SW3230603_Soils/Geotechnical Report_20230815

GEOTECHNICAL ENGINEERING REPORT
Proposed Dollar General Store
180 Crescent Rd & 7890 US 52
Rockwell, Rowan County, North Carolina
CVET Project No. 22-698
March 27, 2023
PREPARED FOR:
Teramore Development
P.O. Box 6460
Thomasville, Georgia 31757
PREPARED BY:
CATAWBA VALLEY
ENGINEERING & TESTING
GEOTECHNICAL • CONSTRUCTION MATERIALS • ENVIRONMENTAL

March 27, 2023
CATAWBA VALLEY Danielle Stewart
ENGINEERING&TESTING Teramore Development
P.O. Box 6460
Thomasville, GA 31757
PO Box 747 [e-mail]
Hickory,NC 28603
1490 S Center St Re: Geotechnical Engineering Report
Hickory,NC 28602 Proposed Dollar General Store
828 578 9972 O 180 Crescent Rd & 7890 US 52
www.cvet.net Rockwell, Rowan County, North Carolina
NC Firm No.C-3833 CVET Project No.: 22-698
SC Firm No.5201
Dear Ms. Stewart:
Catawba Valley Engineering and Testing (CVET) is pleased to submit to you
our Geotechnical Engineering Report for the proposed project, Teramore
Rockwell GEO located at the above referenced address in Rockwell, 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 TESTING, P.C.
`,cN CARP''••
a OQOFEssi •<iy,,,,
SEAL
041419
3/27/2023
James H. Carter David M. LeGrand, Jr., P.E.
Senior Geologist Principal Engineer
NC 041419
Geotechnical Engineering
Environmental Services
CMT/Special Inspections
ii

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
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 5
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 iv
APPENDIX C — LABORATORY TEST RESULTS v
iii

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
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 180 Crescent Rd & 7890
US 52 in Rockwell, 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 180 Crescent Rd & 7890 US 52 in Rockwell, North Carolina. Existing site grades
generally slope down gradient from east to west. Elevations range from approximately
804 to 807 feet above mean sea level (amsl), as reported by county data stored on
NCOneMap. At the time of this report a grading plan had not been provided. Assuming
a balanced site and accuracy of the contours used above, the FFE elevation will be
approximately 806. This FFE will result in maximum cut and fill depths on the order of
approximately 2 and 1 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 BO1 to B09) at the locations indicated on Figure 2 — Boring Location Plan in
Appendix A. The soil test borings were drilled on September 28th, 2022, and extended
to depths ranging from approximately 10 to 20 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
by NCOneMap, therefore, the boring locations and elevations shown on Figure 2 and 3;
plus the boring logs should be considered approximate.
1

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
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. 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 (ASTM
D4318.
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: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
weathered-bedrock. The degree of weathering varies both laterally and vertically. Based
on the 1985 North Carolina Geologic Map, the site is underlain by metavolcanic 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 encompasses concrete, stone, topsoil, fill, and residual. The generalized
subsurface conditions are described below.
Existing, undocumented fill was encountered in every soil test boring except B08 and was
found to depths ranging from approximately 0.0 to 9.0 feet below existing site grades.
The existing fill generally consists of sandy elastic silt. The SPT N-Value within the
cohesive fill soil ranges from 6 to 24 blows per foot (bpf), indicating medium stiff to very
stiff soil consistencies.
Residual soil was encountered in borings B01 to B09 to depths ranging from
approximately 0 to 20 feet below existing site grades. The residual soil generally consists
of sandy elastic silt. The SPT N-Value within the cohesive residual soil ranges from 4 to
15 blows per foot (bpf), indicating soft to stiff soil consistencies. The SPT N-Value within
the cohesionless residual soil was 6 blows per foot (bpf), indicating loose soil
consistencies.
4.3 Partially Weathered Bedrock (PWR) and Bedrock
Partially weathered bedrock (PWR) was not encountered during this soil exploration.
4.4 Groundwater and Seasonal High Water Table (SHWT)
Groundwater was not encountered in test borings B01 through B09. 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.
The cave-in depths in test borings B01 through B09 ranged from 7.5 to 17.8 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.
3

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
The SHWT analysis included review of the data collected from the subsurface exploration
and geotechnical evaluation performed in September 2022 and drilling of an additional
soil test boring in the proposed pond area during February 2023. Our interpretation of
the SHWT is the upper limit of soil saturated with water for periods long enough for
anaerobic conditions to affect soil color. Such periods result in iron (Fe) reduction within
soils causing mottling or soil leaching to occur, typically resulting in a grayish color.
Based upon our soil borings drilled to date, possible mottling was observed at
approximately 10.0 feet below existing site grades with elevated soil moisture content
observed in soil samples collected from approximately 10.0 to 20.0 feet below existing
site grades in test boring SHWT01 only.
Based on the information available, we conclude that the SHWT at the proposed retention
pond area is approximately 10.0 feet below existing site. The testing results presented
in this report are based on the specific boring location (see Figures 1 and 2) within the
proposed retention pond area (test boring SHWT01) and do not reflect variations in
subsurface conditions that may exist across the subject site.
5.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
The following recommendations are provided for the construction of the proposed Dollar
General Store located at 180 Crescent Rd & 7890 US 52 in Rockwell, 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.
4

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
Any unstable areas shall be undercut and replaced with approved structural fill soil, as
directed by CVET. 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.
5.2 Earthwork
At the time of this report, CVET was not provided a proposed FFE for the facility. Based
upon the existing site grades, we anticipate that the FFE will be approximately 806 feet
above the referenced datum. As such, we anticipate cut and fill depths to be less than 2
feet.
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.
We anticipate the existing site soils will be suitable for use as structural fill. Organic laden
soils shall not be utilized as structural fill. Soils having a plastic index of 20% or greater
(MH, CH, and some ML and CL) should not be utilized within 5 feet of bearing elevation
if utilized as structural fill.
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
5

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
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
As a result of the subsurface conditions revealing the depth and variability of the existing
fill soils present, we have generated two options for facilitating foundation construction
for the proposed development. The options are presented below with their associated
risks.
Lowest Risk — Undercut and Replacement
The lowest risk option would be to completely undercut and replace the existing fill soils.
If this option is elected we anticipate the undercut depth will extend approximately 8.0
feet below existing site grades. The undercut depth should also extend a minimum of 10
feet beyond the perimeter of the building envelope. During undercut excavations the
existing fill soils should be evaluated for suitability to use as structural fill soils. If this
option is elected, shallow foundations for buildings should be designed with an allowable
net bearing pressure of up to 3,000 pounds per square foot. We recommend minimum
foundation widths and embedment depths of 16 and 18 inches, respectively.
A site-specific settlement analysis has not been performed. However, based upon the
expected loading and the requirement that the foundations bear on approved existing
fill/plow zone soil, competent residuum, or structural fill soils (to be verified by CVET or
another qualified CMT firm), we expect total settlements of structure foundations to not
exceed acceptable industry standard tolerances. 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 building foundations to occur relatively soon after
the loads are applied. If building foundations are not supported on approved structural
fill or residual soils, an accurate prediction of settlement cannot be performed.
Moderate Risk — Partial Undercut and Replacement
If complete undercut and replacement proves to expensive, the moderate risk option
associated with the encountered subsurface conditions would be to support the proposed
facility on shallow foundations bearing in newly compacted structural fill soils. This option
will minimize post construction settlement related to the deep existing fill soils; however
6

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
this option does not completely eliminate the potential for long term settlement in excess
of the typical industry standards.
If this option is elected we recommend an undercut depth of 5 feet below proposed
bottom of footing elevation. The undercut depth should also extend a minimum of 10
feet beyond the perimeter of the building envelope. During undercut excavations the
existing fill soils should be evaluated for suitability to use as structural fill soils. At the
base of the undercut excavation we recommend the installation of a heavy woven
geotextile fabric (Mirafi HP370 or approved equivalent). This fabric shall also extend up
the side walls of the undercut excavation. If this option is elected, shallow foundations
for buildings should be designed with an allowable net bearing pressure of up to 2,000
pounds per square foot. We recommend minimum foundation widths and embedment
depths of 16 and 18 inches, respectively.
Higher Risk — No Undercut of Site Soils
The highest risk associated with the encountered subsurface conditions would be to
support the proposed facility on shallow foundations bearing in approved existing fill soils.
This option will facilitate construction at the subject site, although mitigating risks
associated with existing fill materials is not addressed.
If this option is elected, we recommend the building be constructed of a monolithic
system bearing on approved existing fill soils, designed for an allowable net bearing
pressure of up to 1,500 psf. If this option is elected we recommend that the foundations
be significantly oversized to decrease the contact pressure. Additional reinforcing steel
may also be incorporated into the monolithic system bearing on existing fill soil to make
the foundations more tolerant to settlement. Underground utilities should be designed
with flexible connections to accommodate for the anticipated settlement of the
undocumented soils.
As previously discussed, we do not have the ability to accurately predict settlements of
structures bearing on the existing undocumented fill soils. Settlements of foundations are
expected to be primarily the result of elastic compression of the bearing soils, which
should occur relatively soon after the loads are applied, although the long term risks
associated with consolidation settlement is still present and must be accepted by the
owner/developer. CVET does not recommend supporting the structures on the
undocumented fill.
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

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
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
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
8

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
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
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
9

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
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.
io

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
APPENDIX A - PROJECT FIGURES
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��CATAWBA VALLEY KEY TO SYMBOLS
\ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 5789972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
LITHOLOGIC SYMBOLS SAMPLER SYMBOLS
(Unified Soil Classification System)
vq..'C: Split Spoon
a'< CONCRETE: Concrete
I FILL: Fill (made ground)
Iffi
MH: USCS Elastic Silt
SM: USCS Silty Sand
STONE: Stone
TOPSOIL: Topsoil
WELL CONSTRUCTION SYMBOLS
0
z
0,
m
N
N
J
J
W
L
0
0
0
0
03
m
N
N
N
N
O
N
0
0
w
O
a-
a
w
m
M
N
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
LU NP -NON PLASTIC Water Level at Time
-200 -PERCENT PASSING NO. 200 SIEVE - Drilling, or as Shown
• PP -POCKET PENETROMETER(TSF) Water Level at End of
O 1 Drilling, or as Shown
o w Water Level After 24
} Hours, or as Shown
w

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
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
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 805 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: 17.8
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
} wH
= Hw CC^ Uijjx nW
~ 0 MATERIAL DESCRIPTION J CO >O O n Q I-o H A SPT N VALUE A
p �J an O� m0> Qz Oa
Qz w Uz a 2U
cf) O
0 20 40 60 80
\ CONCRETE:(3 Inches) ,'--804 8,
%i (MH)FILL:Sandy Elastic SILT, Red Brown,Orange Brown,
Dry,Stiff to Very Stiff"PI=35.0%at 3.5-5.0'
XSS 78 5-5-5
1 (10)
XSS 100 5-6-10
2 (16)
5-
X
o �..
SS 100 7-10-14
- 3 (24)
797.0
(MH)RESIDUAL:Sandy Elastic SILT,Brown,Gray, Moist,
Soft to Medium Stiff"PI =28.0%at 8.5-10.0'
SS 100 3-4-4
0 4 (8)
co
apm 10
N
N
O
- -
0)
H
U
w
O- -
0
d
Li;
N
M
M
XSS 100 2-2-3 •
5 (5)
15
0
0
w
F-
0
a
2
w
Q
xc
0
H
w- -
U
0
Z SS 1-2-2
X6 67 (4)
0 20 785.0
a Bottom of borehole at 20.0 feet.

BORING NUMBER B02
��CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 807 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: 17.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
} wH
= Hw CC^ Uijjx nW
a_ O MATERIAL DESCRIPTION J CO >O O n Q H o H SPT N VALUE
p �J a m
n O� 0> Qz Oa
Qz w Uz a 2U
cf) O
0 20 40 60 80
STONE:(6 Inches) 806.5
(MH)FILL:Sandy Elastic SILT, Red Brown,Yellow Brown,
Dry,Medium Stiff*PI=44.0%at 1.0-2.5'
XSS 100 3-4-4
1 (8)
• • 804.0
(MH)RESIDUAL:Sandy Elastic SILT,Red Brown, Brown,
Tan, Black, Moist, Medium Stiff to Stiff*PI =14.0%at 6-7.5'
2 0
SS
100 4-4-6
( )
5
0
0
-
SS 4-4-6
3 100 (10) A
N
- SS 100 335 A
0 4 (8)
co
apm 10
N
N
O
_
0)
H
U
W
O- -
0
d
Li;
N
M
M
XSS 100 3-4-4
A
5 (8)
15
0
0
w
F-
0
a
2
w
Q
F-
0
H
w- -
U
O
Z- - X 0 SS 100 253
( )
0 20 787.0
a Bottom of borehole at 20.0 feet.

BORING NUMBER B03
��CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 806 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: 17
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
} wH
= Hw CC^ Uijjx nW
~ O MATERIAL DESCRIPTION J CO >O O n Q I-o H A SPT N VALUE A
p �J an O� m0> Qz Oa
Qz w Uz a 2U
O
0 20 40 60 80
STONE:(4 Inches) / 805.7
♦��♦
(MH)FILL:Sandy Elastic SILT, Red Brown,Brown, Dry,
Medium Stiff
XSS 3-3-4
1 100 (7)
803.0
(MH)RESIDUAL:Sandy Elastic SILT,Red Brown, Brown,
Tan, Black, Dry to Moist, Soft to Medium Stiff
X- - SS 100 3-4-4
2 (8)
5
0
X
0
SS 3-3-5
- - 3 100 (8)
N
U
SS 100 3-4-4
0 4 (8)
co
apm 10
N
N
O
N- -
0)
H
U
W
O- -
0
d
Li;
N
M
M
XSS 100 2-2-2
5 (4)
15
0
0
w
0
a
2
w
¢_
xc
0
H
w- -
U
0
Z- - X 0 SS 100 363
( )
0 20 786.0
Bottom of borehole at 20.0 feet.

BORING NUMBER B04
��CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 805 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: 17.3
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
} wH
= Hw CC^ Ux nW
~ EL O MATERIAL DESCRIPTION J CO >O O n Q I-o H A SPT N VALUE A
p �J an O� m0> Qz Oa
Qz w Uz a 2U
cf) O
0 20 40 60 80
• \ TOPSOIL: (1 Inches) /-804 9 I
(MH)FILL:Sandy Elastic SILT, Red Brown,Dry,Stiff to Very
Stiff*PI=35.0%at 3.5-5.0'
i♦i♦i♦i XSS 100 4-6-5
1 (11)X 4
SS 100 4-6-7
i♦i♦i♦i 2 (13)
5X
o i♦i♦i♦i
�' ♦i♦i♦i♦ SS 5-9-11
♦i♦i♦i♦ 3 100
- ♦♦�♦�♦� (20)
•
797.0•
(MH)RESIDUAL:Sandy Elastic SILT,Brown,Orange
Brown,Tan,Black, Moist, Medium Stiff*PI =23.0%at
- - 8.5-10.0' X SS 100 3-3-4
0 4 (7)
co
apm 10
N
N
O
- -
0)
H
U
w
O- -
0
d
Li;
N
M
7
M
N SS 100 223 •
5 (5)
15
0
0
w
0
a
2
w
F-
0
H
w- -
U
0
Z- - X 0 SS 100 2-3-3 A
(6)
0 20 785.0
a Bottom of borehole at 20.0 feet.

BORING NUMBER B05
<4/CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 807 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: 17.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
} wH
= Hw CC^ Ux nW
~ O MATERIAL DESCRIPTION J CO >O O n Q H o H SPT N VALUE
p �J a� O� m0> Qz O�
C7 QZ W Uz d 20
cf) O
0 20 40 60 80
STONE:(4 Inches) , 806.7
♦��♦
(MH)FILL:Sandy Elastic SILT, Dark Red Brown, Dry,
Medium Stiff*PI =36.0%at 1.0-2.5'
XSS 3-4-4
1 100 (8)
804.0_
(MH)RESIDUAL:Sandy Elastic SILT,Red Brown,Orange
Brown, Brown,Yellow, Red,Tan,Black, Dry to Moist,
Medium Stiff to Stiff*PI=20.0%at 8.5-10.0' X
2S 100 6-7-8
(15)
5
o_
0
z
SS 4-6-9
- - 3 100 (15)
N
_ _
U
O
SS 100 2-3-3
0 4 (6)
co
apm 10
N
N
O
N- -
0)
H
U
W
O- -
0
d
Li;
N
M
M
XSS 100 2-2-4
A
5 (6)
15
0
0
w
_ _ •
0
a
2
w
F-
0
H
w- -
U
0
Z- - X SS 0 6 100 2- -3
(5)
0 20 787.0
a Bottom of borehole at 20.0 feet.
U

BORING NUMBER B06
��CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 804 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:8
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
a o } wI_
0= Hw Q �F— Ux nW
H a 0 MATERIAL DESCRIPTION J CO >121 C7 O n Q H o H SPT N VALUE
p gJ an O� m0> wz Oa
0 Qz w Uz a 2U
0.0 20 40 60 80
•��+ (MH)FILL:Sandy Elastic SILT, Dark Brown, Dark Red
Brown, Dry, Stiff to Very Stiff
-
SS 67 4-5-5
1 (10)
2.5
▪ ...
o
z- •�•�•�
oco
co- ,
N
J .�♦�.�
W-
SS 4-7-9
o �i�i�i 2 100 (16) 4\
o
6 ♦�♦
apm 5.0
N �♦�•�♦
N ...
N-
o
0
d
111 ♦�♦�♦�
M ������ SS 8-10-14
a ������ 3 100 (24)
co
N- ♦..
- 7.5 ,
o
a- • 796.0
a (MH)RESIDUAL:Sandy Elastic SILT,Orange Brown,Tan,
W Moist, Medium Stiff
a- -
0
H
o> SS 100 2-4-4
O 4 (8)
z- -
E
0
0 10.0 794.0
a Bottom of borehole at 10.0 feet.
0
z
a
H
co
H
w
0

BORING NUMBER B07
��CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 804 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:7.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
} wH
= Hw CC^ Uijjx nW
a_ 0 MATERIAL DESCRIPTION J CO >C7 O n Q H o H SPT N VALUE
p �J a m
n O� 0> Qz Oa
Qz w Uz a 2U
cf) O
0.0 20 40 60 80
•��+ (MH)FILL:Sandy Elastic SILT, Brown, Dark Red Brown,
Dry,Stiff to Very Stiff"PI=34.0%at 1.0-2.5'
SS 100 5-5-7
A
1 (12)
2.5
z
-
N
W-
SS 100 6-6-9
2 (15)
o
6 ♦�♦
apm 5.0
-
_
d
SS 7-9-14
3 100 (23)
7.5 •%%i
• 796.0
(MH)RESIDUAL:Sandy Elastic SILT,Red Brown,Yellow,
W Moist, Medium Stiff"PI = 19.0%at 8.5-10.0'
F-• -
0
F _
O SS 100 3-3-3
O 4 (6)
z- -
E
0
0 10.0 794.0
a Bottom of borehole at 10.0 feet.

BORING NUMBER B08
��CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 806 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:8
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
a >- wH
= Hw Q UX nW
~ EL O MATERIAL DESCRIPTION J 2 >O O 121 n Q H o I- SPT N VALUE
p �J a m
n O� 0> Qz Oa
Qz w Uz a 2U
cf) O
0.0 20 40 60 80
(MH)RESIDUAL:Sandy Elastic SILT,Red Brown,Orange
Brown, Brown,Tan,Dry to Moist, Medium Stiff*PI =26.0%
- - at 3.5-5.0'
SS 100 4-4-4 A
1 (8)
2.5
0
0
z
0
0)
m
N
_ _
SS 100 4-4-4 A
o 2 (8)
0
co
u?m
1i5.0i
SS 100 3-3-4 A
3 (7)
-
7.5
0
0
w
0
a
2
w
Q
0
H -
c>> SS 100 2-3-3 A
O 4 (6)
z- -
0
0
0 10.0 796.0
Bottom of borehole at 10.0 feet.

BORING NUMBER B09
<//CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 804 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:8
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
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iii (MH)FILL:Sandy Elastic SILT,Organics at 8.5-9.0', Red
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Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
APPENDIX C - LABORATORY TEST RESULTS
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LIQUID AND PLASTIC LIMITS TEST REPORT
60 I
Dashed line indicates the approximate
upper limit boundary for natural soils '
,
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/Mir MLorOL MHorOH
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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 6380 B1,3.5-5 31.0 39 74 35 MH
• Test Borings 6381 B1,8.5-10 39.2 40 68 28 MH
♦ Test Borings 6382 B2, 1-2.5 31.2 40 84 44 MH
• Test Borings 6383 B2,6-7.5 36.3 41 55 14 MH
♦ Test Borings 6384 B4,3.5-5 34.1 48 83 35 MH
Catawba Valley Client: Teramore Development,LLC
Project: TeramoreR°ckwellGEo
Engineering & Testing, P.C.
Hickory, North Carolina Project No.: 22698 Figure
Tested By: BV Checked By: SPC

LIQUID AND PLASTIC LIMITS TEST REPORT
60 I
Dashed line indicates the approximate
upper limit boundary for natural soils '
,
50
O
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40
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10 ,
/Mir MLorOL MHorOH
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 6385 B4,8.5-10 43.8 45 68 23 MH
• Test Borings 6386 B5, 1-2.5 29.5 42 78 36 MH
♦ Test Borings 6387 B5,8.5-10 38.6 40 60 20 MH
• Test Borings 6388 B7, 1-2.5 30.1 43 77 34 MH
♦ Test Borings 6389 B7,8.5-10 43.2 50 69 19 MH
Catawba Valley Client: Teramore Development,LLC
Project: TeramoreR°ckwellGEo
Engineering & Testing, P.C.
Hickory, North Carolina Project No.: 22698 Figure
Tested By: BV Checked By: SPC

LIQUID AND PLASTIC LIMITS TEST REPORT
120
100
Dashed line indicates the approximate
80 upper limit boundary for natural soils
X
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60
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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 6390 B8,3.5-5 32.9 40 66 26 MH
• Test Borings 6391 B9, 1-2.5 37.8 46 70 24 MH
• Test Borings 6392 B9,6-7.5 45.6 47 73 26 MH
Catawba Valley Client: Teramore Development,LLC
Project: TeramoreR°ckwellGEo
Engineering & Testing, P.C.
Hickory, North Carolina Project No.: 22698 Figure
Tested By: BV Checked By: SPC