8202_SampsonCoMSWLF_20170712_ Cell10DesignMod_DIN28194

Design Modification No.2
Project:Regulatory Review Required (Y/N):Y
*If Yes, see below.
Owner:NOTE:
Contractor:
ATTN:
Comments:
Regulatory Agency:
ATTN:
By:By:
Title:Title:
Date:Date:
Distribution:Owner Contractor Field File Regulatory Agency
John R. Fearrington, E.I.
Project Manager
Pieter K. Scheer, P.E.
Senior Engineer
x x x x
North Carolina Department of Environmental Quality
Ming-Tai Chao, P.E.
217 West Jones Street
Raleigh, NC 27603
Description of Modification(s):
Slope stability caclulations were re-evaluated for block (along liner) failure surfaces using the values from the recent test results since results did not meet the project specifications. The
results of the re-evaluation are as follows:
Static Factor of Safety: 1.55
Seismic Factor of Safety: 1.28
The results (copy attached) demosntrate the minimum factors of safety for both static and seismic conditions exceed the minimum criteria (1.5 for final static conditions and 1.0 for seismic
conditions). Thus, the interface shear strength test results are acceptable.
Reason for Modification(s):
The results of laboratory testing provided interface shear strength values between the textured 60 mil HDPE geomembrane and soil liner which did not meet the project specifications.
Attachments:
Slope stability review memo, calculations, and laboratory data.
Bentley Development Co., Inc.
Phil Shuamker
P.O. Box 338
Blairsville, PA 1517
Reference(s):
Slope Stability, Settlement, and Bearing Capacity Evaluation, Sampson County Disposal, LLC MSW Landfill Phase 3 and C&D Landfill Cells 2B & 3, Roseboro, NC August 2014
Cell 10 Construction
Sampson County Disposal, LLC
Permit Area 82-02
Sampson County Disposal, LLC Each modification described herein is a revision of a
previoulsy approved permit and/or design feature.7434 Roseboro Highway
Roseboro, NC 28382
DocuSign Envelope ID: 9FC10016-DAF1-471E-864E-62CF96180D3E
7/12/2017 7/12/2017

MEMORANDUM

Date: July 12, 2017
To: File
From: Pieter K. Scheer, P.E.
John R. Fearrington, E.I.
Smith Gardner, Inc.
RE: S+G Slope Stability Review
Cell 10 Construction
Sampson County MSW Landfill – Permit Area 82-02

Interface shear strength testing was conducted in conjunction with Cell 10 construction at
the Sampson County MSW Landfill for approval of proposed landfill liner system
components. The results of testing, performed by Geotechnics, provided interface shear
strength values between the textured 60 mil HDPE geomembrane and soil liner which did not
meet the project specifications. The shear strength envelope for this interface also differs
from assumed conditions in the previously performed slope stability evaluation1. Re-
evaluation of slope stability using actual laboratory results demonstrates that required
factors of safety are still satisfied.

Based on the interface shear strength results, the critical interface (i.e. having the lowest
interface shear strength) is along the textured and smooth HDPE geomembranes and the
underlying soil liner. This interface has shear strength envelopes defined as follows in the
table below. Also shown in the table below are the values assumed in the original slope
stability evaluation1.

Material Interface Laboratory
Results
Assumption
(Original Evaluation)
Smooth 60 mil HDPE
Geomembrane vs. Soil Liner
φ = 11.6˚
a = 205 psf
φ = 10.0˚
a = 0 psf
Textured 60mil HDPE
Geomembrane vs. Soil Liner
φ = 16.6˚
a = 244 psf
φ = 20.0˚
a = 0 psf

Due to the differences, slope stability calculations were re-evaluated for block (along liner)
failure surfaces for Cross Section B1 (reference attached figure) using the values from the
recent test results and the modified Janbu Method. Note that Cross Section B was chosen in
that much of Cross Section A crosses previously constructed Cell 9.

1 S+G (2014), Slope Stability, Settlement, and Bearing Capacity Evaluation, Sampson County Disposal, LLC MSW
Landfill Phase 3 and C&D Landfill Cells 2B & 3, Roseboro, NC, dated August 2014.
DocuSign Envelope ID: 9FC10016-DAF1-471E-864E-62CF96180D3E
7/12/2017
File
July 12, 2017
Page 2 of 2
The results of the re-evaluation are as follows:

Static Factor of Safety: 1.55
Seismic Factor of Safety: 1.28

The results (copy attached) demonstrate that minimum factors of safety for both static and
seismic conditions exceed the minimum criteria (1.5 for final static conditions and 1.0 for
seismic conditions). Thus, the interface shear strength test results are acceptable.

Attachments: Figure Showing Location of Cross Section B
Slope Stability Results

cc: File

H:\Projects\Sampson County Disposal\Sampson-17-1 (Cell 10 Construction)\Slope Stability Check\S+G Memo
2017-07-xx (Slope Stability Review).docx

DocuSign Envelope ID: 9FC10016-DAF1-471E-864E-62CF96180D3E
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This page intentionally left blank.
** PCSTABL5M **
by
Purdue University
--Slope Stability Analysis--
Simplified Janbu, Simplified Bishop
or Spencer`s Method of Slices
Run Date: 6/30/2017
Time of Run: 04:00PM
Run By: Username
Input Data Filename: H:scdbbls.in
Output Filename: H:scdbbls.OUT
Unit: ENGLISH
Plotted Output Filename: H:scdbbls.PLT
PROBLEM DESCRIPTION SCD MSWLF Section B
Block Liner Static (Re-Eval)
BOUNDARY COORDINATES
11 Top Boundaries
37 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 0.00 160.00 95.00 162.00 1
2 95.00 162.00 120.00 170.00 1
3 120.00 170.00 160.00 170.00 1
4 160.00 170.00 170.00 167.00 1
5 170.00 167.00 180.00 167.00 1
6 180.00 167.00 192.00 170.00 1
7 192.00 170.00 215.00 170.00 1
H:scdbbls.OUT Page 2
8 215.00 170.00 1200.00 500.00 2
9 1200.00 500.00 1320.00 510.00 2
10 1320.00 510.00 1460.00 510.00 2
11 1460.00 510.00 1580.00 500.00 2
12 215.00 170.00 245.00 164.00 3
13 245.00 164.00 360.00 160.50 3
14 360.00 160.50 515.00 162.00 3
15 515.00 162.00 680.00 158.00 3
16 680.00 158.00 775.00 159.00 3
17 775.00 159.00 805.00 160.00 4
18 805.00 160.00 845.00 170.00 3
19 845.00 170.00 1000.00 164.50 4
20 1000.00 164.50 1160.00 166.00 4
21 1160.00 166.00 1320.00 162.00 4
22 1320.00 162.00 1400.00 163.00 4
23 1400.00 163.00 1430.00 156.00 4
24 1430.00 156.00 1580.00 156.00 4
25 215.00 169.80 245.00 163.80 1
26 245.00 163.80 360.00 160.30 1
27 360.00 160.30 515.00 161.80 1
28 515.00 161.80 680.00 157.80 1
29 680.00 157.80 775.00 158.80 1
30 775.00 158.80 805.00 159.80 1
31 805.00 159.80 845.00 169.80 1
32 845.00 169.80 1000.00 164.30 1
33 1000.00 164.30 1160.00 165.80 1
34 1160.00 165.80 1320.00 161.80 1
35 1320.00 161.80 1400.00 162.80 1
36 1400.00 162.80 1430.00 155.80 1
37 1430.00 155.80 1580.00 155.80 1
ISOTROPIC SOIL PARAMETERS
4 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 100.0 110.0 0.0 25.0 0.00 0.0 1
2 75.0 90.0 500.0 30.0 0.00 0.0 1
3 100.0 100.0 244.0 16.6 0.00 0.0 1
4 100.0 100.0 205.0 11.6 0.00 0.0 1
1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED
Unit Weight of Water = 62.40
Piezometric Surface No. 1 Specified by 2 Coordinate Points
Point X-Water Y-Water
No. (ft) (ft)
1 0.00 140.00
2 1580.00 140.00
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
The Active And Passive Portions Of The Sliding Surfaces
Are Generated According To The Rankine Theory.
50 Trial Surfaces Have Been Generated.
10 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 75.0
Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)
1 215.00 169.90 215.00 169.90 0.00
2 245.00 163.90 245.00 163.90 0.00
3 360.00 160.40 360.00 163.40 0.00
4 515.00 161.90 515.00 161.90 0.00
5 680.00 157.90 680.00 157.90 0.00
6 775.00 158.90 775.00 158.90 0.00
7 805.00 159.90 805.00 159.90 0.00
8 845.00 169.90 845.00 169.90 0.00
9 1000.00 164.40 1000.00 164.40 0.00
10 1000.01 164.40 1160.00 165.90 0.00
Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Examined. They Are Ordered - Most Critical
First.
H:scdbbls.OUT Page 3
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.53
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1091.36 165.26
12 1091.44 165.36
13 1128.94 230.31
14 1166.44 295.26
15 1203.94 360.21
16 1241.44 425.16
17 1278.94 490.12
18 1288.93 507.41
*** 1.546 ***
Individual data on the 19 slices
Water Water Tie Tie Earthquake
Force Force Force Force Force Surcharge
Slice Width Weight Top Bot Norm Tan Hor Ver Load
No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs)
1 0.1 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0
2 30.0 18357.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0
3 88.8 215552.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0
4 26.2 104546.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0
5 155.0 968829.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0
6 165.0 ******** 0.0 0.0 0.0 0.0 0.0 0.0 0.0
7 95.0 ******** 0.0 0.0 0.0 0.0 0.0 0.0 0.0
8 30.0 457364.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0
9 40.0 628496.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0
10 155.0 ******** 0.0 0.0 0.0 0.0 0.0 0.0 0.0
11 91.4 ******** 0.0 0.0 0.0 0.0 0.0 0.0 0.0
12 0.1 1840.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0
13 37.5 765223.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0
14 37.5 617881.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0
15 33.6 427984.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0
16 3.9 42407.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0
17 37.5 307131.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0
18 37.5 133243.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0
19 10.0 6163.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.49
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1132.77 165.64
12 1132.85 165.75
13 1170.35 230.70
14 1207.85 295.65
15 1245.35 360.60
16 1282.85 425.55
17 1320.35 490.50
18 1331.60 510.00
*** 1.549 ***
Failure Surface Specified By 18 Coordinate Points
H:scdbbls.OUT Page 4
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.55
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1074.80 165.10
12 1074.88 165.20
13 1112.38 230.15
14 1149.88 295.11
15 1187.38 360.06
16 1224.88 425.01
17 1262.38 489.96
18 1271.62 505.97
*** 1.549 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.65
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1031.52 164.70
12 1031.60 164.80
13 1079.01 222.92
14 1126.41 281.04
15 1173.81 339.16
16 1221.21 397.28
17 1268.62 455.40
18 1312.65 509.39
*** 1.569 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.61
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1064.64 165.01
12 1064.73 165.11
13 1102.23 230.06
14 1139.73 295.01
15 1177.23 359.96
16 1214.73 424.91
17 1252.23 489.87
18 1261.01 505.08
*** 1.605 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
H:scdbbls.OUT Page 5
3 245.00 163.90
4 360.00 162.18
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1030.58 164.69
12 1030.67 164.79
13 1078.07 222.91
14 1125.47 281.03
15 1172.87 339.15
16 1220.28 397.27
17 1267.68 455.39
18 1311.65 509.30
*** 1.616 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.81
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1090.27 165.25
12 1090.35 165.35
13 1127.85 230.30
14 1165.35 295.25
15 1202.85 360.20
16 1240.35 425.15
17 1277.85 490.11
18 1287.79 507.32
*** 1.634 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.85
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1104.95 165.38
12 1105.04 165.48
13 1142.54 230.44
14 1180.04 295.39
15 1217.54 360.34
16 1255.04 425.29
17 1292.54 490.24
18 1303.13 508.59
*** 1.639 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.96
5 515.00 161.90
6 680.00 157.90
H:scdbbls.OUT Page 6
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1061.68 164.98
12 1061.76 165.08
13 1099.26 230.03
14 1136.76 294.98
15 1174.26 359.93
16 1211.76 424.89
17 1249.26 489.84
18 1257.91 504.83
*** 1.648 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 161.01
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1068.08 165.04
12 1068.16 165.14
13 1105.66 230.09
14 1143.16 295.04
15 1180.66 359.99
16 1218.16 424.95
17 1255.66 489.90
18 1264.60 505.38
*** 1.648 ***
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H:scdbbld.OUT Page 1
** PCSTABL5M **
by
Purdue University
--Slope Stability Analysis--
Simplified Janbu, Simplified Bishop
or Spencer`s Method of Slices
Run Date: 6/30/2017
Time of Run: 04:03PM
Run By: Username
Input Data Filename: H:scdbbld.in
Output Filename: H:scdbbld.OUT
Unit: ENGLISH
Plotted Output Filename: H:scdbbld.PLT
PROBLEM DESCRIPTION SCD MSWLF Section B
Block Liner Dynamic (Re-Eval)
BOUNDARY COORDINATES
11 Top Boundaries
37 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 0.00 160.00 95.00 162.00 1
2 95.00 162.00 120.00 170.00 1
3 120.00 170.00 160.00 170.00 1
4 160.00 170.00 170.00 167.00 1
5 170.00 167.00 180.00 167.00 1
6 180.00 167.00 192.00 170.00 1
7 192.00 170.00 215.00 170.00 1
8 215.00 170.00 1200.00 500.00 2
9 1200.00 500.00 1320.00 510.00 2
10 1320.00 510.00 1460.00 510.00 2
11 1460.00 510.00 1580.00 500.00 2
12 215.00 170.00 245.00 164.00 3
13 245.00 164.00 360.00 160.50 3
14 360.00 160.50 515.00 162.00 3
15 515.00 162.00 680.00 158.00 3
16 680.00 158.00 775.00 159.00 3
17 775.00 159.00 805.00 160.00 4
18 805.00 160.00 845.00 170.00 3
19 845.00 170.00 1000.00 164.50 4
20 1000.00 164.50 1160.00 166.00 4
21 1160.00 166.00 1320.00 162.00 4
22 1320.00 162.00 1400.00 163.00 4
23 1400.00 163.00 1430.00 156.00 4
24 1430.00 156.00 1580.00 156.00 4
25 215.00 169.80 245.00 163.80 1
26 245.00 163.80 360.00 160.30 1
27 360.00 160.30 515.00 161.80 1
28 515.00 161.80 680.00 157.80 1
29 680.00 157.80 775.00 158.80 1
30 775.00 158.80 805.00 159.80 1
31 805.00 159.80 845.00 169.80 1
32 845.00 169.80 1000.00 164.30 1
33 1000.00 164.30 1160.00 165.80 1
34 1160.00 165.80 1320.00 161.80 1
35 1320.00 161.80 1400.00 162.80 1
36 1400.00 162.80 1430.00 155.80 1
37 1430.00 155.80 1580.00 155.80 1
ISOTROPIC SOIL PARAMETERS
4 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 100.0 110.0 0.0 25.0 0.00 0.0 1
2 75.0 90.0 500.0 30.0 0.00 0.0 1
3 100.0 100.0 244.0 16.6 0.00 0.0 1
4 100.0 100.0 205.0 11.6 0.00 0.0 1
1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED
Unit Weight of Water = 62.40
Piezometric Surface No. 1 Specified by 2 Coordinate Points
Point X-Water Y-Water
H:scdbbld.OUT Page 2
No. (ft) (ft)
1 0.00 140.00
2 1580.00 140.00
A Horizontal Earthquake Loading Coefficient
Of0.050 Has Been Assigned
A Vertical Earthquake Loading Coefficient
Of0.000 Has Been Assigned
Cavitation Pressure = 0.0 (psf)
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
The Active And Passive Portions Of The Sliding Surfaces
Are Generated According To The Rankine Theory.
50 Trial Surfaces Have Been Generated.
10 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 75.0
Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)
1 215.00 169.90 215.00 169.90 0.00
2 245.00 163.90 245.00 163.90 0.00
3 360.00 160.40 360.00 163.40 0.00
4 515.00 161.90 515.00 161.90 0.00
5 680.00 157.90 680.00 157.90 0.00
6 775.00 158.90 775.00 158.90 0.00
7 805.00 159.90 805.00 159.90 0.00
8 845.00 169.90 845.00 169.90 0.00
9 1000.00 164.40 1000.00 164.40 0.00
10 1000.01 164.40 1160.00 165.90 0.00
Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Examined. They Are Ordered - Most Critical
First.
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.49
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1132.77 165.64
12 1132.85 165.75
13 1170.35 230.70
14 1207.85 295.65
15 1245.35 360.60
16 1282.85 425.55
17 1320.35 490.50
18 1331.60 510.00
*** 1.281 ***
Individual data on the 19 slices
Water Water Tie Tie Earthquake
Force Force Force Force Force Surcharge
Slice Width Weight Top Bot Norm Tan Hor Ver Load
No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs)
1 0.1 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0
2 30.0 18357.1 0.0 0.0 0.0 0.0 917.9 0.0 0.0
3 115.0 320341.7 0.0 0.0 0.0 0.0 16017.1 0.0 0.0
4 155.0 969170.2 0.0 0.0 0.0 0.0 48458.5 0.0 0.0
5 165.0 ******** 0.0 0.0 0.0 0.0 85561.1 0.0 0.0
6 95.0 ******** 0.0 0.0 0.0 0.0 65312.7 0.0 0.0
7 30.0 457364.1 0.0 0.0 0.0 0.0 22868.2 0.0 0.0
8 40.0 628496.4 0.0 0.0 0.0 0.0 31424.8 0.0 0.0
9 155.0 ******** 0.0 0.0 0.0 0.0 ******* 0.0 0.0
10 132.8 ******** 0.0 0.0 0.0 0.0 ******* 0.0 0.0
H:scdbbld.OUT Page 3
11 0.1 1921.2 0.0 0.0 0.0 0.0 96.1 0.0 0.0
12 37.5 803144.6 0.0 0.0 0.0 0.0 40157.2 0.0 0.0
13 29.7 530754.6 0.0 0.0 0.0 0.0 26537.7 0.0 0.0
14 7.8 124466.1 0.0 0.0 0.0 0.0 6223.3 0.0 0.0
15 37.5 489631.6 0.0 0.0 0.0 0.0 24481.6 0.0 0.0
16 37.5 315743.5 0.0 0.0 0.0 0.0 15787.2 0.0 0.0
17 37.2 141338.7 0.0 0.0 0.0 0.0 7066.9 0.0 0.0
18 0.3 516.0 0.0 0.0 0.0 0.0 25.8 0.0 0.0
19 11.3 8228.4 0.0 0.0 0.0 0.0 411.4 0.0 0.0
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.53
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1091.36 165.26
12 1091.44 165.36
13 1128.94 230.31
14 1166.44 295.26
15 1203.94 360.21
16 1241.44 425.16
17 1278.94 490.12
18 1288.93 507.41
*** 1.286 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.55
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1074.80 165.10
12 1074.88 165.20
13 1112.38 230.15
14 1149.88 295.11
15 1187.38 360.06
16 1224.88 425.01
17 1262.38 489.96
18 1271.62 505.97
*** 1.291 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.65
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1031.52 164.70
12 1031.60 164.80
13 1079.01 222.92
14 1126.41 281.04
H:scdbbld.OUT Page 4
15 1173.81 339.16
16 1221.21 397.28
17 1268.62 455.40
18 1312.65 509.39
*** 1.318 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.61
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1064.64 165.01
12 1064.73 165.11
13 1102.23 230.06
14 1139.73 295.01
15 1177.23 359.96
16 1214.73 424.91
17 1252.23 489.87
18 1261.01 505.08
*** 1.342 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 162.18
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1030.58 164.69
12 1030.67 164.79
13 1078.07 222.91
14 1125.47 281.03
15 1172.87 339.15
16 1220.28 397.27
17 1267.68 455.39
18 1311.65 509.30
*** 1.360 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.81
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1090.27 165.25
12 1090.35 165.35
13 1127.85 230.30
14 1165.35 295.25
15 1202.85 360.20
16 1240.35 425.15
17 1277.85 490.11
18 1287.79 507.32
H:scdbbld.OUT Page 5
*** 1.366 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.85
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1104.95 165.38
12 1105.04 165.48
13 1142.54 230.44
14 1180.04 295.39
15 1217.54 360.34
16 1255.04 425.29
17 1292.54 490.24
18 1303.13 508.59
*** 1.367 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 160.98
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1149.01 165.80
12 1149.10 165.90
13 1186.60 230.85
14 1224.10 295.80
15 1261.60 360.75
16 1299.10 425.71
17 1336.60 490.66
18 1347.76 510.00
*** 1.377 ***
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 214.87 170.00
2 215.00 169.90
3 245.00 163.90
4 360.00 161.01
5 515.00 161.90
6 680.00 157.90
7 775.00 158.90
8 805.00 159.90
9 845.00 169.90
10 1000.00 164.40
11 1068.08 165.04
12 1068.16 165.14
13 1105.66 230.09
14 1143.16 295.04
15 1180.66 359.99
16 1218.16 424.95
17 1255.66 489.90
18 1264.60 505.38
*** 1.380 ***

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Table 1: Summary of Interface Shear Strength Test Data

Interface Peak Shear Strength
Envelope Determined
by Direct Shear
Testing1

Peak Shear Stress @
(Normal Load)
Required Shear Stress @
(Normal Load)
Comment
1.Smooth 60 mil HDPE2,3,4
vs. Compacted Soil Liner
φ = 11.6˚
a = 205 psf
3,266 psf (15,000 psf)
4,324 psf (20,000 psf)
5,314 psf (25,000 psf)
2,645 psf (15,000 psf)
3,530 psf (20,000 psf)
4,410 psf (25,000 psf)
Exceeds Requirement
Exceeds Requirement
Exceeds Requirement
2. Textured 60mil HDPE2,3,4
vs. Compacted Soil Liner
φ = 16.6˚
a = 244 psf
150 psf (200 psf)
1,569 psf (3,750 psf)
2,483 psf (7,500 psf)
4,679 psf (15,000 psf)
100 psf (200 psf)
1,365 psf (3,750 psf)
2,730 psf (7,500 psf)
5,460 psf (15,000 psf)
Exceeds Requirement
Exceeds Requirement
(See Note 4)
(See Note 4)
3. Drainage Geocomposite
(Single-Bonded) vs.
Smooth 60 mil HDPE
φ = 11.2˚
a = 745 psf
3,797 psf (15,000 psf)
4,499 psf (20,000 psf)
5,768 psf (25,000 psf)
2,645 psf (15,000 psf)
3,530 psf (20,000 psf)
4,410 psf (25,000 psf)
Exceeds Requirement
Exceeds Requirement
Exceeds Requirement
4. Drainage Geocomposite
(Double-Bonded) vs.
Textured 60-mil HDPE
φ = 23.3˚
a = 232 psf
130 psf (200 psf)
2,007 psf (3,750 psf)
3,596 psf (7,500 psf)
6,589 psf (15,000 psf)
100 psf (200 psf)
1,365 psf (3,750 psf)
2,730 psf (7,500 psf)
5,460 psf (15,000 psf)
Exceeds Requirement
Exceeds Requirement
Exceeds Requirement
Exceeds Requirement
5. Protective Cover vs.
Drainage Geocomposite

φ = 22.2˚
a = 339 psf
142 psf (200 psf)
2,090 psf (3,750 psf)
3,633 psf (7,500 psf)
6,312 psf (15,000 psf)
100 psf (200 psf)
1,365 psf (2,500 psf)
2,730 psf (5,000 psf)
5,460 psf (10,000 psf)
Exceeds Requirement
Exceeds Requirement
Exceeds Requirement
Exceeds Requirement

Notes:
1. Tests performed by Geotechnics, Pittsburgh, PA. Peak shear strength envelope based on best-fit line over the normal stresses evaluated.
2. Representative HDPE geomembrane samples were used for interface testing after original material tested for Cell 10 was pulled and sent to another
facility.
3. Tests for smooth 60-mil HDPE geomembrane vs. compacted soil liner was inundated with water and seated for 24 hours prior to shearing.
4. Slope stability calculations were performed based on these results and they demonstrate the minimum factors of safety for both static (FS ≥ 1.5) and
seismic (FS ≥ 1.0) conditions meet or exceed the minimum criteria. These results were transmitted to NC DEQ on July 10, 2017 along with Design
Modification No. 2.
DocuSign Envelope ID: 9FC10016-DAF1-471E-864E-62CF96180D3E
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