Add Info Received 20240628 - Warne, NC Geotech Report

Responsive ■ Resourceful ■ Reliable EXHIBIT F 2 of 1
Report Cover Page
Proposed Dollar General
Warne, NC
Geotechnical Engineering Report
February 5, 2024 | Terracon Project No. E2235144

Prepared for:

The Broadway Group, LLC
216 West Side Square
Huntsville, Alabama 35804

Responsive ■ Resourceful ■ Reliable EXHIBIT F 1 of 1
Report Cover Letter to Sign
February 5, 2024
The Broadway Group, LLC
216 West Side Square
Huntsville, Alabama 35804
Attn: Ms. Tara Bennett, Development Manager
P: [phone]
E: [e-mail]
Re: Geotechnical Engineering Report
Proposed Dollar General Warne, NC
5050 Old Hwy 64 West
Warne, NC 28909
Terracon Project No. E2235144
Dear Ms. Bennett:
We have completed the scope of Geotechnical Engineering services for the above
referenced project in general accordance with Terracon Proposal No. PE2235144 dated
December 21, 2023. This report presents the findings of the subsurface exploration and
provides geotechnical recommendations concerning earthwork and the design and
construction of foundations, floor slabs, and pavements for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning this report or if we may be of further service, please contact us.
Sincerely,
Terracon

Austin Simpson, E.I. Jim Kellogg, P.E., G.E., PhD
Staff Engineer Geotechnical Services Manager
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials i
Table of Contents

Introduction .................................................................................................... 1
Project Description .......................................................................................... 1
Site Conditions ................................................................................................ 2
Geotechnical Characterization ......................................................................... 3
Auger Refusal........................................................................................... 4
Seismic Site Class ..................................................................................... 4
Infiltration ...................................................................................................... 4
Geotechnical Overview .................................................................................... 5
Earthwork ....................................................................................................... 6
Site Preparation........................................................................................ 6
Subgrade Preparation ................................................................................ 6
Excavation ............................................................................................... 7
Soil Stabilization ....................................................................................... 8
Fill Material Types ..................................................................................... 8
Fill Placement and Compaction Requirements ................................................ 9
Utility Trench Backfill ............................................................................... 10
Grading and Drainage ............................................................................... 11
Earthwork Construction Considerations ....................................................... 11
Construction Observation and Testing ......................................................... 12
Shallow Foundations ..................................................................................... 12
Design Parameters – Compressive Loads ..................................................... 13
Design Parameters – Overturning and Uplift Loads ........................................ 13
Foundation Construction Considerations ...................................................... 14
Floor Slabs .................................................................................................... 15
Floor Slab Design Parameters .................................................................... 15
Floor Slab Construction Considerations ........................................................ 16
Pavements .................................................................................................... 17
General Pavement Comments .................................................................... 17
Pavement Design Parameters .................................................................... 17
Pavement Section Thicknesses ................................................................... 17
Pavement Drainage .................................................................................. 19
Pavement Maintenance ............................................................................. 19
General Comments ........................................................................................ 20

Figures
GeoModel
Attachments
Exploration and Testing Procedures
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials ii
Site Location and Exploration Plans
Exploration and Laboratory Results
Supporting Information
Note: This report was originally delivered in a web-based format. Blue Bold text in the
report indicates a referenced section heading. The PDF version also includes hyperlinks
which direct the reader to that section and clicking on the logo will bring you
back to this page. For more interactive features, please view your project online at
client.terracon.com.
Refer to each individual Attachment for a listing of contents.
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 1
Introduction
This report presents the results of our subsurface exploration and Geotechnical
Engineering services performed for the proposed Dollar General to be located at 5050 Old
Hwy 64 West in Warne, NC 28909. The purpose of these services was to provide
information and geotechnical engineering recommendations relative to:
■ Subsurface soil conditions
■ Groundwater conditions
■ Seismic site classification per IBC
■ Site preparation and earthwork
■ Foundation design and construction
■ Floor slab design and construction
■ Lateral earth pressure
■ Pavement design and construction
The geotechnical engineering Scope of Services for this project included the advancement
of test borings, laboratory testing, engineering analysis, and preparation of this report.
Drawings showing the site and boring locations are shown on the Site Location and
Exploration Plan, respectively. The results of the laboratory testing performed on soil
samples obtained from the site during our field exploration are included on the boring logs
and as separate graphs in the Exploration Results section.
Project Description
Our initial understanding of the project was provided in our proposal and was discussed
during project planning. A period of collaboration has transpired since the project was
initiated, and our final understanding of the project conditions is as follows:
Item Description
Information
Provided
Our understanding of the project is based upon email
correspondence dated December 14, 2023.
Project
Description
The proposed project consists of development of the site for a
Dollar General retail store with associated driving and
automobile parking areas.
Proposed
Structure
The proposed structure consists of an approximate 12,640
square foot Dollar General retail store.
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 2
Item Description
Building
Construction
The structure is anticipated to be of steel frame construction
supported on a reinforced concrete shallow foundation system
incorporating a concrete slab-on-grade floors.
Finished Floor
Elevation
Based on a conceptual site plan provided, the planned FFE =
1717.72
Maximum Loads
(assumed)
■ Columns: 50 kips
■ Walls: 2-3 kips per linear foot (klf)
■ Slabs: 100 ponds per square foot (psf)
Below-Grade
Structures
A storm water detention area is proposed along the southern
portion of the site and a septic system is proposed on the
northern portion of the property.
Free-Standing
Retaining Walls
No free-standing retaining walls are anticipated as part of the
proposed development.
Pavements
We assume both rigid (concrete) and flexible (asphalt)
pavement sections will be considered. Anticipated traffic loading
is as follows:

Light Duty:
■ Autos/light trucks: 200 vehicles per day
■ Delivery and trash collection vehicles: 10 per week

Heavy Duty
■ Autos/light trucks: 400 vehicles per day
■ Delivery and trash collection vehicles: 20 per week
Building Code 2018 IBC
Terracon should be notified if any of the above information is inconsistent with the planned
construction as modifications to our recommendations may be necessary.
Site Conditions
The following description of site conditions is derived from our site visit in association with
the field exploration and our review of publicly available geologic and topographic maps.
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 3
Item Description
Parcel
Information
The site is located at 5050 Old Hwy 64 West, Warne, NC 28909.
The subject site is approximately 2.35 acres.
See Site Location
Existing
Improvements
Undeveloped. There are no structures located at the subject
stie.
Current Ground
Cover Grass, native vegetation, and exposed soil.
Existing
Topography
Based on a review of the provided grading plan, elevations at
the subject site range from 1710 to 1745 feet, AMSL.
Geotechnical Characterization
We have developed a general characterization of the subsurface conditions based upon
our review of the subsurface exploration, laboratory data, geologic setting and our
understanding of the project. This characterization, termed GeoModel, forms the basis of
our geotechnical calculations and evaluation of the site. Conditions observed at each
exploration point are indicated on the individual logs. The individual logs can be found in
the Exploration Results and the GeoModel can be found in the Figures attachment of
this report.
As part of our analyses, we identified the following model layers within the subsurface
profile. For a more detailed view of the model layer depths at each boring location, refer
to the GeoModel.
Model
Layer Layer Name General Description
1 Surface Topsoil
2 Soft Native
Soils
Native soils consisting of silty sand, clayey sand, and
silty clayey sand; very loose to loose
3 Stiff Native
Soils
Native soils consisting of silty sand, clayey sand, and
silty clayey sand; medium dense to very dense

The borings were advanced using a drilling technique that allow short term groundwater
observations to be made while drilling. Groundwater seepage was encountered at depths
ranging between 6 and 13 feet below existing ground surface in borings B-1, B-3, and P-
1. Groundwater seepage was not encountered in the other 7 borings performed on the
subject site. Groundwater conditions may be different at the time of construction.
Groundwater conditions may change because of seasonal variations in rainfall, runoff, and
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 4
other conditions not apparent at the time of drilling. Long-term groundwater monitoring
was outside the scope of services for this project.
Auger Refusal
Auger refusal is defined as the depth below the ground surface at which a test boring can no
longer be advanced with the soil drilling technique being used. Rock coring procedures are
generally required to determine the character and continuity of the auger refusal material and
these factors must be considered when evaluating the depth to auger refusal in those test
borings that are not cored.
Auger refusal was encountered in borings B-1, B-2, B-4, and B-5 at depths ranging
between 10 and 14.9 feet below existing site grades.
Seismic Site Class
The seismic design requirements for buildings and other structures are based on Seismic
Design Category. Site Classification is required to determine the Seismic Design Category
for a structure. The Site Classification is based on the upper 100 feet of the site profile
defined by a weighted average value of either shear wave velocity, standard penetration
resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7 and
the International Building Code (IBC). Based on the soil properties observed at the site
and as described on the exploration logs and results, our professional opinion is for that
a Seismic Site Classification of D be considered for the project. Subsurface explorations
at this site were extended to a maximum depth of 20 feet. The site properties below the
boring depth to 100 feet were estimated based on our experience and knowledge of
geologic conditions of the general area. Additional deeper borings or geophysical testing
may be performed to confirm the conditions below the current boring depth.
Infiltration
Four soil infiltration testing locations designated IT-1 through IT-4 were performed as
cased hole infiltration tests. At the soil infiltration test locations, a drill rig was used to set
a 4-inch diameter casing. The outer casing was isolated from the soil with a bentonite
seal.
Each 4-inch diameter test hole was filled with water and allowed to pre-soak overnight,
after which water was introduced to a depth of approximately 6 inches in the bottom of
each test hole, and an initial reading was taken. Water level readings were taken every
30 minutes for a period of at least four hours, or until the rate of infiltration stabilized.
Water was introduced to restore the original level for each time interval.
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 5
The following table provides the measured soil infiltration rates in inches per hour for each
test location as a mildly fluctuating infiltration rate was achieved.
Soil Infiltration Test Summary
Test Location Depth Below Ground
Surface (ft.)
Average Infiltration Rate
(inch/hr.)
IT-1 5 1.5
IT-2 5 10.5
IT-3 5 3
IT-4 5 0
Geotechnical Overview
The scope of services for this project consisted of the advancement of 9 soil test
borings. Five of the borings were performed within the proposed building footprint, B-1
to B-5, and 4 borings were performed within the proposed pavement areas, P-1 to P-4.
The borings typically encountered soft silty sands and clayey sands in the upper 8 feet
underlain by stiffer native material.
Due to the increased risk of excessive settlement for the proposed structure, the
following subgrade improvements must be made. Within the entire building footprint,
the subgrade must be undercut a minimum of 3 feet below finished grade or foundation
bearing elevation, whichever is deeper, and backfilled in 8-to-12-inch lifts with
compacted engineered fill. The overexcavation should extend to at least 10 feet beyond
the limits of the proposed building, including any appurtenances.
Following overexcavation but prior to backfilling, the exposed subgrade soils within the
overexcavation should be proofrolled with an adequately loaded vehicle such as a fully-
loaded tandem-axle dump truck to delineate any soft or unsuitable areas. Then the
exposed soils within the overexcavation should be scarified to a minimum depth of 12
inches and then compacted to a minimum of 98% of the materials maximum dry density
as determined by the standard Proctor test.
The groundwater table could affect overexcavation efforts. The grading contractor should
be prepared to deal with saturated soil conditions that may arise. A temporary
dewatering system consisting of sumps with pumps may be necessary to achieve the
recommended depth of overexcavation depending on groundwater conditions at the time
of construction.
The existing on-site soils appear suitable for pavement support providing they pass a
proofroll. Following proof-roll, the upper 12 inches of pavement subgrade should be
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 6
scarified and compacted to a minimum of 98% of the materials maximum dry density as
determined by the standard Proctor test.
The recommendations contained in this report are based upon the results of field and
laboratory testing (presented in the Exploration Results), engineering analyses, and
our current understanding of the proposed project. The General Comments section
provides an understanding of the report limitations.
Earthwork
Earthwork is anticipated to include clearing and grubbing, excavations, and engineered
fill placement. The following sections provide recommendations for use in the
preparation of specifications for the work. Recommendations include critical quality
criteria, as necessary, to render the site in the state considered in our geotechnical
engineering evaluation for foundations, floor slabs, and pavements.
Site Preparation
Prior to placing fill, existing vegetation, topsoil, and root mats should be removed.
Complete stripping of the topsoil should be performed in the proposed building and
parking/driveway areas.
Where fill is placed on existing slopes steeper than 5H:1V, benches should be cut into
the existing slopes prior to fill placement. The benches should have a minimum vertical
face height of 1 foot and a maximum vertical face height of 3 feet and should be cut
wide enough to accommodate the compaction equipment. This benching will help provide
a positive bond between the fill and natural soils and reduce the possibility of failure
along the fill/natural soil interface.
Although no evidence of fill or underground facilities (such as septic tanks, cesspools,
basements, and utilities) was observed during the exploration and site reconnaissance,
such features could be encountered during construction. If unexpected fills or
underground facilities are encountered, such features should be removed, and the
excavation thoroughly cleaned prior to backfill placement and/or construction.
Subgrade Preparation
We recommend that the soils within the footprint of the proposed structures be removed
to a minimum depth of 3 feet below the bottom of footings, or 3 feet below existing
grades, whichever is deeper. Structural fill placed beneath the entire footprint of the
foundations should extend horizontally a minimum distance of 10 feet beyond the
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 7
outside limits of the structure. On-site soils are considered suitable to be used as
structural fill materials.
The subgrade should be proofrolled with an adequately loaded vehicle such as a fully-
loaded tandem-axle dump truck. The proofrolling should be performed under the
observation of the Geotechnical Engineer or representative. Areas excessively deflecting
under the proofroll should be delineated and subsequently addressed by the
Geotechnical Engineer. Excessively wet or dry material should either be removed or
moisture conditioned and recompacted.
Following proofroll to identify any unsuitable areas, the upper 12 inches of pavement
subgrade should be scarified and compacted to 98% of the materials maximum dry
density as determined by the standard Proctor test.
All exposed areas which will receive fill, once properly cleared and benched where
necessary, should be scarified to a minimum depth of 12 inches, moisture conditioned as
necessary, and compacted per the compaction requirements in this report. Compacted
structural fill soils should then be placed to the proposed design grade and the moisture
content and compaction of subgrade soils should be maintained until foundation or
pavement construction.
Based upon the subsurface conditions determined from the geotechnical exploration,
subgrade soils exposed during construction are anticipated to be relatively workable;
however, the workability of the subgrade may be affected by precipitation, repetitive
construction traffic or other factors. If unworkable conditions develop, workability may
be improved by scarifying and drying.
Excavation
We anticipate that excavations for the proposed construction can be accomplished with
conventional earthmoving equipment. The bottom of excavations should be thoroughly
cleaned of loose soils and disturbed materials prior to backfill placement and/or
construction.
The groundwater table could affect overexcavation efforts. The grading contractor should
be prepared to deal with saturated soil conditions that may arise. A temporary
dewatering system consisting of sumps with pumps may be necessary to achieve the
recommended depth of overexcavation depending on groundwater conditions at the time
of construction.
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 8
Soil Stabilization
Soft or otherwise unsuitable material delineated by proofrolling can be stabilized using a
layered system of geotextile material such as Propex 315ST or equivalent and open graded
rock.
Typically, soft or unstable soil conditions can be addressed by excavation of the exposed
subgrade to an estimated depth of 2 to 3 feet below planned subgrade elevation, or bottom
of recommended remedial grading. In areas identified with unsuitable subgrade
conditions, it is anticipated that 6 inches of open graded rock should be placed on the
exposed subgrade, followed by Propex 315ST or equivalent, and a second layer of open
graded rock placed above the geotextile. The final layer of rock should be a minimum of
3 inches, however additional rock may be required in order to provide a stable subgrade.
Additional rock stabilization and reinforcing material may be warranted depending on the
conditions encountered.
Fill Material Types
Fill required to achieve design grade should be classified as structural fill and general fill.
Structural fill is material used below, or within 10 feet of structures, pavements or
constructed slopes. General fill is material used to achieve grade outside of these areas.
Reuse of On-Site Soil: Excavated on-site soil may be selectively reused as fill. It
should be noted that high silt content soils encountered in some areas of this site can
become relatively unworkable during high precipitation events. The water content of
these high silt content soils should be closely monitored during grading activities.
Material property requirements for on-site soil for use as general fill and structural fill
are noted in the table below:
Property Structural Fill General Fill
Composition Free of deleterious material Free of deleterious material
Maximum particle size 3 inches 6 inches
Fines content At least 25% passing the
No. 200 sieve Not limited
Plasticity Liquid Limit less than 50
Plasticity index less than 33 Not limited
GeoModel Layer
Expected to be Suitable1 2,3 2,3
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 9
Imported Fill Materials: Imported fill materials should meet the following material
property requirements. Regardless of its source, compacted fill should consist of approved
materials that are free of organic matter and debris. Frozen material should not be used,
and fill should not be placed on a frozen subgrade.
Soil Type 1 USCS
Classification
Acceptable Parameters (for Structural
Fill)
Low Plasticity
Cohesive CL, SC, GC
Liquid Limit less than 50
Plasticity index less than 33
Less than 50% retained on No. 200 sieve
Granular GW, GP, GM,
SW, SP, SM Less than 50% passing No. 200 sieve
1. Structural and general fill should consist of approved materials free of organic
matter and debris. Frozen material should not be used, and fill should not be
placed on a frozen subgrade. A sample of each material type should be submitted
to the Geotechnical Engineer for evaluation prior to use on this site. Additional
geotechnical consultation should be provided prior to use of uniformly graded
gravel on the site.
Fill Placement and Compaction Requirements
Structural and general fill should meet the following compaction requirements.
Item Structural Fill General Fill
Maximum Lift
Thickness
8 inches or less in loose thickness when
heavy, self-propelled compaction equipment
is used
4 inches in loose thickness when hand-
guided equipment (i.e. jumping jack or
plate compactor) is used.
Same as
structural fill
Minimum
Compaction
Requirements 1,2,3
98% of the maximum dry density below
foundations paved areas.
92% of the
maximum dry
density
Water Content
Range 1
Cohesive: Optimum moisture content to
+3% of optimum moisture content
Granular: Optimum moisture content to
+3% of optimum moisture content
As required to
achieve min.
compaction
requirements
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 10
Item Structural Fill General Fill
1. Maximum density and optimum water content as determined by the standard
Proctor test (ASTM D 698).
2. If the granular material is a coarse sand or gravel, or of a uniform size, or has a
low fines content, compaction comparison to relative density may be more
appropriate. In this case, granular materials should be compacted to at least 70%
relative density (ASTM D 4253 and D 4254). Materials not amenable to density
testing should be placed and compacted to a stable condition observed by the
Geotechnical Engineer or representative.
Utility Trench Backfill
Any soft or unsuitable materials encountered at the bottom of utility trench excavations
should be removed and replaced with structural fill or bedding material in accordance with
public works specifications for the utility be supported. This recommendation is particularly
applicable to utility work requiring grade control and/or in areas where subsequent grade
raising could cause settlement in the subgrade supporting the utility. Trench excavation
should not be conducted below a downward 1:1 projection from existing foundations
without engineering review of shoring requirements and geotechnical observation during
construction.
On-site materials are considered suitable for backfill of utility and pipe trenches from 1
foot above the top of the pipe to the final ground surface, provided the material is free of
organic matter and deleterious substances.
Trench backfill should be mechanically placed and compacted as discussed earlier in this
report. Compaction of initial lifts should be accomplished with hand-operated tampers or
other lightweight compactors. Where trenches are placed beneath slabs or footings, the
backfill should satisfy the gradation and expansion index requirements of engineered fill
discussed in this report. Flooding or jetting for placement and compaction of backfill is not
recommended.
Utility trenches are a common source of water infiltration and migration. Utility trenches
penetrating beneath the building should be effectively sealed to restrict water intrusion
and flow through the trenches, which could migrate below the building. The trench should
provide an effective trench plug that extends at least 5 feet from the face of the building
exterior. The plug material should consist of cementitious flowable fill or low permeability
clay. The trench plug material should be placed to surround the utility line. If used, the
clay trench plug material should be placed and compacted to comply with the water
content and compaction recommendations for structural fill stated previously in this
report.
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 11
Grading and Drainage
All grades must provide effective drainage away from the building during and after
construction and should be maintained throughout the life of the structure. Water retained
next to the building can result in soil movements greater than those discussed in this
report. Greater movements can result in unacceptable differential floor slab and/or
foundation movements, cracked slabs and walls, and roof leaks. The roof should have
gutters/drains with downspouts that discharge onto splash blocks at a distance of at least
10 feet from the building.
Exposed ground should be sloped and maintained at a minimum 5% away from the
building for at least 10 feet beyond the perimeter of the building. Locally, flatter grades
may be necessary to transition ADA access requirements for flatwork. After building
construction and landscaping have been completed, final grades should be verified to
document effective drainage has been achieved. Grades around the structure should also
be periodically inspected and adjusted, as necessary, as part of the structure’s
maintenance program. Where paving or flatwork abuts the structure, a maintenance
program should be established to effectively seal and maintain joints and prevent surface
water infiltration.
Earthwork Construction Considerations
Shallow excavations for the proposed structure are anticipated to be accomplished with
conventional construction equipment. Upon completion of filling and grading, care should
be taken to maintain the subgrade water content prior to construction of grade-supported
improvements such as floor slabs and pavements. Construction traffic over the completed
subgrades should be avoided. The site should also be graded to prevent ponding of surface
water on the prepared subgrades or in excavations. Water collecting over or adjacent to
construction areas should be removed. If the subgrade freezes, desiccates, saturates, or
is disturbed, the affected material should be removed, or the materials should be scarified,
moisture conditioned, and recompacted prior to floor slab construction.
As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part
1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable
local and/or state regulations.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods, and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean Terracon is assuming responsibility
for construction site safety or the contractor's activities; such responsibility shall neither
be implied nor inferred.
Excavations or other activities resulting in ground disturbance have the potential to affect
adjoining properties and structures. Our scope of services does not include review of
Geotechnical Engineering Report
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Facilities | Environmental | Geotechnical | Materials 12
available final grading information or consider potential temporary grading performed by
the contractor for potential effects such as ground movement beyond the project limits. A
preconstruction/ precondition survey should be conducted to document nearby
property/infrastructure prior to any site development activity. Excavation or ground
disturbance activities adjacent or near property lines should be monitored or instrumented
for potential ground movements that could negatively affect adjoining property and/or
structures.
Construction Observation and Testing
The earthwork efforts should be observed by the Geotechnical Engineer (or others under
their direction). Observation should include documentation of adequate removal of
surficial materials (vegetation, topsoil, and pavements), evaluation and remediation of
existing fill materials, as well as proofrolling and mitigation of unsuitable areas delineated
by the proofroll.
Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, as
recommended by the Geotechnical Engineer prior to placement of additional lifts. Each lift
of fill should be tested for density and water content at a frequency of at least one test
for every 2,000 square feet of compacted fill in the building areas and 5,000 square feet
in pavement areas. Where not specified by local ordinance, one density and water content
test should be performed for every 100 linear feet of compacted utility trench backfill and
a minimum of one test performed for every 12 vertical inches of compacted backfill.
In areas of foundation excavations, the bearing subgrade should be evaluated by the
Geotechnical Engineer. If unanticipated conditions are observed, the Geotechnical
Engineer should prescribe mitigation options.
In addition to the documentation of the essential parameters necessary for construction,
the continuation of the Geotechnical Engineer into the construction phase of the project
provides the continuity to maintain the Geotechnical Engineer’s evaluation of subsurface
conditions, including assessing variations and associated design changes.
Shallow Foundations
If the site has been prepared in accordance with the requirements noted in Earthwork,
the following design parameters are applicable for shallow foundations.
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 13
Design Parameters – Compressive Loads
Item Description
Maximum Net Allowable Bearing
Pressure 1, 2
2,000 psf - foundations bearing upon at
least 3 feet of compacted structural fill
Required Bearing Stratum 3 At least 3 feet of compacted structural fill
Minimum Foundation Dimensions Per IBC 1809.7
Ultimate Passive Resistance4
(equivalent fluid pressures)
250 pcf
Sliding Resistance 5 0.30 allowable coefficient of friction
Minimum Embedment below
Finished Grade 6 24 inches
Estimated Total Settlement from
Structural Loads 2 Less than about 1 inch
Estimated Differential Settlement 2, 7 About ½ of total settlement
1. The maximum net allowable bearing pressure is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation. Values assume that
exterior grades are no steeper than 20% within 10 feet of structure.
2. Values provided are for maximum loads noted in Project Description. Additional
geotechnical consultation will be necessary if higher loads are anticipated.
3. Unsuitable or soft soils should be overexcavated and replaced per the recommendations
presented in Earthwork.
4. Use of passive earth pressures require the sides of the excavation for the spread footing
foundation to be nearly vertical and the concrete placed neat against these vertical faces
or that the footing forms be removed and compacted structural fill be placed against the
vertical footing face. Assumes no hydrostatic pressure.
5. Can be used to compute sliding resistance where foundations are placed on suitable
soil/materials. Frictional resistance for granular materials is dependent on the bearing
pressure which may vary due to load combinations. For fine-grained materials, lateral
resistance using cohesion should not exceed ½ the dead load.
6. Embedment necessary to minimize the effects of frost and/or seasonal water content
variations. For sloping ground, maintain depth below the lowest adjacent exterior grade
within 5 horizontal feet of the structure.
7. Differential settlements are noted for equivalent-loaded found ations and bearing elevation
as measured over a span of 50 feet.
Design Parameters – Overturning and Uplift Loads
Shallow foundations subjected to overturning loads should be proportioned such that the
resultant eccentricity is maintained in the center-third of the foundation (e.g., e < b/6,
where b is the foundation width). This requirement is intended to keep the entire
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
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Facilities | Environmental | Geotechnical | Materials 14
foundation area in compression during the extreme lateral/overturning load event.
Foundation oversizing may be required to satisfy this condition.
Uplift resistance of spread footings can be developed from the effective weight of the
footing and the overlying soils with consideration to the IBC basic load combinations.
Foundation Construction Considerations
As noted in Earthwork, the footing excavations should be evaluated under the
observation of the Geotechnical Engineer. The base of all foundation excavations should
be free of water and loose soil, prior to placing concrete. Concrete should be placed soon
after excavating to reduce bearing soil disturbance. Care should be taken to prevent
wetting or drying of the bearing materials during construction. Excessively wet or dry
material or any loose/disturbed material in the bottom of the footing excavations should
be removed/reconditioned before foundation concrete is placed.
If unsuitable bearing soils are observed at the base of the planned footing excavation, the
excavation should be extended deeper to suitable soils, and the footings could bear
directly on these soils at the lower level or on lean concrete backfill placed in the
excavations. The lean concrete replacement zone is illustrated on the sketch below.
Item Description
Soil Moist Unit Weight 110 pcf
Soil Effective Unit Weight1 50 pcf
Soil weight included in uplift
resistance
Soil included within the prism extending up from
the top perimeter of the footing at an angle of 20
degrees from vertical to ground surface
1. Effective (or buoyant) unit weight should be used for soil above the foundation
level and below a water level. The high groundwater level should be used in uplift
design as applicable.
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 15

Overexcavation for structural fill placement below footings should be conducted as shown
below. The overexcavation should be backfilled up to the footing base elevation, with
engineered fill placed, as recommended in the Earthwork section.

Floor Slabs
Design parameters for floor slabs assume the requirements for Earthwork have been
followed. Specific attention should be given to positive drainage away from the structure
and positive drainage of the aggregate base beneath the floor slab.
Floor Slab Design Parameters
Item Description
Floor Slab
Support1 3 feet of compacted structural fill
Geotechnical Engineering Report
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February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 16
Item Description
Minimum 6 inches of free-draining (less than 5% passing the U.S.
No. 200 sieve) crushed aggregate compacted to at least 98% of
ASTM D 698 1, 2
Estimated Modulus
of Subgrade
Reaction 2
100 pounds per square inch per inch (psi/in) for point loads
1. Modulus of subgrade reaction is an estimated value based upon our experience
with the subgrade condition, the requirements noted in Earthwork, and the floor
slab support as noted in this table. It is provided for point loads. For large area
loads the modulus of subgrade reaction would be lower.
2. Free-draining granular material should have less than 5% fines (material passing
the No. 200 sieve). Other design considerations such as cold temperatures and
condensation development could warrant more extensive design provisions.
The use of a vapor retarder should be considered beneath concrete slabs on grade covered
with wood, tile, carpet, or other moisture sensitive or impervious coverings, when the
project includes humidity-controlled areas, or when the slab will support equipment
sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab
designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding
the use and placement of a vapor retarder.
Saw-cut contraction joints should be placed in the slab to help control the location and
extent of cracking. For additional recommendations, refer to the ACI Design Manual. Joints
or cracks should be sealed with a waterproof, non-extruding compressible compound
specifically recommended for heavy duty concrete pavement and wet environments.
Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or
other construction objectives, our experience indicates differential movement between the
walls and slabs will likely be observed in adjacent slab expansion joints or floor slab cracks
beyond the length of the structural dowels. The Structural Engineer should account for
potential differential settlement through use of sufficient control joints, appropriate
reinforcing or other means.
Floor Slab Construction Considerations
Finished subgrade, within and for at least 10 feet beyond the floor slab, should be
protected from traffic, rutting, or other disturbance and maintained in a relatively moist
condition until floor slabs are constructed. If the subgrade should become damaged or
desiccated prior to construction of floor slabs, the affected material should be removed,
and structural fill should be added to replace the resulting excavation. Final conditioning
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 17
of the finished subgrade should be performed immediately prior to placement of the floor
slab support course.
The Geotechnical Engineer should observe the condition of the floor slab subgrades
immediately prior to placement of the floor slab support course, reinforcing steel, and
concrete. Attention should be paid to high traffic areas that were rutted and disturbed
earlier, and to areas where backfilled trenches are located.
Pavements
General Pavement Comments
Pavement designs are provided for the traffic conditions and pavement life conditions as
noted in Project Description and in the following sections of this report. A critical aspect
of pavement performance is site preparation. Pavement designs noted in this section must
be applied to the site which has been prepared as recommended in the Earthwork section.
Support characteristics of subgrade for pavement design do not account for shrink/swell
movements of an expansive clay subgrade, such as soils observed on this project. Thus,
the pavement may be adequate from a structural standpoint, yet still experience cracking
and deformation due to shrink/swell related movement of the subgrade.
Pavement Design Parameters
A California Bearing Ratio (CBR) of 3 was used for the subgrade for the asphaltic concrete
(AC) pavement designs. A modulus of subgrade reaction of 120 pci was used for the
portland cement concrete (PCC) pavement designs. The value was empirically derived
based upon our experience with the clayey subgrade soils and our expectation of the
quality of the subgrade as prescribed by the Site Preparation conditions as outlined in
Earthwork. A modulus of rupture of 550 psi was used in design for the concrete (based
on correlations with a minimum 28-day compressive strength of 4,000 psi).
Pavement Section Thicknesses
The following table provides our opinion of minimum thickness for AC sections:
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 18
Asphaltic Concrete Design
Layer
Thickness (inches)
Light Duty 1 Heavy Duty 1
AC 2, 3 34 4
Aggregate Base 6 6
1. See Project Description for more specifics regarding traffic assumptions.
2. All materials should meet the current North Carolina Department of Transportation
(NCDOT) Standard Specifications for Highway and Bridge Construction
3. A minimum 1.5-inch surface course should be used on ACC pavements.
The following table provides our estimated minimum thickness of PCC pavements.
Portland Cement Concrete Design
Layer
Thickness (inches)
Light Duty 1 Heavy Duty 1
PCC 2 4 5
Aggregate
Base 6 6
1. See Project Description for more specifics regarding traffic classifications.
2. All materials should meet the current North Carolina Department of Transportation
(NCDOT) Standard Specifications for Highway and Bridge Construction.
Areas for parking of heavy vehicles, concentrated turn areas, and start/stop maneuvers
could require thicker pavement sections. Edge restraints (i.e. concrete curbs or aggregate
shoulders) should be planned along curves and areas of maneuvering vehicles.
Although not required for structural support, a minimum 4-inch thick base course layer is
recommended to help reduce potential for slab curl, shrinkage cracking, and subgrade
pumping through joints. Proper joint spacing will also be required to prevent excessive
slab curling and shrinkage cracking. Joints should be sealed to prevent entry of foreign
material and doweled where necessary for load transfer. PCC pavement details for joint
spacing, joint reinforcement, and joint sealing should be prepared in accordance with ACI
330 and ACI 325.
Where practical, we recommend early-entry cutting of crack-control joints in PCC
pavements. Cutting of the concrete in its “green” state typically reduces the potential for
micro-cracking of the pavements prior to the crack control joints being formed, compared
to cutting the joints after the concrete has fully set. Micro-cracking of pavements may
Geotechnical Engineering Report
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February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 19
lead to crack formation in locations other than the sawed joints, and/or reduction of fatigue
life of the pavement.
Openings in pavements, such as decorative landscaped areas, are sources for water
infiltration into surrounding pavement systems. Water can collect in the islands and
migrate into the surrounding subgrade soils thereby degrading support of the pavement.
Islands with raised concrete curbs, irrigated foliage, and low permeability near-surface
soils are particular areas of concern. The civil design for the pavements with these
conditions should include features to restrict or collect and discharge excess water from
the islands. Examples of features are edge drains connected to the stormwater collection
system, longitudinal subdrains, or other suitable outlets and impermeable barriers
preventing lateral migration of water such as a cutoff wall installed to a depth below the
pavement structure.
Pavement Drainage
Pavements should be sloped to provide rapid drainage of surface water. Water allowed to
pond on or adjacent to the pavements could saturate the subgrade and contribute to
premature pavement deterioration. In addition, the pavement subgrade should be graded
to provide positive drainage within the granular base section. Appropriate sub-drainage or
connection to a suitable daylight outlet should be provided to remove water from the
granular subbase.
Based on the possibility of shallow and/or perched groundwater, we recommend installing
a pavement subdrain system to control groundwater, improve stability, and improve long-
term pavement performance.
We recommend at least 6 inches of free-draining granular material be placed beneath the
pavements. The use of a free draining granular base will also reduce the potential for frost
action. We recommend pavement subgrades be crowned at least 2% to promote the flow
of water towards the subdrains, and to reduce the potential for ponding of water on the
subgrade.
Pavement Maintenance
The pavement sections represent minimum recommended thicknesses and, as such,
periodic upkeep should be anticipated. Preventive maintenance should be planned and
provided for through an on-going pavement management program. Maintenance activities
are intended to slow the rate of pavement deterioration and to preserve the pavement
investment. Pavement care consists of both localized (e.g., crack and joint sealing and
patching) and global maintenance (e.g., surface sealing). Additional engineering
consultation is recommended to determine the type and extent of a cost-effective
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 20
program. Even with periodic maintenance, some movements and related cracking may
still occur, and repairs may be required.
Pavement performance is affected by its surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the
design and layout of pavements:
■ Final grade adjacent to paved areas should slope down from the edges at a
minimum 2%.
■ Subgrade and pavement surfaces should have a minimum 2% slope to promote
proper surface drainage.
■ Install pavement drainage systems surrounding areas anticipated for frequent
wetting.
■ Install joint sealant and seal cracks immediately.
■ Seal all landscaped areas in or adjacent to pavements to reduce moisture migration
to subgrade soils.
■ Place compacted, low permeability backfill against the exterior side of curb and
gutter.
■ Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on
unbound granular base course materials.
General Comments
Our analysis and opinions are based upon our understanding of the project, the
geotechnical conditions in the area, and the data obtained from our site exploration.
Variations will occur between exploration point locations or due to the modifying effects
of construction or weather. The nature and extent of such variations may not become
evident until during or after construction. Terracon should be retained as the Geotechnical
Engineer, where noted in this report, to provide observation and testing services during
pertinent construction phases. If variations appear, we can provide further evaluation and
supplemental recommendations. If variations are noted in the absence of our observation
and testing services on-site, we should be immediately notified so that we can provide
evaluation and supplemental recommendations.
Our Scope of Services does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or
identification or prevention of pollutants, hazardous materials or conditions. If the owner
is concerned about the potential for such contamination or pollution, other studies should
be undertaken.
Our services and any correspondence are intended for the sole benefit and exclusive use
of our client for specific application to the project discussed and are accomplished in
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials 21
accordance with generally accepted geotechnical engineering practices with no third-party
beneficiaries intended. Any third-party access to services or correspondence is solely for
information purposes to support the services provided by Terracon to our client. Reliance
upon the services and any work product is limited to our client and is not intended for
third parties. Any use or reliance of the provided information by third parties is done solely
at their own risk. No warranties, either express or implied, are intended or made.
Site characteristics as provided are for design purposes and not to estimate excavation
cost. Any use of our report in that regard is done at the sole risk of the excavating cost
estimator as there may be variations on the site that are not apparent in the data that
could significantly effect excavation cost. Any parties charged with estimating excavation
costs should seek their own site characterization for specific purposes to obtain the specific
level of detail necessary for costing. Site safety and cost estimating including excavation
support and dewatering requirements/design are the responsibility of others. Construction
and site development have the potential to affect adjacent properties. Such impacts can
include damages due to vibration, modification of groundwater/surface water flow during
construction, foundation movement due to undermining or subsidence from excavation,
as well as noise or air quality concerns. Evaluation of these items on nearby properties
are commonly associated with contractor means and methods and are not addressed in
this report. The owner and contractor should consider a preconstruction/precondition
survey of surrounding development. If changes in the nature, design, or location of the
project are planned, our conclusions and recommendations shall not be considered valid
unless we review the changes and either verify or modify our conclusions in writing.

Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials

Figures

Contents:
GeoModel
1,700
1,705
1,710
1,715
1,720
1,725
1,730
1,735
EL
E
V
A
T
I
O
N

(
M
S
L
)

(
f
e
e
t
)
Layering shown on this figure has been developed by the geotechnical
engineer for purposes of modeling the subsurface conditions as
required for the subsequent geotechnical engineering for this project.
Numbers adjacent to soil column indicate depth below ground surface.
NOTES:
B-1 B-2
B-3 B-4
B-5
P-1 P-2
P-3 P-4
Legend
This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
GeoModel
5050 Old Hwy 64 West | Warne, NC
Terracon Project No. E2235144
Proposed Dollar General - Warne, NC - GEO
51 Lost Mound Dr, Ste 135
Chattanooga, TN
First Water Observation
Groundwater levels are temporal. The levels shown are representative of
the date and time of our exploration. Significant changes are possible
over time.
Water levels shown are as measured during and/or after drilling. In
some cases, boring advancement methods mask the presence/absence
of groundwater. See individual logs for details.
Topsoil Silty Clayey Sand
Silty Sand Clayey Sand
Model Layer Layer Name General Description
1 Topsoil
3 Native soils consisting of silty sand, clayey sand, and silty
clayey sand; medium dense to very dense in density
2 Native soils consisting of silty sand, clayey sand, and silty
clayey sand; very loose to loose in density
Surface
Stiff Native Soils
Soft Native Soils
1
2
3
6
0.33
8
10
1
2
3
0.33
8
11
1
2
13
0.33
20
1
2
3
2
3
0.33
5.5
8
13
14.9
1
2
0.33
13.1
1
2
3
6
0.33
5.5
10
1
2
0.33
10
1
2
3
2
0.33
5.5
8
10
1
2
0.33
10
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials

Attachments

Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials
Exploration and Testing Procedures
Field Exploration
Number of Borings Approximate Boring
Depth (feet) Location
5 10 to 20 Proposed building footprint
4 10 Proposed pavement areas
Boring Layout and Elevations: Terracon personnel provided the boring layout using
handheld GPS equipment (estimated horizontal accuracy of about ±10 feet) and
referencing existing site features. Approximate ground surface elevations were obtained
by interpolation from the provided grading plan. If elevations and a more precise boring
layout are desired, we recommend borings be surveyed.
Subsurface Exploration Procedures: We advanced the borings with a track-mounted
rotary drill rig using continuous flight hollow stem augers. Four samples were obtained in
the upper 10 feet of each boring and at intervals of 5 feet thereafter. In the split-barrel
sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon was
driven into the ground by a 140-pound automatic hammer falling a distance of 30 inches.
The number of blows required to advance the sampling spoon the last 12 inches of a
normal 18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance
value. The SPT resistance values, also referred to as N-values, are indicated on the boring
logs at the test depths. We observed and recorded groundwater levels during drilling and
sampling. For safety purposes, all borings were backfilled with auger cuttings after their
completion. Pavements were patched with cold-mix asphalt and/or pre-mixed concrete,
as appropriate.
The sampling depths, penetration distances, and other sampling information was recorded
on the field boring logs. The samples were placed in appropriate containers and taken to
our soil laboratory for testing and classification by a Geotechnical Engineer. Our
exploration team prepared field boring logs as part of the drilling operations. These field
logs included visual classifications of the materials observed during drilling and our
interpretation of the subsurface conditions between samples. Final boring logs were
prepared from the field logs. The final boring logs represent the Geotechnical Engineer's
interpretation of the field logs and include modifications based on observations and tests
of the samples in our laboratory.
Laboratory Testing
The project engineer reviewed the field data and assigned laboratory tests. The laboratory
testing program included the following types of tests:
Geotechnical Engineering Report
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February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials
■ Moisture Content
■ Atterberg Limits
■ Grain Size Analysis
The laboratory testing program often included examination of soil samples by an engineer.
Based on the results of our field and laboratory programs, we described and classified the
soil samples in accordance with the Unified Soil Classification System.
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials

Site Location and Exploration Plans

Contents:
Site Location Plan
Exploration Plan

Note: All attachments are one page unless noted above.

Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials

Note to Preparer: This is a large table with outside borders. Just click inside the table
above this text box, then paste your GIS Toolbox image.

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and outside the table – please leave that alone. Limit editing to inside the table.
Site Location
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
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Facilities | Environmental | Geotechnical | Materials

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above this text box, then paste your GIS Toolbox image.

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and outside the table – please leave that alone. Limit editing to inside the table.
Exploration Plan
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
Geotechnical Engineering Report
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February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials

Exploration and Laboratory Results

Contents:
Boring Logs (B-1 through P-9)
Atterberg Limits
Grain Size Distribution

Note: All attachments are one page unless noted above.

1714.67
1707
1705
TOPSOIL, approximately 4 inches
SILTY CLAYEY SAND (SC-SM), very loose to
loose
SILTY CLAYEY SAND (SC-SM), very dense
Auger Refusal at 10 Feet
Boring Log No. B-1
Wa
t
e
r

L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h

(
F
t
.
)
5
10
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c

L
o
g
Mo
d
e
l

L
a
y
e
r
1724.8
24.8
27.4
18.1
27-21-6
0.3
8.0
10.0
1-2-2
N=4
1-1-1
N=2
2-2-1
N=3
15-50/1"
Abandonment Method
Boring backfilled with auger cuttings upon completion.
Advancement Method
Hollow Stem Augers
Hammer Type
Automatic
Driller
R. Foster
Logged by
A. Simpson
Boring Started
01-11-2024
Boring Completed
01-11-2024
Drill Rig
GP890
Proposed Dollar General - Warne, NC - GEO
5050 Old Hwy 64 West | Warne, NC
Terracon Project No. E2235144
See Exploration and Testing Procedures for a description of field and laboratory
procedures used and additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Water Level Observations
While drilling
Chattanooga, TN
51 Lost Mound Dr, Ste 135
Notes
Sa
m
p
l
e

T
y
p
e
Wa
t
e
r
Co
n
t
e
n
t

(
%
)
Dr
y

U
n
i
t
We
i
g
h
t

(
p
c
f
)
St
r
a
i
n

(
%
)
Co
m
p
r
e
s
s
i
v
e
St
r
e
n
g
t
h
(t
s
f
)
Te
s
t

T
y
p
e
Elevation: 1715 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.9961° Longitude: -83.8990°
Depth (Ft.)
Strength Test
Fi
e
l
d

T
e
s
t
Re
s
u
l
t
s
1
2
3
1714.67
1707
1704
TOPSOIL, approximately 4 inches
SILTY CLAYEY SAND (SC-SM), very loose to
loose
SILTY CLAYEY SAND (SC-SM), very dense
Auger Refusal at 11 Feet
Boring Log No. B-2
Wa
t
e
r

L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h

(
F
t
.
)
5
10
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c

L
o
g
Mo
d
e
l

L
a
y
e
r
17.0
21.0
29.3
7.7
23-18-5
0.3
8.0
11.0
1-2-3
N=5
1-2-2
N=4
3-4-4
N=8
50/5"
Abandonment Method
Boring backfilled with auger cuttings upon completion.
Advancement Method
Hollow Stem Augers
Hammer Type
Automatic
Driller
R. Foster
Logged by
A. Simpson
Boring Started
01-11-2024
Boring Completed
01-11-2024
Drill Rig
GP890
Proposed Dollar General - Warne, NC - GEO
5050 Old Hwy 64 West | Warne, NC
Terracon Project No. E2235144
See Exploration and Testing Procedures for a description of field and laboratory
procedures used and additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Water Level Observations
No groundwater was encountered while drilling
Chattanooga, TN
51 Lost Mound Dr, Ste 135
Notes
Sa
m
p
l
e

T
y
p
e
Wa
t
e
r
Co
n
t
e
n
t

(
%
)
Dr
y

U
n
i
t
We
i
g
h
t

(
p
c
f
)
St
r
a
i
n

(
%
)
Co
m
p
r
e
s
s
i
v
e
St
r
e
n
g
t
h
(t
s
f
)
Te
s
t

T
y
p
e
Elevation: 1715 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.9961° Longitude: -83.8989°
Depth (Ft.)
Strength Test
Fi
e
l
d

T
e
s
t
Re
s
u
l
t
s
1
2
3
TOPSOIL, approximately 4 inches
SILTY SAND (SM), very loose to loose
Boring Terminated at 20 Feet
1724.67
1705
Boring Log No. B-3
Wa
t
e
r

L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h

(
F
t
.
)
5
10
15
20
Mo
d
e
l

L
a
y
e
r
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c

L
o
g
28.0
19.9
27.2
17.2
24.8
31.4
0.3
20.0
0-0-1
N=1
1-2-3
N=5
2-3-3
N=6
4-3-2
N=5
2-5-2
N=7
2-4-5
N=9
29-25-4
Abandonment Method
Boring backfilled with auger cuttings upon completion.
Advancement Method
Hollow Stem Augers
Hammer Type
Automatic
Driller
R. Foster
Logged by
A. Simpson
Boring Started
01-11-2024
Boring Completed
01-11-2024
Drill Rig
GP890
Proposed Dollar General - Warne, NC - GEO
5050 Old Hwy 64 West | Warne, NC
Terracon Project No. E2235144
See Exploration and Testing Procedures for a description of field and laboratory
procedures used and additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Water Level Observations
While drilling
Chattanooga, TN
51 Lost Mound Dr, Ste 135
Notes
Sa
m
p
l
e

T
y
p
e
Wa
t
e
r
Co
n
t
e
n
t

(
%
)
Dr
y

U
n
i
t
We
i
g
h
t

(
p
c
f
)
St
r
a
i
n

(
%
)
Co
m
p
r
e
s
s
i
v
e
St
r
e
n
g
t
h
(t
s
f
)
Te
s
t

T
y
p
e
Depth (Ft.)
Strength Test
Fi
e
l
d

T
e
s
t
Re
s
u
l
t
s
Elevation: 1725 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.9964° Longitude: -83.8988°
1
2
1724.67
1719.5
1717
1712
1710.1
TOPSOIL, approximately 4 inches
SILTY SAND (SM), very loose to loose
SILTY SAND (SM), medium dense
SILTY SAND (SM), very loose
SILTY SAND (SM), very dense
Auger Refusal at 14.9 Feet
Boring Log No. B-4
Wa
t
e
r

L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h

(
F
t
.
)
5
10
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c

L
o
g
Mo
d
e
l

L
a
y
e
r
27.6
18.4
17.0
16.6
12.5
0.3
5.5
8.0
13.0
14.9
0-0-1
N=1
1-3-5
N=8
6-6-5
N=11
2-1-1
N=2
50/4"
Abandonment Method
Boring backfilled with auger cuttings upon completion.
Advancement Method
Hollow Stem Augers
Hammer Type
Automatic
Driller
R. Foster
Logged by
A. Simpson
Boring Started
01-11-2024
Boring Completed
01-11-2024
Drill Rig
GP890
Proposed Dollar General - Warne, NC - GEO
5050 Old Hwy 64 West | Warne, NC
Terracon Project No. E2235144
See Exploration and Testing Procedures for a description of field and laboratory
procedures used and additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Water Level Observations
No groundwater was encountered while drilling
Chattanooga, TN
51 Lost Mound Dr, Ste 135
Notes
Sa
m
p
l
e

T
y
p
e
Wa
t
e
r
Co
n
t
e
n
t

(
%
)
Dr
y

U
n
i
t
We
i
g
h
t

(
p
c
f
)
St
r
a
i
n

(
%
)
Co
m
p
r
e
s
s
i
v
e
St
r
e
n
g
t
h
(t
s
f
)
Te
s
t

T
y
p
e
Elevation: 1725 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.9963° Longitude: -83.8987°
Depth (Ft.)
Strength Test
Fi
e
l
d

T
e
s
t
Re
s
u
l
t
s
1
2
3
2
3
1718.67
1705.9
TOPSOIL, approximately 4 inches
CLAYEY SAND (SC), very loose to loose
Auger Refusal at 13.1 Feet
Boring Log No. B-5
Wa
t
e
r

L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h

(
F
t
.
)
5
10
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c

L
o
g
Mo
d
e
l

L
a
y
e
r
22.1
20.8
21.7
21.7
30-18-12
0.3
13.1
0-0-0
N=0
1-1-2
N=3
2-3-3
N=6
3-2-6
N=8
Abandonment Method
Boring backfilled with auger cuttings upon completion.
Advancement Method
Hollow Stem Augers
Hammer Type
Automatic
Driller
R. Foster
Logged by
A. Simpson
Boring Started
01-11-2024
Boring Completed
01-11-2024
Drill Rig
GP890
Proposed Dollar General - Warne, NC - GEO
5050 Old Hwy 64 West | Warne, NC
Terracon Project No. E2235144
See Exploration and Testing Procedures for a description of field and laboratory
procedures used and additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Water Level Observations
No groundwater was encountered while drilling
Chattanooga, TN
51 Lost Mound Dr, Ste 135
Notes
Sa
m
p
l
e

T
y
p
e
Wa
t
e
r
Co
n
t
e
n
t

(
%
)
Dr
y

U
n
i
t
We
i
g
h
t

(
p
c
f
)
St
r
a
i
n

(
%
)
Co
m
p
r
e
s
s
i
v
e
St
r
e
n
g
t
h
(t
s
f
)
Te
s
t

T
y
p
e
Elevation: 1719 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.9962° Longitude: -83.8989°
Depth (Ft.)
Strength Test
Fi
e
l
d

T
e
s
t
Re
s
u
l
t
s
1
2
1710.67
1705.5
1701
TOPSOIL, approximately 4 inches
SILTY CLAYEY SAND (SC-SM), very loose
SILTY CLAYEY SAND (SC-SM), medium
dense
Boring Terminated at 10 Feet
Boring Log No. P-1
Wa
t
e
r

L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h

(
F
t
.
)
5
10
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c

L
o
g
Mo
d
e
l

L
a
y
e
r
24.6
25.7
30.0
22.7
0.3
5.5
10.0
0-1-1
N=2
3-2-1
N=3
6-7-5
N=12
3-6-4
N=10
Abandonment Method
Boring backfilled with auger cuttings upon completion.
Advancement Method
Hollow Stem Augers
Hammer Type
Automatic
Driller
R. Foster
Logged by
A. Simpson
Boring Started
01-11-2024
Boring Completed
01-11-2024
Drill Rig
GP890
Proposed Dollar General - Warne, NC - GEO
5050 Old Hwy 64 West | Warne, NC
Terracon Project No. E2235144
See Exploration and Testing Procedures for a description of field and laboratory
procedures used and additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Water Level Observations
While drilling
Chattanooga, TN
51 Lost Mound Dr, Ste 135
Notes
Sa
m
p
l
e

T
y
p
e
Wa
t
e
r
Co
n
t
e
n
t

(
%
)
Dr
y

U
n
i
t
We
i
g
h
t

(
p
c
f
)
St
r
a
i
n

(
%
)
Co
m
p
r
e
s
s
i
v
e
St
r
e
n
g
t
h
(t
s
f
)
Te
s
t

T
y
p
e
Elevation: 1711 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.9960° Longitude: -83.8990°
Depth (Ft.)
Strength Test
Fi
e
l
d

T
e
s
t
Re
s
u
l
t
s
1
2
3
1710.67
1701
TOPSOIL, approximately 4 inches
SILTY CLAYEY SAND (SC-SM), very loose to
loose
Boring Terminated at 10 Feet
Boring Log No. P-2
Wa
t
e
r

L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h

(
F
t
.
)
5
10
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c

L
o
g
Mo
d
e
l

L
a
y
e
r
14.4
19.1
22.9
31.6
0.3
10.0
2-3-2
N=5
1-2-3
N=5
3-3-3
N=6
0-2-2
N=4
Abandonment Method
Boring backfilled with auger cuttings upon completion.
Advancement Method
Hollow Stem Augers
Hammer Type
Automatic
Driller
R. Foster
Logged by
A. Simpson
Boring Started
01-11-2024
Boring Completed
01-11-2024
Drill Rig
GP890
Proposed Dollar General - Warne, NC - GEO
5050 Old Hwy 64 West | Warne, NC
Terracon Project No. E2235144
See Exploration and Testing Procedures for a description of field and laboratory
procedures used and additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Water Level Observations
No groundwater was encountered while drilling
Chattanooga, TN
51 Lost Mound Dr, Ste 135
Notes
Sa
m
p
l
e

T
y
p
e
Wa
t
e
r
Co
n
t
e
n
t

(
%
)
Dr
y

U
n
i
t
We
i
g
h
t

(
p
c
f
)
St
r
a
i
n

(
%
)
Co
m
p
r
e
s
s
i
v
e
St
r
e
n
g
t
h
(t
s
f
)
Te
s
t

T
y
p
e
Elevation: 1711 (Ft.) +/-
Atterberg
Limits
Latitude: 34.9960° Longitude: -83.8987°
Depth (Ft.)
Strength Test
Fi
e
l
d

T
e
s
t
Re
s
u
l
t
s
LL-PL-PI
See Exploration PlanLocation:
1
2
1732.67
1727.5
1725
1723
TOPSOIL, approximately 4 inches
SILTY CLAYEY SAND (SC-SM), very loose to
loose
SILTY CLAYEY SAND (SC-SM), medium
dense
SILTY CLAYEY SAND (SC-SM), loose
Boring Terminated at 10 Feet
Boring Log No. P-3
Wa
t
e
r

L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h

(
F
t
.
)
5
10
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c

L
o
g
Mo
d
e
l

L
a
y
e
r
31.6
35.5
12.4
42.7
0.3
5.5
8.0
10.0
2-1-1
N=2
0-0-9
N=9
8-4-10
N=14
1-2-2
N=4
Abandonment Method
Boring backfilled with auger cuttings upon completion.
Advancement Method
Hollow Stem Augers
Hammer Type
Automatic
Driller
R. Foster
Logged by
A. Simpson
Boring Started
01-11-2024
Boring Completed
01-11-2024
Drill Rig
GP890
Proposed Dollar General - Warne, NC - GEO
5050 Old Hwy 64 West | Warne, NC
Terracon Project No. E2235144
See Exploration and Testing Procedures for a description of field and laboratory
procedures used and additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Water Level Observations
No groundwater was encountered while drilling
Chattanooga, TN
51 Lost Mound Dr, Ste 135
Notes
Sa
m
p
l
e

T
y
p
e
Wa
t
e
r
Co
n
t
e
n
t

(
%
)
Dr
y

U
n
i
t
We
i
g
h
t

(
p
c
f
)
St
r
a
i
n

(
%
)
Co
m
p
r
e
s
s
i
v
e
St
r
e
n
g
t
h
(t
s
f
)
Te
s
t

T
y
p
e
Elevation: 1733 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.9965° Longitude: -83.8989°
Depth (Ft.)
Strength Test
Fi
e
l
d

T
e
s
t
Re
s
u
l
t
s
1
2
3
2
1732.67
1723
TOPSOIL, approximately 4 inches
SILTY CLAYEY SAND (SC-SM), very loose to
loose
Boring Terminated at 10 Feet
Boring Log No. P-4
Wa
t
e
r

L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h

(
F
t
.
)
5
10
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c

L
o
g
Mo
d
e
l

L
a
y
e
r
17.0
27.4
29.4
0.3
10.0
0-0-1
N=1
4-5-3
N=8
5-3-3
N=6
1-1-1
N=2
Abandonment Method
Boring backfilled with auger cuttings upon completion.
Advancement Method
Hollow Stem Augers
Hammer Type
Automatic
Driller
R. Foster
Logged by
A. Simpson
Boring Started
01-11-2024
Boring Completed
01-11-2024
Drill Rig
GP890
Proposed Dollar General - Warne, NC - GEO
5050 Old Hwy 64 West | Warne, NC
Terracon Project No. E2235144
See Exploration and Testing Procedures for a description of field and laboratory
procedures used and additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Water Level Observations
No groundwater was encountered while drilling
Chattanooga, TN
51 Lost Mound Dr, Ste 135
Notes
Sa
m
p
l
e

T
y
p
e
Wa
t
e
r
Co
n
t
e
n
t

(
%
)
Dr
y

U
n
i
t
We
i
g
h
t

(
p
c
f
)
St
r
a
i
n

(
%
)
Co
m
p
r
e
s
s
i
v
e
St
r
e
n
g
t
h
(t
s
f
)
Te
s
t

T
y
p
e
Elevation: 1733 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.9964° Longitude: -83.8985°
Depth (Ft.)
Strength Test
Fi
e
l
d

T
e
s
t
Re
s
u
l
t
s
1
2
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100 110
"A"
L
i
n
e
ASTM D4318

CH

o
r

O
H
CL

o
r

O
L
ML or OL
MH or OH
6
5
4
12
41.3
33.5
28.1
36.7
SC-SM
SC-SM
SM
SC
21
18
25
18
6
5
4
12
41.3
33.5
28.1
36.7
SC-SM
SC-SM
SM
SC
21
18
25
18

27
23
29
30
SILTY, CLAYEY SAND
SILTY, CLAYEY SAND
SILTY SAND
CLAYEY SAND
Atterberg Limit Results
"U"

L
i
n
e
Liquid Limit
LL PL PI Fines USCS DescriptionFines
Pl
a
s
t
i
c
i
t
y

I
n
d
e
x
CL - ML
16
4
7
Facilities | Environmental | Geotechnical | Materials
1 - 2.5
6 - 7.5
3.5 - 5
3.5 - 5
B-1
B-2
B-3
B-5
Boring ID Depth (Ft)
51 Lost Mound Dr, Ste 135
Chattanooga, TNTerracon Project No. E2235144
5050 Old Hwy 64 West | Warne, NC
Proposed Dollar General - Warne, NC - GEO
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
16 2044 100
U.S. Sieve Numbers
632 10 14 506 2001.5 83/4
1/23/8 30 403 601 140
HydrometerU.S. Sieve Opening in Inches
Grain Size Distribution
ASTM D422 / ASTM C136
SandGravel
Grain Size (mm)
coarse fine coarse finemedium
Silt or ClayCobbles
Pe
r
c
e
n
t

C
o
a
r
s
e
r

b
y

W
e
i
g
h
t
Pe
r
c
e
n
t

F
i
n
e
r

b
y

W
e
i
g
h
t
100
90
80
70
60
50
40
30
20
10
0
Facilities | Environmental | Geotechnical | Materials
LL PL PI Cc CuDescription
SILTY, CLAYEY SAND
SILTY, CLAYEY SAND
SILTY SAND
CLAYEY SAND
41.3
33.5
28.1
36.7
27
23
29
30
6
5
4
12
21
18
25
18
%CobblesD60
0.165
0.206
0.399
0.239
D100 %Clay%Sand%Gravel
0.0
4.7
15.0
10.6
58.7
61.8
56.9
52.6
0.0
0.0
0.0
0.0
D10D30
0.091
9.5
12.5
37.5
19
%Fines %Silt

Boring ID
1 - 2.5
6 - 7.5
3.5 - 5
3.5 - 5
B-1
B-2
B-3
B-5
1 - 2.5
6 - 7.5
3.5 - 5
3.5 - 5
Depth (Ft)Boring ID
B-1
B-2
B-3
B-5
Depth (Ft)
51 Lost Mound Dr, Ste 135
Chattanooga, TNTerracon Project No. E2235144
5050 Old Hwy 64 West | Warne, NC
Proposed Dollar General - Warne, NC - GEO
USCS
SC-SM
SC-SM
SM
SC
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials

Supporting Information

Contents:
General Notes
Unified Soil Classification System

Note: All attachments are one page unless noted above.

Standard
Penetration
Test
Facilities | Environmental | Geotechnical | Materials
> 4.00
2.00 to 4.00
1.00 to 2.00
0.50 to 1.00
0.25 to 0.50
less than 0.25
Unconfined Compressive
Strength
Qu (tsf)
Proposed Dollar General - Warne, NC - GEO
5050 Old Hwy 64 West | Warne, NC
Terracon Project No. E2235144
51 Lost Mound Dr, Ste 135
Chattanooga, TN
N
(HP)
(T)
(DCP)
UC
(PID)
(OVA)
Standard Penetration Test
Resistance (Blows/Ft.)
Hand Penetrometer
Torvane
Dynamic Cone Penetrometer
Unconfined Compressive
Strength
Photo-Ionization Detector
Organic Vapor Analyzer
Water Level After a
Specified Period of Time
Water Level After
a Specified Period of Time
Cave In
Encountered
Water Level Field Tests
Water Initially
Encountered
Sampling
Water levels indicated on the soil boring logs are the
levels measured in the borehole at the times indicated.
Groundwater level variations will occur over time. In
low permeability soils, accurate determination of
groundwater levels is not possible with short term
water level observations.
General Notes
Location And Elevation Notes
Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are
approximate. See Exploration and Testing Procedures in the report for the methods used to locate the exploration points for this project. Surface
elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface
elevation was approximately determined from topographic maps of the area.
Soil classification as noted on the soil boring logs is based Unified Soil Classification System. Where sufficient laboratory data exist to classify the soils
consistent with ASTM D2487 "Classification of Soils for Engineering Purposes" this procedure is used. ASTM D2488 "Description and Identification of
Soils (Visual-Manual Procedure)" is also used to classify the soils, particularly where insufficient laboratory data exist to classify the soils in accordance
with ASTM D2487. In addition to USCS classification, coarse grained soils are classified on the basis of their in-place relative density, and fine-grained
soils are classified on the basis of their consistency. See "Strength Terms" table below for details. The ASTM standards noted above are for reference
to methodology in general. In some cases, variations to methods are applied as a result of local practice or professional judgment.
Exploration/field results and/or laboratory test data contained within this document are intended for application to the project as described in this
document. Use of such exploration/field results and/or laboratory test data should not be used independently of this document.
Relevance of Exploration and Laboratory Test Results
Descriptive Soil Classification
> 30
15 - 30
8 - 15
4 - 8
2 - 4
Hard
> 50 Very Stiff
Stiff
Medium Stiff
Soft
Very Soft
30 - 50
10 - 29
4 - 9
0 - 3Very Loose
Loose
Medium Dense
Dense
Very Dense
Relative Density of Coarse-Grained Soils
(More than 50% retained on No. 200 sieve.)
Density determined by Standard Penetration Resistance
Consistency of Fine-Grained Soils
(50% or more passing the No. 200 sieve.)
Consistency determined by laboratory shear strength testing, field visual-manual
procedures or standard penetration resistance
0 - 1
Relative Density ConsistencyStandard Penetration or
N-Value
(Blows/Ft.)
Standard Penetration or
N-Value
(Blows/Ft.)
Strength Terms
Geotechnical Engineering Report
Proposed Dollar General Warne, NC | Warne, NC 28909
February 5, 2024 | Terracon Project No. E2235144

Facilities | Environmental | Geotechnical | Materials

Unified Soil Classification System
Criteria for Assigning Group Symbols and Group Names Using
Laboratory Tests A
Soil Classification
Group
Symbol Group Name B
Coarse-Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction
retained on No. 4
sieve
Clean Gravels:
Less than 5% fines C
Cu≥4 and 1≤Cc≤3 E GW Well-graded gravel F
Cu<4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F, G, H
Fines classify as CL or CH GC Clayey gravel F, G, H
Sands:
50% or more of
coarse fraction
passes No. 4 sieve
Clean Sands:
Less than 5% fines D
Cu≥6 and 1≤Cc≤3 E SW Well-graded sand I
Cu<6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G, H, I
Fines classify as CL or CH SC Clayey sand G, H, I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than
50
Inorganic: PI > 7 and plots above “A” line J CL Lean clay K, L, M
PI < 4 or plots below “A” line J ML Silt K, L, M
Organic: 𝐿𝐿 𝑜𝑣𝑒𝑛 𝑑𝑟𝑖𝑒𝑑
𝐿𝐿 𝑛𝑜𝑡 𝑑𝑟𝑖𝑒𝑑<0.75 OL Organic clay K, L, M, N
Organic silt K, L, M, O
Silts and Clays:
Liquid limit 50 or
more
Inorganic: PI plots on or above “A” line CH Fat clay K, L, M
PI plots below “A” line MH Elastic silt K, L, M
Organic: 𝐿𝐿 𝑜𝑣𝑒𝑛 𝑑𝑟𝑖𝑒𝑑
𝐿𝐿 𝑛𝑜𝑡 𝑑𝑟𝑖𝑒𝑑<0.75 OH Organic clay K, L, M, P
Organic silt K, L, M, Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-inch (75-mm) sieve.
B If field sample contained cobbles or boulders, or both, add “with
cobbles or boulders, or both” to group name.
C Gravels with 5 to 12% fines require dual symbols: GW-GM well-
graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM
poorly graded gravel with silt, GP-GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW-SM well-
graded sand with silt, SW-SC well-graded sand with clay, SP-SM
poorly graded sand with silt, SP-SC poorly graded sand with clay.
E Cu = D60/D10 Cc =
F If soil contains ≥ 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name.
I If soil contains ≥ 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or
“with gravel,” whichever is predominant.
L If soil contains ≥ 30% plus No. 200 predominantly sand, add
“sandy” to group name.
M If soil contains ≥ 30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
N PI ≥ 4 and plots on or above “A” line.
O PI < 4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.

6010
2
30
DxD
)(D