Date:
12/12/17
Description: Phase 2B CSL
Testing

Location – 2B-5-3
Test Depth – 12”-18”
Dry Density – 88.1 lb/ft3
Percent Compaction – 91.0%

DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC
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Photo No. 1 Date:
6/6/18
Description: Phase 2B CSL Testing
Location – 2B-1-1
VSB Thickness –18”
Photo No. 2 Date:
6/6/18
Description: Phase 2B CSL Testing
Location – 2B-1-2
Total VSB and CSL Thickness – 36” VSL
VSL
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC
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Photo No. 3 Date:
6/6/18
Description: Phase 2B CSL Testing
Location – 2B-2-1
VSB Thickness – 18.5”
Photo No. 4 Date:
6/6/18
Description: Phase 2B CSL Testing
Location – 2B-1-2
Total VSB and CSL Thickness – 36.5” VSL
VSL
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC
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Photo No. 5 Date:
6/6/18
Description: Phase 2B CSL Testing
Location – 2B-3-1
VSB Thickness –18”
Photo No. 6 Date:
6/618
Description: Phase 2B CSL Testing
Location – 2B-1-2
Total VSB and CSL Thickness – 37” VSL
VSL
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC
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Photo No. 7 Date:
6/6/18
Description: Phase 2B CSL Testing
Location – 2B-4-1
VSB Thickness – 20”
Photo No. 8 Date:
6/6/18
Description: Phase 2B CSL Testing
Location – 2B-1-2
Total VSB and CSL Thickness – 36” VSL
VSL
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC
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Photo No. 9 Date:
6/6/18
Description: Phase 2B CSL Testing
Location – 2B-5-1
VSB Thickness – 21” VSL
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PHOTOGRAPHIC LOG
Project Name:
Gold Hill CDLF Phase 2B Cover Certification
Project Number:
6468-17-7115
Site Location:
Asheboro, NC
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Photo No. 10 Date:
6/6/18
Description: Phase 2B CSL Testing
Location – 2B-5-2
VSB Thickness – 39” VSL
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
Attachment 5
Calculations
Response to Comments Dated September 26, 2018
Phase 2B Partial Closure
Gold Hill Road C&D Landfill
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
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DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
ADDRESS TEL WEB
PROJECT SHEET 1 OF 2 DATE
COMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
REFERENCE:
REQUIREMENTS:
ANALYSIS:
1.Treat the final cover as an infinite slope and use the following equation:
(Matasovic, 1991)
where:FS =factor of safety against shallow veneer failure
k s =
γ c =unit weight of final cover material(s) (pcf)
γw =unit weight of water (62.4 pcf) (pcf)
c =cohesion/adhesion along assumed failure surface (psf)
d =interface friction angle along assumed failure surface (degrees)Z c =depth of final cover (depth to failure surface) (ft)
dw =
β =slope angle of final cover (degrees)
2.Determine minimum interface shear strength as follows:
where:t =interface shear strength (lbs)
s =normal load (psf)
d =interface friction angle (min. value from analysis or greater)
c =cohesion/adhesion (min. value from analysis or greater)
seismic coefficient (= 0 for static conditions) (= peak ground acceleration
for seismic conditions)
depth to seepage surface (assumed parallel to slope) (ft)
*Note: Based on an allowable LFG pressure of 6 inch-w.c. (= 31.2 psf), the use of a depth to seepage of
1.5 feet or less (for evaluation of interfaces above the geomembrane) will satisfy the evaluation for LFG
pressure against the bottom of the geomembrane as well.
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
Gold Hill Road C&D Landfill
To determine the interface shear strength requirements for the final cover system veneer to satisfy the
required factor(s) of safety against sliding.
FSmin(Static) = 1.5
FSmin(Seismic) = 1.0 (If Applicable)
10/7/2019
SWH
Veneer Stability Evaluation GOLDHILL-19-1 WMB
Matasovic, N. (1991), “Selection of Method for Seismic Slope Stability Analysis,” Proc. 2nd International
Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, St. Louis, Vol.
2, pp.1057-1062.
()()()
FS sistingForce
DrivingForce
c
z
zd
z k
k
cc
w c w
cc
s
s
==
+--Ø
ºŒ ø
ߜ-
+
Re cos tan tan tan
tan
g b d g
g b d
b
2 1
()u zdwcw=-g
ts d=+tan c
SMITH GARDNER, INC.STABILITY VENEER FCS_Gold Hill C&D
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3
PROJECT SHEET
JOB #
SUBJECT DATE
COMPUTED BYCHECKED BY
Input Parameters:
Side Slope Angle (b):18.4 degrees (3.0H:1V Slope)
Final Cover:Thickness (z c):1.5 ft
Unit Weight (g c):110.8 pcf
Cohesion/Adhesion (c):180 psf
Depth to Seepage (dw):1.5 ft (= z if Slope is Dry)
Seismic Coefficient (k s):0 Static Conditions
0.10 Seismic Conditions (= Peak Ground Acceleration For The Site)
Required Factors of Safety:Static:1.5
Dynamic:1.1
Static Conditions:
Resisting Driving
Force Force FS Comment
1.20 0.33 3.62 OK
1.71 0.33 5.15 OK
1.73 0.33 5.21 OK
1.76 0.33 5.28 OK
1.78 0.33 5.35 OK
1.80 0.33 5.42 OK
Seismic Conditions:
Resisting Driving
Force Force FS Comment
1.20 0.43 2.78 OK
1.70 0.43 3.92 OK
1.72 0.43 3.97 OK1.74 0.43 4.02 OK
1.76 0.43 4.07 OK
1.78 0.43 4.12 OK
Minimum Interface Shear Strength Requirements:
Cohesion/Adhesion (c ) (From Above) =180 psf
Interface Friction Angle (d) =24 degrees (Use Min. Value From Above or Greater)
500 403
Gold Hill Road C&D Landfill 2/2
GOLDHILL-19-1
Final Cover Veneer Stability Evaluation 10/7/2019
SWH
WMB
Interface ShearNormal Load (s)
(psf)Strength (t) (psf)
100 225
200 269
0
27
28
29
30
31
29
30
31
Interface
Friction Angle (d)(degrees)
Interface
Friction Angle (d)
(degrees)
0
27
28
SMITH GARDNER, INC.STABILITY VENEER FCS_Gold Hill C&D
DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3