WQ0005603_Engineering Report_20210506

Apri129, 2021
Mr. S. Daniel Smith
Director
Division of Water Resources
NCDEQ
Dear Mr. Smith,
a s
Ps Fm,
Civil & Environmental Consultants, Inc.
Subject: Engineering Report for Permit Conditions related to Permit No. WQ0005603
Coats North America — Sevier Plant
Marion, North Carolina
CEC Project 304-826
Attached is the one (1) engineering report addressing permit conditions I.2-I.6 for permit
#WQ0005603 for the coal combustion residual basin evaluation for your review.
As a summary of what is included in the attached report:
• Condition L2 — Install temporary seal on all stormwater piping in both cells.
o Coats has performed this temporary seal.
• Condition I.3 — Submit plan to permanently seal all stormwater piping in both cells.
o Engineering drawings from Appendix B include plan to permanently seal.
• Condition I.4 — Alternatives considered to eliminate risk of breach or overflow of basins.
o Two options discussed:
• Emergency weir; and
• Raising berm height to create more freeboard.
• Condition L5 — Structural Integrity and Berm Stability Analysis.
o Geotechnical investigation summarized in report; and
o Full Geotechnical Investigation included as Appendix A.
• Condition I.6 — Installation of Gauge to Monitor Waste Levels.
o Coats has installed a gauge to monitor waste levels.
If you have any comments or questions regarding this work directive, please contact Andre Lennon
at 980-260-2045 or at [e-mail].
Sincerely,
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
Matthew Vranjes, P.E.
Assistant Project Manager
Andre Lennon, P.E.
Senior Project Manager
3701 Arco Corporate Drive, Suite 400 I Charlotte, NC 28273 I p: 980-237-0373 f: 980-237-0372 I www.cecinc.com

ENGINEERING REPORT
COATS AMERICAN — SEVIER FACILITY
OTHER NON -DISCHARGE WASTEWATER SYSTEM EVALUATION
PREPARED FOR:
COATS NORTH AMERICA — SEVIER PLANT
MARION, NORTH CAROLINA
PREPARED BY:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NC
CEC PROJECT 304-826
APRIL 2021
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4 SEAL 6 ter;
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Civil & Environmental Consultants, Inc.
Charlotte
3701 Arco Corporate Drive, Suite 400 1 Charlotte, NC 28273 I p: 980-237-0373 f: 980-237-0372 I www.cecinc.com

Appendix A
Appendix B
Appendix C
APPENDICES
Geotechnical Engineering Report & Recommendations
Engineering Drawings
Site Photos
Civil & Environmental Consultants, Inc. i Engineering Report
April 2021

1.0 INTRODUCTION
Coats North America operates a textile manufacturing facility located at 630 American Thread
Road, Marion, McDowell County, North Carolina. Coats formerly operated coal-fired boilers
resulting in Coal Combustion Residuals (CCR) that were wet -sluiced to CCR basins present at the
facility. The CCR basins have not received CCR since the early 2000's. Coats previously received
"closed -loop recycling system" permit authorizing wastewater treatment and disposal was not
readopted by the Division of Water Resources of the Department of Environmental Quality (DWR)
for the December 2019 renewal application. Coats North America filed a petition for a contested
case in this matter relating to the issuance of the permit. Coats North America and DWR have
agreed to terms of settlement based on the letter from DWR dated October 14, 2020.
Civil & Environmental Consultants, Inc. 2 Engineering Report
April 2021

2.0 CONDITIONS EVALUATION OF PERMIT OF PERMIT WQ0005603
2.1 CONDITION I.2
Condition I.2. — Immediately upon permit issuance, the Permittee shall install a temporary seal on
all storm water piping present in both cells of the 4.7 acre unlined non -utility coal combustion ash
storage basin to ensure that there is no point source discharge to surface water.
Coats American, Inc. has installed temporary caps on piping that is exiting the cells of the basin to
stop the point discharge of wastewater to surface waters. Photos of the capped outlet pipes are
provided in Appendix C.
2.2 CONDITION I.3
Condition 1.3. — The Permittee shall submit to the Division a plan to permanently seal in place all
storm water piping present in both cells of the 4.7 acre unlined non -utility coal combustion ash
storage basin to ensure that there is no point source discharge to surface water. The plan shall
include sufficiently specific design details for the basins and all piping and valves, including the
construction materials and structural integrity of the basins and berms. This plan shall also
include a proposed implementation schedule for the sealing of the piping. This plan shall be
submitted to the Division for review and approval no later than April 30, 2021.
Appendix B includes Engineering Drawings to show the plan to permanently seal in place all
stormwater piping present in both cells of the basin to ensure that there is no point source discharge
to surface waters. The piping will be filled with flowable fill and be capped at both ends. This
will improve the structural integrity of the basins and berms by filling of the pipe voids. An
implementation schedule is discussed below in section 2.3.
Civil & Environmental Consultants, Inc. 3 Engineering Report
April 2021

2.3 CONDITION I.4
Condition 1.4. — The Permittee shall examine alternative options for storage of the non -utility coal
combustion ash deposits in the basin that would eliminate the risk of a breach or overflow. The
Permittee shall investigate design alternatives and present an analysis of all options considered,
along with proposed engineering plans and specifications, as well as proposed implementation
schedules. This report shall be submitted to the Division for review and approval no later than
April30, 2021.
The following sections discuss the alternatives considered to eliminate risk of breach or overflow
along with the recommended plan.
Option 1: To mitigate the risk of a catastrophic overtopping of the existing basin CEC evaluated
providing an emergency overflow weir at an elevation to safely discharge during a back to back
100 year 24 — hour storm event. This would allow a safe and controlled flow from the basin across
a wide weir which acts as a level spreader. The weir and outer slope of the basin would be
reinforced with matting to keep the soil stable. They both would also be reinforced with riprap for
additional stability, and to act as a velocity disipator. Based on verbal direction received from
NCDEQ, this option has been eliminated.
Option 2: As an alternative to construction an emergency weir, CEC evaluated raising the height
of the berm such that back to back 100 year 24-hour storm events are stored in the existing basin
with freeboard. CEC's evaluation for the available storage is based on the as -built survey as
provided by CEC of the existing basins with approximately 161,000 cubic feet of storage from
bottom of basin to the top of berm. Based on the structural integrity evaluation of the existing
slopes of the basin CEC recommends importing fill as discussed in Section 2.4 and maintaining
the existing berm height. At this elevation the basin has the available capacity to store back to
back 100 year 24-hour storm events with approxiamtely 1.4 ft of freeboard.
Once word is received from DWR regarding an approved design direction, construction is
anticipated to begin within one year.
Civil & Environmental Consultants, Inc. 4 Engineering Report
April 2021

2.4 CONDITION I.5
Condition I.S. — No later than two years of the date on this permit, the Permittee shall submit to
the Division an Engineering Certification from a North Carolina licensed Professional Engineer
on the structural integrity and berm stability of both cells of the 4.7 acre unlined non -utility coal
combustion ash storage basin.
An engineering evaluation of the structural integrity of the basins is provded in the Appendix A
and is summarized below.
Option 1: Extending the piping of the existing stormwater discharge and overbuilding slopes.
This option increases the long term stability of the existing slopes. It would be proposed to
overbuild all existing slopes to a minimum inclination of 3:1 (H:V). Fill soils would be brought to
site to overbuild the slopes and be compacted as recommended in Appendix A. This option is
minimally invasive and will not require major disturbance of the in -place coal ash. This option
will however would require the installation of a piping system along the south side of the existing
basin. Permitting of the extension of the stormwater outfall will be recommended to be performed
in accordance with NCDEQ guidelines.
Option 2: Excavating site slopes to decrease inclination. This option would be to lay existing
slopes back to a minimum inclination of 3:1 (H:V). By decreasing the inclination of the slopes, the
stability of those slopes would greatly increase promoting positive long-term performance. This
option would however require extensive disturbance of the in -place coal ash as the slopes of the
berm are layed back.
Option 3: Installation of an earth retention system. This option would be to install an earth
retention system to stabilize the existing slopes. The earth retention system would be designed so
the slopes have a minimum factor of safety of 1.50. Option 3 has been eliminated as an option due
to environmental and health concerns.
Civil & Environmental Consultants, Inc. 5 Engineering Report
April 2021

2.5 CONDITION I.6
Condition 1.6. — A gauge to monitor waste levels in the small/temporary storage cell of the inactive
4.7 acre unlined coal combustion ash storage basin shall be installed within 60 days of permit
issuance.
Coats American, Inc. has installed a gauge to monitor waste levels in the cells of the basin.
Civil & Environmental Consultants, Inc. 6 Engineering Report
April 2021

APPENDIX A
GEOTECHNICAL ENGINEERING REPORT & RECOMMENDATIONS

GEOTECHNICAL ENGINEERING REPORT
American Thread — Slope Stability Analysis
630 American Thread Road
Marion, North Carolina
CVET Project No. 20-623
February 1, 2021
PREPARED FOR:
Civil & Environmental Consultants
1900 Center Park Road, Ste A
Charlotte, North Carolina 28217
PREPARED BY:
CATAWBA VALLEY ENGINEERING AND TESTING, P.C.
HICKORY, NORTH CAROLINA
//
GEOTECHNICAL • CONSTRUCTION MATERIALS • ENVIRONMENTAL

<'•
CATAWBA VALLEY
ENGINEERING & TESTING
PO Box 747
Hickory, NC 28603
308 15th St. SE
Suite 2
Hickory, NC 28602
828 578 9972 0
828 322 1801 F
NC Firm No. C-3833
SC Firm No. 5201
Geotechnical Engineering
Environmental Services
CMT/Special Inspections
February 1, 2021
Mr. Matt Vranjes, PE
Assistant Project Manager
3701 Arco Corporate Drive, Suite 400
Charlotte, North Carolina
[e-mail]
Re: Geotechnical Engineering Report
American Thread - Slope Stability Analysis
630 American Thread Road
Marion, McDowell County, North Carolina
CVET Project No.: 20-623
Dear Mr. Vranjes:
Catawba Valley Engineering and Testing (CVET) is pleased to submit to you
our Geotechnical Engineering Report for the American Thread Slope
Stability project located at 630 American Thread Road in Marion, North
Carolina. This study was authorized on December 8, 2020. This report
presents the findings of our subsurface exploration and provides
geotechnical recommendations for remedial repairs and maintenance for
the project.
CVET appreciates the opportunity to provide our geotechnical engineering
services for this project. If you have any questions regarding the contents
of this report, or if we can provide additional services for the project such
as construction materials testing and/or special inspections, please do not
hesitate to contact us.
Sincerely,
CATAWBA VALLEY ENGINEERING AND TESTI
Cody B. Dobbins, E.I.
Project Manager
ice' 041419 ;
'' tt4 `
David
Prin .al Engineer
NC 041419
., P.E.

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
TABLE OF CONTENTS
1.0 PURPOSE AND SCOPE OF WORK 1
2.0 PROJECT INFORMATION 1
3.0 EXPLORATION PROCEDURES 1
3.1 Field Exploration 2
3.2 Laboratory Testing 3
4.0 SUBSURFACE CONDITIONS 3
4.1 Site Geology 3
4.2 Soils 4
4.3 Partially Weathered Bedrock and Auger Refusal 4
4.4 Groundwater 5
5.0 RECOMMENDATIONS FOR REMEDIAL DESIGN AND MAINTENANCE 5
5.1 Undocumented Fill and Associated Risks 6
5.2 Slope Stability Analysis 6
6.0 LIMITATIONS 8
APPENDIX A — PROJECT FIGURES
APPENDIX B — BORING LOGS iv
APPENDIX C — LABORATORY TEST RESULTS v
APPENDIX D — SLOPE STABILITY PROFILES vi
ii

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
1.0 PURPOSE AND SCOPE OF WORK
The purpose of the subsurface exploration and geotechnical engineering evaluation was
to explore the subsurface conditions at the site, collect representative samples of soil for
examination and testing in our laboratory, evaluate the slope stability of the subject area,
and provide conclusions and recommendations for remedial repairs and maintenance of
the associated slopes at the site in Marion, North Carolina.
CVET's scope of work included the following:
• Drilling of seven (7) SPT soil test borings at the site;
• Pushing of three (3) CPT test sounding at the site;
o And two (2) offset borings;
• Installation of three (3) temporary piezometers;
• Collection of three (3) Shelby Tubes;
• Collection of three (3) Bulk Samples;
• Collection of representative samples of soil from the soil test borings;
• Classification of collected soil samples;
• Laboratory testing of collected soil samples;
• Preparation of boring logs, boring location plan, and general subsurface profile;
• Evaluation of the encountered subsurface conditions at the site; and
• Preparation of this geotechnical report.
2.0 PROJECT INFORMATION
This project consists of the evaluation of the current stability of several existing slopes at
the subject site in Marion, North Carolina. The area of evaluation extends approximately
1,080 linear feet along the man-made dams of a previously abandoned coal ash basin.
No compaction records of the subject fill slopes are available at the time of this report;
therefore, we consider this slope to be constructed of undocumented fill soils.
Topographic information, provided by Civil Environmental Consultants, reveals that the
subject slopes have current inclinations ranging from approximately 1.07:1 to 2.75:1
(H:V) and have vertical relief ranging from approximately 7 to 15 feet.
3.0 EXPLORATION PROCEDURES
Exploration procedures for this project included drilling and pushing test borings at the
site, laboratory testing of representative soil samples at our laboratory in Hickory, North
Carolina, and laboratory testing of representative soil samples at T.E.S.T Laboratory in
Tucker, Georgia.
1

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
3.1 Field Exploration
The subsurface conditions at the site were explored by drilling seven (7) Standard
Penetration Test (SPT) soil borings (denoted B-1, B-3, B-10, B-12, B-15, B-17 and B-18),
pushing three (3) Cone Penetration Test (CPT) sounding (denoted B-2, B-11, and B-16)
and two (2) offset CPT borings (denoted B-11A and B-16A) at the locations indicated on
Figure 2 — Boring Location Plan in Appendix A. The borings were performed on December
22, 2020 through December 29, 2020. Boring depths ranged from approximately 20.0
to 53.9 feet below existing site grades. The boring locations were selected and located
in the field by CVET using existing site features as a reference. Ground elevations at the
boring locations and other points of interest were estimated from the topographical
information provided by CEC. The boring locations shown on Figure 2 and 3; plus the
boring logs should be considered approximate.
SPT drilling was performed with a Geoprobe 7822DT atv-mounted drill rig using
continuous -flight hollow stem augers (HSA). Soil samples were obtained by means of
the split -barrel sampling procedures, performed in general accordance with ASTM D1586.
A 2-inch O.D., split -barrel sampler was driven into the soil a distance of 18 inches by
means of an automatic hammer. The number of blows required to drive the sampler
through the final 12-inch interval is termed the Standard Penetration Test (SPT) "N" value
and is indicated for each sample on the boring logs. Representative portions of each SPT
sample were sealed in airtight containers and returned to our laboratory for classification,
testing, and storage. See the individual soil test boring logs in Appendix B for more details.
Note that the soil samples will be discarded after 60 day from this report date, unless
otherwise directed by CEC.
CPT soundings were performed with a Geoprobe 7822DT atv-mounted drill rig anchored
to the ground surface. The CPT soundings were performed in general accordance with
ASTM D5778. The cone used in the sounding has a tip area of 10cm2 and a sleeve area
of 150 cm2. The CPT soundings recorded tip resistance, sleeve friction, and pore water
pressure measurements to assist in estimating index and engineering properties of the
site soils and the depth to subsurface water at the sounding location. The ratio of the
sleeve friction to tip resistance is then used to aid in assessing the soil types through
which the tip is advanced.
A total of three (3) thin -walled Shelby Tube were advanced in borings B-2, B-11 and B-16
to depths ranging from approximately 8.0 to 22.5 feet below existing site grades. The direct
push specimen is collected in an acetate tube inside a thin -walled tube sampler, sealed, and
returned to the laboratory for strength parameter testing.
A total of three (3) bulk soil samples were obtained from borings B-5, B-11 and B-16 at
depths ranging from approximately 0.0 to 3.0 feet, 10.0 to 15.0 feet, and 20.0 to 25.0 feet
2

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
below existing site grades, respectively. The bulk soil specimens were collected in 5-gallon
buckets, sealed, and returned to the laboratory for strength parameter testing.
3.2 Laboratory Testing
Upon completion of the field exploration the SPT samples, undisturbed Shelby Tube
specimen, and bulk samples were transported to CVET's laboratory in Hickory, North
Carolina where they were examined and classified by a geotechnical engineer. The soil
samples were visually classified in general accordance with the Unified Soil Classification
System (USCS) per ASTM D2487.
Laboratory testing for this portion of the study consisted of Soil Moisture Content (ASTM
D2216), Grain Size Distribution (ASTM D422), Atterberg limits for plasticity (ASTM
D4318), and Specific Gravity testing (ASTM D854). Moisture -density relationship testing
was also performed in accordance with ASTM D698 to determine maximum dry density
and optimum moisture content of the bulk soil samples. Unconfined Compressive
Strength (ASDM D2166) testing was performed on representative portions of the bulk
samples remolded to 95 percent of the standard Proctor maximum dry density.
Consolidated-Undrained Triaxial compression testing was performed on representative
portions of the Shelby Tube specimens in general accordance with ASTM D4767. UCS
and Consolidated-Undrained Triaxial compression testing was performed by T.E.S.T.
Laboratories in Tucker, GA. Results are presented and discussed in Section 6.2 Slope
Stability Analysis. Laboratory results are included in Appendix c.
4.0 SUBSURFACE CONDITIONS
The subsurface conditions at the site are described in the following paragraphs.
4.1 Site Geology
The site is located in the Blue Ridge Physiographic Province of North Carolina. Located
in the western portion of the state, this province is a deeply dissected mountainous area
with numerous steep mountain ridges, intermountain basins, and trench valleys that
intersect at various angles. The Blue Ridge consists primarily of complexly folded and
faulted igneous and metamorphic rocks, which date to the Precambrian and Paleozoic
eras and represent parts of the basement rock of the North American continent.
Due to the continued chemical and physical weathering of igneous and metamorphic rock,
the Blue Ridge Province is typically covered with a mantle of soil that was weathered in
place from parent bedrock. These soils vary in thickness and are referred to as residuum
or residual soils. The boundary between soil and rock is typically not sharply defined.
"Partially weathered rock" (PWR) is the transitional zone found overlying bedrock. PWR
3

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
is defined for engineering purposes as residual material with SPT values (N-values)
exceeding 100 blows per foot (bpf).
Groundwater in the Blue Ridge Province is typically fracture flow within the bedrock and
under water table conditions in the soil overburden.
Based on the 1985 North Carolina Geologic map, the site appears to be underlain by
Muscovite, Biotite Gneiss.
4.2 Soils
A subsurface profile has been prepared for the project — Figure 3 Subsurface Diagram
which is included in Appendix A. Individual SPT and CPT logs are included in Appendix
B.
All soil test borings encountered existing, undocumented fill soils, including coal ash, to
depths ranging from approximately 8.0 to 26.0 feet below existing site grades. The
undocumented fill soils consist of sandy fat clay (CH), sandy elastic silt (MH) and sandy
silt (ML) with inclusions of organic materials, and rock fragments. SPT N-values within
the undocumented fill soils ranges from 0 to 10 blows per foot (bpf), indicating very soft
to stiff. CPT soundings indicate tip pressure within the undocumented fill soils to range
from 1.97 to exceeding 100.0 tons per square foot (tsf).
Alluvial soils were encountered in soil test boring B-12 at the existing ground surface and
boring B-15.0 at a depth of approximately 6.0 feet below existing site grades. The
alluvium mainly consists of wet sandy elastic silt (MH) and sandy fat clay (CH). SPT-N
values within the alluvium range from 0 to 8 bpf, indicating very soft to medium stiff.
Residual soils were encountered in all soil test borings underlying the existing
undocumented fill soils and the alluvium. The residuum mainly consists of wet, sandy silt
(ML) and sandy elastic silt (MH). SPT N-values within the residuum ranges from 0 to 50
bpf indicating very soft to very hard soil consistencies. CPT soundings indicate tip
pressure within the undocumented fill soils to range from 10.0 to exceeding 100.0 tons
per square foot (tsf).
4.3 Partially Weathered Bedrock and Auger Refusal
Partially weathered bedrock (PWR) was encountered in borings B-1, B-15, and B-18 at
depths ranging from approximately 48.5 to 53.5 feet below existing site grades. Refusal
conditions were encountered in the same soil test borings at depths ranging from
approximately 48.75 to 53.9 feet below existing site grades.
4

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
4.4 Groundwater
Groundwater was encountered in all test borings performed as a part of this exploration
at depths ranging from approximately 4.3 feet to 17.0 feet below existing site grades at
either the time of drilling (ATD), end of drilling operations (EOD), or after drilling
operations. The table below details the depths at which groundwater was encountered in
each boring.
Boring
Number
Water Depth
EOD (ft.)
Water Elevation
Measured
1/22/21 (ft.)
Cave
Depth
(ft.)
B-1
9.0
---
9.0
B-2*
---
6.5
---
B-3
5.5
---
13.9
B-10
15.0
---
37.0
B-11 *
---
15.5
---
B-12
7.7
---
18.6
B-15
8.5
---
34.7
B-16*
---
17.0
---
B-17
10.9
---
28.8
B-18
4.3
---
33.0
*Monitoring Wells Installed in these borings
Note that boreholes were left open for only a short period of time during the drilling
operation, so the detection of groundwater during this brief period is difficult. Also note
that soil moisture and groundwater conditions vary depending on conditions such as
temperature, precipitation and season. Therefore, soil moisture and groundwater
location at other times of the year may vary from those observed at the time of this
subsurface exploration and as described in this report. Temporary piezometers were
installed in borings B-2, B-11 and B-16.
The borehole cave-in depths ranged from 9.0 to 37.0 feet below existing site grade. The
borehole cave-in depths are listed on the boring logs. In this geology, the cave-in depth
of a boring is sometimes an indication of the stabilized water level, although the water
level may be a few feet below the cave-in depth and therefore cannot be directly
observed.
5.0 RECOMMENDATIONS FOR REMEDIAL DESIGN AND MAINTENANCE
The following recommendations and conclusions are provided for the American Thread
Slope Stability project located at 630 American Thread Road in Marion, North Carolina.
The recommendations stated herein shall not be applied to any other project, or used in
conjunction with any other recommendation, and shall be used explicitly for this project.
5

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
5.1 Undocumented Fill and Associated Risks
The soil test borings extended for this subsurface exploration encountered undocumented
fill and/or alluvial soils to depths ranging from approximately 20.0 to 32.0 feet below
existing site grades.
Uncontrolled fill and alluvial soils encountered during a geotechnical engineering
exploration present unique challenges unlike issues associated with residual soil deposits.
Soft clay, peat, loose sand, and hard highly plastic clay can all be characterized reasonably
well by proper exploration and testing techniques, knowledge of geologic conditions, and
local experience. However, by definition, uncontrolled fills can range from compacted
engineered fills where no construction records exist, to a heterogeneous mix of soil types,
organics, cobbles, boulders, construction debris, building rubble, trash, industrial waste,
and contaminants. In some limited cases, properly engineered fills can be sampled and
tested and their shear strength and compressibility determined for design purposes.
However, no practical amount of exploration and testing can be attempted to try to
characterize the shear strength and compressibility for the wide range of deleterious
materials found in most uncontrolled fill soils. As a result, in order to mitigate the risk of
a slope failure, geotechnical engineers typically recommend that these unacceptable fill
soils be not be included within mass fill sections.
The magnitude of settlement or subsidence of undocumented fill soil with the inclusions
of organic materials cannot be accurately predicted and is a function of time rate of
decomposition of the organic material. Undocumented fill/alluvial soil poses an
unquantifiable degree of risk associated with potential for settlement related distress
and/or slope failure. As a result of the extent of the unsuitable undocumented fill soils,
we conclude that the risks from these materials could lead to slope failure if remedial
repairs are not implemented.
5.2 Slope Stability Analysis
Topographic information, provided by Civil Environmental Consultants, reveals that the
subject slopes have current inclinations ranging from approximately 1.07:1 to 2.75:1
(H:V) and have vertical relief ranging from approximately 7 to 15 feet. Based upon the
inclination and vertical relief indicated on the topographic plan, CVET generated three (3)
representative cross sections for slope stability analyses of the subject embankments.
Scenario 1 was performed along the array of borings including B-1, B-2, and B-3; Scenario
2 was performed along the array of borings including B-10, B-11, and B-18; and Scenario
3 was performed along the array of borings including B-15, B-16, and B-17. The various
scenarios account for the changes in slope inclination, the water table, and depth to
residual site soils.
6

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
Soil strength parameters for the existing coal ash material was developed through
interpretation of the Consolidated-Undrained Triaxial compression testing (ASTM D4767)
performed on the undisturbed Shelby tube soil specimen obtained from boring B-2
(sample from 8.0 to 10.5 feet), the remolded specimen obtained from the bulk sample at
boring B-5 (sample from 0.0 to 3.0 feet), and the Unconfined Compression Strength
(ASTM D2166) testing performed on the same specimens from B-2 and B-5. The soil
strength parameters for the existing fill soils was developed through interpretation of the
Consolidated-Undrained Triaxial compression testing (ASTM D4767) performed on the
undisturbed Shelby tube soil specimen obtained from boring B-11 (sample from 15.0 to
17.5 feet) and the remolded specimen obtained from the bulk sample at boring B-11
(10.0 to 15.0 feet), and the Unconfined Compression Strength (ASTM D2166) testing
performed on the same specimens from B-2 and B-5. Residual Site Soils and Partially
Weathered Bedrock strength parameters were estimated from the SPT and CPT data
collected at the site. The strength parameters were input in both total and effective
strength conditions, depending on the level of the water table determined during our
exploration. We conclude that the scenarios noted above provide a clear depiction of the
current conditions at the site.
Note that factors of safety provide a quantitative indication of slope stability. A value of
FS = 1.0 indicates that a slope is on the boundary between stability and instability.
Criterion obtained from the U.S. Army Corps of Engineers' Slope Stability Manual indicates
required factors of safety of 1.3 (end of construction) to 1.5 (long-term) are acceptable
for reliably predicting the behavior of the slope under assumed soil parameters, slope
dimensions, and anticipated loading conditions.
The following table summarizes the parameters used for the slope stability analyses.
Coal Ash Material — Black Stratum
Wet Density (pcf)
91.7
Dry Density (pcf)
67.7
Total Stress Friction Angle (degrees)
15.0
Effective Stress Friction Angle (degrees)
15.0
Total Stress Cohesion (psf)
0
Effective Stress Cohesion (psf)
0
Specific Gravity
1.50
Unconfined Compression Strength (psi)
5.4
Existing Fill Soil — Green Stratum
Wet Density (pcf)
120.5
Dry Density (pcf)
92.3
Total Stress Friction Angle (degrees)
14.0
Effective Stress Friction Angle (degrees)
18.0
Total Stress Cohesion (psf)
0
Effective Stress Cohesion (psf)
0
7

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
Specific Gravity
2.6
Unconfined Compression Strength (psi)
6.0
Alluvial Site Soil — Gray Stratum
Wet Density (pcf)
121.9
Dry Density (pcf)
102.0
Total Stress Friction Angle (degrees)
15.5
Effective Stress Friction Angle (degrees)
27.3
Total Stress Cohesion (psf)
0
Total Stress Cohesion (psf)
0
Specific Gravity
2.7
Unconfined Compression Strength (psi)
-
Residual Site Soil — Peach Stratum
Wet Density (pcf)
125.0
Dry Density (pcf)
110.0
Total Stress Friction Angle (degrees)
28
Effective Stress Friction Angle (degrees)
30
Total Stress Cohesion (psf)
0
Effective Stress Cohesion (psf)
0
Specific Gravity
2.75
Based upon the results of our slope stability analyses, we conclude that the existing slopes
have an in place factor of safety ranging from approximately 0.2 to 1.43 assuming that
no changes in stress states occur. Based upon the observations and the results of our
analysis we recommend that an allowance for yearly inspections and stability analyses be
incorporated into the maintenance budget. We also recommend that an allowance for
surficial slope repairs be incorporated in the maintenance budget so that the risks
associated with significant slope failure is minimized.
One of the biggest threats to adequate slope stability is poor control of surface water,
especially if it is allowed to flow over the slope. We recommend diverting surface water
away from permanent site slopes.
Temporary excavation support shall be performed in accordance with OSHA 1926 Subpart
P. CVET should be allowed to review the final layout for the development and make
revisions or additional recommendations for temporary shoring, if necessary. Based upon
visual classification, we recommend that OSHA soil classification Type C is recommended
during sloping and benching configurations for this project.
6.0 LIMITATIONS
This report has been prepared for the exclusive use of the CEC and their agents for
specific application to the referenced property, in accordance with generally accepted
soils and foundation engineering practices. No warranties, express or implied, are
8

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
intended or made. The conclusions and recommendations presented in this report are
based on the specific test borings and laboratory testing performed as part of our scope
of work, and do not reflect variations in subsurface conditions that may exist between
test boring locations or in unexplored portions of the site. Note that the soil data
presented in this report is for the specific time of this subsurface exploration. While the
type of material encountered in the test borings will not likely change significantly over
time, the properties of the materials can and will change over time, including soil moisture
content, density, consistency, SPT"N" values, etc. Fluctuations in the groundwater level
can have a significant impact on the material properties, as can seasonal changes. Site
safety, excavation support related to OSHA requirements, and construction dewatering
requirements are the responsibility of others, not CVET. In the event changes are made
to the proposed construction plans, design or location of the project as described within
this report, the conclusions and recommendations provided in this report shall not be
considered valid unless CVET is given the opportunity to review the changes, and either
verifies or modifies the conclusions and recommendations contained in this report in
writing.
9

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
APPENDIX A - PROJECT FIGURES
iii

PROJECT AREA
z_
z
8
jimekHnCteek— -
s
z 1111
SCHEMATIC
0
Csi
z M
W �
G N
0.
a
0
LW
LJ—
z
U_
630 AMERICAN THREAD ROAD
MARION, NORTH CAROLINA

N
PROJECT NO.
z
x
w
0
630 AMERICAN THREAD ROAD
MARION, NORTH CAROLINA
Oci
o

SUBSURFACE DIAGRAM
O)
N
H
oS
a) N
N -O • 0)
C >
0) m N r
W c
c
co
• co
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U 4)
UC°2H
PROJECT NAME American Thread
CLIENT Civil & Environmental Consultants
PROJECT NUMBER
00
co
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0
0
rn
M
O
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0
r
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0
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o
0
M
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(u) uo!leA013
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V
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Distance Along Baseline (ft)
fdee-idS 0V321HI NVOI 0V EZ9-0Z\S1O3f021d\-101NI9\A311N38\S1N3Wf1000\011811d\S213S11\ O - L9.51 lZ/l/Z -10`0 8V1 Sfl OlS 1NlO - 3ZIS V - MO 9 AHdVHDI1V2IIS

Catawba Valley Engineering & Testing KEY TO SYMBOLS
161 Lenoir -Rhyne Blvd. SE
Hickory NC 28602
E"G'"`ER'"G s TES""° Telephone: [phone]
CLIENT Civil & Environmental Consultants PROJECT NAME American Thread
PROJECT NUMBER 20-623 PROJECT LOCATION Marion, North Carolina
LITHOLOGIC SYMBOLS
(Unified Soil Classification System)
SAMPLER SYMBOLS
Split Spoon
BEDROCK: Bedrock
jCH:
USCS High Plasticity Clay
jCL:
USCS Low Plasticity Clay
; I
FILL: Fill (made ground)
ttGW:
USCS Well -graded Gravel
ML: USCS Silt
SC: USCS Clayey Sand
WELL CONSTRUCTION SYMBOLS
SM: USCS Silty Sand
',A iq:.
;T;.; .
TOPSOIL: Topsoil
ABBREVIATIONS
LL - LIQUID LIMIT (%) TV - TORVANE
PI - PLASTIC INDEX (%) PID - PHOTOIONIZATION DETECTOR
W - MOISTURE CONTENT (%) UC - UNCONFINED COMPRESSION
DD - DRY DENSITY (PCF) ppm - PARTS PER MILLION
NP - NON PLASTIC Water Level at Time
-200 - PERCENT PASSING NO. 200 SIEVE Drilling, or as Shown
PP - POCKET PENETROMETER (TSF) w Water Level at End of
- Drilling, or as Shown
Water Level After 24
- Hours, or as Shown

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
APPENDIX B - BORING LOGS
iv

Catawba Valley Engineering & Testing
161 Lenoir -Rhyne Blvd. SE
Hickory NC 28602
Telephone: [phone]
CLIENT Civil & Environmental Consultants PROJECT NAME American Thread
BORING NUMBER B1
PAGE 1 OF 1
PROJECT NUMBER 20-623 PROJECT LOCATION Marion, North Carolina
DATE STARTED 12/23/20
COMPLETED 12/23/20 GROUND ELEVATION 1384 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger AT TIME OF DRILLING ---
LOGGED BY TS CHECKED BY DML
1 AT END OF DRILLING 9.00 ft / Elev 1375.00 ft Cave at 9.5 ft.
NOTES AFTER DRILLING ---
MATERIAL DESCRIPTION
0
>-
>0
o
w
A SPT N VALUE A
20 40 60 80
PL MC LL
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
0
a-
0)
W—
aa
z 0
z
a
uJ
w
2
M
co
U
w
0
d
TOPSOIL (4 Feet)
'/r
SS 100 2-3-2
1 ,— (5)
(ML) POSSIBLE RESIDUAL: Fine Sandy SILT with Trace Mica,
Orangish Tan to Grey, Wet, Very Loose
SS 100 1-0-1
2 (1)
SS 100 1-2-2
3 ,— (4)
SS 100 2-1-1
4 (2)
20
w
m_
z
w
2
0
0
0
J
7
a
0)
UJ
w
U
N
0
m
J
0
0
0,
0
J
a
x
m
x
U
w
0
0
30
40
(SM) RESIDUAL: Silty Fine to Coarse SAND with Trace Angular Rock
Fragments, Micaceous, Grey to Tan -Brown, Wet, Very Loose to
Medium Dense
SS 100 10-7-12
5 ,— (19)
SS 100 4-4-2
6 (6)
SS 100 2-0-1
7 (1)
(SM) RESIDUAL: Silty Fine SAND, Tan -Brown with White, Wet, Very
Loose to Loose
SS 100 1-0-0
8 (0)
ASS 100 3-3-5
9 (8)
SS 100 0-0-0
10 �� (0)
SS 100 0-0-0
11 �� (0)
(ML) PARTIALLY WEATHERED BEDROCK: SILT STONE
Refusal at 48.8 feet.
Bottom of borehole at 48.8 feet.
Y SS 100 50/3
I12

Catawba Valley Engineering & Testing BORING NUMBER B3
161 Lenoir -Rhyne Blvd. SE PAGE 1 OF 1
Hickory NC 28602
ENGINEERING ° .E°""° Telephone: [phone]
CLIENT Civil & Environmental Consultants PROJECT NAME American Thread
PROJECT NUMBER 20-623 PROJECT LOCATION Marion, North Carolina
DATE STARTED 12/28/20 COMPLETED 12/28/20 GROUND ELEVATION 1383 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger AT TIME OF DRILLING 5.50 ft / Elev 1377.50 ft Cave at 14.0 ft.
LOGGED BY TS CHECKED BY DML AT END OF DRILLING ---
NOTES AFTER DRILLING ---
o DEPTH
(ft)
GRAPHIC
LOG
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
RECOVERY
(RQD)
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tsf)
DRY UNIT WT.
(pcf)
A SPT N VALUE A
20 40 60 80
MC
PL�L
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
_
5
(CH) FILL: Sandy CLAY with Inclusions of Coal Ash and Fine Mica,
Trace Root Fragments, Grey, Black, Brown, Moist to Wet, Very Soft
2
A
A
,
,
\/
n
SS
1
100
1-0-0
(0)
SS
2
100
0-0-0
(0)
10
X3S
100
0-00-0
/
(CL) RESIDUAL: Sandy CLAY with Angular Rock Fragments, Brown,
Grey, Wet, Very Stiff
\ /
X
4S
100
1(00j0
X
S5
100
1 (20) 8
115
-
20
(SC) RESIDUAL: Clayey SAND with Small Angular Rock Fragments,
Brown, Grey, Wet, Loose to Medium Dense
x
SS
6
100
968
(14)
-
25
X
SS
7
100
1-2-5
(7)
-
- -
30
(ML) RESIDUAL: Fine Sandy SILT, with Angular Rock Fragments,
Brown, Grey, Tan, Moist, Medium Stiff to Very Hard
X
SS
8
100
3-3-3
(6)
35
SS
9
100
6-23-32
(55)
40
SS
10
100
25-49-29
(78)
Bottom of borehole at 40.0 feet.

Catawba Valley Engineering & Testing
161 Lenoir -Rhyne Blvd. SE
Hickory NC 28602
Telephone: [phone]
CLIENT Civil & Environmental Consultants PROJECT NAME American Thread
BORING NUMBER B10
PAGE 1 OF 1
PROJECT NUMBER 20-623 PROJECT LOCATION Marion, North Carolina
DATE STARTED 12/29/20 COMPLETED 12/29/20
DRILLING CONTRACTOR CVET
DRILLING METHOD 2.25 Hollow Stem Auger
LOGGED BY TS CHECKED BY DML
NOTES
GROUND ELEVATION 1390 ft MSL HOLE SIZE 2.25 inches
GROUND WATER LEVELS:
AT TIME OF DRILLING ---
AT END OF DRILLING 15.00 ft / Elev 1375.00 ft Cave at 37.0 ft.
AFTER DRILLING ---
a
0
0
=c�
a0
� J
cD
MATERIAL DESCRIPTION
c
�w W^
wm wa
an 0>2
< w
CO
A SPT N VALUE A
w 20 40 60 80
o_ PL MC LL
w w Z
U } 20 40 60 80
O 0
❑ FINES CONTENT (%) ❑
20 40 60 80
0
a-
0)
0
W-
cc
z 10
z
a
uJ
w
2
M
co
0
w
0
g
z
w
2
0
0
0
0
J
7
a
0)
uJ
w
0
N
0
m
J
0
0
0)
0
J
a
x
m
x
0
w
0
w
0
20
30
A
40
50
1
(CL) FILL: Coal Ash with Inclusions of Sandy CLAY, Small Rock
Fragments, Black, Brown, Wet, Very Soft
(CL) RESIDUAL: Sandy CLAY with Small Angular Rock Fragments,
Micaceous, Dark Grey, Black, Brown, Wet, Very Soft to Medium Stiff
(ML) RESIDUAL: Sandy SILT with Angular Rock Fragments, Brown to
Grey, Wet, Very Stiff to Hard
Bottom of borehole at 50.0 feet.
SS 100 0-0-0
1 (0)
SS 100 0-0-0
2 (0)
SS 100 2-1-1
3 (2)
SS 100 1-0-0
4 (0)
SS 100 0-0-0
5 (0)
SS 100 3-1-1
6 (2)
SS 100 3-3-3
7 (6)
SS 100 3-3-1
8 (4)
SS 100 2-1-1
sk 9 (2)
SS 100 22-10-17
10 ,- (27)
YI SS 100 17-12-7
11 ,- (19)
S2 100 ` 25-15-25
(40) ,
A
A
A

Catawba Valley Engineering & Testing
161 Lenoir -Rhyne Blvd. SE
Hickory NC 28602
Telephone: [phone]
CLIENT Civil & Environmental Consultants PROJECT NAME American Thread
BORING NUMBER B12
PAGE 1 OF 1
PROJECT NUMBER 20-623 PROJECT LOCATION Marion, North Carolina
DATE STARTED 12/29/20 COMPLETED 12/29/20
DRILLING CONTRACTOR CVET
DRILLING METHOD 2.25 Hollow Stem Auger
LOGGED BY TS CHECKED BY DML
GROUND ELEVATION 1388 ft MSL HOLE SIZE 2.25 inches
GROUND WATER LEVELS:
AT TIME OF DRILLING ---
AT END OF DRILLING 7.70 ft / Elev 1380.30 ft Cave at 18.7 ft.
NOTES AFTER DRILLING ---
U
a0
� J
cD
MATERIAL DESCRIPTION
A SPT N VALUE A
w 20 40 60 80
o_ PL MC LL
w w Z a
U } 20 40 60 80
O o
❑ FINES CONTENT (%) ❑
20 40 60 80
0
a
0)
0
W-
cc
z 10
z
0
U
w
2
M
0
U
w
0
d
z
>-
w
J
z
w
2
0
0
0
0
J
7
a
0)
uJ
w
U
N
0
m
J
0
U
0)
0
J
a
x
m
x
U
w
0
w
0
20
(CH) ALLUVIAL: Sandy Fat CLAY with Trace of Mica, Brown, Grey,
Black, Wet, Very Soft
1
j
30
40
50
(CL) RESIDUAL: Sandy CLAY with Small Angular Rock Fragments,
Grey, Dark Grey, Wet, Medium Stiff to Hard
(ML) RESIDUAL: Sandy SILT with Angular Rock Fragments, Brown,
Wet, Very Soft to Hard
Bottom of borehole at 50.0 feet.
SS 100 0-0-0
1 _ (0)
SS 100 0-0-0
2 (0)
SS 100 0-0-0
3 (0)
SS 100 0-0-0
4 (0)
• SS 100 14-12-25
5 ,- (37)
SS 100 4-4-2
6 (6)
SS 100 2-1-1
7 (2)
SS 100 1-2-2
8 p; (4)
ASS 100 0-0-0
9 (0)
SS 100 1-4-1
10 ,- (5)
SS 100 8-4-2
11 ,- (6)
S2 100 ` 25-11-34
(45)
A
A
A

Catawba Valley Engineering & Testing
161 Lenoir -Rhyne Blvd. SE
Hickory NC 28602
Telephone: [phone]
CLIENT Civil & Environmental Consultants PROJECT NAME American Thread
BORING NUMBER B15
PAGE 1 OF 1
PROJECT NUMBER 20-623 PROJECT LOCATION Marion, North Carolina
DATE STARTED 12/29/20
COMPLETED 12/29/20 GROUND ELEVATION 1392 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger AT TIME OF DRILLING ---
LOGGED BY TS CHECKED BY DML
NOTES
1 AT END OF DRILLING 8.50 ft / Elev 1383.50 ft Cave at 34.7 ft.
AFTER DRILLING ---
MATERIAL DESCRIPTION
w
�w
m
_1g
a
Qz
>—
w
>0
o—
w
A SPT N VALUE A
w 20 40 60 80
PL MC LL
w w z a
U } 20 40 60 80
a o
❑ FINES CONTENT (%) ❑
20 40 60 80
0
a
w
cc
w
2
M
0
w
0
cc
g
z>-
J
w
m
z
w
0
0
0
—
0_
a
(/)-
0
11)
0
0
J
0
z
z
0,
0
J
co
x
0
0
w
0
NO RECOVERY (Appeared to be Saturated Coal Ash)
SS 100 0-0-0
1 , (0)
— SS 100
0-0-0
(0)
(MH) FILL: Sandy Elastic SILT with Fine Mica and Rock Fragments,
Orange -Brown, Grey, black, Wet, Very Soft to Medium Stiff
(GW) ALLUVIAL: Sandy Gravel, Grey, Wet, Loose
X SS 100
3
0-0-0
(0)
X SS 100 0-0-0
/\ 4 , (0)
XSS 100 2-1-1
5 , (2)
SS 100 2-1-2
6 /—\ (3)
X SS 100 7-6-2
/\ 7 ,— (8)
(ML) RESIDUAL: Sandy SILT with Angular Rock Ragments, Brown,
Grey, Tan, Wet, Soft to Very Stiff
40
50
X SS 100 7-6-4
/\ 8 /—\ (10)
/X SS 100 1-2-6
\ 9 ,— (8)
• SS 100 3-2-2
10 ,— (4)
SS 100 0-0-3
11 ,— (3)
SS 100
12 ,
16-14-8
(22)
Bottom of borehole at 53.9 feet.
SS 100 50/5"
13
A
A
A

Catawba Valley Engineering & Testing BORING NUMBER B-16
161 Lenoir -Rhyne Blvd. SE PAGE 1 OF 1
Hickory NC 28602
ENGINEERING ° .E°""° Telephone: [phone]
CLIENT Civil & Environmental Consultants PROJECT NAME American Thread
PROJECT NUMBER 20-623 PROJECT LOCATION Marion, North Carolina
DATE STARTED 12/28/20 COMPLETED 12/28/20 GROUND ELEVATION 1396 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger AT TIME OF DRILLING ---
LOGGED BY TS CHECKED BY DML AT END OF DRILLING ---
NOTES AFTER DRILLING ---
o DEPTH
(ft)
GRAPHIC
LOG
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
RECOVERY
(RQD)
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tsf)
DRY UNIT WT.
(pcf)
A SPT N VALUE A
20 40 60 80
PL�L
MC
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
11501
♦i♦i♦i♦
♦iii♦
O♦00
%i
ItJ♦i♦i♦i♦
• •
FILL: Coal Ash, with Traces of Sandy Fat CLAy, Rock Fragments,
Black with White Inclusions, Dark Red -Brown, Dry to Moist, Very
Loose to Loose
100
SS
2
100
6-5-3
(8)
_
X
SS
3
100
5-2-1
(3)
SS
4
100
2-2-2
(4)
15
(MH) POSSIBLE FILL: Sandy Elastic SILT with Trace Rock
Fragments, Dark Red -Brown, Wet, Very Loose
XSS
5
100
0-0-0
(0)
20
)(SS
6
100
0-0-0
(0)
Bottom of borehole at 20.0 feet.

Catawba Valley Engineering & Testing
161 Lenoir -Rhyne Blvd. SE
Hickory NC 28602
Telephone: [phone]
CLIENT Civil & Environmental Consultants PROJECT NAME American Thread
BORING NUMBER B17
PAGE 1 OF 1
PROJECT NUMBER 20-623 PROJECT LOCATION Marion, North Carolina
DATE STARTED 12/23/20
COMPLETED 12/23/20 GROUND ELEVATION 1389 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger AT TIME OF DRILLING ---
LOGGED BY TS CHECKED BY DML
NOTES
1 AT END OF DRILLING 10.90 ft / Elev 1378.10 ft Cave at 20.9 ft.
AFTER DRILLING ---
MATERIAL DESCRIPTION
cD
A SPT N VALUE A
20 40 60 80
PL MC LL
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
(MH) FILL: Sandy Elastic SILT, Red -Brown, Moist to Wet, Very Soft to
Medium Stiff
0
a
0)
W-
cc
z 10
z
a
w
2
M
0
U
w
0
d
z
w
2
0
0
0
J
7
a
0)
uJ
w
U
N
0
0
J
0
(ML) RESIDUAL: Sandy SILT, Brown, Grey, Wet, Very Soft to Very
Stiff
20
30
40
50
Bottom of borehole at 50.0 feet.
SS 100 2-2-3
1 ,- (5)
SS 100 2-2-1
2 ,- (3)
SS 100 1-0-1
3 (1)
SS 100 1-1-1
4 (2)
SS 100 0-0-0
5 (0)
SS 100 1-2-3
6 ,- (5)
SS 100 1-1-2
7 ,- (3)
SS 100 3-3-2
8 (5)
9S 100
3-1-1
(2)
SS 100 2-0-1
10 (1)
SS 100 4-3-4
11 ,- (7)
S2 100 4-7-10
(17)

Catawba Valley Engineering & Testing
161 Lenoir -Rhyne Blvd. SE
Hickory NC 28602
Telephone: [phone]
CLIENT Civil & Environmental Consultants
PROJECT NUMBER 20-623
DATE STARTED 12/22/20 COMPLETED 12/22/20
DRILLING CONTRACTOR CVET
DRILLING METHOD 2.25 Hollow Stem Auger
LOGGED BY TS CHECKED BY DML
NOTES
BORING NUMBER B18
PAGE 1 OF 1
PROJECT NAME American Thread
PROJECT LOCATION Marion, North Carolina
GROUND ELEVATION 1380 ft MSL HOLE SIZE 2.25 inches
GROUND WATER LEVELS:
AT TIME OF DRILLING ---
AT END OF DRILLING 4.25 ft / Elev 1375.75 ft Cave at 33.0 ft.
AFTER DRILLING ---
o_
0
5
- 10
15
20
- 25
30
35
40
- 45
0
0
0-0
<
cD
MATERIAL DESCRIPTION
(MH) FILL: Sandy Elastic SILT, Red -Brown, Moist to Wet, Very Soft to
Soft
(ML) RESIDUAL: Sandy SILT with Small Angular Rock Fragments,
Brown, Grey, Tan, Wet, Very Soft to Very Hard
w
o-�
�w
m
_1g
o_
Qz
co
0
>-
>0
00
w
SS 100 0-0-2
1 (2)
SS 100 0-0-2
2 (2)
SS 100 0-0-1
3 (1)
SS 100 2-3-1
4 (4)
SS 100 2-1-2
5 (3)
SS 0 0-0-0
6 (0)
SS 100 0-0-0
7 (0)
SS 0 0-0-0
8 (0)
SS 0 0-0-0
9 (0)
SS 0 0-0-0
10 (0)
SS 100 27-30-22
11 (52)
z
w
0_
w
0
0
o_
H w
Z U
a
>-
0
A SPT N VALUE A
20 40 60 80
PL MC LL
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
A
A
A
Bottom of borehole at 45.0 feet.

1
co
Cone Penetration Test
l4
U
i
az°
U cN
DO0
• o
L
E
-c
c
O z
L�.o
�a O
E
Q
N
co
Q O
C L
�
Q QO
C
L 0.
co a,
'a
• V 4
R
C E
9 9S 9 w
0
N
c
0
U
J
2
O O O
O O O
0)0)C
c c
O co d
O Z W
dw
W
Equivalent N60
Pore Pressure
L
0
O
O
O
O
00
O
CO
O
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Electronic File Name: B-2.cpt
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Clays -Clay to Silty Clay [
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Electronic File Name: B-11.cpt
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-0
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Electronic File Name: B-16.cpt
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B-16 offset
Cone Penetration Test
U
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i
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-0 0 9
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0
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d
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O
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m
)
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2
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Clays -Clay to Silty Clay
O ▪ N N ▪ co it)
V V
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1.Z/8Z4 laa vi Sll O1S dO rdo'1do OV32lHl NVON3INV EZ9-0Z bV 02lVONV.S -121Od321_WO

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
APPENDIX C - LABORATORY TEST RESULTS
v

TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
'1;1,+..T:
Phone: [phone] rLAir Tested By
EB/KP
.11
Fax: [phone]
Date
01/12/21
Web: www.test-11c.com Checked By
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils
Client Pr. #
20-623
Laboratory Project #
2160-03-1
Pr. Name
American Thread
Sample Type
Remold
Sample ID
36975/B-11
Depth/Elevation
10-15'
Location
-
Additional Info
-
SPECIMEN PROPERTIES (initial) (after consol.)
WATER CONTENT DETERMINATION
(initial) (final)
Height, in
6.000
5.970
Mass of Wet Sample and Tare, g
315.40
1508.30
Diameter, in
2.875
2.842
Mass of Dry Sample and Tare, g
269.80
1234.25
Height -to -Diameter Ratio
2.1
2.1
Mass of Tare, g
81.20
298.90
Area, in`
6.49
6.34
Moisture, %
24.18
29.30
Volume, cm'
638.29
620.63
TEST DATA PRIOR
TO LOADING
Mass of Wet Sample, g
1161.50
1209.70
Mass of Dry Sample, g
935.35
935.58
Machine Speed, in / min
0.0100
Wet Density, pcf
113.6
121.7
Strain Rate, %/ min
0.17
Dry Density, pcf
91.5
94.1
Chamber Pressure, psi
83.0
Specific Gravity (assumed)
2.700
2.700
Back Pressure,psi
80.0
Volume of Solids, cm'
346.43
346.51
Eff. Consol. Stress,(Minor pr. stress,
a3),psi
3.0
Volume of Voids, cm'
291.86
274.12
Change in Height, in
0.030
Void Ratio
0.84
0.79
"B" Value
0.95
% Saturation
77.5
100.0
SHEAR
DATA
Elapsed
Time (min)
Deformation
(inch)
Axial Load
(lb)
Pore -Water
Pressure,psi
p
Total Strain
(%)
Corrected
Area (inz)
Dev.Stress
A =a -a
( 1 s)
(psi)
Major Principal
Stress,psi
p
Eff.Stress
Ratio
a,/a 3
P'
(a'1+a 3)/2
(psi)
Q
7
[(a1-a3)/2]
(psi)
Eff. Minor
Pr. Stress
a'3 (psi)
Total,U
Change,4U
Total a1
Eff. a'1
0.0
0.000
19
80.0
0.0
0.00
6.34
0.0
3.0
3.0
1.00
3.0
0.0
3.0
1.0
0.010
59.4
80.4
0.4
0.17
6.35
6.4
9.4
9.0
3.41
5.8
3.2
2.6
2.0
0.020
72.3
80.1
0.1
0.34
6.37
8.4
11.4
11.2
3.93
7.0
4.2
2.9
3.1
0.031
83.1
79.9
-0.1
0.51
6.38
10.0
13.0
13.2
4.22
8.1
5.0
3.1
4.1
0.041
92.0
79.6
-0.4
0.68
6.39
11.4
14.4
14.8
4.40
9.1
5.7
3.4
5.1
0.051
99.7
79.4
-0.6
0.85
6.40
12.6
15.6
16.2
4.50
9.9
6.3
3.6
7.1
0.071
110.5
79.0
-1.0
1.19
6.42
14.2
17.2
18.3
4.54
11.2
7.1
4.0
10.2
0.102
120.2
78.6
-1.4
1.71
6.45
15.7
18.7
20.1
4.54
12.3
7.8
4.4
12.2
0.122
124.0
78.4
-1.6
2.05
6.48
16.2
19.2
20.9
4.50
12.7
8.1
4.6
15.3
0.153
127.8
78.2
-1.8
2.56
6.51
16.7
19.7
21.5
4.49
13.2
8.4
4.8
17.3
0.173
129.8
78.1
-1.9
2.90
6.53
17.0
20.0
21.8
4.46
13.4
8.5
4.9
20.4
0.204
132.2
78.0
-2.0
3.41
6.57
17.2
20.2
22.2
4.46
13.6
8.6
5.0
24.5
0.245
135.0
77.9
-2.1
4.10
6.61
17.5
20.5
22.6
4.44
13.9
8.8
5.1
29.6
0.296
138.0
77.8
-2.2
4.95
6.67
17.8
20.8
23.1
4.40
14.2
8.9
5.2
35.7
0.357
141.7
77.6
-2.4
5.97
6.75
18.2
21.2
23.6
4.34
14.5
9.1
5.4
40.8
0.408
144.0
77.4
-2.6
6.83
6.81
18.4
21.4
23.9
4.30
14.7
9.2
5.6
45.9
0.459
146.0
77.3
-2.7
7.68
6.87
18.5
21.5
24.1
4.26
14.9
9.2
5.7
49.9
0.499
147.6
77.3
-2.7
8.36
6.92
18.6
21.6
24.3
4.24
15.0
9.3
5.7
60.1
0.601
151.5
77.1
-2.9
10.07
7.05
18.8
21.8
24.7
4.17
15.3
9.4
5.9
70.3
0.703
155.0
76.9
-3.1
11.78
7.19
18.9
21.9
25.0
4.11
15.5
9.5
6.1
80.5
0.805
158.5
76.8
-3.2
13.49
7.33
19.0
22.0
25.3
4.05
15.8
9.5
6.2
85.6
0.856
160.0
76.7
-3.3
14.34
7.41
19.0
22.0
25.4
4.02
15.8
9.5
6.3
89.9
0.899
161.9
76.6
-3.4
15.06
7.47
19.1
22.1
25.5
4.00
15.9
9.6
6.4
Values @ Failure -1.4
1.71
6.45
15.7
18.7
20.1
4.54
12.3
7.8
4.4
Failure criteria used*
3 'Note:"1"=Max Deviator Stress;"2"=Deviator Stress @ 15% Strain;"3"=Max Eff.Stress Ratio(a'i/a'3)
Pnno 1 of 7 Triaxial CU.xls [AJ, REV. 1; 10-10-05

TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
�
re: S.I;
Phone: [phone]
I Tested By
EB/KP
IF
Fax: [phone]
Date
01/12/21
Web: www.test-Ilc.com
., ' 5 HT Checked By
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression
Test for Cohesive Soils
Client Pr. #
20-623
Laboratory
Project #
2160-03-1
Pr. Name
American Thread
Sample
Type
Remold
Sample ID
36975/B-11
Depth/Elevation
10-15'
Location
-
Additional
Info
-
SPECIMEN PROPERTIES (initial) (after consol.)
WATER CONTENT
DETERMINATION
initial)
(final)
Height, in
6.000
5.938
Mass of Wet Sample and
Tare, g
315.40
1520.40
Diameter, in
2.875
2.852
Mass of Dry Sample and
Tare, g
269.80
1245.74
Height -to -Diameter Ratio
2.1
2.1
Mass of Tare, g
81.20
309.50
Area, in
6.49
6.39
Moisture, %
24.18
29.34
Volume, cm'
638.29
621.47
TEST
DATA PRIOR
TO LOADING
Mass of Wet Sample, g
1162.60
1211.00
Mass of Dry Sample, g
936.24
936.31
Machine Speed, in / min
0.0100
Wet Density, pcf
113.7
121.6
Strain Rate, % / min
0.17
Dry Density, pcf
91.6
94.1
Chamber Pressure, psi
86.0
Specific Gravity (assumed)
2.700
2.700
Back Pressure,psi
80.0
Volume of Solids, cm'
346.75
346.78
Eff. Consol. Stress,(Minor
pr. stress,
a3),psi
6.0
Volume of Voids, cm'
291.54
274.69
Change in Height, in
0.062
Void Ratio
0.84
0.79
"B" Value
0.95
% Saturation
77.6
100.0
SHEAR
DATA
Elapsed
Time (min)
Deformation
(inch)
Axial Load
(lb)
Pore -Water
Pressure,psi
Total Strain
(%)
Corrected
Area Ore)
Dev.Stress
(Da=a -as)Stress,
(psi)
Major Principal
psi
Eff.Stress
Ratio
a',/a'3
P
(a 1+a'3)/2
(psi)
Q
[(a-a3)l2]
(psi)
Eff. Minor
Pr. Stress
a'3 (psi)
Total,U
Change,4U
Total al
Eff. a',
0.0
0.000
21.0
80.0
0.0
0.00
6.39
0.0
6.0
6.0
1.00
6.0
0.0
6.0
1.0
0.010
69.8
81.6
1.6
0.17
6.40
7.6
13.6
12.1
2.71
8.3
3.8
4.4
2.0
0.020
85.8
81.7
1.7
0.34
6.41
10.1
16.1
14.4
3.36
9.3
5.1
4.3
3.1
0.031
98.5
81.7
1.7
0.51
6.42
12.1
18.1
16.4
3.79
10.4
6.0
4.3
4.1
0.041
109.1
81.6
1.6
0.69
6.43
13.7
19.7
18.1
4.08
11.3
6.8
4.4
5.1
0.051
117.5
81.4
1.4
0.86
6.44
15.0
21.0
19.6
4.26
12.1
7.5
4.6
7.1
0.071
128.3
81.2
1.2
1.20
6.46
16.6
22.6
21.4
4.44
13.1
8.3
4.8
10.2
0.102
136.1
80.9
0.9
1.72
6.50
17.7
23.7
22.8
4.50
13.9
8.9
5.1
12.2
0.122
138.6
80.9
0.9
2.06
6.52
18.0
24.0
23.2
4.51
14.1
9.0
5.1
15.3
0.153
141.1
80.8
0.8
2.57
6.56
18.3
24.3
23.6
4.50
14.4
9.2
5.2
17.3
0.173
142.4
80.7
0.7
2.92
6.58
18.5
24.5
23.7
4.50
14.5
9.2
5.3
20.4
0.204
144.3
80.6
0.6
3.43
6.61
18.6
24.6
24.0
4.48
14.7
9.3
5.4
24.5
0.245
146.7
80.5
0.5
4.12
6.66
18.9
24.9
24.3
4.46
14.9
9.4
5.5
29.6
0.296
149.8
80.4
0.4
4.98
6.72
19.2
25.2
24.7
4.44
15.2
9.6
5.6
35.7
0.357
153.7
80.3
0.3
6.01
6.79
19.5
25.5
25.3
4.40
15.5
9.8
5.7
40.8
0.408
156.4
80.1
0.1
6.86
6.86
19.7
25.7
25.6
4.36
15.8
9.9
5.9
45.9
0.459
159.7
80.0
0.0
7.72
6.92
20.0
26.0
26.1
4.32
16.1
10.0
6.0
49.9
0.499
162.1
79.8
-0.2
8.41
6.97
20.2
26.2
26.4
4.28
16.3
10.1
6.2
60.1
0.601
167.7
79.6
-0.4
10.13
7.11
20.6
26.6
27.1
4.20
16.8
10.3
6.4
70.3
0.703
173.4
79.3
-0.7
11.84
7.24
21.0
27.0
27.7
4.16
17.2
10.5
6.7
80.5
0.805
178.3
79.1
-0.9
13.56
7.39
21.3
27.3
28.2
4.10
17.5
10.6
6.9
85.6
0.856
180.2
79.0
-1.0
14.42
7.46
21.3
27.3
28.3
4.06
17.6
10.7
7.0
90.0
0.900
182.1
79.0
-1.0
15.15
7.53
21.4
27.4
28.4
4.04
17.7
10.7
7.0
Values @ Failure 0.9
2.06
6.52
18.0
24.0
23.2
4.51
14.1
9.0
5.1
Failure criteria used*
3 `Note:"1"=Max Deviator Stress;"2"=Deviator Stress @ 15% Strain;"3"=Max Eff.Stress Ratio(a',/a'3)
Page 2 of 7 TriaxialICU xls [B], REV 1; 10-10-05

TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
�
re: S.I;
Phone: [phone]
I Tested By
EB/KP
IF
Fax: [phone]
Date
01/12/21
Web: vvvvw.test-Ilc.com
H
di s c , 7 o Checked By
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression
Test for Cohesive Soils
Client Pr. #
20-623
Laboratory
Project #
2160-03-1
Pr. Name
American Thread
Sample
Type
Remold
Sample ID
36975/B-11
Depth/Elevation
10-15'
Location
-
Additional
Info
-
SPECIMEN PROPERTIES (initial) (after consol.)
WATER CONTENT
DETERMINATION
initial)
(final)
Height, in
6.000
5.935
Mass of Wet Sample and
Tare, g
315.40
1507.50
Diameter, in
2.875
2.838
Mass of Dry Sample and
Tare, g
269.80
1239.09
Height -to -Diameter Ratio
2.1
2.1
Mass of Tare, g
81.20
303.10
Area, in
6.49
6.33
Moisture, %
24.18
28.68
Volume, cm'
638.29
615.38
TEST
DATA PRIOR
TO LOADING
Mass of Wet Sample, g
1162.30
1205.00
Mass of Dry Sample, g
935.99
936.46
Machine Speed, in / min
0.0100
Wet Density, pcf
113.7
122.2
Strain Rate, % / min
0.17
Dry Density, pcf
91.5
95.0
Chamber Pressure, psi
92.0
Specific Gravity (assumed)
2.700
2.700
Back Pressure,psi
80.0
Volume of Solids, cm'
346.66
346.84
Eff. Consol. Stress,(Minor
pr. stress,
a3),psi
12.0
Volume of Voids, cm'
291.63
268.54
Change in Height, in
0.065
Void Ratio
0.84
0.77
"B" Value
0.95
% Saturation
77.6
100.0
SHEAR
DATA
Elapsed
Time (min)
Deformation
(inch)
Axial Load
(lb)
Pore -Water
Pressure,psi
Total Strain
(%)
Corrected
Area Ore)
Dev.Stress
(Da=a -a3)Stress,
(psi)
Major Principal
psi
Eff.Stress
Ratio
a',/a'3
P'
(a 1+a'3)/2
(psi)
Q
[(a-a3)l2]
(psi)
Eff. Minor
Pr. Stress
a'3 (psi)
Total,U
Change,4U
Total al
Eff. a',
0.0
0.000
23.5
80.0
0.0
0.00
6.33
0.0
12.0
12.0
1.00
12.0
0.0
12.0
1.0
0.010
81.4
83.1
3.1
0.17
6.34
9.1
21.1
18.0
2.03
13.5
4.6
8.9
2.0
0.020
99.4
84.1
4.1
0.34
6.35
12.0
24.0
19.8
2.52
13.9
6.0
7.9
3.1
0.031
112.5
84.6
4.6
0.52
6.36
14.0
26.0
21.4
2.89
14.4
7.0
7.4
4.1
0.041
122.8
84.8
4.8
0.69
6.37
15.6
27.6
22.7
3.18
15.0
7.8
7.2
5.1
0.051
130.5
85.0
5.0
0.86
6.38 J
16.8
28.8
23.8
3.38
15.4
8.4
7.0
7.1
0.071
141.9
85.0
5.0
1.20
6.40
18.5
30.5
25.4
3.66
16.2
9.2
7.0
10.2
0.102
153.3
85.0
5.0
1.72
6.44
20.2
32.2
27.2
3.87
17.1
10.1
7.0
12.2
0.122
157.6
84.9
4.9
2.06
6.46
20.8
32.8
27.9
3.91
17.5
10.4
7.1
15.3
0.153
161.8
84.9
4.9
2.58
6.49
21.3
33.3
28.4
3.98
17.8
10.6
7.1
17.3
0.173
163.6
84.8
4.8
2.92
6.52
21.5
33.5
28.7
3.99
17.9
10.7
7.2
20.4
0.204
165.7
84.7
4.7
3.43
6.55
21.7
33.7
29.0
3.99
18.1
10.8
7.3
24.5
0.245
167.8
84.6
4.6
4.12
6.60
21.9
33.9
29.2
3.97
18.3
10.9
7.4
29.6
0.296
169.7
84.6
4.6
4.98
6.66
22.0
34.0
29.4
3.96
18.4
11.0
7.4
35.7
0.357
172.0
84.5
4.5
6.01
6.73
22.1
34.1
29.5
3.95
18.5
11.0
7.5
40.8
0.408
174.3
84.5
4.5
6.87
6.79
22.2
34.2
29.7
3.95
18.6
11.1
7.5
45.9
0.459
176.4
84.4
4.4
7.73
6.86
22.3
34.3
29.9
3.95
18.7
11.2
7.6
49.9
0.499
177.8
84.4
4.4
8.41
6.91
22.3
34.3
29.9
3.94
18.8
11.2
7.6
60.1
0.601
182.3
84.4
4.4
10.13
7.04
22.6
34.6
30.2
3.96
18.9
11.3
7.6
70.3
0.703
186.5
84.3
4.3
11.85
7.18
22.7
34.7
30.4 J
3.95
19.1
11.4
7.7
80.5
0.805
190.7
84.2
4.2
13.57
7.32
22.8
34.8
30.7
3.91
19.3
11.4
7.8
85.6
0.856
193.3
84.1
4.1
14.42
7.39
23.0
35.0
30.9
3.90
19.4
11.5
7.9
90.0
0.900
195.0
84.0
4.0
15.16
7.46
23.0
35.0
31.0
3.88
19.5
11.5
8.0
Values @ Failure 4.8
2.92
6.52
21.5
33.5
28.7
3.99
17.9
10.7
7.2
Failure criteria used*
3 `Note:"1"=Max Deviator Stress;"2"=Deviator Stress @ 15% Strain;"3"=Max Eff.Stress Ratio(a',/a'3)
Page 3 of 7
Triaxial CU.xls [CJ, REV 1; 10-10-05

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Tested By
Date
Check
EB/KP
01/12/21
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils
Client Project #
Project Name
Sample ID
Location
20-623
American Thread
36975/B-11
Laboratory Project #
Sample Type
Depth/Elevation
Additional Info
2160-03-1
Remold
10-15'
Shear Stress, psi
40
30
20
10
0
Total and Effective Mohr's Circles
y = 0.5825x + 1.997
C
y = 0.2585x + 5.3229
0
Specimen
Effective Consolidation Stress, psi
Deviator Stress at Failure, psi
Effective Minor Principal Stress at Failure, psi
Effective Major Principal Stress at Failure, psi
Axial Strain at Failure, %
i
10 20
Normal Stress, psi
A B
3.0
6.0
12.0
15.7
18.0
21.5
4.4
5.1
7.2
20.1
23.2
28.7
1.71
2.06
2.92
30
40
STRENGTH PARAMETERS*
Total
Effective
(I)°
14.5
(I)'°
30.2
C, psi
5.3
C', psi
2.0
*Valid only for Received Material at Reported
Densities and Moisture Contents. Please see
remarks on page 6 of this report
Triaxial CUxls [Mohr's Circles], REV. 1; 10-10-05
Page 4 of 7

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Tested By EB/KP
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils
Client Pr. # 20-623 Laboratory Project #
Pr. Name American Thread Sample Type
Sample ID 36975/B-11 Depth/Elevation
Location - Additional Info
Date 01/12/21
Check 41459
2160-03-1
Remold
10-15'
P' - Q Graph
0 2
4
-0
50(
R2-
2x i 1.7172--
0.9933
1
10 12
P', psi
14 16 18 20 22
22
20
18
16
14
8
6
4
2
0
FAILURE SKETCH
A B
REMOLDING PROPERTIES
A B
% Compaction of Max Dry Density
% Difference from Optimum M.C.
95.0
95.1
C
95.1
3.2
Page 5 of 7
3.2
3.2
a, psi
a, degree
1.7
26.8
Triaxial CUxls [P'-Q GRAPHJ, REV. 1; 10-10-05

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ADMRICOJTED
Tested By
EB/KP
Date 01/12/21
Check
Client Pr. #
Pr. Name
Sample ID
Location
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils
Laboratory Project #
Sample Type
Depth/Elevation
Additional Info
20-623
American Thread
36975/B-11
2160-03-1
Remold
10-15'
Deviator Stress, Au, psi
24
20
16
12
Stress - Strain Graph
♦
•
8 i
0 r"
0
2 3
4 5 6
7
8 9 10 11 12 13 14 15 16
Axial Strain,
Balance ID Number
Oven ID Number
Deformation Indicator ID #
Digital Caliper ID #
Load Cell ID #
Apparatus ID #
REMARKS
DESCRIPTION
563/700
496/610
178/349/689
370/458
347/692/815
293/693/814
Samples (Material passing #4 Sieve) were remolded to
specified % compaction and moisture content of
Standard Proctor values
Dark Brown Sandy Silt
NOTES:
1. Method for Saturation
2. Method for determination of cross -sectional after consolidation
3. Initial specimen moisture content obtained from cuttings
4. Final specimen moisture content obtained from entire sample
WET
B
LL
PL
PI
Gs
USCS (ASTM D2487: D2488)
ML
Triaxial CU.xls [Stress -Strain GRAPH], REV. 1; 10-10-05
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01/12/21
�—
..A. A. SH ID
Web: www.test-llc.com r
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive
Soils
Client Pr. #
20-623
Laboratory Project #
2160-03-1
Pr. Name
American Thread
Sample Type
Remold
Sample ID
36975/B-11
Depth/Elevation
10-15'
Location
-
Additional Info
-
Pore Pressure - Strain Graph
Pore
Pressure, psi
N O N A c
_C
I
I
�
A
i
E
i
0 2 3 4 5 6 7 8 9 10 11 12 13 14
Axial Strain, %
15 16
5.00
Effective Stress Ratio -Strain Graph
A
—
1-
B
t
U-U
4.00
r—
S-
0
ii--•
♦
♦
♦
♦
r
w
co
3.00
N
N
o
2.00
al
LEJ
1.00n
0.00
0 2 4 6 8 10 12 14 16
Axial Strain,%
Triaxial CU.xls [Stress Ratio & Pore Water Pr. -Strain GRAPH], REV. 1; 10-10-05
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Tested By TH
Date 01/09/21
Checked By
Client Pr. #
Pr. Name
Sample ID
Location
20-623
American Thread
36975/B-11
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
Bulk
10-15'
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
Number of Blows
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
MOISTURE CONTENT °/
37
36
35
34
33
32
31
LIQUID LIMIT
32
22
15
36.82
38.51
38.29
34.55
34.12
34.72
27.61
21.26
24.68
32.71
34.14
35.56
Oven ID #
Balance ID #
Liquid Limit Device ID #
10
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
DESCRIPTION
20 25 30
40
NUMBER OF BLOWS
PLASTIC LIMIT
37.12
39.20
34.66
36.30
25.18
25.04
25.95
25.75
NATURAL MOISTURE
653.40
554.20
302.80
39.46
Dark Brown Sandy Silt
15/496/610
139/563
451/569
100
NOTE: MATERIAL PASSING NO. 40 SIEVE
WAS USED FOR TEST
LIQUID LIMIT (LL)
PLASTIC LIMIT (PL)
PLASTICITY INDEX (PI)
LIQUIDITY INDEX (LI)
USCS (ASTM D2487; D2488) ML AASHTO (M 145)
34
26
8
1.68
NA

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Tested By
Date
Checked By
n
T.E.
A
S.T.
IH
01/07/21
A
A G G R C O T co
Ale
Client Pr. #
Pr. Name
Sample ID
Location
20-623
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
American Thread
Bulk
36975/B-11
10-15'
-
-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
MOISTURE CONTENT of TOTAL
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
SAMPLE
MOISTURE CONTENT of FINE MATERIAL
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
653.4
426.40
554.2
405.40
302.8
85.30
39.5
6.6
TOTAL Mass of wet sample
before splitting & tare, g
Mass of Tare, g
TOTAL Mass of dry sample, g
Mass of Wet Fine Material & Tare, g
Mass of Tare, g
Mass of Dry Fine Material, g
% of Total Sample Passing Split Sieve
22700.0
185.00
0.0
0.00
16277.2
173.61
100.0
SIEVE ANALYSIS*
Mass of Tare,
Sieve Size
12"
3"
2.5"
2"
1.5"
1"
.75"
5"
.375"
COARSE
g
MATERIAL
% RETAINED % PASSING
Mass of Tare, g
Sieve Size
#4
#10
#20
#40
#60
#100
#200
* - ASTM Defini
** - AASHTO Definitions
FINE MATERIAL
% PASSING
(of Total)
0.0
0.00
Sample & Tare, g
Cumulative
Mass retained, g
COBBLES
0.0
100.0
COARSE
GRAVEL
0.0
100.0
COARSE SAND
1.10
99.4
0.0
100.0
MEDIUM
SAND
6.95
96.0
0.0
100.0
14.66
91.6
0.0
100.0
FINE SAND
22.51
87.0
0.0
100.0
30.15
82.6
FINE GRAVEL
0.0
100.0
42.20
75.7
0.0
100.0
FINES
68.20
60.7
0.0
0.0
100.0
ions of Classification
of Classification
NOTE:
Sieve
3/8"
(9.5 mm)
Sieve used
for splitting
sample on fine and coarse material
PARTICLE -SIZE ANALYSIS'
Oven ID #
Balance ID#
Shaker ID #
REMARKS
15/496/610
% COBBLES
% COARSE Gravel
% FINE Gravel
% COARSE Sand
0.0
% MEDIUM Sand
% FINE Sand
% FINES
% TOTAL SAMPLE
9.0
139/142/700
0.0
26.3
555
0.6
60.7
3.4
100.0
PARTICLE -SIZE ANALYSIS""
COBBLES
% COARSE Gravel (Stone)
% MEDIUM Gravel (Stone)
% FINE Gravel (Stone)
0.0
% COARSE Sand
% FINE Sand
% FINES (Silt -Clay)
% TOTAL SAMPLE
9.0
0.0
26.3
0.0
60.7
4.0
100.0
DESCRIPTION
USCS (ASTM D2487;
Dark Brown Sandy Silt
D2488)
AASHTO (M 145)
Page 1 of 2
ML
NA

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SOIL
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Checked By
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Client Pr. #
Pr. Name
Sample ID
Location
20-623
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
American Thread
Bulk
10-15'
36975/B-11
-
-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Standard Test Method for Particle -Size Analysis of Soils and Aggregates (Split Sieve)
Particle -Size Analysis
_ VV o m o 0 V 0V 0 0 0 0 0
, M N ,, .-. N ik K ik ik 5 5 5 E a 8 8
100
90
••
•
•
•
♦ •
.
••
•
•
•
••
• •
•
80
70
P
60
A
S
50
S
I
N 40
G
30
20
10
0
1000 100 10 1 0 1 0.01 0.001
Grain size in millimeters
Coarse Fine
Coarse Medium Fine
Silt or Clay
Boulders
Cobbles
Gravel
Sand
Fines
Dto
NA
mm
D30
NA
mm
D60
NA
mm
Cu
NA
Cc
NA
Project's Specific % Passing
NA
Page 2 of 2 Project's Specific Particle Size, mm
NA

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Checked By seer
Client Pr. #
Pr. Name
Sample ID
Location
20-623
American Thread
36975/B-11
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
Bulk
10-15'
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-Ibf/ft3 (600kN-m/m3))
Mass of Soil before sieving, g
Mass of Mat. Retained on No. 4 sieve, g
Mass of Mat. Retained on 3/8" sieve, g
Mass of Mat. Retained on 3/4" sieve, g
Material Retained on No. 4 Sieve,
Material Retained on 3/8" Sieve, %
Material Retained on 3/4" Sieve, %
Total, % (oversized)
Points
Mass of Mold and Soil, g
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content,
Wet Density, pcf
Dry Density, pcf
DETERMINATION OF TEST PROCEDURE
wet dry
22700.0
16277.2
0.0
TEST DATA
MOISTURE CONTENT
Coarse + Fine Coarse
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content,
1
2
3
4
5
5940.5
5984.5
6008.0
6024.5
506.0
506.0
525.9
524.4
449.7
444.8
467.2
461.4
130.7
130.0
184.0
176.1
17.6
19.4
20.7
22.1
Procedure
B
Mold ID Number
Mass of Mold, g
Volume of Mold, ft3
Hammer ID Number
Number of Blows per layer
Number of Layers
Mechanical Compactor ID Number
798
4252.4
0.0333
318
25
3
317
111.8
114.7
116.2
117.3
95.0
96.0
96.3
96.1
Method A: Material retained on No. 4 Sieve<25%
Method B: Material retained on 3/8" Sieve <25%
Method C: Material retained on 3/4" Sieve <30%
Dry Density, pcf
103.0
101.0
99.0
97.0
•
. 95.0
93.0
17.0
Moisture vs. Dry Density
4
100% Saturation Curves:
Gs=2.6); (Gs=2.7 ; (Gs=2.8)
18.0 19.0 20.0 21.0 22.0 23.0 24.0
Moisture Content, %
25.0 26.0
27.0
REMARKS
DESCRIPTION
Dark Brown Sandy Silt
Maximum Dry Density, pcf
Optimum Moisture Content, %
96.3
21.0
USCS (ASTM D2487; D2488)
Corrected Maximum Dry Density, pcf
Corrected Optimum Moisture Content, %
ML
AASHTO M145
NA
NA
NA

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Checked By
ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP
883)
Client Project #
20-623
Laboratory Project #
2160-03-1
Project Name
American Thread
Sample Type
UD
Sample ID
36976/B-11
Depth/Elev.
15-17.5'
Location
-
Additional Info
-
SPECIMEN PROPERTIES
(initial) (after consol.)
WATER CONTENT DETERMINATION
(initial) (final)
Height, in
5.718
5.698
Mass of Wet Sample and Tare, g
801.10
1143.20
Diameter, in
2.862
2.819
Mass of Dry Sample and Tare, g
697.20
890.09
Height -to -Diameter Ratio
2.0
2.0
Mass of Tare, g
358.70
0.00
Area, in2
6.43
6.24
Moisture, %
30.69
28.44
Volume, cm3
602.80
582.77
TEST DATA PRIOR TO LOADING
Mass of Wet Sample, g
1163.30
1143.20
Volume change (Consolidation), ml
-20.1
Mass of Dry Sample, g
890.09
890.09
Machine Speed, in / min
0.0050
Wet Density, pcf
120.5
122.5
Strain Rate, % / min
0.09
Dry Density, pcf
92.2
95.3
Chamber Pressure, psi
87.0
Specific Gravity (assumed)
2.700
2.700
Back Pressure, psi
80.0
Volume of Solids, cm3
329.66
329.66
Eff. Consol. Stress,(Minor pr. stress, (53),psi
7.0
Volume of Voids, cm3
273.14
253.11
Change in Height, in
0.020
Void Ratio
0.83
0.77
"B" Value
0.95
% Saturation
100.0
100.0
SHEAR
DATA
Elapsed
Time (min)
Deformation
Stage 1 (inch)
Axial Load
(lb)
Pore -Water Pressure,
psi
P
Total Strain
Stage 1
(%)
Corrected
p
Area (in)
Dev.Stress
4a a
( 3)
Major Principal
Stress,psi
Eff.Stress
Ratio
p'
(61+a 3)/2
(psi)
Q
(ara3)/2
(psi)
Eff. Minor
Pr. Stress
Total, U
Change,4U
(psi)
Total al
Eff. a'1
a',/ '3
63 (psi)
0.0
0.000
21.9
80.00
0.0
0.00
6.24
0.0
7.0
7.0
1.00
7.0
0.0
7.0
1.0
0.005
38.1
81.19
1.2
0.09
6.25
2.6
9.6
8.4
1.45
7.1
1.3
5.8
2.0
0.010
48.4
81.90
1.9
0.18
6.25
4.2
11.2
9.3
1.83
7.2
2.1
5.1
3.0
0.015
55.9
82.54
2.5
0.26
6.26
5.4
12.4
9.9
2.22
7.2
2.7
4.5
4.0
0.020
60.3
82.82
2.8
0.35
6.26
6.1
13.1
10.3
2.47
7.2
3.1
4.2
5.0
0.025
65.0
83.04
3.0
0.44
6.27
6.9
13.9
10.8
2.74
7.4
3.4
4.0
6.0
0.030
69.8
83.21
3.2
0.53
6.27
7.6
14.6
11.4
3.01
7.6
3.8
3.8
7.0
0.035
75.5
83.30
3.3
0.61
6.28
8.5
15.5
12.2
3.31
8.0
4.3
3.7
8.0
0.040
78.3
83.37
3.4
0.70
6.29
9.0
16.0
12.6
3.47
8.1
4.5
3.6
10.0
0.050
85.8
83.41
3.4
0.88
6.30
10.1
17.1
13.7
3.83
8.7
5.1
3.6
12.0
0.060
93.0
83.41
3.4
1.05
6.31
11.3
18.3
14.9
4.14
9.2
5.6
3.6
14.0
0.070
99.4
83.39
3.4
1.23
6.32
12.3
19.3
15.9
4.40
9.7
6.1
3.6
16.0
0.080
105.8
83.31
3.3
1.40
6.33
13.3
20.3
16.9
4.59
10.3
6.6
3.7
18.0
0.090
111.7
83.21
3.2
1.58
6.34
14.2
21.2
18.0
4.74
10.9
7.1
3.8
20.0
0.100
117.2
83.10
3.1
1.76
6.35
15.0
22.0
18.9
4.85
11.4
7.5
3.9
22.0
0.110
122.1
82.98
3.0
1.93
6.36
15.7
22.7
19.8
4.92
11.9
7.9
4.0
24.0
0.120
127.3
82.86
2.9
2.11
6.38
16.5
23.5
20.7
4.99
12.4
8.3
4.1
26.0
0.130
131.8
82.74
2.7
2.28
6.39
17.2
24.2
21.5
5.04
12.9
8.6
4.3
28.0
0.140
136.6
82.60
2.6
2.46
6.40
17.9
24.9
22.3
5.07
13.4
9.0
4.4
30.0
0.150
140.8
82.46
2.5
2.63
6.41
18.5
25.5
23.1
5.09
13.8
9.3
4.5
32.0
0.160
144.6
82.32
2.3
2.81
6.42
19.1
26.1
23.8
5.08
14.2
9.6
4.7
33.0
0.165
146.4
82.24
2.2
2.90
6.43
19.4
26.4
24.1
5.07
14.4
9.7
4.8
Values @ Failure 2.5
2.63
6.41
18.5
25.5
23.1
5.09 13.8
9.3
4.5
Failure criteria used* 3 *Note: "1" = Max Deviator Stress; "2" = Deviator Stress @ 15% Strain; "3" = Max Eff.Stress Ratio(d1/d3)
Page 1 of 7

TIMELY
ENGINEERING
.SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone] liL
Fax:[phone]
Li
Tested By
EB/KP
Date
01/09/21
Checked By
Alv
A s H Cll
Web: www.test-Ilc.com T
ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP
883)
Client Project #
20-623
Laboratory Project #
2160-03-1
Project Name
American Thread
Sample Type
UD
Sample ID
36976/B-11
Depth/Elev.
15-17.5'
Location
-
Additional Info
-
SPECIMEN PROPERTIES
(initial) (after consol.)
WATER CONTENT DETERMINATION
(initial) (final)
Height, in
5.533
5.578
Mass of Wet Sample and Tare, g
1143.20
1137.80
Diameter, in
2.861
2.836
Mass of Dry Sample and Tare, g
890.09
890.09
Height -to -Diameter Ratio
1.9
2.0
Mass of Tare, g
0.00
0.00
Area, in2
6.43
6.32
Moisture, %
28.44
27.83
Volume, cm3
582.77
577.37
TEST DATA PRIOR TO LOADING
Mass of Wet Sample, g
1143.20
1137.80
Volume change (Consolidation), ml
-5.4
Mass of Dry Sample, g
890.09
890.09
Machine Speed, in / min
0.0050
Wet Density, pcf
122.5
123.0
Strain Rate, % / min
0.09
Dry Density, pcf
95.3
96.2
Chamber Pressure, psi
94.0
Specific Gravity (assumed)
2.700
2.700
Back Pressure, psi
80.0
Volume of Solids, cm3
329.66
329.66
Eff. Consol. Stress,(Minor pr. stress, a3),psi
14.0
Volume of Voids, cm3
253.11
247.71
Change in Height, in
-0.045
Void Ratio
0.77
0.75
"B" Value
0.95
% Saturation
100.0
100.0
SHEAR
DATA
Deformation
Stage 2 (inch)
Total
Deformation
ST.1 + ST.2
(inch)
Axial Load
(lb)
Pore -Water Pressure,
psi
P
Strain
Stage 2
/
Corrected
2
Area (in)
Dev.Stress
06 6
( s)
(psi)Total
Major Principal
Stress,psi
Effective
Stress Ratio
rs' /al 3
P'
(a i+a 3)/2
(psi)
Q
(ai o3)/2
(psi)
Eff. Minor
Pr. Stress
a3 (psi)
'
Total Strain
ST.1 + ST.2
Total, U
Chan e,DU
9
a
Eff'
. a
0.000
0.120
23.4
80.00
0.0
0.00
6.32
0.0
14.0
14.0
1.00
14.0
0.0
14.0
2.11
0.005
0.125
61.5
82.38
2.4
0.09
6.32
6.0
20.0
17.6
1.52
14.6
3.0
11.6
2.19
0.010
0.130
80.0
83.71
3.7
0.18
6.33
8.9
22.9
19.2
1.87
14.8
4.5
10.3
2.28
0.015
0.135
93.9
84.50
4.5
0.27
6.33
11.1
25.1
20.6
2.17
15.1
5.6
9.5
2.37
0.020
0.140
103.9
84.88
4.9
0.36
6.34
12.7
26.7
21.8
2.39
15.5
6.3
9.1
2.46
0.025
0.145
112.8
85.16
5.2
0.45
6.34
14.1
28.1
22.9
2.59
15.9
7.0
8.8
2.54
0.030
0.150
121.0
85.32
5.3
0.54
6.35
15.4
29.4
24.0
2.77
16.4
7.7
8.7
2.63
0.035
0.155
128.6
85.44
5.4
0.63
6.36
16.6
30.6
25.1
2.93
16.8
8.3
8.6
2.72
0.040
0.160
135.9
85.52
5.5
0.72
6.36
17.7
31.7
26.2
3.09
17.3
8.8
8.5
2.81
0.050
0.170
148.7
85.63
5.6
0.90
6.37
19.7
33.7
28.0
3.35
18.2
9.8
8.4
2.98
0.060
0.180
160.3
85.69
5.7
1.08
6.39
21.4
35.4
29.8
3.58
19.0
10.7
8.3
3.16
0.070
0.190
169.5
85.70
5.7
1.25
6.40
22.8
36.8
31.1
3.75
19.7
11.4
8.3
3.33
0.080
0.200
177.7
85.71
5.7
1.43
6.41
24.1
38.1
32.4
3.90
20.3
12.0
8.3
3.51
0.090
0.210
184.2
85.67
5.7
1.61
6.42
25.0
39.0
33.4
4.01
20.9
12.5
8.3
3.69
0.100
0.220
190.0
85.60
5.6
1.79
6.43
25.9
39.9
34.3
4.08
21.4
13.0
8.4
3.86
0.110
0.230
195.2
85.52
5.5
1.97
6.44
26.7
40.7
35.1
4.14
21.8
13.3
8.5
4.04
0.120
0.240
200.0
85.42
5.4
2.15
6.46
27.4
41.4
35.9
4.19
22.3
13.7
8.6
4.21
0.130
0.250
204.2
85.30
5.3
2.33
6.47
28.0
42.0
36.7
4.21
22.7
14.0
8.7
4.39
0.140
0.260
208.4
85.18
5.2
2.51
6.48
28.6
42.6
37.4
4.24
23.1
14.3
8.8
4.56
0.145
0.265
210.4
85.10
5.1
2.60
6.49
28.8
42.8
37.7
4.24
23.3
14.4
8.9
4.65
0.150
0.270
212.0
85.04
5.0
2.69
6.49
29.1
43.1
38.0
4.24
23.5
14.5
9.0
4.74
0.155
0.275
213.8
84.98
5.0
2.78
6.50
29.3
43.3
38.3
4.25
23.7
14.7
9.0
4.83
Values @ Failure 5.0
2.78
6.50
29.3
43.3
38.3
4.25 23.7
14.7
9.0
4.83
Failure criteria used* 3 'Note: "1" = Max Deviator Stress; "2" = Deviator Stress @ 15% Strain; "3" = Max Eff.Stress Ratio(dl/d3)
ayc c VI 0

TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone]
sltik
Fax:[phone]
'l;
Tested By
FB/KP
Date
01/10/21
Checked By
Age
,... 5 H O
Web: www.test-Ilacom T
ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP
883)
Client Project #
20-623
Laboratory Project #
2160-03-1
Project Name
American Thread
Sample Type
UD
Sample ID
36976/B-11
Depth/Elev.
15-17.5'
Location
-
Additional Info
-
SPECIMEN PROPERTIES
(initial) (after consol.)
WATER CONTENT DETERMINATION
(initial) (final)
Height, in
5.423
5.482
Mass of Wet Sample and Tare, g
1137.80
1431.10
Diameter, in
2.876
2.854
Mass of Dry Sample and Tare, g
890.09
1183.90
Height -to -Diameter Ratio
1.9
1.9
Mass of Tare, g
0.00
299.80
Area, in2
6.50
6.40
Moisture, %
27.83
27.96
Volume, cm3
577.37
574.70
TEST DATA PRIOR TO LOADING
Mass of Wet Sample, g
1137.80
1131.40
Volume change (Consolidation), ml
-6.4
Mass of Dry Sample, g
890.09
884.18
Machine Speed, in / min
0.00500
Wet Density, pcf
123.0
122.9
Strain Rate, % / min
0.09
Dry Density, pcf
96.2
96.0
Chamber Pressure, psi
108.0
Specific Gravity (assumed)
2.700
2.700
Back Pressure, psi
80.0
Volume of Solids, cm3
329.66
327.47
Eff. Consol. Stress,(Minor pr. stress, a3),psi
28.0
Volume of Voids, cm3
247.71
247.22
Change in Height, in
-0.059
Void Ratio
0.75
0.75
"B" Value
0.95
% Saturation
100.0
100.0
SHEAR
DATA
Deformation
Stage 3 (inch)
Total
Deformation
ST.1 + ST.2 +
ST.3 (inch)
Axial Load
(lb)
Pore -Water
Pressure,
psi
Strain
Stage 3
Corrected
Area (in2)
Deviator
Stress
(Aa-aa3)
r
(psi)
Major Principal Stress,
psi
Effective
Stress Ratio
a',/6'3
P'
(6 +a'3)/2
(psi)
Q
(ai a3)/2
(psi)
Eff. Minor Pr.
Stress%
63 (psi)
Total Strain
ST.1 + ST.2
+ ST.3,
Total, U
Change,DU
Total al
Eff. di
0.000
0.216
27.8
80.00
0.0
0.00
6.40
0.0
28.0
28.0
1.00
28.0
0.0
28.0
3.79
0.005
0.221
92.4
83.90
3.9
0.09
6.40
10.1
38.1
34.2
1.42
29.1
5.0
24.1
3.88
0.010
0.226
125.1
87.27
7.3
0.17
6.41
15.2
43.2
35.9
1.73
28.3
7.6
20.7
3.96
0.014
0.230
147.7
88.27
8.3
0.26
6.41
18.7
46.7
38.4
1.95
29.1
9.3
19.7
4.04
0.019
0.235
164.0
89.88
9.9
0.35
6.42
21.2
49.2
39.3
2.17
28.7
10.6
18.1
4.12
0.024
0.240
178.3
90.56
10.6
0.44
6.43
23.4
51.4
40.9
2.34
29.2
11.7
17.4
4.21
0.034
0.250
202.1
91.09
11.1
0.62
6.44
27.1
55.1
44.0
2.60
30.4
13.5
16.9
4.39
0.049
0.265
230.6
91.50
11.5
0.89
6.45
31.4
59.4
47.9
2.90
32.2
15.7
16.5
4.65
0.069
0.285
256.3
93.01
13.0
1.25
6.48
35.3
63.3
50.3
3.35
32.6
17.6
15.0
4.99
0.099
0.315
282.7
93.36
13.4
1.80
6.51
39.1
67.1
53.8
3.67
34.2
19.6
14.6
5.52
0.119
0.335
294.5
93.41
13.4
2.16
6.54
40.8
68.8
55.4
3.80
35.0
20.4
14.6
5.87
0.148
0.364
308.0
93.30
13.3
2.70
6.58
42.6
70.6
57.3
3.90
36.0
21.3
14.7
6.39
0.178
0.394
319.9
93.04
13.0
3.25
6.61
44.2
72.2
59.1
3.95
37.0
22.1
15.0
6.91
0.208
0.424
330.1
92.76
12.8
3.79
6.65
45.5
73.5
60.7
3.98
38.0
22.7
15.2
7.43
0.228
0.444
336.3
92.52
12.5
4.15
6.67
46.2
74.2
61.7
3.99
38.6
23.1
15.5
7.79
0.258
0.474
345.6
92.20
12.2
4.70
6.71
47.3
75.3
63.1
4.00
39.5
23.7
15.8
8.32
0.308
0.524
359.4
91.60
11.6
5.63
6.78
48.9
76.9
65.3
3.98
40.9
24.5
16.4
9.20
0.358
0.574
371.6
91.11
11.1
6.53
6.84
50.2
78.2
67.1
3.97
42.0
25.1
16.9
10.07
0.418
0.634
385.5
90.43
10.4
7.62
6.92
51.7
79.7
69.2
3.94
43.4
25.8
17.6
11.12
0.468
0.684
396.7
89.93
9.9
8.53
6.99
52.7
80.7
70.8
3.92
44.4
26.4
18.1
12.00
0.558
0.774
412.4
88.93
8.9
10.17
7.12
54.0
82.0
73.1
3.83
46.1
27.0
19.1
13.58
0.617
0.833
422.2
88.47
8.5
11.26
7.21
54.7
82.7
74.2
3.80
46.9
27.4
19.5
14.62
0.642
0.858
425.5
88.26
8.3
11.71
7.25
54.9
82.9
74.6
3.78
47.2
27.4
19.7
15.05
Values @ Failure
12.2
4.70
6.71
47.3
75.3
63.1
4.00
39.5
23.7
15.8
8.32
Failure criteria used` 3
'Note: "1" = Max Deviator Stress; "2" = Deviator Stress @ 15% Strain; "3" = Max Eff.Stress Ratio(a'1/a'3)
Page 3of7

TIMELY
ENGINEERING
SoIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone]
Fax: [phone]
Web: www.test-Ilc.com
AASHIO
A C C A C I} ITC 6
Tested By EB/KP
Date 01/10/21
Check
ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP 883)
Client Project #
Project Name
Sample ID
Location
20-623
American Thread
36976/B-11
Laboratory Project # 2160-03-1
Sample Type UD
Depth/Elev. 15-17.5'
Additional Info
E
E
Shear Stress, psi
80
70
60
50
40
30
20
10
0
Total and Effective Mohr's Circles
Y=
0.681
R2 =
x+1.7
1.000
0 10 20 30 40 50
Normal Stress, psi
60
Effective Consolidation Stress, psi
Deviator Stress at Failure, psi
ffective Minor Principal Stress at Failure, psi
ffective Major Principal Stress at Failure, psi
Axial Strain at Failure, %
ST. 1
ST. 2
ST. 3
7.0
14.0
28.0
18.5
29.3
47.3
4.5
9.0
15.8
23.1
38.3
63.1
2.63
2.78
4.70
0.453x + 2. '5
R2 = 0.998
70
80
STRENGTH PARAMETERS*
Total
Effective
°
24.4
' °
34.2
C, psi
2.7
C', psi
1.8
*Valid only for Received Material at Reported
Densities and Moisture Contents. Please see
remarks on page 6 of this report
Page 4 of 7

Jam.
TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone]
Fax: [phone]
Web: www.test-Ilc.com
!\ A 5 l- fi n
Tech EB/KP
Date 01/10/21
Check
ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP 883)
Client Project #
Project Name
Sample ID
Location
20-623
American Thread
36976/B-11
Laboratory Project #
Sample Type
Depth/Elev.
Additional Info
2160-03-1
UD
15-17.5'
.t
0
50
40
30
20
10
P'- Q GRAPH
pippin! 111
dm
pm%
10
20
P', psi
30
40
50
FAILURE SKETCH
Ss
a, psi
a, degree
1.4
29.3
Page 5 of 7

TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone]
Fax: [phone]
Web: www.test-Ilc.com
cslk
AASHIO
Tested By EB/KP
Date 01/10/21
Check Ffr
ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP 883)
Client Project #
Project Name
Sample ID
Location
20-623
American Thread
36976/B-11
Laboratory Project #
Sample Type
Depth/Elev.
Additional Info
2160-03-1
UD
15-17.5'
Deviator Stress, AG, psi
60
50
40
30
20
10
Deviator Stress - Strain Graph
0
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Balance ID Number
Oven ID Number
Deformation Indicator ID #
Digital Caliper ID #
Load Cell ID #
Apparatus ID #
Total Axial Strain,
REMARKS
563/700 Material from shelby tube was not homogeneous and/or not
496/610 long enough to select 3 uniform specimens 6" long each.
178/349/689 Most representative portion of sample (5" above the bottom
370/458 of shelby tube) was selected for multi -stage triaxial testing
11/347/692 (per ASTM STP 883).
10/293/693
NOTES:
1. Method for Saturation
2. Method for determination of cross -sectional area after consol.
3. Final moisture content (Stage 3) obtained from entire sample
DESCRIPTION
Brown Sandy Silt
WET
B
LL
PL
PI
Gs
USCS (ASTM D2487: D2488)
ML
Page 6 of 7

ki
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1874 Forge Street Tucker, GA 30084
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A.ASHIO
n.. w s o I Y! 6
Tested By EB/KP
Date 01/10/21
Check doter
ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP 883)
Client Project #
Project Name
Sample ID
Location
20-623
American Thread
36976/B-11
Laboratory Project #
Sample Type
Depth/Elev.
Additional Info
2160-03-1
UD
15-17.5'
L
0
a
14
12
10
4
2
0
Pore Pressure - Strain Graph
MI Mil
MI MI
II NI I
II IN FM
MEM
0
111111111111111111111
111111111111111111111
111111111111111111111
2 3 4 5 6 7 8 9 10
Total Axial Strain, %
11 12 13 14 15 16
Effective Stress Ratio -Strain Graph
00
6.00
5.50
5.00
c 4.50
Y
ix 4.00
•
•
•
y 3.50
a)
3.00
2.50
W
2.00
1.50
1.00
0.00 2.00 4.00 6.00
Total
8.00
Axial Strain, %
10 00 12 00 14 00 16
Page 7 of 7

riE;
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1874 Forge Street Tucker, GA 30084
Phone: [phone]
Fax: [phone]
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AASH
Tested By
EB
Date 01/07/21
Checked By Fie
Client Pr. #
Pr. Name
Sample ID
Location
20-623
American Thread
36976/B-11
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
UD
15-17.5'
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
Number of Blows
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
MOISTURE CONTENT
31
30
29
28
27
26
25
LIQUID LIMIT
35
27
15
46.08
41.31
42.53
42.00
37.32
38.43
26.77
23.02
24.75
26.79
27.90
29.97
Oven ID #
Balance ID #
Liquid Limit Device ID #
10
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
DESCRIPTION
20 25 30 40
NUMBER OF BLOWS
PLASTIC LIMIT
35.26
38.07
33.20
35.65
24.38
25.34
23.36
23.47
NATURAL MOISTURE
801.10
697.20
358.70
30.69
Brown Sandy Silt
100
15/496/610
139/563
451/569
NOTE: MATERIAL PASSING NO. 40 SIEVE
WAS USED FOR TEST
LIQUID LIMIT (LL)
PLASTIC LIMIT (PL)
PLASTICITY INDEX (PI)
LIQUIDITY INDEX (LI)
USCS (ASTM D2487; D2488) ML AASHTO (M 145)
28
23
5
1.54
NA

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11874 Forge Street Tucker, GA
Phone: [phone]
Fax: [phone]
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30084
Tested By
Date
Checked By
T,I,
,�
IH
111,
01/07/21
A A S Hr n
ale
Client Pr. #
Pr. Name
Sample ID
Location
20-623
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
American Thread
UD
36976/B-11
15-17.5'
-
-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
MOISTURE CONTENT of TOTAL
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
SAMPLE
MOISTURE CONTENT of FINE MATERIAL
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
801.1
302.80
697.2
294.90
358.7
99.50
30.7
4.0
TOTAL Mass of wet sample
before splitting & tare, g
Mass of Tare, g
TOTAL Mass of dry sample, g
Mass of Wet Fine Material & Tare, g
Mass of Tare, g
Mass of Dry Fine Material, g
% of Total Sample Passing Split Sieve
818.0
150.60
0.0
0.00
625.9
144.75
96.3
SIEVE ANALYSIS*
Mass of Tare,
Sieve Size
12"
3"
2.5"
2"
1.5"
1"
75"
.5"
.375"
#4
COARSE
g
MATERIAL
% RETAINED % PASSING
Mass of Tare, g
Sieve Size
#10
#20
#40
#60
#1oo
#20o
* - ASTM Defini
** - AASHTO Definitions
FINE MATERIAL
% PASSING
(of Total)
0.0
0.00
Sample & Tare, g
Cumulative
Mass retained, g
COBBLES
0.0
100.0
COARSE
GRAVEL
0.0
100.0
0.0
100.0
MEDIUM
SAND
1.57
95.3
0.0
100.0
3.18
94.2
0.0
100.0
FINE SAND
5.62
92.6
0.0
100.0
9.72
89.9
FINE GRAVEL
0.0
0.0
100.0
22.38
81.4
14.6
2.3
97.7
FINES
62.11
55.0
18.1
2.9
97.1
ions of Classification
of Classification
COARSE SAND
22.9
3.7
96.3
NOTE:
Sieve
# 4
(4.75 mm)
Sieve used
for splitting
sample on fine and coarse material
PARTICLE -SIZE ANALYSIS*
Oven ID #
Balance ID#
Shaker ID #
REMARKS
15/496/610
% COBBLES
% COARSE Gravel
% FINE Gravel
% COARSE Sand
0.0
% MEDIUM Sand
% FINE Sand
% FINES
% TOTAL SAMPLE
2.7
139/142/700
0.0
37.6
555
3.7
55.0
1.0
100.0
PARTICLE -SIZE ANALYSIS**
% COBBLES
% COARSE Gravel (Stone)
% MEDIUM Gravel (Stone)
% FINE Gravel (Stone)
0.0
% COARSE Sand
% FINE Sand
% FINES (Silt -Clay)
% TOTAL SAMPLE
2.7
0.0
37.6
2.9
55.0
1.8
100.0
DESCRIPTION
USCS (ASTM D2487;
Brown Sandy Silt
D2488)
AASHTO (M 145)
Page 1 of 2
ML
NA

TIMELY
1874 Forge Street Tucker, GA 30084
f .
T.E.
Tested By
IH
IF
L.
ENGINEERING
SOIL
Phone: [phone] A
Fax: [phone]
Date
01/07/21
AA H M
Checked By
TESTS, LLC
Web: www.test-Ilc.com - -
Client Pr. #
Pr. Name
Sample ID
Location
20-623
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
American Thread
UD
36976/B-11
15-17.5'
-
-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Standard Test Method for Particle -Size Analysis of Soils and Aggregates (Split Sieve)
Particle -Size Analysis
_ VV o m 0, 0 0 o m o 0
.�. �p M N N .-. ^' N x ik ik 3k ik
100 - ♦♦♦ . " -
90
80
70
P
60
A
S
S 50
I
N 40
G
30
20
10
0
1000 100 10 0 1 0.01 0.001
Grain size in millimeters
Coarse Fine
Coarse I Medium Fine
Silt or Clay
Boulders
Cobbles
Gravel
Sand
Fines
Dia
NA
mm
Dso
NA
mm
D60
NA
mm
Cu
NA
Cc
NA
Project's Specific % Passing
NA
Page 2 of 2 Project's Specific Particle Size, mm
NA

TIMELY
1874 Forge Street Tucker, GA 30084
Phone: [phone]
Fax: [phone]
Tested By
Date
Checked ByAle
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<
ENGINEERING
SOIL
TESTS, LLC
IH
01/06/21
Web: www.test-Ilc.com ; '�` S H� o
Client Pr. #
20-623
Lab. PR. #
2160-03-1
Pr. Name
American Thread
S. Type
UD
Sample ID
36976/B-11
Depth/Elev.
15-17.5'
Location
-
Add. Info
-
ASTM D 2166; Standard Test Method for Unconfined Compressive
Strength of Soils
SAMPLE DATA
STRESS
-STRAIN GRAPH
Initial Height, in
5.722
,,,,,
Stress, psi
A
o o O O
Initial Diameter, in
2.852
Height -to -Diameter Ratio
2.01
Initial Area, in2
6.39
Initial Volume, ini
36.55
Mass of Sample, g
1158.30
Wet Density,
120.71
pcf
Dry Density, pcf
92.32
10 20
30
40
50 60
70
Machine Speed, in/min
0.025
Stra n, %
Strain Rate, % / min
0.44
WATER CONTENT
DETERMINATION
Note: Water content was obtained after shear from partial sample.
Mass of Wet Sample and Tare,
g
801.10
TEST DATA
Mass of Dry Sample and Tare,
g
697.20
Mass of Tare, g
358.70
Load Cell ID #
11
Digital Caliper ID #
16
Moisture, %
30.7
Apparatus ID #
10
Deformation Indicator ID #
9/93
REMARKS
Elapsed
Time (min)
Deformation
(inch)
Axial Load
(lb)
Total Strain
(%)
Corrected
Area (in2)
Compressive
Stress (psi)
Portion of sample used for
above the bottom of the shelby
UCS test was
tube.
located 12"
0.0
0.000
4
0.0
6.39
0.0
0.4
0.010
5
0.2
6.40
0.2
0.8
0.020
6
0.3
6.41
0.3
1.2
0.030
9
0.5
6.42
0.8
Failure Code
4
2.0
0.050
12
0.9
6.44
1.2
3.0
0.075
16
1.3
6.47
1.9
Failure
Sketch
4.0
0.100
21
1.7
6.50
2.6
5.0
0.125
26
2.2
6.53
3.4
6.0
0.150
31
2.6
6.56
4.1
7.0
0.175
34
3.1
6.59
4.6
8.0
0.200
38
3.5
6.62
5.1
9.0
0.225
41
3.9
6.65
5.6
10.0
0.250
44
4.4
6.68
6.0
Failure Type: Shear
12.0
0.300
41
5.2
6.74
5.5
14.0
0.350
33
6.1
6.80
4.3
DESCRIPTION
Brown Sandy Silt
USCS (ASTM D2487: D2488)
UNCONFINED COMPRESSIVE STRENGTH AT FAILURE, q, (psi)
6.0
ML
UNCONFINED SHEAR STRENGTH AT FAILURE, s„ (psi)
3.0
Balance ID Number
1/7
STRAIN AT FAILURE, %
4.4
Oven ID Number
12/13/14

TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone]Al%
Fax: [phone]
rlig it
t.
Tested By
EB/KP
Date
01/07/21
'n"cb` 8 I -I a
Web: www.test-Ilc.com T
Checked By
ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP
883)
Client Project #
20-623
Laboratory Project #
2160-03-1
Project Name
American Thread
Sample Type
UD
Sample ID
36977/B-2
Depth/Elev.
8-10.5'
Location
-
Additional Info
-
SPECIMEN PROPERTIES
(initial) (after consol.)
WATER CONTENT DETERMINATION
(initial) (final)
Height, in
5.702
5.682
Mass of Wet Sample and Tare, g
771.50
967.30
Diameter, in
2.860
2.766
Mass of Dry Sample and Tare, g
662.80
647.84
Height -to -Diameter Ratio
2.0
2.1
Mass of Tare, g
361.30
0.00
Area, in2
6.42
6.01
Moisture, %
36.05
49.31
Volume, cm3
600.28
559.40
TEST DATA PRIOR TO LOADING
Mass of Wet Sample, g
881.40
967.30
Volume change (Consolidation), ml
85.9
Mass of Dry Sample, g
647.84
647.84
Machine Speed, in / min
0.0100
Wet Density, pcf
91.7
107.9
Strain Rate, % / min
0.18
Dry Density, pcf
67.4
72.3
Chamber Pressure, psi
84.0
Specific Gravity (assumed)
2.700
2.700
Back Pressure, psi
80.0
Volume of Solids, cm3
239.94
239.94
Eff. Consol. Stress,(Minor pr. stress, (53),psi
4.0
Volume of Voids, cm3
360.34
319.46
Change in Height, in
0.020
Void Ratio
1.50
1.33
"B" Value
0.95
% Saturation
64.8
100.0
SHEAR
DATA
Elapsed
Time (min)
Deformation
Stage 1 (inch)
Axial Load
(lb)
Pore -Water Pressure,
psi
P
Total Strain
Stage 1
(%)
Corrected
p
Area (in)
Dev.Stress
4a a
( 3)
Major Principal
Stress,psi
Eff.Stress
Ratio
p'
(61+a 3)/2
(psi)
Q
(ara3)/2
(psi)
Eff. Minor
Pr. Stress
Total, U
Change,4U
(psi)
Total al
Eff. a'1
d1/e'3
63 (psi)
0.0
0.000
19.4
80.00
0.0
0.00
6.01
0.0
4.0
4.0
1.00
4.0
0.0
4.0
0.5
0.005
38.3
80.55
0.5
0.09
6.01
3.1
7.1
6.6
1.91
5.0
1.6
3.5
1.0
0.010
49.4
80.70
0.7
0.18
6.02
5.0
9.0
8.3
2.51
5.8
2.5
3.3
1.5
0.015
58.0
80.75
0.8
0.26
6.02
6.4
10.4
9.7
2.97
6.5
3.2
3.3
2.0
0.020
66.0
80.78
0.8
0.35
6.03
7.7
11.7
10.9
3.40
7.1
3.9
3.2
2.5
0.025
73.3
80.76
0.8
0.44
6.03
8.9
12.9
12.2
3.76
7.7
4.5
3.2
3.0
0.030
80.9
80.73
0.7
0.53
6.04
10.2
14.2
13.5
4.11
8.4
5.1
3.3
3.5
0.035
88.3
80.69
0.7
0.62
6.05
11.4
15.4
14.7
4.44
9.0
5.7
3.3
4.0
0.040
95.4
80.64
0.6
0.70
6.05
12.6
16.6
15.9
4.74
9.6
6.3
3.4
5.0
0.050
109.3
80.55
0.5
0.88
6.06
14.8
18.8
18.3
5.30
10.9
7.4
3.5
6.0
0.060
123.5
80.34
0.3
1.06
6.07
17.1
21.1
20.8
5.68
12.2
8.6
3.7
7.0
0.070
135.8
80.24
0.2
1.23
6.08
19.1
23.1
22.9
6.09
13.3
9.6
3.8
8.0
0.080
147.3
80.05
0.0
1.41
6.09
21.0
25.0
24.9
6.31
14.4
10.5
4.0
9.0
0.090
160.2
79.77
-0.2
1.58
6.10
23.1
27.1
27.3
6.45
15.8
11.5
4.2
10.0
0.100
170.7
79.54
-0.5
1.76
6.12
24.7
28.7
29.2
6.55
16.8
12.4
4.5
11.0
0.110
180.6
79.25
-0.8
1.94
6.13
26.3
30.3
31.1
6.54
17.9
13.2
4.8
12.0
0.120
188.2
79.02
-1.0
2.11
6.14
27.5
31.5
32.5
6.52
18.7
13.8
5.0
Values @ Failure -0.5
1.76
6.12
24.7
28.7
29.2
6.55 16.8
12.4
4.5
Failure criteria used* 3 *Note: "1" = Max Deviator Stress; "2" = Deviator Stress @ 15% Strain; "3" = Max Eff.Stress Ratio(d1/d3)
Page 1 of 7

TIMELY
ENGINEERING
.SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone] liL
Fax:[phone]
Li
Tested By
EB/KP
Date
01/07/21
Checked By
AST
A s H Cll
Web: www.test-Ilc.com T
ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP
883)
Client Project #
20-623
Laboratory Project #
2160-03-1
Project Name
American Thread
Sample Type
UD
Sample ID
36977/B-2
Depth/Elev.
8-10.5'
Location
-
Additional Info
-
SPECIMEN PROPERTIES
(initial) (after consol.)
WATER CONTENT DETERMINATION
(initial) (final)
Height, in
5.562
5.610
Mass of Wet Sample and Tare, g
967.30
961.30
Diameter, in
2.795
2.768
Mass of Dry Sample and Tare, g
647.84
647.84
Height -to -Diameter Ratio
2.0
2.0
Mass of Tare, g
0.00
0.00
Area, in2
6.14
6.02
Moisture, %
49.31
48.39
Volume, cm3
559.40
553.40
TEST DATA PRIOR TO LOADING
Mass of Wet Sample, g
967.30
961.30
Volume change (Consolidation), ml
-6.0
Mass of Dry Sample, g
647.84
647.84
Machine Speed, in / min
0.0100
Wet Density, pcf
107.9
108.4
Strain Rate, % / min
0.18
Dry Density, pcf
72.3
73.1
Chamber Pressure, psi
88.0
Specific Gravity (assumed)
2.700
2.700
Back Pressure, psi
80.0
Volume of Solids, cm3
239.94
239.94
Eff. Consol. Stress,(Minor pr. stress, a3),psi
8.0
Volume of Voids, cm3
319.46
313.46
Change in Height, in
-0.048
Void Ratio
1.33
1.31
"B" Value
0.95
% Saturation
100.0
100.0
SHEAR
DATA
Deformation
Stage 2 (inch)
Total
Deformation
ST.1 + ST.2
(inch)
Axial Load
(lb)
Pore -Water Pressure,
psi
P
Strain
Stage 2
/
Corrected
2
Area (in)
Dev.Stress
06 6
( s)
(psi)Total
Major Principal
Stress,psi
Effective
Stress Ratio
d /rs' 3
P'
(a i+a 3)/2
(psi)
Q
(ai o3)/2
(psi)
Eff. Minor
Pr. Stress
a3 (psi)
'
Total Strain
ST.1 + ST.2
Total, U
Chan e,DU
9
a
. a
Eff'
0.000
0.072
24.7
80.00
0.0
0.00
6.02
0.0
8.0
8.0
1.00
8.0
0.0
8.0
1.27
0.005
0.077
48.3
80.60
0.6
0.09
6.03
3.9
11.9
11.3
1.53
9.4
2.0
7.4
1.36
0.010
0.082
63.2
80.93
0.9
0.18
6.03
6.4
14.4
13.5
1.90
10.3
3.2
7.1
1.44
0.015
0.087
77.0
81.09
1.1
0.27
6.04
8.7
16.7
15.6
2.25
11.2
4.3
6.9
1.53
0.020
0.092
90.8
81.12
1.1
0.36
6.04
10.9
18.9
17.8
2.59
12.4
5.5
6.9
1.62
0.025
0.097
105.3
81.08
1.1
0.45
6.05
13.3
21.3
20.2
2.93
13.6
6.7
6.9
1.71
0.030
0.102
120.4
81.00
1.0
0.53
6.05
15.8
23.8
22.8
3.26
14.9
7.9
7.0
1.80
0.035
0.107
137.4
80.85
0.8
0.62
6.06
18.6
26.6
25.8
3.60
16.5
9.3
7.2
1.88
0.040
0.112
152.7
80.72
0.7
0.71
6.06
21.1
29.1
28.4
3.90
17.8
10.6
7.3
1.97
0.050
0.122
182.4
80.50
0.5
0.89
6.07
26.0
34.0
33.5
4.46
20.5
13.0
7.5
2.15
0.060
0.132
207.9
80.30
0.3
1.07
6.08
30.1
38.1
37.8
4.91
22.8
15.1
7.7
2.32
0.070
0.142
225.1
80.10
0.1
1.25
6.10
32.9
40.9
40.8
5.16
24.3
16.4
7.9
2.50
0.080
0.152
237.3
79.96
0.0
1.43
6.11
34.8
42.8
42.9
5.33
25.4
17.4
8.0
2.68
0.090
0.162
248.1
79.77
-0.2
1.60
6.12
36.5
44.5
44.7
5.44
26.5
18.3
8.2
2.85
0.100
0.172
259.3
79.53
-0.5
1.78
6.13
38.3
46.3
46.7
5.52
27.6
19.1
8.5
3.03
0.110
0.182
265.3
79.40
-0.6
1.96
6.14
39.2
47.2
47.8
5.56
28.2
19.6
8.6
3.20
0.120
0.192
271.9
79.22
-0.8
2.14
6.15
40.2
48.2
49.0
5.58
28.9
20.1
8.8
3.38
0.130
0.202
277.7
79.07
-0.9
2.32
6.16
41.1
49.1
50.0
5.60
29.5
20.5
8.9
3.56
0.140
0.212
282.9
78.90
-1.1
2.50
6.17
41.8
49.8
50.9
5.60
30.0
20.9
9.1
3.73
0.150
0.222
288.1
78.72
-1.3
2.67
6.19
42.6
50.6
51.9
5.59
30.6
21.3
9.3
3.91
Values @ Failure -0.9
2.32
6.16
41.1
49.1
50.0
5.60 29.5
20.5
8.9
3.56
Failure criteria used* 3 'Note: "1" = Max Deviator Stress; "2" = Deviator Stress @ 15% Strain; "3" = Max Eff.Stress Ratio(dl/d3)
ayc c VI 0

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ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP
883)
Client Project #
20-623
Laboratory Project #
2160-03-1
Project Name
American Thread
Sample Type
UD
Sample ID
36977/B-2
Depth/Elev.
8-10.5'
Location
-
Additional Info
-
SPECIMEN PROPERTIES
(initial) (after consol.)
WATER CONTENT DETERMINATION
(initial) (final)
Height, in
5.460
5.518
Mass of Wet Sample and Tare, g
961.30
1235.70
Diameter, in
2.806
2.748
Mass of Dry Sample and Tare, g
647.84
950.64
Height -to -Diameter Ratio
1.9
2.0
Mass of Tare, g
0.00
302.80
Area, in2
6.19
5.93
Moisture, %
48.39
44.00
Volume, cm3
553.40
536.43
TEST DATA PRIOR TO LOADING
Mass of Wet Sample, g
961.30
953.20
Volume change (Consolidation), ml
-8.1
Mass of Dry Sample, g
647.84
661.93
Machine Speed, in / min
0.01000
Wet Density, pcf
108.4
110.9
Strain Rate, % / min
0.18
Dry Density, pcf
73.1
77.0
Chamber Pressure, psi
96.0
Specific Gravity (assumed)
2.700
2.700
Back Pressure, psi
80.0
Volume of Solids, cm3
239.94
245.16
Eff. Consol. Stress,(Minor pr. stress, a3),psi
16.0
Volume of Voids, cm3
313.46
291.27
Change in Height, in
-0.058
Void Ratio
1.31
1.19
"B" Value
0.95
% Saturation
100.0
100.0
SHEAR
DATA
Deformation
Stage 3 (inch)
Total
Deformation
ST.1 + ST.2 +
ST.3 (inch)
Axial Load
(lb)
Pore -Water
Pressure,
psi
Strain
Stage 3
Corrected
Area (in2)
Deviator
Stress
(Aa-aa3)
r
(psi)
Major Principal Stress,
psi
Effective
Stress Ratio
a'l/a'3
P'
(6 +a'3)/2
(psi)
Q
(ai a3)/2
(psi)
Eff. Minor Pr.
Stress%
63 (psi)
Total Strain
ST.1 + ST.2
+ ST.3,
Total, U
Change,DU
Total al
Eff. di
0.000
0.164
26.3
80.00
0.0
0.00
5.93
0.0
16.0
16.0
1.00
16.0
0.0
16.0
2.89
0.010
0.174
97.1
82.27
2.3
0.18
5.94
11.9
27.9
25.6
1.87
19.7
6.0
13.7
3.06
0.020
0.184
137.3
82.93
2.9
0.36
5.95
18.6
34.6
31.7
2.43
22.4
9.3
13.1
3.24
0.030
0.194
174.6
82.95
2.9
0.54
5.96
24.9
40.9
37.9
2.90
25.5
12.4
13.1
3.41
0.040
0.204
214.5
82.73
2.7
0.73
5.98
31.5
47.5
44.8
3.37
29.0
15.7
13.3
3.59
0.050
0.214
254.9
82.47
2.5
0.91
5.99
38.2
54.2
51.7
3.82
32.6
19.1
13.5
3.77
0.070
0.234
322.3
82.12
2.1
1.27
6.01
49.3
65.3
63.1
4.55
38.5
24.6
13.9
4.12
0.100
0.264
381.2
81.75
1.8
1.81
6.04
58.7
74.7
73.0
5.12
43.6
29.4
14.2
4.65
0.120
0.284
406.2
81.42
1.4
2.18
6.06
62.6
78.6
77.2
5.30
45.9
31.3
14.6
5.00
0.150
0.314
435.8
80.83
0.8
2.72
6.10
67.2
83.2
82.3
5.43
48.7
33.6
15.2
5.53
0.170
0.334
451.1
80.44
0.4
3.08
6.12
69.4
85.4
85.0
5.46
50.3
34.7
15.6
5.88
0.200
0.364
472.3
79.83
-0.2
3.63
6.16
72.5
88.5
88.6
5.48
52.4
36.2
16.2
6.41
0.230
0.394
490.8
79.25
-0.8
4.17
6.19
75.0
91.0
91.8
5.48
54.3
37.5
16.8
6.93
0.260
0.424
507.3
78.66
-1.3
4.71
6.23
77.3
93.3
94.6
5.45
56.0
38.6
17.3
7.46
0.280
0.444
515.7
78.30
-1.7
5.07
6.25
78.3
94.3
96.0
5.42
56.9
39.2
17.7
7.81
0.310
0.474
530.0
77.72
-2.3
5.62
6.29
80.1
96.1
98.4
5.38
58.3
40.1
18.3
8.34
0.360
0.524
553.6
76.79
-3.2
6.52
6.35
83.1
99.1
102.3
5.32
60.8
41.5
19.2
9.22
0.410
0.574
575.2
75.89
-4.1
7.43
6.41
85.7
101.7
105.8
5.26
62.9
42.8
20.1
10.10
0.470
0.634
596.7
74.92
-5.1
8.52
6.48
88.0
104.0
109.0
5.17
65.1
44.0
21.1
11.16
0.520
0.684
616.5
74.11
-5.9
9.42
6.55
90.1
106.1
112.0
5.12
66.9
45.1
21.9
12.04
0.610
0.774
645.3
72.71
-7.3
11.06
6.67
92.8
108.8
116.1
4.99
69.7
46.4
23.3
13.62
0.670
0.834
664.1
71.76
-8.2
12.14
6.75
94.5
110.5
118.7
4.90
71.5
47.2
24.2
14.68
0.695
0.859
672.3
71.33
-8.7
12.60
6.79
95.2
111.2
119.8
4.86
72.3
47.6
24.7
15.12
Values @ Failure
-0.2
3.63
6.16
72.5
88.5
88.6
5.48
52.4
36.2
16.2
6.41
Failure criteria used` 3
'Note: "1" = Max Deviator Stress; "2" = Deviator Stress @ 15% Strain; "3" = Max Eff.Stress Ratio(a'1/a'3)
Page 3of7

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Date 01/08/21
Check affe
ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP 883)
Client Project #
Project Name
Sample ID
Location
20-623
American Thread
36977/B-2
Laboratory Project # 2160-03-1
Sample Type UD
Depth/Elev. 8-10.5'
Additional Info
Shear Stress, psi
90
80
70
60
50
40
30
20
10
0
Total and Effective Mohr's Circles
y
- 0.90
5x +
R2=
1 365
0.99
9
0 10 20 30 40 50 60
Normal Stress, psi
y=0
70
874x
R2=1.
+ 2.2
000
80
13
90
Effective Consolidation Stress, psi
Deviator Stress at Failure, psi
Effective Minor Principal Stress at Failure, psi
Effective Major Principal Stress at Failure, psi
Axial Strain at Failure, %
ST. 1
ST. 2
ST. 3
4.0
8.0
16.0
24.7
41.1
72.5
4.5
8.9
16.2
29.2
50.0
88.6
1.76
2.32
3.63
STRENGTH PARAMETERS*
Total
Effective
4°
41.2
1iO
42.2
C, psi
2.2
C', psi
1.4
*Valid only for Received Material at Reported
Densities and Moisture Contents. Please see
remarks on page 6 of this report
Page 4 of 7

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Check
ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP 883)
Client Project #
Project Name
Sample ID
Location
20-623
American Thread
36977/B-2
Laboratory Project #
Sample Type
Depth/Elev.
Additional Info
2160-03-1
UD
8-10.5'
80
70
60
50
Q 40
0
30
20
10
0
P'- Q GRAPH
116111111111111111161
•u•u•urnu
0
10
20
30
40
P', psi
50
60
70
80
FAILURE SKETCH
Ss
a, psi
a, degree
0.9
33.9
Page 5 of 7

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Date 01/08/21
Check Ffr
ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP 883)
Client Project #
Project Name
Sample ID
Location
20-623
American Thread
36977/B-2
Laboratory Project #
Sample Type
Depth/Elev.
Additional Info
2160-03-1
UD
8-10.5'
Deviator Stress, AG, psi
100
90
80
70
60
50
40
30
20
10
0
Deviator Stress - Strain Graph
opormommum idm • din idlighdbm
rid
1
2 3 4 5 6 7 8 9 10
Balance ID Number
Oven ID Number
Deformation Indicator ID #
Digital Caliper ID #
Load Cell ID #
Apparatus ID #
NOTES:
1. Method for Saturation
2. Method for determination of cross -sectional area after consol.
3. Final moisture content (Stage 3) obtained from entire sample
Total Axial Strain, %
11
12
13
14
15
16
REMARKS
563/700 Material from shelby tube was not homogeneous and/or not
496/610 long enough to select 3 uniform specimens 6" long each.
178/349/689 Most representative portion of sample (3" above the bottom
370/458 of shelby tube) was selected for multi -stage triaxial testing
11/347/692 (per ASTM STP 883). Application of safety factors to
10/293/693 results of this report is recommended due to not
uniformity of material on site, oversize particles (>#4
sieve) which were observed and soil testing method
was used for man-made material.
DESCRIPTION
Black Silty Sand
WET
B
LL
PL
PI
Gs
USCS (ASTM D2487: D2488)
SM
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Tested By EB/KP
Date 01/08/21
Check doter
ASTM D 4767/AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils (Multistage per ASTM STP 883)
Client Project #
Project Name
Sample ID
Location
20-623
American Thread
36977/B-2
Laboratory Project #
Sample Type
Depth/Elev.
Additional Info
2160-03-1
UD
8-10.5'
5
3
1
5
7
9
0
Pore Pressure - Strain Graph
2 3 4 5 6 7 8 9 10
Total Axial Strain,
11
12
13
14
15
16
Effective Stress Ratio -Strain Graph
7.00
00
6.00
A 1--
A - —
k " k
— A
— A
— -A—A.
+r 5.00
R
vi 4.00
7
w
N
3.00
fil
•
w
w
2.00
1.00
0.00 2.00 4.00 6.00
Total
8.00
Axial Strain, %
10 00 12 00 14 00 16
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Client Pr. #
Pr. Name
Sample ID
Location
20-623
American Thread
36977/B-2
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
UD
8-10.5'
ASTM D 4318
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
Number of Blows
Weight of Wet Sample & Tare, g
Weight of Dry Soil & Tare, g
Weight of Tare, g
Moisture Content, %
MOISTURE CONTENT
58
57
56
55
54
53
52
51
50
LIQUID LIMIT
9
9
39.60
38.21
34.85
34.78
25.10
27.70
48.72
48.45
Liquid Limit Device ID #
NOTES: 1. Material appears to be
Nonplastic. (Liquid Limit or Plastic
Limit test could not be performed.)
2. Material passing No. 40 sieve was
used for test.
NONPLASTIC
10
Weight of Wet Soil & Tare, g
Weight of Dry Soil & Tare, g
Weight of Tare, g
Moisture Content, %
Weight of Wet Soil & Tare, g
Weight of Dry Soil & Tare, g
Weight of Tare, g
Moisture Content, %
DESCRIPTION
USCS (ASTM D2487;2488)
20
30
40
NUMBER OF BLOWS
PLASTIC LIMIT
40.58
44.79
35.58
38.33
25.35
25.06
48.88
48.68
NATURAL MOISTURE
771.50
662.80
361.30
36.05
Black Silty Sand
SM
Oven ID Number
Balance ID Number
LIQUID LIMIT (LL)
PLASTIC LIMIT (PL)
PLASTICITY INDEX (PI)
LIQUIDITY INDEX (LI)
AASHTO (M 145)
100
56
15/496/610
139/563
NP
NP
NP
NA

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Tested By
Date
Checked By
n
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n
S.T.
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01/07/21
AASH 0
hG G Rel]ITCO
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Client Pr. #
Pr. Name
Sample ID
Location
20-623
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
American Thread
UD
36977/B-2
8-10.5'
-
-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
MOISTURE CONTENT of TOTAL
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
SAMPLE
MOISTURE CONTENT of FINE MATERIAL
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
771.5
307.90
662.8
292.20
361.3
89.20
36.1
7.7
TOTAL Mass of wet sample
before splitting & tare, g
Mass of Tare, g
TOTAL Mass of dry sample, g
Mass of Wet Fine Material & Tare, g
Mass of Tare, g
Mass of Dry Fine Material, g
% of Total Sample Passing Split Sieve
874.0
158.20
0.0
0.00
642.4
146.84
85.0
SIEVE ANALYSIS*
Mass of Tare,
Sieve Size
12"
3"
2.5"
2"
1.5"
1"
.75"
5"
.375"
#4
COARSE
g
MATERIAL
% RETAINED % PASSING
Mass of Tare, g
Sieve Size
#10
#20
#40
#60
#100
#200
* - ASTM Defini
" - AASHTO Definitions
FINE MATERIAL
% PASSING
(of Total)
0.0
0.00
Sample & Tare, g
Cumulative
Mass retained, g
COBBLES
0.0
100.0
COARSE
GRAVEL
0.0
100.0
0.0
100.0
MEDIUM
SAND
40.91
61.3
0.0
100.0
67.84
45.7
0.0
100.0
FINE SAND
85.02
35.8
0.0
100.0
95.99
29.4
FINE GRAVEL
0.0
0.0
100.0
106.94
23.1
13.0
2.0
98.0
FINES
119.59
15.8
22.5
3.5
96.5
ions of Classification
of Classification
COARSE SAND
96.2
15.0
85.0
NOTE:
Sieve
# 4
(4.75 mm)
Sieve used
for splitting
sample on fine and coarse material
PARTICLE -SIZE ANALYSIS'
Oven ID #
Balance ID#
Shaker ID #
REMARKS
15/496/610
% COBBLES
% COARSE Gravel
% FINE Gravel
% COARSE Sand
0.0
% MEDIUM Sand
% FINE Sand
% FINES
% TOTAL SAMPLE
25.5
139/142/700
0.0
20.0
555
15.0
15.8
23.7
100.0
PARTICLE -SIZE ANALYSIS""
COBBLES
% COARSE Gravel (Stone)
% MEDIUM Gravel (Stone)
% FINE Gravel (Stone)
0.0
% COARSE Sand
% FINE Sand
% FINES (Silt -Clay)
% TOTAL SAMPLE
25.5
0.0
20.0
3.5
15.8
35.2
100.0
DESCRIPTION
USCS (ASTM D2487;
Black Silty Sand
D2488)
AASHTO (M 145)
Page 1 of 2
SM
NA

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Client Pr. #
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Location
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Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
American Thread
UD
8-10.5'
36977/B-2
-
-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Standard Test Method for Particle -Size Analysis of Soils and Aggregates (Split Sieve)
Particle -Size Analysis
, s M cJ �. '^ � N O imk G G VC C 8ik 8ik O
100
90
•
•
•
.
•
•
•
•
•
•
••
•
••
•
80
70
P
60
A
S
50
S
I
N 40
G
30
20
10
0
1000 100 10 1 0 1 0.01 0.001
Grain size in millimeters
Coarse Fine
Coarse Medium Fine
Silt or Clay
Boulders
Cobbles
Gravel
Sand
Fines
Dto
NA
mm
D30
NA
mm
D60
NA
mm
Cu
NA
Cc
NA
Project's Specific % Passing
NA
Page 2 of 2 Project's Specific Particle Size, mm
NA

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ACCREDITED
Client Pr. #
20-623
Lab. PR. #
2160-03-1
Pr. Name
American Thread
S. Type
UD
Sample ID
36977/B-2
Depth/Elev.
8-10.5'
Location
-
Add. Info
-
ASTM D 2166; Standard Test Method for Unconfined Compressive
Strength of Soils
SAMPLE DATA
STRESS GRAPH
`"
-STRAIN
Initial Height, in
5.702
Stress, psi
Initial Diameter, in
2.860
Height -to -Diameter Ratio
1.99
Initial Area, in2
---•-
6.42
Initial Volume, in3
36.63
Mass of Sample, g
825.90
Wet Density, pcf
85.89
Dry Density, pcf
63.10
10 20 30
Machine Speed, in/min
0.025
Strain,
Strain Rate, % / min
0.44
WATER CONTENT DETERMINATION
Note: Water content was obtained after shear f om partial sample.
Mass of Wet Sample and Tare, g
771.50
TEST DATA
Mass of Dry Sample and Tare, g
662.80
Mass of Tare, g
361.30
Load Cell ID #
11
Digital Caliper ID #
16
Moisture, %
36.1
Apparatus ID #
10
Deformation Indicator ID #
9/93
REMARKS
Elapsed
Time (min)
Deformation
(inch)
Axial Load
(lb)
Total Strain
(%)
Corrected
Area (in2)
Compressive
Stress (psi)
Portion of sample used for UCS test was
above the bottom of the shelby tube.
located 12"
0.0
0.000
4
0.0
6.42
0.0
0.4
0.010
5
0.2
6.44
0.2
0.8
0.020
9
0.4
6.45
0.8
1.2
0.030
12
0.5
6.46
1.2
Failure Code
3
2.0
0.050
18
0.9
6.48
2.2
3.0
0.075
22
1.3
6.51
2.8
Failure
Sketch
4.0
0.100
18
1.8
6.54
2.1
5.0
0.125
15
2.2
6.57
1.7
Failure Type: Shear
DESCRIPTION
Black Silty Sand
USCS (ASTM D2487: D2488)
UNCONFINED COMPRESSIVE STRENGTH AT FAILURE, q (psi)
2.8
SM
UNCONFINED SHEAR STRENGTH AT FAILURE, si, (psi)
1.4
Balance ID Number
1/7
STRAIN AT FAILURE, %
1.3
Oven ID Number
12/13/14

TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
'1;1,+..T:
Phone: [phone] rLAir Tested By
EB/KP
.11
Fax: [phone]
Date
01/09/21
Web: www.test-11c.com Checked By
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils
Client Pr. #
20-623
Laboratory Project #
2160-03-1
Pr. Name
American Thread
Sample Type
Remold
Sample ID
36978/B-5
Depth/Elevation
0-3'
Location
Black
Additional Info
-
SPECIMEN PROPERTIES (initial) (after consol.)
WATER CONTENT DETERMINATION
(initial) (final)
Height, in
6.000
5.977
Mass of Wet Sample and Tare, g
282.30
1302.40
Diameter, in
2.875
3.040
Mass of Dry Sample and Tare, g
229.00
975.25
Height -to -Diameter Ratio
2.1
2.0
Mass of Tare, g
94.90
303.10
Area, in
6.49
7.26
Moisture, %
39.75
48.67
Volume, cm'
638.29
710.88
TEST DATA PRIOR
TO LOADING
Mass of Wet Sample, g
939.30
998.80
Mass of Dry Sample, g
672.15
671.81
Machine Speed, in / min
0.0100
Wet Density, pcf
91.9
87.7
Strain Rate, %/ min
0.17
Dry Density, pcf
65.7
59.0
Chamber Pressure, psi
83.0
Specific Gravity (assumed)
1.750
1.750
Back Pressure,psi
80.0
Volume of Solids, cm'
384.08
383.89
Eff. Consol. Stress,(Minor pr. stress,
a3),psi
3.0
Volume of Voids, cm'
254.21
326.99
Change in Height, in
0.023
Void Ratio
0.66
0.85
"B" Value
0.95
% Saturation
105.1
100.0
SHEAR
DATA
Elapsed
Time (min)
Deformation
(inch)
Axial Load
(lb)
Pore
Pressure,psi
-Water
p
Total Strain
(%)
Corrected
Area (in)
Dev.Stress
A =a -a
( 1 s)
(psi)
Major Principal
Stress,psi
p
Eff.Stress
Ratio
a,/a 3
P'
(a'1+a 3)/2
(psi)
Q
7
[(a1-a3)/2]
(psi)
Eff. Minor
Pr. Stress
a'3 (psi)
Total,U
Change,4U
Total a1
Eff. a'1
0.0
0.000
13.5
80.0
0.0
0.00
7.26
0.0
3.0
3.0
1.00
3.0
0.0
3.0
1.0
0.010
35.0
80.4
0.4
0.17
7.27
3.0
6.0
5.5
2.14
4.1
1.5
2.6
2.0
0.020
51.5
80.4
0.4
0.33
7.28
5.2
8.2
7.9
2.98
5.3
2.6
2.6
3.0
0.030
66.6
80.2
0.2
0.50
7.29
7.3
10.3
10.1
3.57
6.5
3.6
2.8
4.0
0.040
85.7
79.9
-0.1
0.67
7.31
9.9
12.9
13.0
4.16
8.1
4.9
3.1
5.0
0.050
107.6
79.5
-0.5
0.84
7.32
12.9
15.9
16.3
4.71
9.9
6.4
3.5
7.0
0.070
163.1
78.6
-1.4
1.17
7.34
20.4
23.4
24.8
5.60
14.6
10.2
4.4
10.0
0.100
257.9
76.5
-3.5
1.67
7.38
33.1
36.1
39.6
6.09
23.1
16.6
6.5
12.0
0.120
316.1
74.9
-5.1
2.01
7.41
40.9
43.9
49.0
6.03
28.6
20.4
8.1
15.0
0.150
384.1
72.5
-7.5
2.51
7.44
49.8
52.8
60.3
5.74
35.4
24.9
10.5
17.0
0.170
421.1
71.1
-8.9
2.84
7.47
54.6
57.6
66.5
5.58
39.2
27.3
11.9
20.0
0.200
465.7
69.2
-10.8
3.35
7.51
60.2
63.2
74.0
5.38
43.9
30.1
13.8
24.0
0.240
509.0
67.3
-12.7
4.02
7.56
65.5
68.5
81.3
5.16
48.5
32.8
15.7
29.0
0.290
547.7
65.3
-14.7
4.85
7.63
70.0
73.0
87.7
4.96
52.7
35.0
17.7
35.0
0.350
581.2
63.5
-16.5
5.86
7.71
73.6
76.6
93.1
4.78
56.3
36.8
19.5
40.0
0.400
600.4
62.4
-17.6
6.69
7.78
75.4
78.4
96.0
4.67
58.3
37.7
20.6
45.0
0.450
615.1
61.5
-18.5
7.53
7.85
76.7
79.7
98.1
4.57
59.8
38.3
21.5
49.0
0.490
625.7
61.0
-19.0
8.20
7.91
77.4
80.4
99.4
4.52
60.7
38.7
22.0
59.0
0.590
642.4
60.0
-20.0
9.87
8.05
78.1
81.1
101.1
4.39
62.1
39.0
23.0
23.8-1
24.1
69.0
0.690
650.3
59.2
-20.8
11.54
8.21
77.6
80.6
101.4
4.27
62.6
38.8
79.0
0.790
656.3
58.9
-21.1
13.22
8.36
76.9
79.9
101.0
4.18
62.6
38.4
84.0
0.840
657.5
58.8
-21.2
14.05
8.44
76.3
79.3
100.5
4.15
62.4
38.1
24.2
90.0
0.900
660.1
58.8
-21.2
15.06
8.54
75.7
78.7
99.9
4.12
62.1
37.8
24.2
Values @ Failure
-3.5
1.67
7.38
33.1
36.1
39.6
6.09
23.1
16.6
6.5
Failure criteria used'
I 3
'Note:"1"=Max Deviator Stress;"2"=Deviator Stress @ 15% Strain;"3"=Max Eff.Stress Ratio(a'i/a'3)
Pnno 1 of 7 Triaxial CU.xls [AJ, REV. 1; 10-10-05

TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone]
Fax: [phone]
Web: www.test-Ilc.com
Tested By EB/KP
Date 01/10/21
~ Checked By
Client Pr. #
Pr. Name
Sample ID
Location
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils
20-623
American Thread
36978/B-5
Black
Laboratory Project #
Sample Type
Depth/Elevation
Additional Info
2160-03-1
Remold
0-3'
SPECIMEN PROPERTIES
Height, in
Diameter, in
Height -to -Diameter Ratio
Area, in`
Volume, cm'
Mass of Wet Sample, g
Mass of Dry Sample, g
Wet Density, pcf
Dry Density, pcf
Specific Gravity
Volume of Solids, cm'
Volume of Voids, cm'
Void Ratio
% Saturation
(assumed)
(initial) (after consol.)
6.000
5.967
2.875
3.030
2.1
2.0
6.49
7.21
638.29
704.98
938.90
992.40
671.86
670.64
91.8
87.9
65.7
59.4
1.750
1.750
383.92
383.22
254.37
321.76
0.66
0.84
105.0
100.0
WATER CONTENT DETERMINATION initial)
Mass of Wet Sample and Tare, g
Mass of Dry Sample and Tare, g
Mass of Tare, g
Moisture, %
(final)
282.30
1298.40
229.00
976.06
94.90
304.20
39.75
47.98
TEST DATA PRIOR TO LOADING
Machine Speed, in / min
Strain Rate, % / min
Chamber Pressure, psi
Back Pressure,psi
Eff. Consol. Stress,(Minor pr. stress, a3),psi
Change in Height, in
"B" Value
SHEAR DATA
0.0100
0.17
86.0
80.0
6.0
0.033
0.95
Elapsed
Time (min)
Deformation
(inch)
Axial Load
(lb)
Pore -Water
Pressure,psi
Total,U
Change,4U
Total Strain
(%)
Corrected
Area (in2)
Dev.Stress
(06=61-63)
(psi)
Major Principal
Stress,psi
Total al
Eff. a'1
Eff.Stress
Ratio
6'J/63
P'
((31+6'3)/2
(psi)
Eff. Minor
Pr. Stress
a'3 (psi)
0.0
0.000
21.2
80.0
0.0
0.00
7.21
0.0
6.0
6.0
1.00
6.0
0.0
6.0
1.0
0.010
52.1
81.3
1.3
0.17
7.22
4.3
10.3
9.0
1.90
6.9
2.1
4.7
2.0
0.020
70.4
81.7
1.7
0.34
7.23
6.8
12.8
2.60
7.7
3.4
4.3
3.0
0.030
90.1
81.9
1.9
0.50
7.25
9.5
15.5
13.6
3.30
8.9
4.8
4.1
4.0
0.040
114.2
81.8
1.8
0.67
7.26
12.8
18.8
17.0
4.04
10.6
6.4
4.2
5.0
0.050
142.9
81.4
1.4
0.84
7.27
16.7
22.7
21.3
4.66
12.9
8.4
4.6
7.0
0.070
212.0
80.3
0.3
1.18
7.30
26.1
32.1
31.9
5.55
18.8
13.1
5.7
10.0
0.100
309.3
77.8
- 2.2
1.68
7.33
39.3
45.3
47.5
5.78
27.9
19.6
8.2
12.0
0.120
360.2
76.1
-3.9
2.01
7.36
46.1
52.1
56.0
5.67
32.9
23.0
9.9
15.0
0.150
420.2
73.9
- 6.1
2.52
7.40
53.9
59.9
66.0
5.48
39.0
27.0
12.1
17.0
0.170
450.7
72.7
-7.3
2.85
7.42
57.9
63.9
71.1
5.36
42.2
28.9
13.3
20.0
0.200
487.4
71.2
- 8.8
3.35
7.46
62.5
68.5
77.3
5.22
46.1
31.2
14.8
24.0
0.240
522.7
69.5
-10.5
4.02
7.51
66.8
72.8
83.2
5.05
49.8
33.4
16.5
29.0
0.290
556.0
68.0
- 12.0
4.86
7.58
70.6
76.6
88.6
4.91
53.3
35.3
18.0
35.0
0.350
583.2
66.5
-13.5
5.87
7.66
73.4
79.4
92.9
4.76
56.2
36.7
19.5
40.0
0.400
599.7
65.6
- 14.4
6.71
7.73
74.9
80.9
95.2
4.67
57.8
37.4
20.4
45.0
0.450
614.4
65.0
-15.0
7.54
7.80
76.1
82.1
97.0
4.63
59.0
38.0
21.0
49.0
0.490
622.6
64.4
- 15.6
8.21
7.85
76.6
82.6
98.1
4.55
59.8
38.3
21.6
59.0
0.590
637.6
63.4
-16.6
9.89
8.00
77.0
83.0
99.7
4.40
61.2
38.5
22.6
69.0
0.690
650.1
62.6
- 17.4
11.57
8.15
77.1
83.1
100.5
4.30
62.0
38.6
23.4
79.0
0.790
659.6
62.1
-17.9
13.24
8.31
76.8
82.8
100.7
4.22
62.3
38.4
23.9
84.0
0.840
665.2
62.2
- 17.8
14.08
8.39
76.8
82.8
100.5
4.23
62.1
38.4
23.8
90.0
0.900
669.7
62.0
-18.0
15.08
8.49
76.4
82.4
100.4
4.18
62.2
38.2
24.0
Values @ Failure
Failure criteria used*
HI3 I`Note:"1"=Max Deviator Stress;"2"=Deviator Stress @ 15% Strain;"3"=Max Eff.Stress Ratio(6',/a'3)
27.9
19.6
8.2
5.78
39.3
45.3
47.5
-2.2
7.33
1.68
Page 2 of 7
Triaxial CUxls [B], REV 1; 10-10-05

TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
rt A:
Phone: [phone]
I Tested By
EB/KP
IF
Fax: [phone]
Date
01/10/21
Web: wvuw.test-Ilc.com
A S H d
A C C R C 8 1 T C 6 Checked By
Aief
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression
Test for Cohesive Soils
Client Pr. #
20-623
Laboratory
Project #
2160-03-1
Pr. Name
American Thread
Sample
Type
Remold
Sample ID
36978/B-5
Depth/Elevation
0-3'
Location
Black
Additional
Info
-
SPECIMEN PROPERTIES (initial) (after consol.)
WATER CONTENT
DETERMINATION
initial)
(final)
Height, in
6.000
5.948
Mass of Wet Sample and
Tare, g
282.30
1289.40
Diameter, in
2.875
3.033
Mass of Dry Sample and
Tare, g
229.00
969.42
Height -to -Diameter Ratio
2.1
2.0
Mass of Tare, g
94.90
297.20
Area, in`
6.49
7.22
Moisture, %
39.75
47.60
Volume, cm'
638.29
704.11
TEST
DATA PRIOR
TO LOADING
Mass of Wet Sample, g
939.40
992.20
Mass of Dry Sample, g
672.22
672.22
Machine Speed, in / min
0.0100
Wet Density, pcf
91.9
88.0
Strain Rate, % / min
0.17
Dry Density, pcf
65.7
59.6
Chamber Pressure, psi
92.0
Specific Gravity (assumed)
1.750
1.750
Back Pressure,psi
80.0
Volume of Solids, cm'
384.12
384.12
Eff. Consol. Stress,(Minor
pr. stress,
63),psi
12.0
Volume of Voids, cm'
254.17
319.98
Change in Height, in
0.052
Void Ratio
0.66
0.83
"B" Value
0.95
% Saturation
105.1
100.0
SHEAR
DATA
Elapsed
Time (min)(inch)(lb)
Deformation
Axial Load
( )
Pore -Water
Pressure,psi
p
Total Strain
(%)
Corrected
Area (in)
Dev.Stress
46=6 6
( 3)
(psi)
Major Principal
Stress,
psi
p
Eff.Stress
Ratio
6'%/6'3
P'
(61+6'3)/2
(psi)
Q
[(6,-63)l2]
(psi)
Eff. Minor
Pr. Stress
63 (psi)
Total,U
Change,4U
Total al
Eff.6'i
0.0
0.000
25.6
80.0
0.0
0.00
7.22
0.0
12.0
12.0
1.00
12.0
0.0
12.0
1.0
0.010
73.9
82.2
2.2
0.17
7.24
6.7
18.7
16.4
1.68
13.1
3.3
9.8
2.0
0.020
104.5
83.4
3.4
0.33
7.25
10.9
22.9
19.5
2.26
14.1
5.4
8.6
3.0
0.030
135.9
83.8
3.8
0.50
7.26
15.2
27.2
23.4
2.85
15.8
7.6
8.2
4.0
0.040
173.4
83.8
3.8
0.67
7.27
20.3
32.3
28.5
3.48
18.3
10.2
8.2
5.0
0.050
215.3
83.5
3.5
0.84
7.28
26.0
38.0
34.5
4.06
21.5
13.0
8.5
7.0
0.070
296.6
82.2
2.2
1.17
7.31
37.1
49.1
46.9
4.78
28.3
18.5
9.8
10.0
0.100
393.8
79.9
-0.1
1.68
7.35
50.1
62.1
62.2
5.16
37.1
25.1
12.1
12.0
0.120
441.8
78.6
-1.4
2.02
7.37
56.5
68.5
69.9
5.21
41.6
28.2
13.4
15.0
0.150
495.9
76.6
-3.4
2.52
7.41
63.5
75.5
78.9
5.11
47.2
31.7
15.4
17.0
0.170
524.4
75.5
-4.5
2.86
7.44
67.1
79.1
83.6
5.05
50.1
33.5
16.5
20.0
0.200
558.9
74.0
-6.0
3.36
7.48
71.3
83.3
89.3
4.97
53.6
35.7
18.0
24.0
0.240
595.5
72.4
-7.6
4.03
7.53
75.7
87.7
95.3
4.87
57.4
37.9
19.6
29.0
0.290
627.6
70.9
-9.1
4.87
7.59
79.3
91.3
100.4
4.75
60.8
39.6
21.1
35.0
0.350
656.6
69.3
-10.7
5.88
7.68
82.2
94.2
104.9
4.63
63.8
41.1
22.7
40.0
0.400
674.6
68.3
-11.7
6.72
7.74
83.8
95.8
107.5
4.54
65.6
41.9
23.7
45.0
0.450
689.3
67.5
-12.5
7.56
7.81
84.9
96.9
109.4
4.47
67.0
42.5
24.5
49.0
0.490
698.9
67.3
-12.7
8.24
7.87
85.5
97.5
110.3
4.46
67.5
42.8
24.7
59.0
0.590
717.1
66.2
-13.8
9.92
8.02
86.2
98.2
112.0
4.35
68.9
43.1
25.8
69.0
0.690
730.2
65.4
-14.6
11.60
8.17
86.2
98.2
112.8
4.25
69.7
43.1
26.6
79.0
0.790
739.9
64.9
-15.1
13.28
8.33
85.8
97.8
112.9
4.16
70.0
42.9
27.1
84.0
0.840
744.4
64.7
-15.3
14.12
8.41
85.5
97.5
112.8
4.13
70.1
42.7
27.3
90.0
0.900
751.7
64.7
-15.3
15.13
8.51
85.3
97.3
112.6
4.13
69.9
42.7
27.3
Values @ Failure -1.4
2.02
7.37
56.5
68.5
69.9
5.21
41.6
28.2
13.4
Failure criteria used*
3 "Note:"1 "=Max Deviator Stress;"2"=Deviator Stress @ 15% Strain;"3"=Max Eff.Stress Ratio(6'1/63)
Page 3 of 7
Triaxial CU.xls [C], REV. 1; 10-10-05

Client Project #
Project Name
Sample ID
Location
T.E... S.T.
TIMELY
ENGINEERING
SoIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone]
Fax: [phone]
Web: www.test-Ilc.com
,.SHIP]
A 0 C R 4 Ll I Y L G
Tested By
Date
Check
EB/KP
01/10/21
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils
Laboratory Project #
Sample Type
Depth/Elevation
Additional Info
20-623
American Thread
36978/B-5
Black
2160-03-1
Remold
0-3'
Shear Stress, psi
Total and Effective Mohr's Circles
y =
0.6881x
+ 6.4171
y =
.7982x
+ : i 09
,
20 30 40
Normal Stress, psi
B
pecimen
Effective Consolidation Stress, psi
Deviator Stress at Failure, psi
Effective Minor Principal Stress at Failure, psi
Effective Major Principal Stress at Failure, psi
Axial Strain at Failure, %
c
3.0
6.0
12.0
33.1
39.3
56.5
6.5
8.2
13.4
39.6
47.5
69.9
1.67
1.68
2.02
50
60
70
STRENGTH PARAMETERS*
Total
Effective
4) °
34.5
4)' °
38.6
C, psi
6.4
C', psi
2.5
*Valid only for Received Material at Reported
Densities and Moisture Contents. Please see
remarks on page 6 of this report
Triaxial CU.xls [Mohr's Circles], REV. 1; 10-10-05
Page 4 of 7

Phone: [phone]
Fox 770'823'8873
Web: www.test-llc.com
1874 Forge Street Tucker, GA 30084
4;�:A
AASHN0
Aa C P a �'��0
Tested By EB/KP
ASrmm*767/AA8uTVTzv7
Standard Test Method for Consolidated u"un`in,uTnxxial Compression Test for Cohesive Soils
Client Ft# 20-623 Laboratory Project #
Pr. Name American Thread Sample Type
Sample ID 30978/B'5 Depth/Elevation
Location Black Additional Info
Date 01/10/21
Check -450
210U-031
Remold
O
10
20
P" ~ Q Graph
30 40
P', psi
50
60
0
80
0
60
50
30
20
10
O
80
A
REMOLDING PROPERTIES
A m
mCompaction mMax Dry Density
mDifference from Optimum m.c
94.9
3.1
31
FAILURE SKETCH
B
a, psi
a, degree
21
32.1

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A A S H I O
ADMRICOJTED
Tested By
EB/KP
Date 01/10/21
Check 457
Client Pr. #
Pr. Name
Sample ID
Location
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils
Laboratory Project #
Sample Type
Depth/Elevation
Additional Info
20-623
American Thread
36978/B-5
Black
2160-03-1
Remold
0-3'
Deviator Stress, Au, psi
90
80 -
70 -
60
50
40
30 -
Stress - Strain Graph
20
JY■�
411111111111111111111101
10
0r
0
1
2
3
4
5
6
7
8
Axial Strain,
9
10
11
12
13
14
15
16
Balance ID Number
Oven ID Number
Deformation Indicator ID #
Digital Caliper ID #
Load Cell ID #
Apparatus ID #
REMARKS
DESCRIPTION
563/700
496/610
178/349/689
370/458
347/692/815
293/693/814
Samples (Material passing #4 Sieve) were remolded to
specified % compaction and moisture content of
Standard Proctor values. Application of safety
factors to results of this report is recommended
due to not uniformity of material on site and soil
testing method was used for man-made material.
Black Silty Sand with Gravel
NOTES:
1. Method for Saturation
2. Method for determination of cross -sectional after consolidation
3. Initial specimen moisture content obtained from cuttings
4. Final specimen moisture content obtained from entire sample
WET
B
LL
PL
PI
Gs
USCS (ASTM D2487: D2488)
SM
Triaxial CU.xls [Stress -Strain GRAPH], REV. 1; 10-10-05
Pagr 6 of 7

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01/10/21
_
..A. A. SH ID
Web: www.test-Ilc.com r
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive
Soils
Client Pr. #
20-623
Laboratory Project #
2160-03-1
Pr. Name
American Thread
Sample Type
Remold
Sample ID
36978/B-5
Depth/Elevation
0-3'
Location
Black
Additional Info
-
Pore Pressure - Strain Graph
A
Pore
Pressure, psi
4> A N O CO A N O N i
its,
Sin
■■■■■■
■■■■■■
•
Era
11••••••••
•
MEEVA
6,-MME
•
El
•
ME
M
.■■■MIEE!IM■
IliiiiiiC■E:L!!!■
IILhh1flii.i..il
-20
0
..17...
-22
0 2 3 4 5 6 7 8 9 10 11 12 13 14
Axial Strain, %
15 16
Effective Stress Ratio -Strain Graph
7.00
A
6.00
o
5.00
i
ea
C
i
—
.
cn 4.00
N
R
N
3.00
to
7
2.00 •
w
1.00
0.00
0 2 4 6 8 10 12 14 16
Axial Strain,%
Triaxial CU.xls [Stress Ratio & Pore Water Pr. -Strain GRAPH], REV. 1; 10-10-05
Page 7 of 7

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AASHI❑
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Tested By
Date
EB
01/07/21
Checked By igeer
Client Pr. #
Pr. Name
Sample ID
Location
20-623
American Thread
36978/B-5
Black
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
Bulk
0-3'
ASTM D 4318
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
Number of Blows
Weight of Wet Sample & Tare, g
Weight of Dry Soil & Tare, g
Weight of Tare, g
Moisture Content, %
MOISTURE CONTENT
58
57
56
55
54
53
52
51
50
LIQUID LIMIT
6
6
42.02
35.41
37.53
30.79
28.24
21.30
48.33
48.68
Liquid Limit Device ID #
NOTES: 1. Material appears to be
Nonplastic. (Liquid Limit or Plastic
Limit test could not be performed.)
2. Material passing No. 40 sieve was
used for test.
NONPLASTIC
10
Weight of Wet Soil & Tare, g
Weight of Dry Soil & Tare, g
Weight of Tare, g
Moisture Content, %
Weight of Wet Soil & Tare, g
Weight of Dry Soil & Tare, g
Weight of Tare, g
Moisture Content, %
DESCRIPTION
USCS (ASTM D2487;2488)
20
30
40
NUMBER OF BLOWS
PLASTIC LIMIT
36.63
37.56
33.65
34.75
27.51
28.99
48.53
48.78
NATURAL MOISTURE
813.70
718.00
306.50
23.26
Black Silty Sand with Gravel
SM
Oven ID Number
Balance ID Number
LIQUID LIMIT (LL)
PLASTIC LIMIT (PL)
PLASTICITY INDEX (PI)
LIQUIDITY INDEX (LI)
AASHTO (M 145)
100
56
15/496/610
139/563
NP
NP
NP
NA

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Tested By
Date
Checked By
n
T.E.
A
S.T.
IH
01/06/21
A
A G G R C O T co
Ale
Client Pr. #
Pr. Name
Sample ID
Location
20-623
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
American Thread
Bulk
36978/B-5
0-3'
Black
-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
MOISTURE CONTENT of TOTAL
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
SAMPLE
MOISTURE CONTENT of FINE MATERIAL
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
813.7
341.90
718.0
280.60
306.5
93.90
23.3
32.8
TOTAL Mass of wet sample
before splitting & tare, g
Mass of Tare, g
TOTAL Mass of dry sample, g
Mass of Wet Fine Material & Tare, g
Mass of Tare, g
Mass of Dry Fine Material, g
% of Total Sample Passing Split Sieve
18540.0
194.40
0.0
0.00
15041.8
146.35
84.5
SIEVE ANALYSIS*
Mass of Tare,
Sieve Size
12"
3"
2.5"
2"
1.5"
1"
.75"
5"
.375"
COARSE
g
MATERIAL
% RETAINED % PASSING
Mass of Tare, g
Sieve Size
#4
#10
#20
#40
#60
#100
#200
* - ASTM Defini
" - AASHTO Definitions
FINE MATERIAL
% PASSING
(of Total)
0.0
0.00
Sample & Tare, g
Cumulative
Mass retained, g
COBBLES
0.0
100.0
COARSE
GRAVEL
0.0
100.0
COARSE SAND
15.94
75.3
0.0
100.0
MEDIUM
SAND
49.40
56.0
0.0
0.0
100.0
72.68
42.5
154.0
1.0
99.0
FINE SAND
87.85
33.8
375.0
2.5
97.5
97.01
28.5
FINE GRAVEL
798.0
5.3
94.7
105.61
23.5
1755.0
11.7
88.3
FINES
116.95
17.0
2329.0
15.5
84.5
ions of Classification
of Classification
NOTE:
Sieve
3/8"
(9.5 mm)
Sieve used
for splitting
sample on fine and coarse material
PARTICLE -SIZE ANALYSIS'
Oven ID #
Balance ID#
Shaker ID #
REMARKS
15/496/610
% COBBLES
% COARSE Gravel
% FINE Gravel
% COARSE Sand
0.0
% MEDIUM Sand
% FINE Sand
% FINES
% TOTAL SAMPLE
22.2
139/142/700
5.3
16.8
555
19.4
17.0
19.3
100.0
PARTICLE -SIZE ANALYSIS""
COBBLES
% COARSE Gravel (Stone)
% MEDIUM Gravel (Stone)
% FINE Gravel (Stone)
0.0
% COARSE Sand
% FINE Sand
% FINES (Silt -Clay)
% TOTAL SAMPLE
22.2
2.5
16.8
13.0
17.0
28.5
100.0
DESCRIPTION
USCS (ASTM D2487;
Black Silty Sand with Gravel
D2488)
AASHTO (M 145)
Page 1 of 2
SM
NA

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SOIL
Date
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A'
Checked By
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TESTS, LLC
Client Pr. #
Pr. Name
Sample ID
Location
20-623
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
American Thread
Bulk
0-3'
36978/B-5
Black
-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Standard Test Method for Particle -Size Analysis of Soils and Aggregates (Split Sieve)
Particle -Size Analysis
, s M cJ �. � '^ � N 4.O imk G G VC C 8 8 O
ik ik �
100
90
•
•
•
•
•
• •
♦
•
♦
•
• •
♦
•
• •
• ♦
•
80
70
P
60
A
S
so
S
I
N 40
G
30
20
10
0
1000 100 10 1 0 1 0.01 0.001
Grain size in millimeters
Coarse Fine
Coarse Medium Fine
Silt or Clay
Boulders
Cobbles
Gravel
Sand
Fines
D10
NA
mm
D30
NA
mm
D60
NA
mm
Cu
NA
Cc
NA
Project's Specific % Passing
NA
Page 2 of 2 Project's Specific Particle Size, mm
NA

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Date 01/07/21
Checked By
Client Pr. #
Pr. Name
Sample ID
Location
20-623
American Thread
36978/B-5
Black
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
Bulk
0-3'
ASTM D 698; Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-Ibf/ft3 (600kN-m/m3))
Mass of Soil before sieving, g
Mass of Mat. Retained on No. 4 sieve, g
Mass of Mat. Retained on 3/8" sieve, g
Mass of Mat. Retained on 3/4" sieve, g
Material Retained on No. 4 Sieve, %
Material Retained on 3/8" Sieve, %
Material Retained on 3/4" Sieve, %
Total, % (oversized)
Procedure
Points
Mass of Mold and Soil, g
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
Wet Density, pcf
Dry Density, pcf
USCS (ASTM D2487; D2488)
AASHTO M145
DETERMINATION OF TEST PROCEDURE
wet
dry
18540.0
15041.8
2329.0
2329.0
15.5
15.5
TEST DATA
MOISTURE CONTENT
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
Mold ID Number
Mass of Mold, g
Volume of Mold, ft3
Hammer ID Number
Number of Blows per layer
Number of Layers
1
2
3
4
5
6
5571.0
5639.0
5684.0
5668.0
465.1
437.7
407.4
443.8
395.6
357.4
335.3
353.3
178.8
126.4
139.3
116.7
32.1
34.8
36.8
38.3
87.3
91.8
94.8
93.7
66.1
68.1
69.3
67.8
SM
NA
Method A: Material retained on No. 4 Sieve< 25%
Method B: Material retained on 3/8" Sieve < 25%
Method C: Material retained on 3/4" Sieve < 30%
Page 1 of 2
DESCRIPTION
Coarse + Fine
Fraction
Coarse
Fraction
813.7
2329.0
718.0
2329.0
306.5
0.0
23.3
0.0
798
4252.4
0.0333
318
3
25
Black Silty Sand with Gravel

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Tested By
Date
Checked By
IH
01/07/21
Client Pr. #
Pr. Name
Sample ID
Location
20-623
American Thread
36978/B-5
Black
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
Bulk
0-3'
ASTM D 698; Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-Ibf/ft3 (600kN-m/m3))
Dry Density, pcf
Moisture vs. Dry Density
75
73 —
71 —
69 --
67 --
65 .... ...
•
31 32 33 34 35 36 37 38 39 40 41
Moisture Content, %
Maximum Dry Density, pcf
Optimum Moisture Content, °A,
69.3
36.6
Corrected Maximum Dry Density, pcf
Corrected Optimum Moisture Content, °A,
Oversize Correction Data
Mass of Saturated -Surface -Dry Specimen + Tare, g B
Mass of Saturated Specimen in Water, g C
Mass of Oven Dry Specimen + Tare, g A
Mass of Tare, g
Absorption of Oversize Particles, %
Bulk Specific Gravity
Average Absorption,
Average Bulk Specific Gravity
72.2
30.9
1831.2
598.5
1629.1
436.9
17.0
1.50
17.0
1.50
LL
PL
PI
MC
Page 2 of 2

1874 Forge Street Tucker, GA 30084
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Date
Checked By
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S.T.
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SOIL
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01/09/21
Ale
Web: www.test-Ilc.com A+�
ACCREDITED
Client Pr. #
20-623
Lab. PR. #
2160-03-1
Pr. Name
American Thread
S. Type
Bulk
Sample ID
36978/B-5
Depth/Elev.
0-3'
Location
Black
Add. Info
-
ASTM D 2166; Standard Test Method
for Unconfined Compressive
Strength of Soils
SAMPLE DATA
STRESS GRAPH
"°
-STRAIN
Initial Height, in
6.000
Stress, psi
Initial Diameter, in
2.875
Height -to -Diameter Ratio
2.09
Initial Area, in2
6.49
Initial Volume, in3
38.95
Mass of Sample, g
941.30
Wet Density,
92.06
pcf
Dry Density, pcf
65.85
05 10
15 2.0 25 30 35
Machine Speed, in/min
0.025
Strain,
Strain Rate, % / min
0.42
WATER CONTENT DETERMINATION
Note: Water content was obtained after shear f om partial sample.
Mass of Wet Sample and Tare, g
282.30
TEST DATA
Mass of Dry Sample and Tare, g
229.00
Mass of Tare, g
94.90
Load Cell ID #
11
Digital Caliper ID #
16
Moisture, %
39.7
Apparatus ID #
10
Deformation Indicator ID #
9/93
REMARKS
Elapsed
Time (min)
Deformation
(inch)
Axial Load
(lb)
Total Strain
(%)
Corrected
Area (in2)
Compressive
Stress (psi)
Material passed #4 sieve used for testing.
remolded to 95.1 % of maximum dry density
proctor) at 3.1% above optimum moisture
Material was
(standard
content.
0.0
0.000
2
0.0
6.49
0.0
0.4
0.010
6
0.2
6.50
0.6
0.8
0.020
8
0.3
6.51
0.9
1.2
0.030
9
0.5
6.52
1.1
Failure Code
3
2.0
0.050
10
0.8
6.55
1.2
3.0
0.075
15
1.3
6.57
2.0
Failure
Sketch
4.0
0.100
22
1.7
6.60
3.0
5.0
0.125
31
2.1
6.63
4.4
6.0
0.150
48
2.5
6.66
6.9
7.0
0.175
56
2.9
6.69
8.1
8.0
0.200
35
3.3
6.72
4.9
Failure Type: Cone and Shear
DESCRIPTION
Black Silty Sand with Gravel
USCS (ASTM D2487: D2488)
UNCONFINED COMPRESSIVE STRENGTH AT FAILURE, q (psi)
8.1
SM
UNCONFINED SHEAR STRENGTH AT FAILURE, si, (psi)
4.0
Balance ID Number
1/7
STRAIN AT FAILURE, %
2.9
Oven ID Number
12/13/14

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1874 Forge Street Tucker, GA 30084
'1'
Phone: [phone] Tested By
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Fax:[phone]
Date
AA5�1.
01/12/21
o
Web: www.test-Ilc.com Checked By
arier
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils
Client Pr. #
20-623
Laboratory Project #
2160-03-1
Pr. Name
American Thread
Sample Type
Remold
Sample ID
36979/B-16
Depth/Elevation
20-25.0'
Location
-
Additional Info
-
SPECIMEN PROPERTIES (initial) (after consol.)
WATER CONTENT DETERMINATION
(initial) (final)
Height, in
6.000
5.984
Mass of Wet Sample and Tare, g
342.10
1578.80
Diameter, in
2.875
2.836
Mass of Dry Sample and Tare, g
298.30
1347.35
Height -to -Diameter Ratio
2.1
2.1
Mass of Tare, g
67.00
299.40
Area, in
6.49
6.32
Moisture, %
18.94
22.09
Volume, cm'
638.29
619.63
TEST DATA PRIOR
TO LOADING
Mass of Wet Sample, g
1246.40
1279.50
Mass of Dry Sample, g
1047.95
1048.04
Machine Speed, in / min
0.0100
Wet Density, pcf
121.9
128.9
Strain Rate, % / min
0.17
Dry Density, pcf
102.5
105.6
Chamber Pressure, psi
83.0
Specific Gravity (assumed)
2.700
2.700
Back Pressure,psi
80.0
Volume of Solids, cm'
388.13
388.16
Eff. Consol. Stress,(Minor pr. stress,
a3),psi
3.0
Volume of Voids, cm'
250.16
231.46
Change in Height, in
0.016
Void Ratio
0.64
0.60
"B" Value
0.95
% Saturation
79.3
100.0
SHEAR
DATA
Elapsed
Time (min)
Deformation
(inch)
Axial Load
(lb)
Pore
Pressure,psi
-Water
Total Strain
(%)
Corrected
Area (in2)
Dev.Stress
(4a=a -a 3)
(psi)
Major Principal
Stress,psi
, psi
Eff.Stress
Ratio
a;/a3
P'
(a',+a 3)/2
(psi)
Q
[(a,-a3)l2]
(psi)
Eff. Minor
Pr. Stress
a3 (psi)
Total,U
Change,4U
Total al
Eff. a',
0.0
0.000
13.6
80.0
0.0
0.00
6.32
0.0
3.0
3.0
1.00
3.0
0.0
3.0
1.0
0.010
52.9
80.8
0.8
0.17
6.33
6.2
9.2
8.4
3.80
5.3
3.1
2.2
2.0
0.020
60.1
81.2
1.2
0.34
6.34
7.3
10.3
9.1
5.14
5.4
3.7
1.8
3.1
0.031
64.3
81.5
1.5
0.51
6.35
8.0
11.0
9.4
6.44
5.5
4.0
1.5
4.1
0.041
67.4
81.8
1.8
0.68
6.36
8.4
11.4
9.7
7.78
5.5
4.2
1.2
5.1
0.051
69.6
81.9
1.9
0.85
6.37
8.8
11.8
9.9
9.10
5.5
4.4
1.1
7.1
0.071
73.1
81.9
1.9
1.19
6.40
9.3
12.3
10.4
9.57
5.7
4.6
1.1
10.2
0.102
76.4
81.8
1.8
1.70
6.43
9.8
12.8
11.0
9.10
6.1
4.9
1.2
12.2
0.122
78.5
81.7
1.7
2.04
6.45
10.1
13.1
11.4
8.59
6.4
5.0
1.3
15.3
0.153
81.5
81.5
1.5
2.55
6.48
10.5
13.5
12.0
7.94
6.7
5.2
1.5
17.3
0.173
83.3
81.4
1.4
2.90
6.51
10.7
13.7
12.3
7.58
7.0
5.4
1.6
20.4
0.204
85.8
81.2
1.2
3.41
6.54
11.0
14.0
12.8
7.10
7.3
5.5
1.8
24.5
0.245
89.0
80.9
0.9
4.09
6.59
11.5
14.5
13.5
6.58
7.8
5.7
2.1
29.6
0.296
92.3
80.6
0.6
4.94
6.65
11.8
14.8
14.2
6.03
8.3
5.9
2.4
35.7
0.357
95.3
80.3
0.3
5.96
6.72
12.2
15.2
14.8
5.54
8.8
6.1
2.7
40.8
0.408
97.6
80.3
0.3
6.81
6.78
12.4
15.4
15.1
5.59
8.9
6.2
2.7
45.9
0.459
99.7
80.2
0.2
7.66
6.84
12.6
15.6
15.3
5.56
9.0
6.3
2.8
49.9
0.499
101.4
80.1
0.1
8.34
6.89
12.7
15.7
15.7
5.36
9.3
6.4
2.9
60.1
0.601
105.7
79.8
-0.2
10.05
7.02
13.1
16.1
16.3
5.15
9.7
6.6
3.2
70.3
0.703
109.7
79.7
-0.3
11.75
7.16
13.4
16.4
16.7
5.12
10.0
6.7
3.3
80.5
0.805
113.7
79.6
-0.4
13.45
7.30
13.7
16.7
17.1
5.03
10.3
6.9
3.4
85.6
0.856
115.4
79.5
-0.5
14.31
7.37
13.8
16.8
17.3
4.95
10.4
6.9
3.5
90.0
0.900
117.2
79.5
-0.5
15.04
7.44
13.9
16.9
17.4
4.98
10.5
7.0
3.5
Values @ Failure
1.9
1.19
6.40
9.3
12.3
10.4
9.57
5.7
4.6
1.1
Failure criteria used*
I 3
"Note:"1"=Max Deviator Stress;"2"=Deviator Stress @ 15% Strain;"3"=Max Eff.Stress Ratio(a',/a'3)
Dnnc 1 of 7 Triaxial CU.xls [Al REV 1; 10-10-05

TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
�
re:.�;
Phone: [phone]
I Tested By
EB/KP
IF
Fax: [phone]
Date
01/14/21
Web: www.test-Ilc.com
., ' 5 HT Checked By
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression
Test for Cohesive Soils
Client Pr. #
20-623
Laboratory
Project #
2160-03-1
Pr. Name
American Thread
Sample
Type
Remold
Sample ID
36979/B-16
Depth/Elevation
20-25.0'
Location
-
Additional
Info
-
SPECIMEN PROPERTIES (initial) (after consol.)
WATER CONTENT
DETERMINATION
initial)
(final)
Height, in
6.000
5.967
Mass of Wet Sample and
Tare, g
342.10
1584.90
Diameter, in
2.875
2.840
Mass of Dry Sample and
Tare, g
298.30
1353.82
Height -to -Diameter Ratio
2.1
2.1
Mass of Tare, g
67.00
305.70
Area, in
6.49
6.33
Moisture, %
18.94
22.05
Volume, cm'
638.29
619.37
TEST
DATA PRIOR
TO LOADING
Mass of Wet Sample, g
1246.60
1279.40
Mass of Dry Sample, g
1048.12
1048.29
Machine Speed, in / min
0.0100
Wet Density, pcf
121.9
129.0
Strain Rate, % / min
0.17
Dry Density, pcf
102.5
105.7
Chamber Pressure, psi
86.0
Specific Gravity (assumed)
2.700
2.700
Back Pressure,psi
80.0
Volume of Solids, cm'
388.19
388.25
Eff. Consol. Stress,(Minor
pr. stress,
a3),psi
6.0
Volume of Voids, cm'
250.10
231.11
Change in Height, in
0.033
Void Ratio
0.64
0.60
"B" Value
0.95
% Saturation
79.4
100.0
SHEAR
DATA
Elapsed
Time (min)
Deformation
(inch)
Axial Load
(lb)
Pore -Water
Pressure,psi
Total Strain
(%)
Corrected
Area Ore)
Dev.Stress
(Da=a -as)Stress,
(psi)
Major Principal
psi
Eff.Stress
Ratio
a',/a'3
P
(a 1+a'3)/2
(psi)
Q
[(a-a3)l2]
(psi)
Eff. Minor
Pr. Stress
a'3 (psi)
Total,U
Change,4U
Total al
Eff. a',
0.0
0.000
22.0
80.0
0.0
0.00
6.33
0.0
6.0
6.0
1.00
6.0
0.0
6.0
1.0
0.010
64.5
81.4
1.4
0.17
6.35
6.7
12.7
11.3
2.46
8.0
3.4
4.6
2.0
0.020
69.7
82.6
2.6
0.34
6.36
7.5
13.5
10.9
3.23
7.1
3.8
3.4
3.1
0.031
72.0
83.3
3.3
0.51
6.37
7.9
13.9
10.5
3.92
6.6
3.9
2.7
4.1
0.041
73.8
83.7
3.7
0.68
6.38
8.1
14.1
10.4
4.53
6.4
4.1
2.3
5.1
0.051
75.5
83.9
3.9
0.85
6.39
8.4
14.4
10.4
5.06
6.2
4.2
2.1
7.1
0.071
78.1
84.1
4.1
1.20
6.41
8.8
14.8
10.6
5.66
6.3
4.4
1.9
10.2
0.102
80.8
84.1
4.1
1.71
6.44
9.1
15.1
11.0
5.80
6.5
4.6
1.9
12.2
0.122
83.1
84.0
4.0
2.05
6.47
9.4
15.4
11.5
5.68
6.7
4.7
2.0
15.3
0.153
85.5
83.8
3.8
2.56
6.50
9.8
15.8
11.9
5.52
7.0
4.9
2.2
17.3
0.173
87.3
83.8
3.8
2.90
6.52
10.0
16.0
12.2
5.63
7.2
5.0
2.2
20.4
0.204
90.4
83.8
3.8
3.42
6.56
10.4
16.4
12.6
5.74
7.4
5.2
2.2
24.5
0.245
94.1
83.8
3.8
4.10
6.60
10.9
16.9
13.2
5.87
7.7
5.5
2.2
29.6
0.296
99.3
83.7
3.7
4.95
6.66
11.6
17.6
13.9
5.95
8.1
5.8
2.3
35.7
0.357
104.7
83.5
3.5
5.98
6.74
12.3
18.3
14.8
5.86
8.7
6.1
2.5
40.8
0.408
108.3
83.3
3.3
6.83
6.80
12.7
18.7
15.4
5.73
9.0
6.3
2.7
45.9
0.459
112.8
83.1
3.1
7.69
6.86
13.2
19.2
16.1
5.55
9.5
6.6
2.9
49.9
0.499
115.8
82.9
2.9
8.37
6.91
13.6
19.6
16.6
5.42
9.9
6.8
3.1
60.1
0.601
122.7
82.5
2.5
10.08
7.04
14.3
20.3
17.8
5.09
10.6
7.1
3.5
70.3
0.703
128.5
82.1
2.1
11.78
7.18
14.8
20.8
18.8
4.77
11.4
7.4
3.9
80.5
0.805
133.4
81.7
1.7
13.49
7.32
15.2
21.2
19.6
4.51
11.9
7.6
4.3
85.6
0.856
136.0
81.5
1.5
14.35
7.40
15.4
21.4
19.9
4.43
12.2
7.7
4.5
90.0
0.900
138.1
81.4
1.4
15.09
7.46
15.6
21.6
20.2
4.38
12.4
7.8
4.6
Values @ Failure 3.7
4.95
6.66
11.6
17.6
13.9
5.95
8.1
5.8
2.3
Failure criteria used*
3 `Note:"1"=Max Deviator Stress;"2"=Deviator Stress @ 15% Strain;"3"=Max Eff.Stress Ratio(a',/a'3)
Page 2 of 7 TriaxialICU xls [B], REV 1; 10-10-05

TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
�
re:.�;
Phone: [phone]
I Tested By
EB/KP
IF
Fax: [phone]
Date
01/12/21
Web: vvvvw.test-Ilc.com
H
.5 c c , T o Checked By
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression
Test for Cohesive Soils
Client Pr. #
20-623
Laboratory
Project #
2160-03-1
Pr. Name
American Thread
Sample
Type
Remold
Sample ID
36979/B-16
Depth/Elevation
20-25.0'
Location
-
Additional
Info
-
SPECIMEN PROPERTIES (initial) (after consol.)
WATER CONTENT
DETERMINATION
initial)
(final)
Height, in
6.000
5.947
Mass of Wet Sample and
Tare, g
342.10
1569.70
Diameter, in
2.875
2.825
Mass of Dry Sample and
Tare, g
298.30
1346.49
Height -to -Diameter Ratio
2.1
2.1
Mass of Tare, g
67.00
299.80
Area, in
6.49
6.27
Moisture, %
18.94
21.32
Volume, cm'
638.29
611.02
TEST
DATA PRIOR
TO LOADING
Mass of Wet Sample, g
1244.90
1270.20
Mass of Dry Sample, g
1046.69
1046.94
Machine Speed, in / min
0.0100
Wet Density, pcf
121.8
129.8
Strain Rate, % / min
0.17
Dry Density, pcf
102.4
107.0
Chamber Pressure, psi
92.0
Specific Gravity (assumed)
2.700
2.700
Back Pressure,psi
80.0
Volume of Solids, cm'
387.66
387.76
Eff. Consol. Stress,(Minor
pr. stress,
a3),psi
12.0
Volume of Voids, cm'
250.63
223.26
Change in Height, in
0.053
Void Ratio
0.65
0.58
"B" Value
0.95
% Saturation
79.1
100.0
SHEAR
DATA
Elapsed
Time (min)
Deformation
(inch)
Axial Load
(lb)
Pore -Water
Pressure,psi
Total Strain
(%)
Corrected
Area Ore)
Dev.Stress
(Da=a -a3)Stress,
(psi)
Major Principal
psi
Eff.Stress
Ratio
a',/a'3
P'
(a 1+a'3)/2
(psi)
Q
[(a-a3)l2]
(psi)
Eff. Minor
Pr. Stress
a'3 (psi)
Total,U
Change,4U
Total al
Eff. a',
0.0
0.000
28.0
80.0
0.0
0.00
6.27
0.0
12.0
12.0
1.00
12.0
0.0
12.0
1.0
0.010
87.1
83.8
3.8
0.17
6.28
9.4
21.4
17.6
2.14
12.9
4.7
8.2
2.0
0.020
98.6
84.8
4.8
0.34
6.29
11.2
23.2
18.4
2.57
12.8
5.6
7.2
3.1
0.031
105.2
85.4
5.4
0.51
6.30
12.2
24.2
18.8
2.86
12.7
6.1
6.6
4.1
0.041
108.6
85.8
5.8
0.69
6.31
12.8
24.8
19.0
3.06
12.6
6.4
6.2
5.1
0.051
109.7
86.1
6.1
0.86
6.32
12.9
24.9
18.8
3.19
12.4
6.5
5.9
7.1
0.071
109.6
86.6
6.6
1.20
6.35
24.9
18.3
3.37
11.9
6.4
5.4
10.2
0.102
109.8
87.0
7.0
1.71
__I12.9
6.38
12.8
24.8
17.8
3.58
11.4
6.4
5.0
12.2
0.122
110.4
87.2
7.2
2.06
6.40
12.9
24.9
17.7
3.69
11.2
6.4
4.8
15.3
0.153
111.6
87.3
7.3
2.57
6.44
13.0
25.0
17.7
3.76
11.2
6.5
4.7
17.3
0.173
112.5
87.3
7.3
2.91
6.46
13.1
25.1
17.8
3.81
11.2
6.5
4.7
20.4
0.204
114.2
87.4
7.4
3.43
6.49
13.3
25.3
17.9
3.86
11.3
6.6
4.6
24.5
0.245
116.7
87.4
7.4
4.11
6.54
13.6
25.6
18.2
3.92
11.4
6.8
4.6
29.6
0.296
119.8
87.3
7.3
4.97
6.60
13.9
25.9
18.6
3.97
11.6
7.0
4.7
35.7
0.357
123.3
87.3
7.3
6.00
6.67
14.3
26.3
19.0
4.01
11.9
7.1
4.7
40.8
0.408
126.4
87.2
7.2
6.85
6.73
14.6
26.6
19.4
4.07
12.1
7.3
4.8
45.9
0.459
128.8
87.2
7.2
7.71
6.79
14.8
26.8
19.7
4.08
12.2
7.4
4.8
49.9
0.499
131.2
87.1
7.1
8.40
6.84
15.1
27.1
19.9
4.10
12.4
7.5
4.9
60.1
0.601
136.4
87.0
7.0
10.11
6.97
15.5
27.5
20.5
4.12
12.8
7.8
5.0
70.3
0.703
141.4
87.0
7.0
11.82
7.11
16.0
28.0
21.0
4.19
13.0
8.0
5.0
80.5
0.805
145.7
86.8
6.8
13.54
7.25
16.2
28.2
21.4
4.14
13.3
8.1
5.2
85.6
0.856
148.2
86.8
6.8
14.39
7.32
16.4
28.4
21.7
4.13
13.5
8.2
5.2
90.0
0.900
149.9
86.7
6.7
15.14
7.39
16.5
28.5
21.8
4.10
13.6
8.3
5.3
Values @ Failure 7.0
11.82
7.11
16.0
28.0
21.0
4.19
13.0
8.0
5.0
Failure criteria used*
3 `Note:"1"=Max Deviator Stress;"2"=Deviator Stress @ 15% Strain;"3"=Max Eff.Stress Ratio(a',/a'3)
Page 3 of 7
Triaxial CU.xls [CJ, REV 1; 10-10-05

Client Project #
Project Name
Sample ID
Location
T.E... S.T.
TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone]
Fax: [phone]
Web: www.test-Ilc.com
,ASHY]
A 0 C R 4 Ll I Y L G
Tested By
Date
Check
EB/KP
01/12/21
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils
Laboratory Project #
Sample Type
Depth/Elevation
Additional Info
20-623
American Thread
36979/B-16
2160-03-1
Remold
20-25.0'
Shear Stress, psi
Total and Effective Mohr's Circles
Y=
0.5162x
+ 2.287
8 12 16
Normal Stress, psi
pecimen
Effective Consolidation Stress, psi
Deviator Stress at Failure, psi
Effective Minor Principal Stress at Failure, psi
Effective Major Principal Stress at Failure, psi
Axial Strain at Failure, %
c
y = 0.2
773x + 2
.683
20 24 28
3.0
6.0
12.0
9.3
11.6
16.0
1.1
2.3
5.0
10.4
13.9
21.0
1.19
4.95
11.82
STRENGTH PARAMETERS*
Total
Effective
4)°
15.5
(1)'°
27.3
C, psi
2.7
C', psi
2.3
*Valid only for Received Material at Reported
Densities and Moisture Contents. Please see
remarks on page 6 of this report
Triaxial CU.xls [Mohr's Circles], REV. 1; 10-10-05
Page 4 of 7

Phone: [phone]
Fox 770'823'8873
Web: www.test-llc.com
1874 Forge Street Tucker, GA 30084
4;�:A
AASHN0
Aa C P a �'��0
Tested By EB/KP
ASrmm*767/AA8uTVTzv7
Standard Test Method for Consolidated u"un`in,uTnxxial Compression Test for Cohesive Soils
Client Ft# 20-623 Laboratory Project #
Pr. Name American Thread Sample Type
Sample ID 30979/B'10 Depth/Elevation
Location Additional Info
Date 01/12/21
Check -450
210U-031
Remold
O
4
P" ~ Q Graph
8
P', psi
12
16
16
12
4
O
A
REMOLDING PROPERTIES
A m
mCompaction mMax Dry Density
mDifference from Optimum m.c
95.1
3.1
95.1
31
FAILURE SKETCH
o
a, psi
a, degree
2.0
24.6

T -1--,S.T.
TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone]
Fax: [phone]
AABHIO
Web: www.test-Ilc.com
4cL7t
Tested By
EB/KP
Date 01/12/21
Check
Client Pr. #
Pr. Name
Sample ID
Location
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils
Laboratory Project #
Sample Type
Depth/Elevation
Additional Info
20-623
American Thread
36979/B-16
2160-03-1
Remold
20-25.0'
20
16
Deviator Stress, Aa, psi
Stress - Strain Graph
i
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Axial Strain, %
Balance ID Number
Oven ID Number
Deformation Indicator ID #
Digital Caliper ID #
Load Cell ID #
Apparatus ID #
REMARKS
DESCRIPTION
563/700
496/610
178/349/689
370/458
347/692/815
293/693/814
Samples (Material passing #4 Sieve) were remolded to
specified % compaction and moisture content of
Standard Proctor values
Reddish Brown Sandy Silt
NOTES:
1. Method for Saturation
2. Method for determination of cross -sectional after consolidation
3. Initial specimen moisture content obtained from cuttings
4. Final specimen moisture content obtained from entire sample
WET
B
LL
PL
PI
Gs
USCS (ASTM D2487: D2488)
ML
Triaxial CU.xls [Stress -Strain GRAPH], REV. 1; 10-10-05
Pagr 6 of 7

TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone]
Fax: [phone]
Tested By
EB/KP
Date
Check
01/12/21
�—
.4ASH ID
Web: www.test-llc.com r
ASTM D 4767 / AASHTO T 297
Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils
Client Pr. #
20-623
Laboratory Project #
2160-03-1
Pr. Name
American Thread
Sample Type
Remold
Sample ID
36979/B-16
Depth/Elevation
20-25.0'
Location
-
Additional Info
-
0
Pore Pressure - Strain Graph
Pore
Pressure, psi
D — N W A Cal CA .1 C
1
i
!
!
Bar
L
0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Axial Strain, %
Effective Stress Ratio -Strain Graph
12.00
11.00
10.00
A
0 9.00
R 8.00
ix 7.00
to
to R (-in
Eff. Stre
7 N W A Ul C
J 0 0 0 0 O C
D O O O O O C
[N
f—,
_
v.vv 7
0 2 4 6 8 10 12 14 16
Axial Strain,%
Triaxial CUxls [Stress Ratio & Pore Water Pr. -Strain GRAPH], REV. 1; 10-10-05
Page 7 of 7

TIMELY
ENGINEERING
SoIL.
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone]
Fax: [phone]
Web: www.test-Ilc.com
AASHI❑
hG G RCG IT CO
Tested By EB
Date 01/07/21
Checked By
Client Pr. #
Pr. Name
Sample ID
Location
20-623
American Thread
36979/B-16
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
Bulk
20-25.0'
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
Number of Blows
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
MOISTURE CONTENT °/
34
33
32
31
30
29
28
LIQUID LIMIT
35
26
15
48.91
46.15
44.74
43.56
41.06
40.54
25.24
24.40
27.79
29.20
30.55
32.94
Oven ID #
Balance ID #
Liquid Limit Device ID #
10
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
DESCRIPTION
20 25 30
40
NUMBER OF BLOWS
PLASTIC LIMIT
34.40
35.86
32.57
33.55
24.61
23.35
22.99
22.65
NATURAL MOISTURE
847.80
723.50
304.60
29.67
Reddish Brown Sandy Silt
15/496/610
139/563
451/569
100
NOTE: MATERIAL PASSING NO. 40 SIEVE
WAS USED FOR TEST
LIQUID LIMIT (LL)
PLASTIC LIMIT (PL)
PLASTICITY INDEX (PI)
LIQUIDITY INDEX (LI)
USCS (ASTM D2487; D2488) ML AASHTO (M 145)
31
23
8
0.83
NA

TIMELY
ENGINEERINGPhone:
SOIL
TEST'S,
LLC
1874 Forge Street Tucker, GA
770-938-8233
Fax: [phone]
Web: www.test-11c.com
30084
Tested By
Date
Checked By
n
T.E.
A
S.T.
IH
01/07/21
A
A G G R C O T co
Ale
Client Pr. #
Pr. Name
Sample ID
Location
20-623
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
American Thread
Bulk
36979/B-16
20-25.0'
-
-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
MOISTURE CONTENT of TOTAL
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
SAMPLE
MOISTURE CONTENT of FINE MATERIAL
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content, %
847.8
510.90
723.5
485.00
304.6
105.70
29.7
6.8
TOTAL Mass of wet sample
before splitting & tare, g
Mass of Tare, g
TOTAL Mass of dry sample, g
Mass of Wet Fine Material & Tare, g
Mass of Tare, g
Mass of Dry Fine Material, g
% of Total Sample Passing Split Sieve
27420.0
190.60
0.0
0.00
21145.5
178.42
99.6
SIEVE ANALYSIS*
Mass of Tare,
Sieve Size
12"
3"
2.5"
2"
1.5"
1"
.75"
5"
.375"
COARSE
g
MATERIAL
% RETAINED % PASSING
Mass of Tare, g
Sieve Size
#4
#10
#20
#40
#60
#100
#20o
* - ASTM Defini
** - AASHTO Definitions
FINE MATERIAL
% PASSING
(of Total)
0.0
0.00
Sample & Tare, g
Cumulative
Mass retained, g
COBBLES
0.0
100.0
COARSE
GRAVEL
0.0
100.0
COARSE SAND
2.38
98.3
0.0
100.0
MEDIUM
SAND
8.81
94.7
0.0
100.0
16.25
90.5
0.0
100.0
FINE SAND
23.60
86.4
0.0
100.0
30.13
82.8
FINE GRAVEL
21.5
0.1
99.9
40.47
77.0
45.3
0.2
99.8
FINES
68.69
61.2
86.7
0.4
99.6
ions of Classification
of Classification
NOTE:
Sieve
3/8"
(9.5 mm)
Sieve used
for splitting
sample on fine and coarse material
PARTICLE -SIZE ANALYSIS'
Oven ID #
Balance ID#
Shaker ID #
REMARKS
15/496/610
% COBBLES
% COARSE Gravel
% FINE Gravel
% COARSE Sand
0.0
% MEDIUM Sand
% FINE Sand
% FINES
% TOTAL SAMPLE
8.3
139/142/700
0.1
25.2
555
1.6
61.2
3.6
100.0
PARTICLE -SIZE ANALYSIS""
COBBLES
% COARSE Gravel (Stone)
% MEDIUM Gravel (Stone)
% FINE Gravel (Stone)
0.0
% COARSE Sand
% FINE Sand
% FINES (Silt -Clay)
% TOTAL SAMPLE
8.3
0.0
25.2
0.4
61.2
4.9
100.0
DESCRIPTION
USCS (ASTM D2487;
Reddish Brown Sandy Silt
D2488)
AASHTO (M 145)
Page 1 of 2
ML
NA

TIMELY
1874 Forge Street Tucker, GA 30084
Phone: [phone]
Fax: [phone]
'1"..
S.T.
ENGINEERING
Tested By
IH
SOIL
Date
01/07/21
Web: WWW.test-Ilc.com .4 SH CI
G
Checked By
Ale
TESTS, LLC
Client Pr. #
Pr. Name
Sample ID
Location
20-623
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
American Thread
Bulk
20-25.0'
36979/B-16
-
-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Standard Test Method for Particle -Size Analysis of Soils and Aggregates (Split Sieve)
100
Particle -Size Analysis
_ VV O �c O O VOV 00 O O O
.�. M N iV 2 :L.N ik ik ik ik O V O
90
•
• •
•
�
•
•
•
• •
•
•
• •
• •
•
80
70
P
60
A
S
50
S
I
N 40
G
30
20
10
0
1000 100 10 1 0 1 0.01 0.001
Grain size in millimeters
Coarse Fine
Coarse Medium Fine
Silt or Clay
Boulders
Cobbles
Gravel
Sand
Fines
Dto
NA
mm
D30
NA
mm
D60
NA
mm
Cu
NA
Cc
NA
Project's Specific % Passing
NA
Page 2 of 2 Project's Specific Particle Size, mm
NA

TIMELY
ENGINEERING
SOIL
TESTS, LLC
1874 Forge Street Tucker, GA 30084
Phone: [phone]
Fax: [phone]
Web: www.test-Ilc.com
AA5H1❑
A99 RCQI TC6
Tested By
Date
IH
01/09/21
Checked By seer
Client Pr. #
Pr. Name
Sample ID
Location
20-623
American Thread
36979/B-16
Lab. PR. #
S. Type
Depth/Elev.
Add. Info
2160-03-1
Bulk
20-25.0'
ASTM D 698
Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-Ibf/ft3 (600kN-m/m3))
Mass of Soil before sieving, g
Mass of Mat. Retained on No. 4 sieve, g
Mass of Mat. Retained on 3/8" sieve, g
Mass of Mat. Retained on 3/4" sieve, g
Material Retained on No. 4 Sieve,
Material Retained on 3/8" Sieve, %
Material Retained on 3/4" Sieve, %
Total, % (oversized)
Points
Mass of Mold and Soil, g
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content,
Wet Density, pcf
Dry Density, pcf
DETERMINATION OF TEST PROCEDURE
wet dry
27420.0
21145.5
86.7
86.7
0.4
0.4
TEST DATA
MOISTURE CONTENT
Coarse + Fine
Mass of Wet Sample & Tare, g
Mass of Dry Sample & Tare, g
Mass of Tare, g
Moisture Content,
1
2
3
4
5
5993.0
6120.0
6142.0
6130.0
500.0
499.0
540.8
506.0
462.4
450.6
491.1
446.6
179.5
130.1
183.3
124.3
13.3
15.1
16.1
18.4
115.21
123.6
101.7 107.4
125.1
107.7
124.3
105.0
Procedure
Coarse
847.8
86.7
723.5
86.7
304.6
0.0
29.7
0.0
B
Mold ID Number
Mass of Mold, g
Volume of Mold, ft3
Hammer ID Number
Number of Blows per layer
Number of Layers
Mechanical Compactor ID Number
798
4252.4
0.0333
318
25
3
317
Method A: Material retained on No. 4 Sieve<25%
Method B: Material retained on 3/8" Sieve <25%
Method C: Material retained on 3/4" Sieve <30%
Dry Density, pcf
110.0
108.0
Moisture vs. Dry Density
•
106.0 •
104.0
102.0
100.0
100% Saturation Curves:
Gs=2.6); (Gs=2.7); Gs=2.8)
13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0
Moisture Content,
21.0 22.0
23.0
REMARKS
DESCRIPTION
Reddish Brown Sandy Silt
Maximum Dry Density, pcf
Optimum Moisture Content, %
107.8
15.8
USCS (ASTM D2487; D2488)
Corrected Maximum Dry Density, pcf
Corrected Optimum Moisture Content, %
ML
AASHTO M145
NA
NA
NA

Project Name: American Thread - Slope Stability Analysis
Location: Marion, North Carolina
Date: February 1, 2021
Project No. 20-623
APPENDIX D - SLOPE STABILITY PROFILES
vi

-40 -20 0 20 40 60 80 100 120 14
Project
SLIDE - An Interactive Slope Stability Program
Analysis Description
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Analysis Description
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CATAWBA VALLEY
ENGINEERING & TESTING
PO Box 747
Hickory, NC 28603
161 Lenoir Rhyne Blvd
Hickory, NC 28602
828 578 9972 0
www.cvet.net
NC Firm No. C-3833
SC Firm No. 5201
Geotechnical Engineering
Environmental Services
CMT/Special Inspections
February 18, 2021
Mr. Matt Vranjes, PE
Assistant Project Manager
3701 Arco Corporate Drive, Suite 400
Charlotte, North Carolina
[e-mail]
Re: Supplementary Recommendations
American Thread - Slope Stability Analysis
630 American Thread Road
Marion, McDowell County, North Carolina
CVET Project No.: 20-623
Dear Mr. Vranjes:
Catawba Valley Engineering and Testing (CVET) is providing this letter
summarizing our supplementary recommendations for the project as
discussed during a conference call on February 3, 2021. These
supplementary recommendations are intended to provide clarification
and supersede the recommendations presented in our original report
dated February 1, 2021. The purpose of this letter is to discuss the three
possible remedial options to increase the stability of the existing coal ash
slopes.
CONCLUSIONS AND RECOMMENDATIONS
After discussion during the conference call, review of the site conditions
encountered during the subsurface exploration, and the results from the
slope stability analysis performed, we have generated the following three
options to address the long-term stability of the basin slopes.
Option 1: Piping the Existing Creek/Storm Water and Overbuilding Slopes
The first option to increase the long term stability of the existing slopes
would be to overbuild all existing slopes to a minimum inclination of 3:1
(H: V). Decreasing the inclination of these slopes greatly increase the
stability and promote positive long-term performance. This option is also
minimally invasive and will not require major disturbance of the in -
place coal ash.
This option would require the installation of a piping system along the
eastern side of the site to allow for continued flow of existing creek/
storm water collection area to facilitate grade raise fill modifications.
Permitting and piping of this area is recommended to be performed in

American Thread
CVET Project No.: 20-623
Page 12
accordance with NCDEQ guidelines.
Any fill soils, as applicable, should be compacted to at least 98 percent of the
maximum dry density obtained in accordance with ASTM Specification D-698,
Standard Proctor Method, with a moisture content within +/- 3% of the optimum
moisture content (OMC). Acceptable fill soils should be soil that has less than 5
percent organic content and a liquid limit and plasticity index less than 50 and 20,
respectively. Soils with USCS group symbols of SP, SW, SM, SC, and ML are
recommended for use as controlled fill, although it is important to note that silty
soils are moisture sensitive and can be difficult to place with in -situ moisture
contents at or above the OMC. All fill soils should be placed in horizontal loose
lifts and compacted with adequately -sized equipment. Loose lift thicknesses will
vary depending on the size of the compaction equipment: we recommend a
maximum of 8 inches for large self-propelled compactors, 6 inches for small self-
propelled compactors, and 4 inches for remote -controlled compactors and hand -
operated equipment (plate tampers, wacker-packers, or jumping jacks). Vibratory
smooth -drum rollers are appropriate for cohesionless/coarse-grained soils while
sheepsfoot rollers are appropriate for cohesive/fine-grained soils.
Option 2: Excavating Site Slopes to Decrease Inclination
The second option would be to lay the existing slopes back to decrease the
inclination to a minimum of 3:1 (H: V). We anticipate this option will likely be the
most economical option; however approval and guidance from the NCDEQ will be
required as a result of the extensive disturbance of the in -place coal ash.
Option 3: Earth Retention System
The third option would be to install an earth retention system to stabilize the
existing slopes. We anticipate this option will likely be the most expensive
option, but will reduce the disturbance of the in -place coal ash. Any earth
retention system selected should be designed so the slopes have a minimum
factor of safety of 1.50.
This report has been prepared for the exclusive use of CEC and their agents for
specific application to the referenced property, in accordance with generally
accepted soils and foundation engineering practices. No warranties, expressed or
implied, are intended or made. The conclusions and recommendations presented
in this report are based on the specific laboratory testing, visual observations, and
testing performed as part of our scope of work and do not reflect variations in
subsurface conditions that may exist between test locations or in unexplored
portions of the site. Site safety, excavation support related to OSHA requirements,
and construction dewatering requirements are the responsibility of others, not

American Thread
CVET Project No.: 20-623
Page 13
CVET. In the event changes are made to the proposed construction plans, design
or location of the project as described within this report, the conclusions and
recommendations provided in this report shall not be considered valid unless CVET
is given the opportunity to review the changes, and either verifies or modifies the
conclusions and recommendations contained in this report in writing.
CVET appreciates the opportunity to provide our geotechnical engineering services
for this project. If you have any questions regarding the contents of this report,
or if we can provide additional services for the project, please do not hesitate to
contact us.
Sincerely,
CATAWBA VALLEY ENGINEERING AND TESTING, . P.0
y 5+1y1L 1Ltl J1S'++FF
Cosy Io• •ins,
Project Manager
SEAL
ip' 04 419 ;: ;
ff.,JJt Lif,
David M. LeGrand Jr., P.E.
Principal Engineer
NC #041419

APPENDIX B
ENGINEERING DRAWINGS

ereichenbach) — LP: 3/5/2021 1:09 PM
P:\300-000\304-826\—CADD\Dwg\CV01 \304826—CV01—0000—COVER.dwgfC000—COVER SHEET) LS.•(3/5/2021
PROJECT TEAM
OWNER
COATS NORTH AMERICA
630 AMERICAN THREAD ROAD
MARION, NC 28752
PH: (828-756-4111)
CONTACT: JOHN MOSS
CIVIL ENGINEER
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
3701 ARCO CORPORATE DRIVE
SUITE 400
CHARLOTTE, NC 28273
PH: [phone]
FX: [phone]
EMAIL: [e-mail]
CONTACT: MATT VRANJES, P.E.
SURVEYOR
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
3701 ARCO CORPORATE DRIVE
SUITE 400
CHARLOTTE, NC 28273
PH: [phone]
FX: [phone]
EMAIL: [e-mail]
CONTACT: JETTER PITTMAN, PLS
COATS NORTH AMERICA
SEVIER PLANT
MARION, NORTH CAROLINA
MARCH 2O21
NORTH
Ov
COAL ASH BASIN
EVALUATION AREA
VICINITY MAP
BASE IMAGE FROM GOOGLE EARTH AERIAL
IMAGERY DATE APRIL 26, 2019
1" = 3,000'
SCALE IN FEET
0
3000
6000
DRAWING
INDEX
Sheet Number
Sheet Title
C000
COVER SHEET
C001
GENERAL NOTES
C100
EXISTING CONDITIONS PLAN
BEFORE YOU DIG!
CALL 1-800-632-4949
N.C. ONE —CALL
CENTER IT'S THE LAW!
REVISION RECORD
DESCRIPTION
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GENERAL NOTES
P:\300-000\304-826\ —CADD \ Dwg \ CV01 \ 304826—CV01—0001—GENERAL NOTES. dwg/C001—GENERAL NOTES/ LS.•(3/5/2021 — ereichenboch) —
1. EXISTING CONDITIONS AS DEPICTED ON THESE PLANS ARE GENERAL AND ILLUSTRATIVE IN NATURE. IT IS THE
RESPONSIBILITY OF THE CONTRACTOR TO EXAMINE THE SITE AND BE FAMILIAR WITH EXISTING CONDITIONS PRIOR
TO BIDDING ON THIS PROJECT. IF CONDITIONS ENCOUNTERED DURING EXAMINATION ARE SIGNIFICANTLY DIFFERENT
FROM THOSE SHOWN, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY.
2. EXISTING SITE INFORMATION / TOPOGRAPHIC SURVEY WAS PREPARED BY CIVIL & ENVIRONMENTAL CONSULTANTS,
INC. ON DECEMBER 18, 2020.
3. GEOTECHNICAL REPORT WAS PREPARED BY CATAWBA VALLEY ENGINEERING AND TESTING ON FEBRUARY 1, 2021.
4. THE CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL EXISTING UTILITIES (INCLUDING THOSE LABELED
PER RECORD DATA) PRIOR TO THE BEGINNING OF CONSTRUCTION OR EARTH MOVING OPERATIONS. INFORM
ENGINEER OF ANY CONFLICTS DETRIMENTAL TO THE DESIGN INTENT.
5. 48 HOURS BEFORE DIGGING IS TO COMMENCE, THE CONTRACTOR SHALL NOTIFY THE FOLLOWING AGENCIES: THE
NC UTILITY PROTECTION SERVICES, AND ALL OTHER AGENCIES THAT MAY HAVE UNDERGROUND UTILITIES INVOLVING
THIS PROJECT AND ARE NON—MEMBERS OF NC UNDERGROUND PROTECTION, INC.
6. THE CONTRACTOR AND SUBCONTRACTORS SHALL BE RESPONSIBLE FOR COMPLYING WITH APPLICABLE FEDERAL,
STATE AND LOCAL REQUIREMENTS, TOGETHER WITH EXERCISING PRECAUTIONS AT ALL TIMES FOR THE PROTECTION
OF PERSONS (INCLUDING EMPLOYEES) AND PROPERTY. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR
AND SUBCONTRACTORS TO INITIATE, MAINTAIN AND SUPERVISE ALL SAFETY REQUIREMENTS, PRECAUTIONS AND
PROGRAMS IN CONNECTION WITH THE WORK.
7. THE CONTRACTOR SHALL INDEMNIFY AND HOLD HARMLESS THE OWNER AND OWNER'S REPRESENTATIVE FOR ANY
AND ALL INJURIES AND/OR DAMAGES TO PERSONNEL, EQUIPMENT AND/OR EXISTING FACILITIES OCCURRING IN THE
COURSE OF THE DEMOLITION AND CONSTRUCTION DESCRIBED IN THE PLANS AND SPECIFICATIONS.
8. CONTRACTOR SHALL OBTAIN A PERMIT FOR ALL CONSTRUCTION ACTIVITIES IN ACCORDANCE WITH LOCAL, STATE, &
FEDERAL REGULATIONS.
9. THE CONTRACTOR SHALL COMPLY WITH ALL LOCAL CODES, OBTAIN ALL APPLICABLE PERMITS, AND PAY ALL
REQUIRED FEES PRIOR TO BEGINNING WORK.
10. ANY WORK PERFORMED IN THE LOCAL OR STATE RIGHT OF WAYS SHALL BE IN ACCORDANCE WITH THE
APPLICABLE LOCAL OR STATE REQUIREMENTS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN THE
NECESSARY PERMITS FOR THE WORK, SCHEDULE NECESSARY INSPECTIONS, AND PROVIDE THE NECESSARY TRAFFIC
CONTROL MEASURES AND DEVICES, ETC., FOR WORK PERFORMED IN THE RIGHT OF WAYS.
11. THE CONTRACTOR IS TO PERFORM ALL INSPECTIONS AS REQUIRED BY THE NCDEQ FOR THE NATIONAL POLLUTANT
DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT AND FURNISH OWNERS REPRESENTATIVE WITH WRITTEN REPORTS.
GENERAL CONTRACTOR TO CONTACT OWNERS ENVIRONMENTAL DEPARTMENT FOR ANY ADDITIONAL OWNER RELATED
REQUIREMENTS.
12. CONTRACTOR SHALL IMPLEMENT ALL SOIL AND EROSION CONTROL PRACTICES REQUIRED BY NCDEQ.
13. ALL GROUND SURFACE AREAS THAT HAVE BEEN EXPOSED OR LEFT BARE AS A RESULT OF CONSTRUCTION AND
ARE TO FINAL GRADE AND ARE TO REMAIN SO, SHALL BE SEEDED AND MULCHED AS SOON AS PRACTICAL IN
ACCORDANCE WITH SPECIFICATIONS. IF NO SPECIFICATIONS ARE SUPPLIED, REFER TO NCDEQ EROSION CONTROL
MANUAL.
14. ALL WORK PERFORMED BY THE CONTRACTOR SHALL CONFORM TO THE LATEST REGULATIONS OF THE AMERICANS
WITH DISABILITIES ACT.
15. THE CONTRACTOR SHALL REFER TO OTHER PLANS WITHIN THIS CONSTRUCTION SET FOR OTHER PERTINENT
INFORMATION. IT IS NOT THE ENGINEER'S INTENT THAT ANY SINGLE PLAN SHEET IN THIS SET OF DOCUMENTS
FULLY DEPICT ALL WORK ASSOCIATED WITH THE PROJECT.
16. BEFORE INSTALLATION OF STORM OR SANITARY SEWER, OR OTHER UTILITY, THE CONTRACTOR SHALL VERIFY ALL
CROSSINGS, BY EXCAVATION WHERE NECESSARY, AND INFORM THE OWNER AND THE ENGINEER OF ANY CONFLICTS.
THE ENGINEER WILL BE HELD HARMLESS IN THE EVENT HE IS NOT NOTIFIED OF DESIGN CONFLICTS PRIOR TO
CONSTRUCTION.
17. ADJUST/RECONSTRUCT ALL EXISTING CASTINGS, CLEANOUTS, ETC. WITHIN PROJECT AREA TO GRADE AS REQUIRED.
18. CONTRACTOR TO REMOVE & REPLACE PAVEMENT AS SPECIFIED.
19. SITE SIGNAGE AND STRIPING SHALL BE IN ACCORDANCE WITH THE NC MANUAL OF UNIFORM TRAFFIC CONTROL
DEVICES.
20. IF CONTRACTOR ELECTS TO ENTER PROJECT SITE AT A DIFFERENT LOCATION OTHER THAN SHOWN, COORDINATE
WITH ENGINEER. THIS MAY REQUIRE ADDITIONAL E/C PERMITTING AND DRIVEWAY PERMITS.
21. REFER TO OWNER SCOPE OF WORK AND LAYOUT FOR DETAILS AND TO AVOID CONFLICTS.
REVISION RECORD
DESCRIPTION
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NCBELS #C-3035
Civil & Environmental Consultants, Inc.
3701 Arco Corporate Drive • Suite 400 • Charlotte, NC 28273
Ph: 980.237.0373 • Fax: [phone]
www.cecinc.com
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COATS NORTH AMERICA-SEVIER PLANT
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630 AMERICAN THREAD ROAD
MARION, MCDOWELL COUNTY
NORTH CAROLINA
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EXISTING CONDITIONS PLAN
DRAWN BY: ERR
CHECKED BY: DRAFT
PROJECT NO: 304-826
APPROVED BY: DRAFT
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BEFORE YOU DIG,
CALL 1-800-632-4949
N.C. ONE -CALL
DATE: MARCH 2021
DWG SCALE: AS NOTED
CENTER ITS THE LAW,
SCALE IN FEET
1 — — I
0 40 80
REFERENCE
07 64
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DRAWING NO.:
c100
1. TOPOGRAPHIC SURVEY WAS CONDUCTED ON DECEMBER 18,
2020 BY CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
2. FEMA DATA DOWNLOADED FROM FEMA ON JANUARY 28,
2021 AS SHOWN ON FEMA FIRM MAP 3710170500J.
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APPENDIX C
SITE PHOTOS

'MI: 17/
Civil & Environmental
Consultants, Inc.
Page 1 of 3
SITE PHOTOS Date 03/05/2021
Outlet PVC pipe in Coal Ash Basin#1 has been temporarily capped to avoid point discharge from the basin to
surface water outside of the basin. Outlet pipe to be permanently capped and filled with flowable fill.

/Aroppiffr
Civil & Environmental
Consultants, Inc.
Page 2 of 3
Date 03/05/2021
(2) Outlet PVC pipes in Coal Ash Basin #2 have been temporarily capped to avoid point discharge from the
basin to surface water outside of the basin. Outlet pipes to be permanently capped and filled with flowable fill.
(Picture is of the inlet side of the outlet pipes)

'MI: 17/
Civil & Environmental
Consultants, Inc.
Page 3 of 3
Date 03/05/2021
(2) Outlet PVC pipes in Coal Ash Basin #2 have been temporarily capped to avoid point discharge from the
basin to surface water outside of the basin. Outlet pipes to be permanently capped and filled with flowable fill.
(Picture is of the outlet side of the outlet pipes; temporary caps on both sides of pipe)