SW4221202_Soils/Geotechnical Report_20230705

GEOTECHNICAL ENGINEERING REPORT
Proposed Dollar General Store
PIN ID 6726-02-85-1140, 6726-02-85-2011,
and 6726-04-84-1905
8 Biesecker RD
Lexington, Davidson County, North Carolina
CVET Project No. 22-623
September 16, 2022
PREPARED FOR:
Teramore Development, LLC
PO Box 6460
Thomasville, GA 31758
PREPARED BY:
CATAWBA VALLEY
ENGINEERING & TESTING
GEOTECHNICAL • CONSTRUCTION MATERIALS • ENVIRONMENTAL

September 16, 2022
CATAWBA VALLEY Danielle Stewart
ENGINEERING&TESTING Teramore Development
PO Box 6460
Thomasville, GA 31758
PO Box 747 [e-mail]
Hickory,NC 28603
308 15th St.SE Re: Geotechnical Engineering Report
Suite 2 Proposed Dollar General Store
Hickory,NC 28602 p
PIN ID 6726-02-85-1140, 6726-02-85-2011, and 6726-04-84-1905
828 578 9972 0 8 Biesecker Road
828 322 1801 F Lexington, Davidson County, North Carolina
NC Firm No.C-3833 CVET Project No.: 22-623
SC Firm No.5201
Dear Mrs. Stewart:
Catawba Valley Engineering and Testing (CVET) is pleased to submit to you
our Geotechnical Engineering Report for the proposed Dollar General Store
located at the intersection of Bisecker road and Winston Road in Lexington,
North Carolina. This report presents the findings of our subsurface
exploration and provides geotechnical recommendations for design and
construction of 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 or special inspection observations, please
do not hesitate to contact us.
Sincerely, ,,,,,,,,,
CATAWBA VALLEY ENGINEERING AND TE
st;:A 041419 1Liz
Le.,
9/16/2022
C•'y Dobbins, E.I David M. LeGrand, Jr., P.E.
Project Manager Principal Engineer
NC 041419
Geotechnical Engineering
Environmental Services
CMT/Special Inspections
I I

Project Name: Proposed Dollar General Store
Location: Lexington,Davidson County,North Carolina
Date:September 16,2022
Project No.:22-623
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 1
3.2 Laboratory Testing 2
4.0 SUBSURFACE CONDITIONS 2
4.1 Site Geology 2
4.2 Soils 3
4.3 Partially Weathered Bedrock(PWR) and Bedrock 3
4.4 Groundwater 3
5.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4
5.1 Site Preparation 4
5.2 Earthwork 5
5.3 Groundwater Control 6
5.4 Foundations 6
5.5 Floor/Concrete Slabs 7
5.6 Pavements 8
5.7 Construction Materials Testing and Special Inspections 9
6.0 LIMITATIONS 9
APPENDIX A — PROJECT FIGURES iii
APPENDIX B — BORING LOGS v
APPENDIX C — SOIL LABORATORY RESULTS vi
iii

Project Name: Proposed Dollar General Store
Location: Lexington,Davidson County,North Carolina
Date:September 16,2022
Project No.:22-623
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 in our laboratory, and provide conclusions and recommendations for design
and construction of the proposed Dollar General Store located at the intersection of
Biesecker Road and Winston Road in Lexington, North Carolina. CVET's scope of work
included the following:
• Drilling of nine (9) soil test borings;
• Collection of representative samples of soil from the soil test borings;
• Classification of collected soil samples and laboratory testing as necessary;
• 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
The project consists of the subsurface exploration and geotechnical engineering
evaluation to aid in the design and construction of the proposed Dollar General Store
located at the intersection of Biesecker Road and Winston Road in Lexington, North
Carolina. Existing site grades generally slope down gradient from south east to
northwest. Elevations range from approximately 787 to 800 feet above mean sea level
(amsl). At the time of this report, a grading plan was not provided; therefore we estimate
the finished floor elevation (FFE) to be approximately 794 feet amsl. Based upon the
anticipated FFE, we anticipate maximum cut and fill depths on the order of approximately
6 and 7 feet, respectively.
3.0 EXPLORATION PROCEDURES
Exploration procedures for this project included drilling test borings at the site and
laboratory testing of representative soil samples at our laboratory in Hickory, North
Carolina.
3.1 Field Exploration
The subsurface conditions at the site were explored by drilling nine (9) soil test borings
(denoted B01 to B09) at the locations indicated on Figure 2 — Boring Location Plan in
Appendix A. The borings, were drilled on July 12, 2022 to July 13, 2022 and extended
to depths ranging from approximately 10 to 25 feet below existing site grades. The
boring locations were located in the field by CVET personnel using existing site features
as a reference. Boring elevations were approximated using county contour data provided
1

Project Name: Proposed Dollar General Store
Location: Lexington,Davidson County,North Carolina
Date:September 16,2022
Project No.:22-623
by NCOneMap, therefore, the boring locations and elevations shown on Figure 2 and 3;
plus the boring logs should be considered approximate.
Drilling was performed with a Geoprobe 7822-DT track-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. This value can be used to provide
an indication of the in-place relative density of cohesionless soils, but is a less reliable
indicator of the consistency of cohesive soils. For cohesive soils, the measurement of
unconfined compressive strength Qu is a better indicator of consistency; this value is also
listed on the boring logs.
Representative portions of each SPT sample were sealed in airtight containers and returned
to our laboratory for classification 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 days from
this report date, unless otherwise directed by Teramore Development.
3.2 Laboratory Testing
Representative samples of soil obtained during the field exploration 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
included Soil Moisture Content (ASTM D2216), Grain Size Distribution (ASTM D422), and
Atterberg Limits for Plasticity. Soil 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 Piedmont Physiographic Province of North Carolina. The name
"piedmont" means "foot-of-the-mountains" which reflect remnants of an ancient
mountain range that has since been extensively weathered, decomposed and eroded to
form rolling terrain and hillsides. The bedrock is metamorphic in nature (igneous or
sedimentary rocks that have been changed by heat and/or pressure) and typically
consists of schist, gneiss and/or granite. Extensive weathering over time has reduced
the bedrock in-place to form overburden residual soils that range from clay topsoil to
sandy silts and silty sandy that grade with depth back to saprolite and partially-
2

Project Name: Proposed Dollar General Store
Location: Lexington,Davidson County,North Carolina
Date:September 16,2022
Project No.:22-623
weathered-bedrock. The degree of weathering varies both laterally and vertically. Based
on the 1985 North Carolina Geologic Map, the site is underlain by Metamorphosed mafic
rock.
4.2 Soils
A generalized subsurface profile has been prepared for the site - see Figure 3 in Appendix
A. Soil boring logs are included in Appendix B. The surface across the area being
evaluated generally consist of surficial residual soil. The generalized subsurface
conditions are described below.
Surficial topsoil was encountered in soil test borings B01 and B03 to B09. The topsoil
ranged from depths of 2 to 5 inches.
Existing, fill was encountered in borings B02, B06, and B07 to a depth of approximately
3 feet below existing site grades. The existing fill generally consists of dry, sandy fat clay
(CH). The SPT N-Value within the cohesive fill soil ranges from 7 to 12 blows per foot
(bpf), indicating medium stiff to stiff soil consistencies.
Residual soil was observed beneath the fill soils in test borings B02, B06, and B07 and
near land surface in the remaining test borings. The residual soil generally consists of
silty sand (SM), sandy fat clay (CH), sandy lean clay (CL), sandy elastic silt (MH), and
sandy silt (ML). The SPT N-Value within the cohesive residual soil ranges from 3 to 21
blows per foot (bpf), indicating soft to very stiff soil consistencies. The SPT N-Value
within the cohesionless residual soil ranges from 4 to 87 blows per foot (bpf), indicating
very loose to very dense soil consistencies. The plasticity index for the residuum ranges
from 19.0 to 40.0 percent.
4.3 Partially Weathered Bedrock (PWR) and Bedrock
Partially weathered bedrock (PWR) was encountered in soil test boring B04 at a depth of
24.5 feet below existing grades.
4.4 Groundwater
Groundwater was not encountered during this exploration. Note that boreholes are 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.
3

Project Name: Proposed Dollar General Store
Location: Lexington,Davidson County,North Carolina
Date:September 16,2022
Project No.:22-623
The borehole cave-in depths ranged from 6 to 19.5 feet below existing site grades. 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. If the location of the groundwater elevation is
important at this site, we recommend the installation of temporary observation wells.
5.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
The following recommendations are provided for the construction of the proposed Dollar
General Store located at the intersection of Biesecker Road and Winston Road in
Lexington, 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.
5.1 Site Preparation
Site preparation should consist of removing the surface layer, relocation or proper
abandonment of any existing utilities, as applicable, along with removing all other soft or
unsuitable material from proposed building envelopes and associated pavement areas.
Site preparation operations should extend a minimum of 10 feet beyond the planned
limits of any buildings and a minimum of 5 feet beyond the planned limits of the pavement
areas. These limits should also extend beyond the perimeter of structural fill slopes, as
applicable, laterally equal the depth of necessary structural fill to achieve finished grades.
Once stripping and rough excavation has been accomplished, the exposed subgrade
should be evaluated by proofrolling. Proofrolling consists of driving the appropriate
equipment, typically a dump truck with axle weights of 10 or 20 tons for single and double
axles respectively, over the subgrade at a walking pace. The proofrolling equipment
should first make overlapping passes across the subgrade in one direction, followed by
passes in a perpendicular direction. We recommend that the proofrolling be observed by
a professional engineer or qualified engineering technician.
Based upon the presence of the surficial elastic/plastic site soils, limited areas of instability
are anticipated during proofrolling operations within the areas to receive structural fill.
Unstable areas that exhibit excessive rutting, pumping and/or similar distress should be
undercut to an approved materials and backfilled with structural fill soil, or stabilized with
geosynthetics, as recommended by a qualified geotechnical engineer.
If conditions revealed during site preparation operations vary from those described in this
report, the on-site geotechnical engineer shall contact the engineer of said report to
discuss potential options to address the varying site conditions.
4

Project Name: Proposed Dollar General Store
Location: Lexington,Davidson County,North Carolina
Date:September 16,2022
Project No.:22-623
5.2 Earthwork
At the time of this report, a grading plan was not provided; therefore we estimate the
finished floor elevation (FFE) to be approximately 794 feet amsl. Based upon the
anticipated FFE, we anticipate maximum cut and fill depths on the order of approximately
6 and 7 feet, respectively.
Any required fill soils 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 very moisture sensitive and not as strong as sandy
soils. Soils having a plastic index of 20% or greater (MH, CH, and some SC and CL)
should not be utilized within 5 feet of bearing elevation if utilized as structural fill. Organic
laden soils shall not be utilized as structural fill. 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. We anticipate the existing site soils will be
suitable for reuse as structural fill.
Due to the encountered highly elastic/plastic site soils, we anticipate difficulty during
structural fill placement if site soils are used. If site soils are used to achieve finished
grades, lime modification is recommended to facilitate earthwork operations to achieve
finished grades.
Lime Modification is an option for addressing the plastic site soils (MH and CH), if these
soils must be used for structural fill. Introducing quicklime or hydrated lime into high
plastic soil (MH and CH) causes a chemical reaction which alters many physical
characteristics of the fine grained soil particles. The pozzolanic reaction results in a
decrease in plasticity index (PI), an increase in the plastic limit (PL), a decrease in
maximum dry density, increase in optimum moisture content, decrease in swell potential,
and a slight increase in compressive strength. This pozzolanic reaction is the formation
of calcium silicate hydrates and calcium aluminate hydrates as the calcium from the lime
reacts with the aluminates and silicates solubilized from the clay mineral surface. It is
recommended that 1 to 4% hydrated lime by weight be added to silty clays and heavy
clays to achieve modification, while lime contents greater than 4% are proposed to
accomplish stabilization needed to reach higher compressive strengths.
5

Project Name: Proposed Dollar General Store
Location: Lexington,Davidson County,North Carolina
Date:September 16,2022
Project No.:22-623
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. We
anticipate existing site soils will be suitable for reuse as structural fill.
We recommend that positive site drainage is maintained during earthwork operations to
prevent the ponding of water on exposed subgrades. Soil subgrades should be protected
from inclement weather (rain especially) by 'sealing' the subgrades prior to forecasted
inclement weather. 'Sealing'can be performed by rolling with a smooth steel-drum roller
without vibration. Ruts should not be created during the 'sealing' operation. Prior to the
placement of additional fill, the 'sealed' subgrade should be scarified.
If earthwork is performed during winter months or after inclement weather, the subgrade
soil conditions could potentially be more unstable due to the highly elastic/plastic site
soils, which could potentially require stabilization or undercutting.
5.3 Groundwater Control
Groundwater was not encountered during this exploration, therefore we do not anticipate
groundwater control will be necessary. Groundwater control is the purposeful drawdown
of the groundwater levels to facilitate necessary construction. Temporary dewatering
operations consist of well points and sump pumps, while permanent dewatering
operations typically consist of French underdrains which discharge by means of gravity
flow into the site storm drainage system.
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.
5.4 Foundations
We recommend supporting the proposed buildings on shallow foundations bearing on
approved residual and/or fill soils. If foundations will bear in residual and/or newly placed
approved fill soils, shallow foundations for buildings should be designed for an allowable
net bearing pressure of up to 2,000 pounds per square foot. We recommend minimum
foundation widths and embedment depths of 24 and 18 inches, respectively, for building
foundations.
6

Project Name: Proposed Dollar General Store
Location: Lexington,Davidson County, North Carolina
Date: September 16,2022
Project No.: 22-623
Based upon the subsurface exploration, we anticipate plastic/elastic soils will be exposed at
foundation bearing elevation. We do not recommend bearing any foundations directly on
elastic/plastic fill soils, especially perimeter foundations which have a greater chance of
being subjected to surface water. Plastic/elastic soils should be undercut to depths of at
least 24 inches from where encountered at the foundation bearing elevation and replaced
with approved fill materials or ABC stone. Plastic/elastic soils are moisture sensitive and
prone to shrink/swell with moisture changes. If fill soils will be placed to reach final
grades, we recommend a 24-inch buffer of non-plastic fill soils between foundation
subgrade and elastic/plastic soils. An alternative to localized undercut and replacement
of the elastic/plastic site soils, if exposed at foundation bearing elevation, would be to
extend the footings to bear a minimum of 36-inches below exterior finished site grades.
Based upon our experience the possibility or shrink/swell behavior of these soils is greatly
reduced with increased foundation embedment depths.
A site-specific settlement analysis has not been performed. However, based upon the
loading provided and the requirement that the foundation subgrade soils bear in the
remedial measures states above (to be verified by CVET or another qualified CMT firm),
we expect total settlements of structures foundations to be less than 1 inch. In general,
differential settlements between building components are expected to be on the order of
1/3 to 1/2 of the total settlements. We expect settlements in the building foundations to
occur relatively soon after the loads are applied. The foundation subgrade should be
thoroughly evaluated using a Dynamic Cone Penetrometer to verify the recommended
bearing capacity.
5.5 Floor / Concrete Slabs
We recommend that grade slabs be supported on approved fill, residual soils or newly
compacted structural fill. As a result of the encountered site conditions we recommend
a modulus of subgrade reaction (ks) of up to 90 pounds per cubic inch (pci) for slabs
supported by properly prepared soil subgrade. This value is representative of a 1-ft
square loaded area and may need to be adjusted depending the size and shape of the
loaded area and the method of structural analysis. The floor slab should be isolated from
building foundations unless the connection is designed to accommodate anticipated
differential settlement between the slab and foundation systems. We consider properly
prepared soil subgrade to consist of approved residuum or approved structural fill soils
within the top two feet of finished grades compacted to 100% of the standard Proctor
method (ASTM D698). Compacted soils should be placed within ±3% of the optimum
moisture content (OMC) as determined by the standard Proctor method.
Correspondence with Teramore Development, LLC (developer) indicated that the project
architect and developer do not require the use of 4 to 6 inches of free draining material
or aggregate base course beneath the concrete slab on grade; therefore CVET has been
requested to provide a modulus of subgrade reaction (ks) for slabs supported directly on

Project Name: Proposed Dollar General Store
Location: Lexington,Davidson County, North Carolina
Date: September 16,2022
Project No.: 22-623
prepared soil subgrade. However, CVET recommends the use of 4 to 6 inches of free-
draining granular material (NCDOT No. 57 stone or recycled concrete) as both aggregate
base course under the slab and capillary break. Prior to placing the granular material,
the subgrade for the entire floor slab area should be proofrolled.
Please note that site preparation and earthwork operations shall be performed in
accordance with our Geotechnical Engineering Report to ensure adequate subgrade soil
conditions for direct slab on grade support. The structural engineer of record should be
provided the report for review.
The use of a vapor retarder should be considered beneath concrete slabs on grade which
will be covered with wood, tile, carpet or other moisture-sensitive or impervious
coverings, per ACI 302 and/or ACI 360. Construction joints, contraction joints, and
isolation joints should be provided in the slab to reduce the impacts of cracking and
shrinkage. See ACI 302 for additional details regarding slab joint design.
5.6 Pavements
Traffic loading conditions for this project have not been provided. Pavement for this
project is assumed to consist of light-duty asphalt parking areas (only personal vehicle
traffic) and heavy-duty asphalt drives (drive lanes). Based on the subsurface conditions
encountered in the test borings, and assuming all pavement areas pass a proofroll as
described in section 5.2 of this report, we recommend thicknesses of 2.0, 0 and 8 inches
for surface course, base course and ABC crushed stone, respectively, for light-duty
pavement. For heavy-duty pavement, we recommend thicknesses of 3.0 and 8.0 inches
for surface course and ABC crushed stone, respectively. We recommend an 8-inch thick
Portland cement concrete slab bearing on 6 inches of ABC crushed stone for the approach
and slab for any trash dumpster on site. If concrete pavements are desired, we
recommend a minimum of 6 inches of concrete overlying 8 inches of ABC crushed stone
base. The concrete should be air-entrained and have a minimum of 4,000 psi after 28
days of laboratory curing per ASTM C-31.
It should be noted that the design recommendations stated may not satisfy North Carolina
Department of Transportation guidelines; therefore, we recommend that any roadways
constructed for public use with maintenance provided by the State be designed in
accordance with State regulatory requirements.
If a proofroll reveals unstable soils, stabilization and/or undercut should be anticipated.
We recommend an undercut of at least 18 inches and replacement with quality non-
plastic fill materials. Plastic/elastic soils are moisture sensitive and prone to shrink/swell
with moisture changes. If fill soils will be placed to reach final grades, we recommend
an 18 inch buffer of non-plastic fill soils between the pavement subgrade and the elastic
soils. Stabilization could consist of the installation of a biaxial geogrid (Mirafi BX1200 or
8

Project Name: Proposed Dollar General Store
Location: Lexington,Davidson County,North Carolina
Date:September 16,2022
Project No.:22-623
approved equivalent), a heavy woven geotextile fabric (Mirafi HP 370 or approved
equivalent) or chemical stabilization depending on the exposed subgrade soil conditions.
Pavements should not bear on plastic/elastic soils.
Careful control of storm water is one of the best ways to ensure adequate long-term
performance of any pavement. The surface of the pavement should be sloped to gutters
and/or catch basins to prevent water from ponding and infiltrating through the pavement
into the sub-base and subgrade.
We recommend compaction testing of the ABC crushed stone base prior to
asphalt/concrete placement, and full-time inspection during asphalt/concrete placement.
5.7 Construction Materials Testing and Special Inspections
Construction materials testing (CMT) and inspections should be performed at regular
intervals throughout the course of the project. CVET is qualified for this work and would
be pleased to provide these services during construction.
6.0 LIMITATIONS
This report has been prepared for the exclusive use of Teramore Development 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 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: Proposed Dollar General Store
Location: Lexington,Davidson County,North Carolina
Date:September 16,2022
Project No.:22-623
APPENDIX A - PROJECT FIGURES

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DRAWN BY PROJECT NO.
CATAWBA VALLEY TERAMORE LEXINGTON GEO
Rp,;.:.' : ENGINEERING & TESTING DIH 22-623
` p.O.B.747 HICKORY• NORTH CAROLINA 28603 BIESECK ER RD, DATE SHEET NO.
TELE:828-578-9972 LEXINGTON, NC 27295
06/06/2022 FIG. 1

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DRAWN BY PROJECT NO.
CATAWBA VALLEY TE R A M O R E L E X I N G TO N CEO
Rp,.;.:.' ENGINEERING & TESTING DIH 22-623
` p.oB.747 HICKORY NORTH 7ARouNA 28603 BIESECKER RD, DATE SHEET NO.
E 828. CALEXINGTON, NC 27295 06/06/2022 FIG. 2

Description Elevation Northing Easting Depth
B01 786.92 765128.21 1628143.05 i 20'
B02 789.03 765126.99 , 1628204.06 20'
B03 793.00 765068.14 1628174.03 20'
B04 795.78 765003.97 1628144.48 20'
B05 798.03 765007.26 1628200.50 20'
B06 789.79 765067.14 1628099.85 i 10'
B07 797.69 764947.60 1628126.65 10'
B08 796.33 764884.92 1628091.03 10'
B09 800.00 764945.99 1628244.03 10'
DRAWN BY PROJECT NO.
CATAWBA VALLEY TE R A M O R E L E X I N G TO N CEO ENGINEERING & TESTING DIH 22-623
%,/'9 P_OB.7L7 HICKORY, NORTH CAROLINA 28603 BIESECKER RD, DATE SHEET NO.
TELE.928_579_9972 LEXINGTON, NC 27295 06/06/2022 FIG. 3

��CATAWBA VALLEY SUBSURFACE DIAGRAM
V ENGINEERING &TESTING PROJECT NUMBER 22623
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972 PROJECT NAME DG Lexington
I CLIENT Teramore Development PROJECT LOCATION Lexington,NC
1 2 3 4 5 6 7 8 9
d
0
z 805 805
3
Co
N
N
N
o B09
O 800 800
o B05 B07t8)
(12)
0 .� iii
W B04 %/, •(11) i (9) B08
W 795 �� t���� 795
iy
o B03 • (14) :(14) (12) (11)
(7)
w (7) �/`12) Ø.(9) B06 (8) (10)1111 790 B02 �� 790
csi
0 B01 �s�i (8) �10) 5) •. (12) (4) ...,.:(7)
w ��5� •(6) I
(z I
:::
I
14) (16) 785
/� (5) /(5)w 12) !` ?(28) ':'::(5)
Z . (7)
0 .1.41 • (7) . . . 780
(4) j(3)
5) ti•(5)
c, 775 • (8) '`' 775
M
D _
N (4) (6)
m (7).' ? "a 50/4
0 7701 (87) 770
ui
Q (12)
(5)
w
H
Q 765 765
Q
0
H
w
U — _
i 1 2 3 4 5 6 7 8 9
N Distance Along Baseline(ft)
0 •1�fir: ����� END OF BORING _ (N VALUE)
W USCS High USCS Silty I-- Fill(made USCS Elastic d
0 PartiallyTopsoil iay '.' Psticity Clay ,OWeathred USCS Silt Rock TIME OF BORING _
U

CATAWBA VALLEY KEY TO SYMBOLS
Nr ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington,NC
LITHOLOGIC SYMBOLS SAMPLER SYMBOLS
(Unified Soil Classification System)
Split Spoon
CH: USCS High Plasticity Clay
CL: USCS Low Plasticity Clay
j I FILL: Fill (made ground)
ffl
MH: USCS Elastic Silt
ML: USCS Silt
FD- � C PWR: Partially Weathered Rock
SM: USCS Silty Sand
• ..�,ti..,' WELL CONSTRUCTION SYMBOLS
TOPSOIL: Topsoil
X
W
W
0
W
CL
0
W
W_
6
W
L.
Lli
of
ABBREVIATIONS
• LL -LIQUID LIMIT(%) TV -TORVANE
w 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
o PP -POCKET PENETROMETER(TSF) Water Level at End of
2 1 Drilling,or as Shown
Water Level After 24
} Hours,or as Shown
W

Project Name: Proposed Dollar General Store
Location: Lexington,Davidson County,North Carolina
Date:September 16,2022
Project No.:22-623
APPENDIX B - BORING LOGS
Iv

REFERENCE NOTES FOR BORING LOGS
I. Drilling Sampling Symbols
SS Split Spoon Sampler ST Shelby Tube Sampler
RC Rock Core, NX, BX, AX PM Pressure meter
DC Dutch Cone Penetrometer RD Rock Bit Drilling
BS Bulk Sample of Cuttings PA Power Auger (no sample)
HSA Hollow Stem Auger WS Wash Sample
REC Rock Sample Recovery % RQD Rock Quality Designation %
II. Correlation of Penetration Resistance to Soil Properties
Standard penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on
a 2 inch OD split spoon sampler, as specified in ASTM D 1586. The blow count is commonly referred
to as the N-value.
A. Non-Cohesive Soils (Silt, Sand, Gravel and Combinations)
Density Adjective Form
Under 4 blows/ft Very Loose
5 to 10 blows/ft Loose
11 to 30 blows/ft Medium Dense
31 to 50 blows/ft Dense
Over 51 blows/ft Very Dense
Particle Size Identification
Boulders 8 inches and larger
Cobbles 3 to 8 inches
Gravel Coarse 1 to 3 inches
Medium 1/2 to 1 inch
Fine 1/4 to 1/2 inch
Sand Coarse 2.00 mm to 1/4 inch
Medium 0.42 to 2.0 mm
Fine 0.074 to 0.42 mm
Silt and Clay 0.0 to 0.074 mm
B. Cohesive Soils (Clay, Silt, and Combinations)
Blows/ft Consistency Unconfined Degree of Plasticity Index
Comp. Strength Plasticity
Q,, (tsf)
Under 2 Very Soft Under 0.25 None to Slight 0-4
3 to 4 Soft 0.25-0.49 Slight 5-7
5 to 8 Medium Stiff 0.50-0.99 Medium 8-22
9 to 15 Stiff 1.00-1.99 High to Very High Over 22
16 to 30 Very Stiff 2.00-3.00
31 to 50 Hard 4.00-8.00
Over 51 Very Hard Over 8.00
III. Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave-in
WS While Sampling ACR After Casing Removal WCI Wet Cave-in
WD While Drilling 0 Est. Groundwater Level W Est. Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.

BORING NUMBER B01
��CATAWBA VALLEY PAGE 1 OF 1
Nr ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 5789972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington,NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 787 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at: 14.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
o_ } wI_
I=X CZ
H — O m � �z� Uw �w ASPTN VALUE A
o a 0 MATERIAL DESCRIPTION J g >0 0,D Q H p 1—
pv � o_ 0 m0> Qz p6
U < 0 UZ d 2U
co
0 20 40 60 80
TOPSOIL:(4 Inches)
`(CH)RESIDUAL:Sandy Fat CLAY, Brown,Red Brown,Gray,
Dry,Stiff
a
Z_ 'PI=34.0%at 1.0-2.5' SS 100 �6
M
�_ J
N /
NX
o / SS 100 6-6-6
2 (12)
o 5 / I
X
W /
X
Q / SS 6-6-8
/ 100
F- 3 (14)
/
M /
N_ 779.0
o • (SM)RESIDUAL:Silty SAND,Brown,Gray,Tan,Black,Moist,
Loose
o XSS 100 2-2-3
4 (5)
Y 10
Z_ _
0
7
XSS 67 1-3-4
5 (7)
0
15
ui
J— —
a
F-
0
0
U
• X
SS 100 3-3-2 �
6 (5)
0 20 . . 767.0
o0 Bottom of borehole at 20.0 feet.

BORING NUMBER B02
��CATAWBA VALLEY PAGE 1 OF 1
Nr ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 5789972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington,NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 789 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at: 15.9
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
o_ } wH
H — O wm � � Uw w ASPTN VALUE A
o a 0 MATERIAL DESCRIPTION J g >0 0,D Q H p 1—
ov � o_ 0� m0> Qz -p
(� QZ W UZ d 2U
co
0 20 40 60 80
•��• (CH)FILL:Sandy Fat CLAY,Brown,Gray,Dry,Medium Stiff
��*•�*
o X SS 78 3-3-4
z 1 (7)
786.0
N (CH)RESIDUAL:Sandy Fat CLAY, Brown,Gray,Dry,Stiff
o /z- 'PI=37.0%at 3.5-5.0' X SS 5-6-8
2 100 (14)
5
xX
W• J
Q / SS 10-12-16
782.0 100
- (� 3 (28)
(SM)RESIDUAL:Silty SAND,Brown,Gray,Black,Dry,Loose
to Very Dense
X
o SS 100 3-3-4
4 (7)
• 10
Z_ _
0
7
N X SS 100 4-4-4
5 (8)
15
0
0
ui
F-
-
a
UJ
w
F-
o0
XU •
Z SS 21-39-48
6 67 (87)
0 20 769.0
o Bottom of borehole at 20.0 feet.

BORING NUMBER B03
��CATAWBA VALLEY PAGE 1 OF 1
Nr ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 5789972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington,NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 793 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at: 19.1
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
0
o_ } wH
Z
H — 2U Lum Lila IL)Dill Uw Dw ASPTNVALUEA
o_ a 0 MATERIAL DESCRIPTION J g >0 0,D Q H p 1—
pv WJ o_n 0 eT30> Qzp
U ZwUZ d -U 2 c
0 20 40 60 80
`''.` \TOPSOIL:(4 Inches) J—L92J_J
- - (MH)RESIDUAL:Sandy Elastic SILT, Red Brown,Brown,
Gray,Dry to Moist,Soft to Stiff X SS 100 3-3-4
A
H 'PI=30.0%at 6-7.5' ( )
z_
M X
N - SS 100 4-4-4
0, 5A
2 (8)
z
0
F-
0- -
w X SS100 5-5-7
_i- - 3 (12)
0 I
0
m- -
ce
a X
0,- - SS 100 2-2-3
10 4 (5)
N
N
a
0
r_ _
0)
W
o N_
Z
Y
a
z
w- X SS100a 1 2 2
Z
5 (4)
0 15
Ui
W
w
d I
v
M- -
0)
O
N
N— —
0)
0)
o XSS 100 1-2-2
w 20 6 (4)
H
a
_i
a
W
H
Q 771.0
o (SM)RESIDUAL:Silty SAND,Tan,Gray,Dry,Medium Dense
H
W
o
XSS 33 7-6-6
o25 768.0 7 (12)
0 Bottom of borehole at 25.0 feet.
ce
0
z
a
co
Ui
W
U

BORING NUMBER B04
��CATAWBA VALLEY PAGE 1 OF 1
Nr ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 5789972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington,NC
DATE STARTED 7/12/22 COMPLETED 7/12/22 GROUND ELEVATION 796 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at: 19.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
o_ } w H
H — O Lum IL)Dill
Uw �w ASPTN VALUE A
o a 0 MATERIAL DESCRIPTION J g >0 0,D Q H p 1—
pv � o_ 0 m0> Qz —p
U < 0 UZ d 2U
0 20 40 60 80
`TOPSOIL:(2 Inches) J—Z95 8
(CL)RESIDUAL:Sandy Lean CLAY, Brown,Red Brown,Dry,
c 100 Stiff SS 4 47 A
z j 'PI=26.0%at 1.0-2.5' ( )
N X SS 100 6-6-6
w 2 (12)
5
z
w SS 78 6-5-5
A
— 3 (10)
- 788.0
< (SM)RESIDUAL:Silty SAND,Brown,Gray,Black,Dry to Moist,
M_ Loose SS 100 2-3-3 1
4 (6)
N
co
W
Y
X
SS 100 2-3-2 j
5 (5)
� 15
•
O)
N— —
XSS 100 2-2-3
w 6 (5)
a
w —
Q— —
U
X771.5SS 100 1 0/45 >>A
(SM)PWR:Silty SAND,Gray,Brown,Tan,Black,Dry / 771.2
Refusal at 24.8 feet.
o Bottom of borehole at 24.8 feet.
z
Q)
F-
uj
w
U

BORING NUMBER B05
��CATAWBA VALLEY PAGE 1 OF 1
Nr ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 5789972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington,NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 798 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at: 18
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
0
} wH
CZ
H — =O wm Lila I(L)Dill Uw -w ♦SPTN VALUE♦
o_ a 0 MATERIAL DESCRIPTION J g >0 0,D Q H p 1—
pv -J o_n 0� m0> Qz p6
co QZ W UZ d 2U
co
0 20 40 60 80
' TOPSOIL:(5 Inches) /�7.6
- (CL)RESIDUAL:Sandy Lean CLAY, Brown,Red Brown,Gray,
Tan,Dry to Moist,Soft to Stiff X SS 5-5-6
100 ( )
z. 'PI=19.0%at3.5-5.0' 1 11
M
N X I
0, 5 2S 100 4�
A}
o
x j SS 5-5-4
X100
- 3 (9)
w
o
0
F
jX223
10 4 (5)
o
Y
co
w
N
ce Z
Y_
•
100
Q
2
0, X SS 2-2-3z
Q 5 5 (5)
0 15
in
ce
w
U
v
M-
ai
O
0,
I-
o XSS 67 1-1-2
w 20 6 (3)
_i
w
Q_ 4 776.0
o (SM)RESIDUAL:Silty SAND,Gray,Tan,Wet,Loose
H
U X 7SS100 2(6)3
o25 `.. 773.0 1 1
03
O Bottom of borehole at 25.0 feet.
ce
0
z
a
Q)
co
Ui
w
0

BORING NUMBER B06
��CATAWBA VALLEY PAGE 1 OF 1
Nr ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 5789972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington,NC
DATE STARTED 7/12/22 COMPLETED 7/12/22 GROUND ELEVATION 790 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at:6.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
o_ } w H
wI=X CZ
H — O m � Uw w ASPTN VALUE A
o a 0 MATERIAL DESCRIPTION J g >0 0,D Q H p 1—
pv - o_� 0� m0> Qz —6
(� QZ W UZ d 2U
co
0.0 20 40 60 80
'•" " TOPSOIL:(5 Inches)
ii'1./ 789.6
(CH)FILL:Sandy Fat CLAY, Gray,Brown,Dry,Stiff
z *PI=26.0%at 1.0-2.5'
o
SS 100 5-6-6
A
1 (12)
z
z 2.5
♦�♦
_ 787.0
(CL)RESIDUAL:Sandy Lean CLAY,Red Brown,Tan,Dry to
Moist,Medium Stiff to Very Stiff
N
(fl
II-
/ SS 6-8-8
2 100 (16)
co-
z 5.0
Q
Z
_
7
-
m SS 100 7-9-12
— 3 (21)
m j
7.5
w
0
/ I SS 2-3-4
4 100 (7)
°m 0 10.0 j 780.0
o0 Bottom of borehole at 10.0 feet.
0

BORING NUMBER B07
��CATAWBA VALLEY PAGE 1 OF 1
Nr ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 5789972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington,NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 798 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at:6.3
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
o_ } wH
H — O wm IL)Dill
Uw �w ASPTN VALUE A
o a 0 MATERIAL DESCRIPTION _12 >0 0.D Q H p 1-
pv � o_ 0� m0> Qz -p
(� QZ W UZ d 2U
co
0.0 20 40 60 80
'•" " TOPSOIL:(2 Inches) 797.8
♦i♦i♦i♦ (CH)FILL:Sandy Fat CLAY,Gray,Red Brown,Dry,Stiff
• ♦i♦i♦i♦ SS 4-5-4
1 100 (9)
o_ ♦♦♦♦
• ♦♦i♦i♦i
O 2.5 ♦�♦�♦�
w ♦♦♦♦
ii♦ii 795.0
(ML)RESIDUAL:Sandy SILT,Brown,Red Brown,Tan,Dry,
Medium Stiff to Stiff
w_ _
N
N- -
a SS 6-6-6
2 100 (12)
w
0
11• 501
SS 100 3-4-4
3 (8)
_ —
0
7.5
0
ui
790.0
0_ (SM)RESIDUAL:Silty SAND,Brown,Light Brown,Tan,Dry,
Very Loose
F-
0
0
SS 100 2-2-2
A
z 4 (4)
0
O 10.0 788.0
o0 Bottom of borehole at 10.0 feet.

BORING NUMBER B08
��CATAWBA VALLEY PAGE 1 OF 1
Nr ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 5789972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington,NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 796 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at:6
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
o_ } wH
Lu I — =O m w� � � Uw �w ASPTN VALUE A
o a 0 MATERIAL DESCRIPTION w g >0 0,=Q H p 1—
pv � o_ 0� m0> Qz -p
(� QZ W UZ d 2U
w
0.0 20 40 60 80
TOPSOIL:(2 Inches) _7952
(ML)RESIDUAL:Sandy SILT, Red Brown,Brown,Tan,Dry,
- - Stiff
0
0
z- -
3
N
SS 100 6-5-6 A
1 (11)
-
0
z 2.5
X
w
J
w
_ _
0
N
N
N- -
SS 100 5-5-5
A
2 (10)
cn_ -
w
0
Y 5.0
0 z- - 1
0
SS 100 4-4-3 A
789.0 3 (7)
—
• (SM)RESIDUAL:Silty SAND,Light Brown,Tan,Dry,Loose
0
7.5
0
ui
J
a
Ui
w
F-
o
0
SS 100 3-3-4 A
z_ 4 (7)
0
0 10.0 . 786.0
o Bottom of borehole at 10.0 feet.

BORING NUMBER B09
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING &TESTING
161 Lenoir-Rhyne Bhrd./PO Box]4]Hickory,NC 28602 828 5l8 9912
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington,NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 800 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at:6.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
0
o_ } w H
H — =O wm wa �z-I Uw -w ASPTN VALUE A
o_ a 0 MATERIAL DESCRIPTION J g >O D Q H p .-
pv �J o_n O� m0> Qz �p
(� QZ W OZ d 20
0.0 20 40 60 80
'''—''...` TOPSOIL:(4 Inches)
799.7
se
(CH)RESIDUAL:Sandy Fat CLAY,Red Brown,Gray,Yellow,
a Tan,Dry,Medium Stiff to Stiff
o
z- *PI=40.0%at1.0-2.5'
M
N
N
o SS 100 5-5-7A
LIJ 1 (12)
o z
o
Iz 2.5
x
W
o
m
ce
F_
M
N
N
N-
o0_ ( SS 100 5-5-3A
- _ 2 (8)
co w
o
z 5.0
Y
K
a
w A 794.5
a (ML)RESIDUAL:Sandy SILT w/Silty Fine Sand,Light Brown,
o Tan,Gray,Moist,Loose
ce_ _ x x
w
0
7
U _ _
M SS 100 3-3-4 A
0 3 (7)
N_ - x x
N
0)
il 7.5 x
0
0
ui
F-
_i- -
a
Ui
w
H
a I0
U /\ S4S 100 2-3-3 1
z_ _ (6)
E
0
0 10.0 790.0
o Bottom of borehole at 10.0 feet.
z
a
H
U
H
w
0

Project Name: Proposed Dollar General Store
Location: Lexington,Davidson County,North Carolina
Date:September 16,2022
Project No.:22-623
APPENDIX C - SOIL LABORATORY RESULTS
vi

Particle Size Distribution Report
U.S.SIEVE OPENING IN INCHES U.S.STANDARD SIEVE NUMBERS HYDROMETER
1'%in. %in. 3/8 in. #140
6 In. 3 In. 2!n.6 in. 3 in. 2 in. 1 in. ''A in. 10 #20 #30 #40 #60 #100 #200
I .
90 1
•
■ ♦
80
■
70
■
w 60
Z_
LL
Z 50
w
U
re
a 40
30
I
20
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
+3„ %Gravel %Sand %Fines
% Coarse Fine Coarse Medium Fine Silt Clay
O 0 0 1 1 9 24 65
O 0 0 0 0 8 27 65
0 0 0 0 6 13 81
_ Source Sample# Depth/Elev. Date Sampled USCS Material Description NM% LL PL
O Test Borings 5987 B1, 1-2.5 07/28/22 CH Red Orange Sandy Fat CLAY 19.2 61 27
O Test Borings 5988 B2,3.5-5 07/28/22 CH Tannish Brown Sandy Fat CLAY 20.3 59 22
A Test Borings 5989 B3,6-7.5 07/28/22 MH Orange Elastic SILT with Sand 34.4 74 44
Client Teramore Developement,LLC Catawba Valley
Project Teramore Lexington NC GEO
Engineering & Testing, P.C.
Project No. 22623 Figure Hickory, North Carolina
Tested By: SPC Checked By: SPC

Particle Size Distribution Report
U.S.SIEVE OPENING IN INCHES U.S.STANDARD SIEVE NUMBERS HYDROMETER
1'%in. %in. 3/8 in. #140
6 in. 3 in. 2 in. 1 in. 'A in. ii#10 #20 #30 #40 #60 #100 #200
1.�-6:100 I I f I I I I -„. I I I I
■`90
•
•\80 •
70 w
•
w 60 ■ •
Z_
LL
~ 50 ■
Z
w
U
II
a 40
30
I
20
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
+3„ %Gravel %Sand %Fines
% Coarse Fine Coarse Medium Fine Silt Clay
O 0 0 0 0 8 34 58
O 0 0 1 1 11 37 50
0 0 0 1 8 30 61
_ Source Sample# Depth/Elev. Date Sampled USCS Material Description NM% LL PL
O Test Borings 5990 B4, 1-2.5 07/28/22 CL Tan Orange Sandy Lean CLAY 15.9 49 23
O Test Borings 5991 B5,3.5-5 07/28/22 CL Tan Sandy Lean CLAY 13.4 38 19
A Test Borings 5992 B6, 1-2.5 07/28/22 CH Tan Sandy Fat CLAY 16.8 50 24
Client Teramore Developement,LLC Catawba Valley
Project Teramore Lexington NC GEO
Engineering & Testing, P.C.
Project No. 22623 Figure Hickory, North Carolina
Tested By: SPC Checked By: SPC

Particle Size Distribution Report
U.S.SIEVE OPENING IN INCHES U.S.STANDARD SIEVE NUMBERS HYDROMETER
1'%in. %in. 3/8 in. #140
6 in. 3 in. 2 in. 1 in. 'A in. • I #20 #30 #40 #60 #100 #200
10o I I I I I I I Y • ■'�
■ I
90 1
■
80 IIP\
•
70
•
w 60 ■
Z_
U-
z 50
w
0
ce
a 40
30
I
20
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
+3„ %Gravel %Sand %Fines
% Coarse Fine Coarse Medium Fine Silt Clay
O 0 0 0 0 12 22 66
O 0 0 0 1 9 30 60
_ Source Sample# Depth/Elev. Date Sampled USCS Material Description NM% LL PL
O Test Borings 5993 B8,3.5-5 07/28/22 ML Light Orange Sandy SILT 21.4 NV NP
O Test Borings 5994 B9, 1-2.5 07/28/22 CH Tan Sandy Fat CLAY 64 24
Client Teramore Developement,LLC Catawba Valley
Project Teramore Lexington NC GEO
Engineering & Testing, P.C.
Project No. 22623 Figure Hickory, North Carolina
Tested By: SPC Checked By: SPC

LIQUID AND PLASTIC LIMITS TEST REPORT
60 ;'
Dashed line indicates the approximate ;
upper limit boundary for natural soils
,
•
50
O
c
0
G�
40
X
w
o / •
Z
,
30 ,' •
U
H
co
a ••
J •
20
o`
Gi'
10
/j/ ✓i/
/C rtii- ML or OL MH or OH
i
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
SOIL DATA _
NATURAL
SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY
SYMBOL SOURCE USCS
NO. CONTENT LIMIT LIMIT INDEX
(%) (%) (%) (%)
• Test Borings 5987 B1,1-2.5 19.2 27 61 34 CH
• Test Borings 5988 B2,3.5-5 20.3 22 59 37 CH
♦ Test Borings 5989 B3,6-7.5 34.4 44 74 30 MH
• Test Borings 5990 B4, 1-2.5 15.9 23 49 26 CL
✓ Test Borings 5991 B5,3.5-5 13.4 19 38 19 CL
Catawba Valley Client: Teramore Developement,LLC
Project: TeramoreLexingtonNCGEO
Engineering & Testing, P.C.
Hickory, North Carolina Project No.: 22623 Figure
Tested By: BV Checked By: SPC

LIQUID AND PLASTIC LIMITS TEST REPORT
60 %
Dashed line indicates the approximate ;
upper limit boundary for natural soils
,
50 AZ"
�O�
G
40
w
0
z
P
30
co
Q
J ,
i ON./
20 O�
Gi'
,
10
// //c il- ML or OL MH or OH
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
SOIL DATA
1 NATURAL
SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS
NO. CONTENT LIMIT LIMIT INDEX
(%) (%) (%) (%)
• Test Borings 5992 B6, 1-2.5 16.8 24 50 26 CH
▪ Test Borings 5993 B8,3.5-5 21.4 NP NV NP ML
A Test Borings 5994 B9, 1-2.5 24 64 40 CH
Catawba Valley Client: Teramore Developement,LLC
Project: TeramoreLexingtonNCGEO
Engineering & Testing, P.C.
Hickory, North Carolina Project No.: 22623 Figure
Tested By: BV Checked By: SPC