HomeMy WebLinkAboutSW3221007_Soils/Geotechnical Report_20221020 (2)GEOTECHNICAL ENGINEERING REPORT
Proposed Dollar General Store
Parcel ID 465A043 and 465A044
Mooresville Road
Salisbury, Rowan County, North Carolina
CVET Project No. 22-552
June 17, 2022
PREPARED FOR:
Teramore Development, LLC
P.O. Box 6460
Thomasville, Georgia 31758
PREPARED BY:
CATAWBA VALLEY ENGINEERING AND TESTING, P.C.
HICKORY, NORTH CAROLINA
GEOTECHNICAL • CONSTRUCTION MATERIALS • ENVIRONMENTAL
CATAWBA VALLEY
ENGINEERING & TESTING
PO Box 747
Hickory, NC 28603
161 Lenoir Rhyne Blvd. SE
Hickory, NC 28602
828 578 9972 0
www.cvet.net
NC Firm No. C-3833
SC Firm No. 5201
Geotechnical Engineering
Environmental Services
CMT/Specia I Inspections
June 17, 2022
Ms. Danielle Stewart
Teramore Development, LLC
P.O. Box 6460
Thomasville, Georgia 31758
d stewa rt@ to ra m o re . net
Re: Geotechnical Engineering Report
Proposed Dollar General Store
Parcel ID 465AO43 and 465AO44
Mooresville Road
Salisbury, Rowan County, North Carolina
CVET Project No.: 22-552
Dear Ms. 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 above referenced address in Salisbury, 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, please do not hesitate to contact us.
Sincerely,
CATAWBA VALLEY ENGINEERING AND TESTING, P.C.
James H. Carter
Senior Geologist
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6/17/2022
David M. LeGrand, Jr., P.E.
Principal Engineer
NC 041419
Project Name: Proposed Dollar General Store
Location: Salisbury, Rowan County, North Carolina
Date: June 17, 2022
Project No. 22-552
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 Bedrock........................................................................................................3
4.4 Groundwater................................................................................................3
5.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION..................................4
5.1 Site Preparation............................................................................................4
5.2 Earthwork....................................................................................................4
5.3 Groundwater Control.....................................................................................5
5.4 Foundations.................................................................................................6
5.5 Floor 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
Project Name: Proposed Dollar General Store
Location: Salisbury, Rowan County, North Carolina
Date: June 17, 2022
Project No. 22-552
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 the
proposed Dollar General Store located along Mooresville Road in Salisbury, North
Carolina.
CVET's scope of work included the following:
• Drilling of nine (9) soil test borings at the site;
• Collection of representative samples of soil from the soil test borings;
• Classification of collected soil samples;
• Preparation of boring logs, boring location plan, and general subsurface profile;
• Evaluation of the encountered subsurface conditions at the site; and
• Preparation of this geotechnical report.
2.0 PROJECT INFORMATION
This project consists of the evaluation of subsurface conditions for the proposed
construction of a new 10,640 square foot building, asphalt paved parking and driveway
areas, and associated infrastructure. Based upon our experience with similar retail stores,
we anticipate that the structure will consist of a turn -down concrete slab on grade floor
system with masonry veneer; maximum loads of 50 kips for columns and 3 klf for walls
are anticipated. Based on information provided by Teramore and the Rowan County GIS
website, the subject property consists of two parcels of land totaling approximately 2.24
acres. The subject property is cleared and has been used for agricultural purposes. The
parcels are relatively flat with a gentle slope from northeast to southwest. Based on the
Rowan County GIS website, the site has an elevation change of approximately 7 feet. A
finished floor elevation (FFE) was not provided at the time of this report, however, cut
and fill requirements to achieve building subgrade are anticipated to not exceed 3 to 4
feet.
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 B-1 through B-9) at the locations indicated on Figure 2 — Boring Location Plan
I
Project Name: Proposed Dollar General Store
Location: Salisbury, Rowan County, North Carolina
Date: June 17, 2022
Project No. 22-552
in Appendix A. The borings were drilled on June 13, 2022 and extended to depths ranging
from 10.0 to 20.0 feet below existing site grades. The boring locations were selected by
and located in the field by CVET using existing site features as a reference. Ground
elevations at the boring locations were estimated from the NC One Map website.
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 7822DT atv-mounted drill rig using continuous -
flight hollow stem augers (HSA). Soil samples were obtained by means of the split -barrel
sampling procedures 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, LLC.
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.
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
Ilk 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
2
Project Name: Proposed Dollar General Store
Location: Salisbury, Rowan County, North Carolina
Date: June 17, 2022
Project No. 22-552
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 -
weathered -bedrock. The degree of weathering varies both laterally and vertically. Based
on the 1985 North Carolina Geologic Map, the site is underlain by granite and meta -
volcanic 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 subject site is underlain by
disturbed/plow-zone and residual soils. The generalized subsurface conditions are
described below.
Disturbed/plow-zone soil was encountered in all soil test borings to depths ranging from
approximately 3.0 to 5.5 feet below existing site grades. The fill soil consists mainly of
dry, sandy elastic silt (MH) and sandy silt (ML). SPT N-values within the disturbed/plow-
zone soil ranges from 6 to 11 blows per foot (bpf), indicating medium stiff to stiff cohesive
soil consistencies.
Residual soil was observed beneath the fill soils in all test borings and consisted primarily
of dry to wet, sandy silt (ML) and sandy elastic silt (MH). SPT N-values from the residual
soils range from 2 to 10 bpf indicating very soft to stiff cohesive soil consistencies.
4.3 Bedrock
Partially weathered rock (PWR) was not encountered during this exploration.
4.4 Groundwater
Groundwater was not encountered during this exploration. Note that groundwater was
observed in the split -spoon from test boring B-1 at 18.5 feet below existing site grades.
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 borehole cave-in depths ranged from 2.5 to 12.0 feet below existing site. 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: Salisbury, Rowan County, North Carolina
Date: June 17, 2022
Project No. 22-552
5.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
The following recommendations are provided for the construction of the proposed Dollar
General Store located along Mooresville Road in Salisbury, 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
Regardless of how the existing plastic/elastic soils are addressed, site preparation should
consist of removing the existing topsoil layer, removal and/or relocation of any affected
utilities, as applicable, and removing all other soft or unsuitable material from the
proposed building envelope and associated pavement areas. Site preparation operations
should extend a minimum of 10 feet beyond the planned limits of the facilities and a
minimum of 5 feet beyond the planned limits of the pavement areas.
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.
As a result of the existing plastic/elastic soils, we anticipate areas of instability will be
revealed during initial proofrolling operations within the building envelope. The risks
associated with the encountered conditions within the building envelope are discussed in
Section 5.5 Foundations. Furthermore, areas of instability may also be revealed during
proofrolling observations within pavement areas, depending on in -situ moisture content
of the apparent fill soils. We conclude that the risks associated with the encountered
soils in the pavement areas can also be addressed by localized undercut and replacement
and/or the installation of a heavy geosynthetic fabric or grid, depending on the depth of
structural fill required to achieve proposed finished grades.
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 820 feet
above the referenced datum. Based upon the assumed FFE, we anticipate cut and fill
depths to be less than 3 to 4 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,
51
Project Name: Proposed Dollar General Store
Location: Salisbury, Rowan County, North Carolina
Date: June 17, 2022
Project No. 22-552
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 not
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 wet soil conditions, 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
Project Name: Proposed Dollar General Store
Location: Salisbury, Rowan County, North Carolina
Date: June 17, 2022
Project No. 22-552
5.4 Foundations
As a result 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.
Lower Risk — Undercut and Replacement
The lower 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 alleviates the concerns associated with construction of the
facility on shallow existing plastic/elastic site soils.
If this option is elected, we recommend an undercut extending a minimum of 5.0 feet
below bottom of footing elevations. The undercut should also extend a minimum of 10
feet beyond the perimeter of the building envelope. The undercut should be replaced
with approved fill soils. 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.
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.
Hiaher 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.
0
Project Name: Proposed Dollar General Store
Location: Salisbury, Rowan County, North Carolina
Date: June 17, 2022
Project No. 22-552
We do not have the ability to accurately predict settlements of structures bearing on the
existing plowzone and plastic/elastic site 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 existing plastic/elastic soil.
Foundation subgrade should be thoroughly evaluated using a Dynamic Cone
Penetrometer to verify the recommended bearing capacity.
5.5 Floor 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 t3% 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.
Plastic/elastic soils are moisture sensitive and prone to shrink/swell with moisture
changes. If plastic/elastic soil is exposed at the floor slab elevation, we recommend an
undercut of at least 18 inches of the elastic/plastic soil, and replacement with quality non -
plastic fill materials. If fill soils are placed to reach final grades, we recommend an 18-
7
Project Name: Proposed Dollar General Store
Location: Salisbury, Rowan County, North Carolina
Date: June 17, 2022
Project No. 22-552
inch buffer of non -plastic fill soils between the bottom of foundations and the
elastic/plastic soils. Stabilization can also include the installation of a biaxial geogrid
(Mirafi BX1200 or approved equivalent) or a heavy woven geotextile fabric (Mirafi HP 370
or approved equivalent) depending on the exposed subgrade soil conditions. If conditions
revealed during slab on grade 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.
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 6.1 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
approved equivalent), a heavy woven geotextile fabric (Mirafi HP 370 or approved
0
Project Name: Proposed Dollar General Store
Location: Salisbury, Rowan County, North Carolina
Date: June 17, 2022
Project No. 22-552
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 inspection 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, LLC, 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.
0
Project Name: Proposed Dollar General Store
Location: Salisbury, Rowan County, North Carolina
Date: June 17, 2022
Project No. 22-552
APPENDIX A - PROJECT FIGURES
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CATAWBA VALLEY KEY TO SYMBOLS
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME Teramore Mooresville Road GEO
PROJECT NUMBER 22-552 PROJECT LOCATION Salisbury, NC
LITHOLOGIC SYMBOLS
SAMPLER SYMBOLS
(Unified Soil Classification System)
Split Spoon
FILL: Fill (made ground)
EM
ffn MH: USCS Elastic Silt
IN ML: USCS Silt
WELL CONSTRUCTION SYMBOLS
ABBREVIATIONS
LL - LIQUID LIMIT (%) TV -TORVANE
PI - PLASTIC INDEX (%) PID - PHOTOIONIZATION DETECTOR
W - MOISTURE CONTENT (%) UC -UNCONFINED COMPRESSION
DID - DRY DENSITY (PCF) ppm - PARTS PER MILLION
NP - NON PLASTIC Water Level at Time
-200 - PERCENT PASSING NO. 200 SIEVE Drilling, or as Shown
PP - POCKET PENETROMETER (TSF) Water Level at End of
1
Drilling, or as Shown
Water Level After 24
- Hours, or as Shown
Project Name: Proposed Dollar General Store
Location: Salisbury, Rowan County, North Carolina
Date: June 17, 2022
Project No. 22-552
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.
L. 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'/z inch
Sand
Coarse
2.00 mm to inch
Medium
0.42 to 2.0 mm
Fine
0.074 to 0.42 mm
Silt and Clay
0.0 to 0.074 mm
Cohesive Soils (Clay, Silt, and Combinations
Blows/ft
Consistency
Unconfined
Comp. Strength
Q (tso
Degree of
Plasticity
Plasticity Index
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
"�*'/ 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.
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BORING NUMBER B01
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME Teramore Mooresville Road GEO
PROJECT NUMBER 22-552 PROJECT LOCATION Salisbury, NC
DATE STARTED 6/13/22 COMPLETED 6/13/22 GROUND ELEVATION 819 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 1 HAMMER EFFICIENCY 91 % TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 12
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
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MATERIAL DESCRIPTION
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SPT N VALUE A
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20 40 60 80
(MH) FILL/PLOW ZONE: Sandy Elastic SILT, Fine Roots, Red
Brown, Dry, Medium Stiff
SS
100
3-3-3
1
(6)
....... :....... :....... :....... :.......
816.0
----------------------------
....... :....... :....... :....... :.......
(ML) RESIDUAL: Sandy SILT, Brown, Orange Brown, Black,
Tan, Moist to Wet, Very Soft to Medium Stiff
SS
100
3-3-4
....... :....... :....... :....... :.......
2
(7)
5
SS
100
2-2-3
3
(5)
>......:.......>......;.......
...................................
SS
100
2-2-2
4
(4)
10
;......:.......;......;.......
SS
28
1-1-1
5
(2)
15
100
6
(2)
20
799.0
Bottom of borehole at 20.0 feet.
BORING NUMBER B02
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME Teramore Mooresville Road GEO
PROJECT NUMBER 22-552 PROJECT LOCATION Salisbury, NC
DATE STARTED 6/13/22 COMPLETED 6/13/22 GROUND ELEVATION 820 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 1 HAMMER EFFICIENCY 91 % TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 10.8
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
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MATERIAL DESCRIPTION
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20 40 60 80
(ML) FILL/PLOW ZONE: Sandy SILT, Trace Fine Mica, Red
Brown, Medium Stiff
SS
100
3-3-5
1
(8)
...... :....... :....... :....... :.......
817.0
----------------------------
...... :....... :....... :....... :.......
(MH) RESIDUAL: Sandy Elastic SILT, Brown, Orange Brown,
Tan, Black, Dry to Wet, Soft to Stiff
SS
100
4-4-5
....... :....... :....... :....... :.......
2
(9)
5
SS
100
3-3-5
3
(8)
...... >......:.......>......;.......
..................................
SS
100
1-2-3
4
(5)
10
;......:.......;......;.......
SS
100
0-1-2
5
(3)
15
............................
SS
56
2-3-3
6
(6)
20
800.0
Bottom of borehole at 20.0 feet.
BORING NUMBER B03
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME Teramore Mooresville Road GEO
PROJECT NUMBER 22-552 PROJECT LOCATION Salisbury, NC
DATE STARTED 6/13/22 COMPLETED 6/13/22 GROUND ELEVATION 818 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 1 HAMMER EFFICIENCY 91 % TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 11
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
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MATERIAL DESCRIPTION
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Of
0
20 40 60 80
(MH) FILL/PLOW ZONE: Sandy Elastic SILT, Fine Roots, Red
Brown, Dry, Medium Stiff
SS
100
3-4-4
1
(8)
...... :....... :....... :....... :.......
815.0
----------------------------
...... :....... :....... :....... :.......
(ML) RESIDUAL: Sandy SILT, Brown, Orange Brown, Black,
Tan, Dry to Wet, Very Soft to Medium Stiff
SS
100
4-3-4
....... :....... :....... :....... :.......
2
(7)
5
SS
100
4-3-3
3
(6)
...... >......:.......>......;.......
..................................
SS
100
1-2-3
4
(5)
10
;......:.......;......;.......
SS
17
1-1-1
5
(2)
15
:.......:.......:.......:.......
SS
56
2-1-3
6
(4)
20
798.0
Bottom of borehole at 20.0 feet.
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BORING NUMBER B04
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME Teramore Mooresville Road GEO
PROJECT NUMBER 22-552 PROJECT LOCATION Salisbury, NC
DATE STARTED 6/13/22 COMPLETED 6/13/22 GROUND ELEVATION 817 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 1 HAMMER EFFICIENCY 91 % TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 8.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
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MATERIAL DESCRIPTION
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0
20 40 60 80
(ML) FILL/PLOW ZONE: Sandy SILT, Red Brown, Dry, Stiff
SS
100
4-5-5
( )
... ... :....... :....... :....... :.......
... ... :....... :....... :....... :.......
SZ
100
456
()
5
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 811.5
(MH) RESIDUAL: Sandy Elastic SILT, Brown, Black, Tan, Moist
to Wet, Soft to Medium Stiff
SS
100
3-3-4
3
(7)
.......>......:.......>......;.......
.....................
SS
100
1-2-3
4
(5)
10
;......:.......;......;.......
SS
100
0-1-2
5
(3)
15
:.......:.......:.......:.......
SS
44
2-2-2
6
(4)
20
797.0
Bottom of borehole at 20.0 feet.
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BORING NUMBER B05
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME Teramore Mooresville Road GEO
PROJECT NUMBER 22-552 PROJECT LOCATION Salisbury, NC
DATE STARTED 6/13/22 COMPLETED 6/13/22 GROUND ELEVATION 817 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 1 HAMMER EFFICIENCY 91 % TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 3.7
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
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MATERIAL DESCRIPTION
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Of
0
20 40 60 80
(MH) FILL/PLOW ZONE: Sandy Elastic SILT, Red Brown, Dry,
Medium Stiff
SS
100
4-3-4
1
(7)
....... :....... :....... :....... :.......
814.0
----------------------------
....... :....... :....... :....... :.......
(ML) RESIDUAL: Sandy SILT, Red Brown, Orange Brown,
Brown, Black, Tan, Dry to Wet, Soft to Medium Stiff
SS
100
4-3-4
....... :....... :....... :....... :.......
2
(7)
5
SS
100
3-3-5
3
(8)
...... >......:.......>......;.......
.....................................
SS
72
2-3-3
4
(6)
10
;......:.......;......;.......
SS
56
2-2-2
5
(4)
15
:.......:.......:.......:.......
SS
56
2-2-2
6
(4)
20
797.0
Bottom of borehole at 20.0 feet.
BORING NUMBER B06
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME Teramore Mooresville Road GEO
PROJECT NUMBER 22-552 PROJECT LOCATION Salisbury, NC
DATE STARTED 6/13/22 COMPLETED 6/13/22 GROUND ELEVATION 821 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 1 HAMMER EFFICIENCY 91 % TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 3
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
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MATERIAL DESCRIPTION
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0.0
20 40 60 80
(ML) FILL/PLOW ZONE: Sandy SILT, Red Brown, Orange
Brown, Dry, Stiff
SS
100
7105
.......................................
( )
2.5
SZ
100
5
L......:..............:..............
(116
)
5.0
815.5
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
.............. :.......;......:.......
(MH) RESIDUAL: Sandy Elastic SILT, Brown, Black, Tan, Dry
to Moist, Medium Stiff
SS L2-2-3
100
3
(5)
7.5
....................................
SS
100
2-2-3
4
(5)
10.0
11111
811.0
Bottom of borehole at 10.0 feet.
BORING NUMBER B07
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME Teramore Mooresville Road GEO
PROJECT NUMBER 22-552 PROJECT LOCATION Salisbury, NC
DATE STARTED 6/13/22 COMPLETED 6/13/22 GROUND ELEVATION 818 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 1 HAMMER EFFICIENCY 91 % TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 4.7
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
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MATERIAL DESCRIPTION
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Of
0.0
20 40 60 80
(MH) FILL/PLOW ZONE: Sandy Elastic SILT, Orange Brown,
Brown, Dry, Stiff
SS
100
4-4-5
.......................................
1
(9)
2.5
SS
100
3-4-5
813.5
2
(9)
(ML) RESIDUAL: Sandy SILT, Yellow Brown, Brown, Black,
Tan, Dry to Moist, Soft to Stiff
5.0
................ ................ ........
SS
100
3-4-5
3
(9)
7.5
....................................
SS
100
1-2-2
4
(4)
10.0
808.0
Bottom of borehole at 10.0 feet.
BORING NUMBER B08
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME Teramore Mooresville Road GEO
PROJECT NUMBER 22-552 PROJECT LOCATION Salisbury, NC
DATE STARTED 6/13/22 COMPLETED 6/13/22 GROUND ELEVATION 821 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 1 HAMMER EFFICIENCY 91 % TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 2.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
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MATERIAL DESCRIPTION
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0.0
20 40 60 80
(ML) FILL/PLOW ZONE: Sandy SILT, Orange Brown, Dry, Stiff
.......................................
L
100
4
(105
)
2.5
818.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
...
............................ :.......
(MH) RESIDUAL: Sandy Elastic SILT, Orange Brown, Brown,
Black, Tan, Dry to Moist, Stiff
SS
100
4-4-5
2
(9)
5.0
...............
................ ........
S3
100
4105
( )
7.5
.....................................
SS
100
2-4-5
4
(9)
10.0
11111
811.0
Bottom of borehole at 10.0 feet.
BORING NUMBER B09
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME Teramore Mooresville Road GEO
PROJECT NUMBER 22-552 PROJECT LOCATION Salisbury, NC
DATE STARTED 6/13/22 COMPLETED 6/13/22 GROUND ELEVATION 821 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 1 HAMMER EFFICIENCY 91 % TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 3.25
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
U
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MATERIAL DESCRIPTION
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Of
0.0
20 40 60 80
(MH) FILL/PLOW ZONE: Sandy Elastic SILT, Red Brown, Dry,
Medium Stiff
.......................................
SS
100
3-3-3
1
(6)
2.5
818.0
----------------------------
....... :......;.......:...... .......
(ML) RESIDUAL: Sandy SILT, Orange Brown, Brown, Black,
Tan, Dry to Moist, Soft to Medium Stiff
SS
100
5-4-4
2
(8)
5.0
............... ................ ........
SS
100
2-2-2
3
(4)
7.5
....................................
SS
100
2-2-3
4
(5)
10.0
811.0
Bottom of borehole at 10.0 feet.