SW6230603_Soils/Geotechnical Report_20240201

lierracon
GeoReport®
Geotechnical Engineering Report
Dollar General — Aberdeen
Aberdeen, North Carolina
October 4, 2022
Terracon Project No. K6225036
Prepared for:
Rhetson Companies, Inc.
West End, North Carolina
Prepared by:
Terracon Consultants, Inc.
Wilmington, North Carolina
Environmental Facilities Geotechnical Materials

October 4, 2022 llerracon
Rhetson Companies, Inc. GeoReport
2075 Juniper Lake Road
West End, North Carolina 27376
Attn: Mr. Matt Williams — Project Manager
P: [phone]
E: [e-mail]
Re: Geotechnical Engineering Report
Dollar General —Aberdeen
US Highway 501 & Ashemont Road
Aberdeen, North Carolina
Terracon Project No. K6225036
Dear Mr. Williams:
We have completed the Geotechnical Engineering services for the above referenced project. This
study was performed in general accordance with Terracon Proposal No. PK6225036 dated
September 2, 2022. 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.
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Sincerely, ,i
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Terracon Consultants, Inc. `1 4.z
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Mike Delaney, E.I. Justiri L. Sa? c�La��I0*,r�'``
Staff Engineer Project Engineer
Registered, NC 046129
Andrew A. Nash, P.E.
Geotechnical Department Manager
Terracon Consultants, Inc. 2108 Capital Drive, Ste 103 Wilmington, North Carolina 28405
NC License No. F-0869 P [phone] terracon.com
Environmental '"I" Facilities • Geotechnical • Materials

REPORT TOPICS
REPORT SUMMARY
INTRODUCTION 1
SITE CONDITIONS 1
PROJECT DESCRIPTION 2
GEOTECHNICAL CHARACTERIZATION 3
GEOTECHNICAL OVERVIEW 3
EARTHWORK 4
SHALLOW FOUNDATIONS 8
SEISMIC CONSIDERATIONS 10
FLOOR SLABS 10
PAVEMENTS 12
GENERAL COMMENTS 15
FIGURES 17
Note:This report was originally delivered in a web-based format.Orange 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
GeoReport logo will bring you back to this page. For more interactive features, please view your project online at
client.terracon.com.
ATTACHMENTS
EXPLORATION AND TESTING PROCEDURES
SITE LOCATION AND EXPLORATION PLANS
EXPLORATION RESULTS
SUPPORTING INFORMATION
Note: Refer to each individual Attachment for a listing of contents.
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Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport
REPORT SUMMARY
Topic Overview Statement
Project Plans for the project include constructing a new Dollar General with associated
Description asphalt parking and drives and a stormwater pond.
The exploration encountered loose to dense sands underlain by medium stiff to stiff
clay. Soft clays were encountered in CPT sounding B-2 at a depth of approximately 19
Geotechnical feet beneath existing grades. CPT sounding B-4 encountered refusal at a depth of 18
Characterization feet beneath existing grades.
Groundwater is anticipated at depths greater than 15 feet below existing grades.
After stripping topsoil, the exposed subgrade soils in the building and pavement
footprints should be densified in place using a medium weight vibratory roller. The
Earthwork purpose of the vibratory rolling is to densify the exposed subgrade soils for floor slab
and pavement support and to potentially improve the foundation bearing soils.
Shallow Allowable bearing pressure = 2,000 psf
Foundations Expected settlements: < 1-inch total, < 1/2-inch differential
With subgrade prepared as noted in Earthwork.
Concrete:
5 inches Portland Cement Concrete (PCC) in Light Duty areas
6 inches PCC in Medium Duty areas
Pavements 7 inches PCC in Heavy Duty areas (including dumpster pads)
Asphalt:
2.5 inches Asphaltic Concrete(AC)over 6 inches granular base in Light Duty
areas
■ 4 inches AC over 6 inches granular base in Medium Duty areas
General This section contains important information about the limitations of this geotechnical
Comments engineering report.
1. If the reader is reviewing this report as a pdf,the topics above can be used to access the appropriate section
of the report by simply clicking on the topic itself.
This summary is for convenience only. It should be used in conjunction with the entire report for design
purposes.
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Geotechnical Engineering Report
Dollar General — Aberdeen
US Highway 501 & Ashemont Road
Aberdeen, North Carolina
Terracon Project No. K6225036
October 4, 2022
INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering
services performed for the proposed Dollar General to be located at US Highway 501 &Ashemont
Road in Aberdeen, North Carolina. The purpose of these services is to provide information and
geotechnical engineering recommendations relative to:
Subsurface soil conditions Foundation design and construction
Groundwater conditions Floor slab design and construction
Site preparation and earthwork Seismic site classification per NCSBC
Excavation considerations Pavement design and construction
Stormwater pond considerations
The geotechnical engineering Scope of Services for this project included the advancement of
seven (7) test soundings to depths ranging from approximately 5 to 25 feet below existing site
grades. In addition, five (5) hand auger borings were performed to visually classify near-surface
soils.
Maps showing the site and boring locations are shown in the Site Locatioi. and Exploration
Plai sections, respectively. The results of the laboratory testing performed on soil samples
obtained from the site during the field exploration are included on the boring logs and as separate
graphs in the Exploration Resiilfs section.
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.
Item Description
The project site is located on the east side of US Highway 501 north of the
Parcel Information intersection with Ashemont Road in Aberdeen, North Carolina.
See Site Location.
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Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport.
Item Description 1
Existing Improvements Undeveloped agricultural land
Current Ground Cover Grass
According to Google EarthPro, the site slopes down from an elevation of
Existing Topography
approximately 365 feet at the northwest corner of the site to an elevation
of approximately 355 feet at the southeast corner of the site. Based on our
site visit, the site is relatively flat.
PROJECT DESCRIPTION
Our final understanding of the project conditions is as follows:
Item Description
Information Provided Project information was obtained via email on August 30, 2022. The email
contained a concept site plan and site location plan.
Project Description Plans for the project include constructing a new Dollar General with
associated asphalt parking/drives and a stormwater pond.
Proposed Structure The proposed construction includes a single-story building with a footprint
of about 10,640 square feet.
Building Construction Assumed to be metal or wood framed with slab-on-grade construction.
Finished Floor Elevation Assumed to be within 2 feet of existing grades.
r Columns: 50 kips
Maximum Loads Walls: 2 kips per linear foot (klf)
(assumed) • Slabs: 100 pounds per square foot(psf)
Grading/Slopes Up to 2 feet of cut and fill is anticipated to develop final grade.
We assume both rigid (concrete) and flexible (asphalt) pavement sections
should be considered. Please confirm this assumption.
Anticipated traffic is as follows:
Pavements ■ Autos/light trucks: 200 vehicles per day
• Light delivery and trash collection vehicles: 5 vehicles per week
✓ Tractor-trailer trucks: <1 vehicles per week
The pavement design period is 20 years.
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Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport.
GEOTECHNICAL CHARACTERIZATION
Geology
The project site is located in the Coastal Plain Physiographic Province. The Coastal Plain soils
consist mainly of marine sediments that were deposited during successive periods of fluctuating
sea level and moving shoreline. The soils include sands, silts, and clays with irregular deposits of
shells, which are typical of those lain down in a shallow sloping sea bottom. Recent alluvial sands,
silts, and clays are typically present near rivers and creeks.
According to USGS Mineral Resources On-Line Spatial Data based on the 1998 digital equivalent
of the 1985 Geologic Map of North Carolina, the site is mapped within the Pinehurst Formation
(Tertiary).
Subsurface Profile
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 site preparation and foundation options. Conditions encountered at
each exploration point are indicated on the individual logs. Stratification boundaries on the boring
logs represent the approximate location of changes in native soil types; in situ, the transition
between materials may be gradual. The individual logs can be found in the xploration Results
section and the GeoModel can be found in the section 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 Sand Sand with varying amounts of silt and clay, loose to dense
2 Clay Low to medium plasticity clay with varying amounts of sand, soft to
hard
Groundwater Conditions
Groundwater was not encountered during our field exploration at the depths explored. Based on the
cave in depths, CPT data, and moisture condition of the soil samples, groundwater is anticipated
at depths greater than 15 feet below the existing ground surface.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff
and other factors not evident at the time the borings were performed. Therefore, groundwater
levels during construction or at other times in the life of the structure may be higher or lower than
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Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport
the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be
considered when developing the design and construction plans for the project.
GEOTECHNICAL OVERVIEW
After stripping topsoil and once any areas of cut are excavated to proposed subgrade elevation,
the exposed subgrade soils in the building and pavement footprints should be densified in place
using a medium weight vibratory roller. The purpose of the rolling is to densify the exposed
subgrade soils for floor slab and pavement support and to potentially improve the foundation
bearing soils.
Following the recommended Earthwork, the building can be supported on shallow foundations
bearing on approved existing soils or structural fill compacted as recommended and sized for a
maximum net allowable soil bearing pressure of 2,000 psf. The Shallow Foundations section
addresses support of the building bearing on densified existing soils or structural fill. The Floor
Slabs section addresses slab-on-grade support of the building.
A rigid or flexible pavement system is suitable for this site. The Pavements section addresses
the design of pavement systems supported on the densified existing soils or structural fill.
Based on the results of our field testing and the 2018 North Carolina State Building Code
(NCSBC), the seismic classification for the site is D.
The General Comments section provides an understanding of the report limitations.
EARTHWORK
Earthwork is anticipated to include clearing and grubbing, excavations, densification, and 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. Grading for the structure should incorporate the limits of the proposed
structure plus 5 feet beyond proposed perimeter building walls and any exterior columns.
Site Preparation
After stripping and removing topsoil and once any areas of cut have been excavated to proposed
subgrade elevation, the exposed subgrade soils in the building and pavement footprints should be
densified in place using a medium weight vibratory roller. The purpose of the vibratory rolling is to
densify the exposed subgrade soils for floor slab and pavement support and to potentially improve
the foundation bearing soils. The roller should make at least six passes across the site, with the
second set of three passes perpendicular to the first set of three passes with intermittent vibration
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Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport
activated. If water is brought to the surface by the vibratory rolling, the operation should be
discontinued until the water subsides. Vibratory rolling should be completed during dry weather.
Static rolling and additional repairs should be anticipated for areas too wet for vibratory rolling.
After the vibratory rolling, pore pressures should be allowed to dissipate for a minimum of 16
hours. After the waiting period, proofrolling should be performed on the exposed subgrade soils in
areas to receive fill or at the subgrade elevation with a loaded, tandem-axle dump truck (15 to 20
ton total vehicle weight) or similar rubber-tired construction equipment. Proofrolling is
recommended as a means of detecting areas of soft or unstable subgrade soils. The proofrolling
should be performed during a period of dry weather to avoid degrading an otherwise suitable
subgrade. The proofrolling operations should be observed by a representative of the geotechnical
engineer. Subgrade soils that exhibit excessive rutting or deflection during proofrolling should be
repaired as directed by the field representative. Typical repairs include overexcavation followed
by replacement with either properly compacted fill or by a subgrade stabilization fabric in
conjunction with a sand fill or crushed stone.
If subgrade soils are unsuitable, they will require removal and replacement; however, if they are
unstable due to excessive moisture, the most economical solution for remediation may be to
scarify, dry and recompact the material. This remediation is most effective during the typically
hotter months of the year (May to October). If construction is performed during the cooler period
of the year, the timeline for scarifying, drying, and recompacting typically increases considerably
and may lead to alternative remediation solutions. These solutions can include overexcavation
of some or all of the unstable material to be backfilled with either approved structural fill or
geotextile and ABC Stone. Potential undercutting can be reduced if the site preparation work is
performed during a period of dry weather and if construction traffic is kept to a minimum on
prepared subgrades. We recommend that the contractor submit a unit rate cost for undercutting
as part of the bidding process.
Fill Material Types
Earthen materials used for structural fill should meet the following material property requirements.
Soil Type USCS Classification Acceptable Location for
Placement
Imported Soil SC, SM, SP, SM-SP All location and elevations.
On-Site Low to Moderate SP-SM, SP-SC, SM, SC
All locations and elevations.
Plasticity Soils (LL<60 & PI < 30)
Structural 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.
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Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport.
The on-site clay soils should not be reused as structural fill due to their moisture sensitivity when
compared to the sandier soils available on site.
Fill Compaction Requirements
Structural fill should meet the following compaction requirements.
Item Description
8 inches or less in loose thickness when heavy, self-propelled
compaction equipment is used.
Maximum Lift Thickness
4 to 6 inches in loose thickness when hand-guided equipment (i.e.
jumping jack or plate compactor) is used.
Minimum 95% of the material's maximum standard Proctor dry density
Minimum Compaction (ASTM D 698).
Requirements The upper 12 inches of subgrade in pavement areas should be
compacted to at least 98% of the materials maximum standard Proctor
dry density (ASTM D 698).
Water Content Range 7 Within 3% of optimum moisture content
' Maximum density and optimum water content as determined by the standard Proctor test(ASTM D 698).
High plasticity cohesive fill should not be compacted to more than 100 percent of standard Proctor
maximum dry density.
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).
Utility Trench Backfill
For low permeability subgrades, 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.
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.
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Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport
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 floor slabs. 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.
Groundwater encountered in deeper excavations should be pumped out from sumps or well points
if applicable. Pumping water, as required, should continue until excavations are completely
backfilled
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.
Construction Observation and Testing
The earthwork efforts should be monitored under the direction of the Geotechnical Engineer.
Monitoring should include documentation of adequate removal of vegetation and topsoil,
proofrolling, and mitigation of areas delineated by the proofroll to require mitigation.
Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved
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 2,500 square feet of
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Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport
compacted fill in the building areas and 5,000 square feet in pavement areas. One density and
water content test should be performed for every 50 linear feet of compacted utility trench backfill.
In areas of foundation excavations, the bearing subgrade should be evaluated under the direction
of the Geotechnical Engineer. If unanticipated conditions are encountered, 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.
Design Parameters — Compressive Loads
Item Description
Maximum Net Allowable Bearing
2,000 psf
pressure
Required Bearing Stratum Approved existing soils or structural fill
Columns: 30 inches
Minimum Foundation Dimensions
Continuous: 18 inches
Minimum Embedment below Exterior footings in unheated areas: 18 inches
Exterior footings in heated areas: 18 inches
Finished Grade Interior footin s in heated areas: 12 inches
Estimated Total Settlement from
Structural Loads Less than about 1 inch
Estimated Differential Settlement About 1/2 of total settlement
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Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport.
Item Description
1. The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding
overburden pressure at the footing base elevation.An appropriate factor of safety has been applied.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.
3. Unsuitable or soft soils should be over-excavated and replaced per the recommendations presented in the
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.
5. Can be used to compute sliding resistance where foundations are placed on suitable soil/materials.Should
be neglected for foundations subject to net uplift conditions.
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 as measured over a span of 50 feet.
Design Parameters - Uplift Loads
Uplift resistance of spread footings can be developed from the effective weight of the footing and
the overlying soils. As illustrated on the subsequent figure, the effective weight of the soil prism
defined by diagonal planes extending up from the top of the perimeter of the foundation to the
ground surface at an angle, 0, of 20 degrees from the vertical can be included in uplift resistance.
The maximum allowable uplift capacity should be taken as a sum of the effective weight of soil
plus the dead weight of the foundation, divided by an appropriate factor of safety. A maximum
total unit weight of 110 pcf should be used for the backfill. This unit weight should be reduced to
47 pcf for portions of the backfill or natural soils below the groundwater elevation.
Limits of Sod for Uplift Resistance
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Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport
Foundation Construction Considerations
The foundation bearing materials should be evaluated at the time of the foundation excavation.
This is an essential part of the construction process.A representative of the geotechnical engineer
should use a combination of hand auger borings and dynamic cone penetrometer (DCP) testing
to determine the suitability of the bearing materials for the design bearing pressure. DCP testing
should be performed to a depth of 3 to 5 feet below the bottom of foundation excavation. Excessively
soft, loose, or wet bearing soils should be over excavated to a depth recommended by the
geotechnical engineer. The excavated soils should be replaced with structural fill or washed, crushed
stone (NCDOT No. 57) wrapped in a geotextile fabric (Mirafi 140 N or equivalent). The need for the
geotextile fabric with the crushed stone should be determined by the Geotechnical Engineer during
construction based on sloughing/caving soils and excavation observations. However, footings could
bear directly on the soils after over excavation if approved by 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.
Should the soils at bearing level become excessively disturbed or saturated, the affected soil
should be removed prior to placing concrete.
SEISMIC CONSIDERATIONS
Based on the soil properties encountered at the site and as described on the exploration logs and
results, it is our professional opinion that the Seismic Site Classification is D. Subsurface
explorations at this site were extended to a maximum depth of 25 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. Deeper exploration or geophysical exploration could be performed
to confirm the conditions below the current depth of exploration.
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
Suitable existing soils or new structural fill compacted in accordance with
Floor Slab Support
Earthwork section of this report.
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Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport
Item Description
Estimated Modulus of
Subgrade Reaction
2 110 pounds per square inch per inch (psi/in)for point loads
Aggregate base Minimum 4 inches of free-draining granular material (less than 5% passing
course/capillary break 3 the U.S. No. 200 sieve)
1. Floor slabs should be structurally independent of building footings or walls to reduce the possibility of floor
slab cracking caused by differential movements between the slab and foundation.
2. 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.
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, 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 control 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 water-proof, 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 of the finished subgrade should be performed immediately
prior to placement of the floor slab support course.
The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately
prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should
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Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport
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 Descnptic, 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 . I1.11VVVIR section.
Pavement Design Parameters
Design of Asphaltic Concrete (AC) pavements are based on the procedures outlined in the
AASHTO Guide for Design of Pavement Structures 1993 Method. Design of Portland Cement
Concrete (PCC) pavements are based upon American Concrete Institute (ACI) 330; Guide for
Design and Construction of Concrete Parking Lots.
A subgrade CBR of 8 was used for the AC pavement designs, and a modulus of subgrade reaction
of 110 pci was used for the PCC pavement designs. The values were empirically derived based
upon our experience with the sandy subgrade soils and our understanding of the quality of the
subgrade as prescribed by the Site Preparation conditions as outlined in rEarthwork. A modulus
of rupture of 580 psi was used for pavement concrete.
Pavement Section Thicknesses
The following tables provide options for AC and PCC Sections:
Asphaltic Concrete Design
Recommended Minimum Pavement Section
NCDOT Thickness (inches)2
Layer
Grading Main Drives &Truck
Automobile Areas Access Areas
(Light Duty) (Medium Duty)
Asphalt Concrete Surface Course S-9.5B 2.53 1.5
Asphalt Concrete Intermediate I-19.CC -- 2.5
Course
Aggregate Base ABC 6 6
1. All materials should meet the current North Carolina Department of Transportation (NCDOT) Standard
Specifications.
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Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport.
Asphaltic Concrete Design
Recommended Minimum Pavement Section
NCDOT Thickness (inches)2
Layer
Grading Main Drives &Truck
Automobile Areas Access Areas
(Light Duty) (Medium Duty)
Asphalt Concrete Surface Course S-9.5B 2.53 1.5
Based on anticipated traffic loading as described in Project Description section.
Placed in two equal lifts.
Portland Cement Concrete Design
Recommended Minimum Pavement Section
Thickness (inches)2
Layer Specification —
Automobile Main Drives &Truck
Areas Access Areas Heavy Duty
Portland Cement Concrete 4,000 psi 5 6 7
Aggregate Base4 ABC 4 4 4
1. All materials should meet the current North Carolina Department of Transportation (NCDOT) Standard
Specifications.
Based on anticipated traffic loading as described in Project Descriptic section.
In areas of anticipated heavy traffic,fire trucks,delivery trucks,or concentrated loads(e.g.dumpster pads),
and areas with repeated turning or maneuvering of heavy vehicles.
Crushed Aggregate Base Course is recommended for construction purposes.Concrete could be placed directly
on an approved subgrade. However,stormwater can quickly degrade exposed subgrades without the crushed
aggregate base course leading to additional subgrade repair.
The placement of a partial pavement thickness for use during construction is not suggested
without a detailed pavement analysis incorporating construction traffic. If the actual traffic varies
from the assumptions outlined in Project Description, we should be contacted to update our
recommendations as necessary.
Recommendations for pavement construction presented depend upon compliance with
recommended material specifications. To assess compliance, observation and testing should be
performed under the direction of the geotechnical engineer.
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
Responsive • Resourceful • Reliable

Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport
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.
Pavement Maintenance
The pavement sections represent minimum recommended thicknesses and, as such, periodic
maintenance should be anticipated. Therefore, 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.
Maintenance consists of both localized maintenance (e.g., crack and joint sealing and patching)
and global maintenance (e.g., surface sealing). Preventive maintenance is usually the priority
when implementing a pavement maintenance program. Additional engineering observation is
recommended to determine the type and extent of a cost-effective 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 below 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.
STORMWATER MANAGEMENT
Seasonal High Water Table Evaluation
To aid in the design of stormwater management at the site, soil samples from location B-7 were
observed for hydric soils or any colors indicating a reducing environment as well as redoximorphic
features of the soil profile to estimate the seasonal high water table (SHWT) level. Hydric soils (a
Responsive • Resourceful • Reliable 14

Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport.
gray or bluish-gray colored soil matrix) and redoximorphic features (mottles or a "rust" staining)
are formed by the process of reduction, translocation and/or oxidation of iron oxides as the water
table fluctuates. A soil layer exhibiting redoximorphic features can be representative of the SHWT
level.
Based on the depth that redoximorphic features were encountered, the SHWT level occurs at a
depth of approximately 77 inches below the existing ground surface at location B-7.
Infiltration Testing
Infiltration testing was also performed in the proposed stormwater pond area at depth of
approximately 50 inches below the existing ground surface utilizing the constant-head well
permeameter technique. The infiltration rate was measured to be 0.1 inches per hour.
Our consultant's report "Stormwater Soil Evaluations" can be found in Supporting Information.
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. Natural 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 or collaboration through this system are intended for the
sole benefit and exclusive use of our client for specific application to the project discussed and
are accomplished in 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.
Responsive ■ Resourceful ■ Reliable 15

Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport
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 impact
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. 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.
Responsive ■ Resourceful ■ Reliable 16

FIGURES
Contents:
GeoModel (2 pages)
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GEOMODEL lierracon
Dollar General-Aberdeen Aberdeen,NC
Terracon Project No.K6225036 GeoReport
365
B-1
B-2 B-2AA1.
360
• B-3
1 1 1 •
•
• B-4 B-4A
355 6 5 1 • y
10 4.5
1 1 ..
v 5 `J• 5
350
2
12.5
z 2
o •
a 1
345 •
• 20 14.5 11
ILI
W UPI 18
22.47
•
340 1
2 1
18.37
335 .. 25.26
25.26
330
This is not a cross section.This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
Model Layer Layer Name General Description
1 Sand Sand with varying amounts of silt and clay,loose to dense
2 Clay Low to medium plasticity clay with varying amounts of sand,
soft to hard
LEGEND
E Topsoil 1?2Clayey Sand
Fffil Poorly-graded Sand with
URI Silt
Poorly-graded Sand with
UJ Clay
NOTES:
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.

GEOMODEL lierracon
Dollar General-Aberdeen • Aberdeen,NC
-----------------
Terracon Project No.K6225036 GeoReport
362 B-5 B-5A
360
1 . 1 :.
B-6 B-6A
358
356 • 5:25 5
.. 1 • 1 •
:,r
co
354
J B-7 B-7A
5.25 • 5
1
Z 352
i •:
> 350 1 1
W I3.5
J
W
348 J'5
346 2
344
10.17
342
This is not a cross section.This is intended to display the Geotechnical Model only.See individual logs for more detailed conditions.
Model Layer Layer Name General Description
1 Sand Sand with varying amounts of silt and clay,loose to dense
2 Clay Low to medium plasticity clay with varying amounts of sand,
soft to hard
LEGEND
L Topsoil E2 Clayey Sand
Frfri Poorly-graded Sand with
Silt
mPoorly-graded Sand with
Clay
NOTES:
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.

ATTACHMENTS
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Geotechnical Engineering Report lierracon
Dollar General -Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport.
EXPLORATION AND TESTING PROCEDURES
Field Exploration
Borings Boring Depth (feet)1 Location
4 18 to 25 Proposed Building
2 5 Proposed Pavement
1 10 Proposed Stormwater Pond
Referenced from existing ground surface.
Boring Layout and Elevations: Unless otherwise noted, Terracon personnel provided the boring
layout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of
about ±10 feet) and approximate elevations were obtained by interpolation from the provided site
plans. If elevations and a more precise boring layout are desired, we recommend borings be
surveyed following completion of fieldwork.
Subsurface Exploration Procedures: The subsurface exploration was performed by a track
mounted power drilling rig utilizing direct push, cone penetration testing (CPT) to advance into
the subsurface. In addition to the CPT soundings, five (5) hand auger borings were performed to
depths of 5 feet beneath existing grades to visually classify near-surface soils.
Cone Penetration Testing (CPT): The CPT hydraulically pushes an instrumented -
cone through the soil while nearly continuous readings are recorded to a portable
computer. The cone is equipped with electronic load cells to measure tip resistance
and sleeve resistance and a pressure transducer to measure the generated ambient
pore pressure. The face of the cone has an apex angle of 60° and an area of
10 cm2. Digital data representing the tip resistance, friction resistance, pore
water pressure, and probe inclination angle are recorded about every 2
centimeters while advancing through the ground at a rate between 1'/2 and 21/2
centimeters per second. These measurements are correlated to various soil
properties used for geotechnical design. No soil samples are gathered
through this subsurface investigation technique.
CPT testing is conducted in general accordance with ASTM D5778 "Standard Test
Method for Performing Electronic Friction Cone and Piezocone Penetration Testing
of Soils." Upon completion, the data collected was downloaded and processed by 4 qt
the project engineer.
Responsive • Resourceful • Reliable EXPLORATION AND TESTING PROCEDURES 1 of 2

Geotechnical Engineering Report lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport
Laboratory Testing
The project engineer reviewed the field data and assigned laboratory tests to understand the
engineering properties of the various soil strata, as necessary, for this project. Procedural
standards noted below are for reference to methodology in general. In some cases, variations to
methods were applied because of local practice or professional judgment. Standards noted below
include reference to other, related standards. Such references are not necessarily applicable to
describe the specific test performed.
ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture)
Content of Soil and Rock by Mass
ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils
ASTM D1140 Standard Test Methods for Determining the Amount of Material Finer than
75-pm (No. 200) Sieve in Soils by Washing
Detailed results of our laboratory testing can be found in in the Exploration Results section and
are attached herein. Our laboratory testing program includes examination of soil samples by an
engineer. Based on the material's texture and plasticity, we describe and classify soil samples in
accordance with the Unified Soil Classification System (USCS).
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SITE LOCATION AND EXPLORATION PLANS
Contents:
Site Location
Exploration Plan
Note: All attachments are one page unless noted above.
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SITE LO['ATinN 11erracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 Terracon Project No. K6225036 GeoReport.
'sm
o 1\
3
r f
Ashemont Rd _ Ashemont Nc
�s Y,
O
£ QS
.41
N
3
I
cn
u
1000 feet
DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

EXPLORATION PLAN lierracon
Dollar General —Aberdeen Aberdeen, North Carolina
October 4, 2022 _ Terracon Project No. K6225036 GeoReport
PROTOTYPE lit' L OP E.1' D :
BLDG/SALES SF:1 DGHP Q64Q s-iE c PANY: RlrlsonDEVE cwrodM Inc CC ANY 4DESIGNER Sib Solution DAZE:-1p- •
ACREAGE- 2 2 acres NAME: Catherine Acor• HAVE: Scott Brows. •a
PARKING SPAc 43 PNOI.F , 910-944-0• I PNONE 1R 910-426-677
I—'
ilk., .
29314
or ` -- - f
10' MIN 8�C
la
f & #'
BUFFER, - _
P 22 AC
140.2. :75:'
411 W, B-1
o, v' _ B-2 J m ARRO'.t1DET PA KI�F STOPS TSEPnC FIELD_ _2o Si 20'
'n "RI - B-5 -?0. II'
gik iiirii PROPOSED I
Jt
UGMTED PYLON SIGN I 1 (140'><76') o
N ER QUND ELECTRICAL j 10.640 SF
mlirI�, 11' SIDEWALK r
1 El B-3 3.5' SIDE* J
! �\ B-4 FLUSH CURB
rn — if . • �� L �' , O DOORS o B-7
.4- • , • B-6 _3_, . 1
. t U TY PAVEMENT
ti ' ' '\ 11 SHADED) jri o
• 18'x24' (MIN.) CONCRETE
b.. .,
16'x16' (MIN.) DUMPSTER PAD AREA FOR
CONCRETE (2) STD. DUMPSTERS
*if ELIVERY PAD
t 0 MIN BLDC SETBACK ,¢ e 1 I
SHARED ACCESS 294,96 ��
EASEMENT
N t. 41
100 feet
I 1
DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT INTENDED FOR CONSTRUCTION PURPOSE. SITE PLAN PROVIDED BY CLIENT

EXPLORATION RESULTS
Contents:
Exploration Logs (B-1 through B-7, B-2A, B-4A, B-5A, B-6A, B-7A)
Summary of Laboratory Results
Atterberg Limits Results
Note: All attachments are one page unless noted above.

CPT LOG NO. B-1 Page 1 of 1
PROJECT: Dollar General -Aberdeen CLIENT: Rhetson Companies Inc TEST LOCATION: See Exploration Plan
West End, NC ' Approx. Surface Elev: 363 ft+/-
SITE: US 501 and Ashemont Road Latitude: 35.05096064°
N Aberdeen, NC Longitude: -79.43385244°
N
m Hydrostatic Pressure Material
1- 10 20 30 40 0.3 0.6 0.9 1.2 ———-
o Pore Pressure,u2 Description Approx.
c. Depth Tip Resistance,qt Sleeve Friction,fs Friction Ratio,Fr
ill (ft) (tst) (tsf) (%) (tsf) Normalized CPT Elev.
g Soil Behavior Type (ft)
m 100 200 300 400 3 6 9 12 2 4 6 -0.5 0.0 0.5 1.o 1.5 2.0 2.5 3.o 3.5 1 2 3 4 5 6 7 8
w_ 0 _ -
- ii
.<
ziL _
-
0
a - 360-
w
~ 5 —
0
( - -
I
a - I
ce
Lu z - - - - 355-
w
o . - - - -
z
0 - 10 —
0 - - - -
Y — — — 350-
- - -
U 3 -
2 - 15 - _
L.L,
U . - - -
I-
0
0 - - - - f� -
F
x . - - - 345-
0
.....\
IF
a - 20 ��� -
z
O - - i
m
o . -CPT Terminated at 22.5 Feet - - - 340-
w
0 - _ - _ _ -
W
— 25 — : : : : : : :
a� - - - -
a - - - -
w
cn
0
1 Sensitive,fine grained
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data(If any). Auger anchors used as reaction force. ■ 2 Organic soils-clay
3 Clay-silty clay to clay
b Elevations provided by Google EarthPro CPT sensor calibration reports available upon request. 4 Silt mixtures-clayey silt to silty clay
Z 5 Sand mixtures-silty sand to sandy silt
CO 6 Sands-clean sand to silty sand
7 Gravelly sand to dense sand
C7 8 Very stiff sand to clayey sand
O - 9 Very stiff floe grained
c7 Probe no.DDG1242 with net area ratio of.8
Z WATER LEVEL OBSERVATION CPT Started:9/28/2022 CPT Completed:9/28/2022
mlierraconRig: p
1 CPT Operator:C.Robison
co (used in normalizations and correlations; 2108 Capital Dr,Ste 103
1- See Supporting Information) Wilmington,NC Project No.: K6225036

CPT LOG NO. B-2 Page 1 of 1
PROJECT: Dollar General -Aberdeen CLIENT: Rhetson Companies Inc TEST LOCATION: See Exploration Plan
West End, NC Approx. Surface Elev: 360 ft+/- Adjacent Test: B-2A
SITE: US 501 and Ashemont Road Latitude: 35.05092881°
cs,
csi Aberdeen, NC Longitude: -79.433603°
cq
a, Hydrostatic Pressure Material 72 c
1- 10 20 30 40 0.3 0.6 0.9 1.2 ———-
a .2 fal
(.9 Depth Tip Resistance,cir Sleeve Friction, Friction Ratio,Fr Pore Pressure,u2 Description Approx.
ill (ft) (tsf) (tsf) (%) (tsf) Normalized CPT g•F, Elev.
5 — — _ Soil Behavior Type (IA (ft)
m 100 200 300 400 3
. . 9 12, 2 4 6 -0.5 0.0 0.5 1.0 15 20 25 30 35 1 2 3 4 5 6 7 m
l-l-1
0 I I i IIII , 360_
a * *
H . . .
o _
o
C ... ... ..
iy ..
. .
H --------,-___________ i i ••• • 355-
EL
o. _
_, ' ------
a - -
w
ii, _ _
z
ii,
o . - - -
<
10 -350
5
0 -
so
m
0 -
Lo
C•1
Cs . — - -
CO
Y
— -. -
CC
2 — 15 • •.- -345-
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._
0 _
o
a_
_
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.
. -340-
z
_
E
0 -
2 3C—_____.
.L."' M
0 .
m
u_
_ _
til
F-
-335-
ix
< _CPT Terminated at 25.3 Feet
a .
Lu
cn
u_
0
_1 1 Sensitive,fine grained
j See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data(If any). See B-2A for the adjacent test's full details. 2 Organic soils-clay
3 Clay-silty clay to clay
o Elevations provided by Google EarthPro Auger anchors used as reaction force. 4 Silt mixtures-clayey silt to silty clay
Z 5 Sand mixtures-silty sand to sandy silt
co CPT sensor calibration reports available upon request. 6 Sands-clean sand to silty sand
7 Gravelly sand to dense sand
0
2 m Very,er ssliig rnnedgtro.cnry sand
9 2 WATER LEVEL OBSERVATION Probe no.DDG1242 with net area ratio of.8 r CPT Started:9/28/2022 CPT Completed:9/28/2022
c7
O y erracon Rig:CPT Operator:C.Robison
m -
co (used in normalizations and correlations; 2108 Capital Dr,Ste 103
See Supporting Information) Wilmington,NC
T Project No.: K6225036
1-

BORING LOG NO. B-2A Page 1 of 1
PROJECT: Dollar General -Aberdeen CLIENT: Rhetson Companies Inc
_ West End, NC
SITE: US 501 and Ashemont Road
Aberdeen, NC
w c� LOCATION See Exploration Plan ^ z w AT LIMITS w
>- LT
of j0 a} z
= Latitude:35.0509°Longitude:-79.4336° J j w w z
w a w W a LL-PL-PI U
O• ct Approximate Surface Elev.:360(Ft.)+/- o <co O Q 0 a
to
DEPTH ELEVATION(Ft.)
TOPSOIL, 8-Inches
a •
••-';•0.8 359.3+/-
POORLY GRADED SAND WITH SILT(SP-SM),tan
" 1 —
N
a
H
0
C
Light Brown 2
Tan
0.
3 —
Z
C7
° 4•
°
z 5.0 355+/- —
oBoring Terminated at 5 Feet 5
ce
0)
°
w
C7
ce
0
°
ce
w
J
Z
C
cx
°
°
U-
▪ Stratification lines are approximate.In-situ,the transition may be gradual.
a
co Advancement Method: See Exploration and Testing Procedures for a Notes:
LL
description of field and laboratory procedures
used and additional data(If any).
See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
coBoring backfilled with auger cuttings upon completion.
Elevations provided by Google EarthPro
WATER LEVEL OBSERVATIONS
c7 Boring Started:09-21-2022 Boring Completed:09-21-2022
Groundwater not encountered
Drill Rig:Hand Auger Driller:NL
co 2108 Capital Dr,Ste 103
= Wilmington,NC Project No.:K6225036

CPT LOG NO. B-3 Page 1 of 1
PROJECT: Dollar General -Aberdeen CLIENT: Rhetson Companies Inc TEST LOCATION: See Exploration Plan
West End, NC ' Approx. Surface Elev: 358 ft+/-
SITE: US 501 and Ashemont Road Latitude: 35.05058626°
N Aberdeen, NC Longitude: -79.43391816°
N
m Hydrostatic Pressure Material
1- 10 20 30 40 0.3 0.6 0.9 1.2 ———-
o Pore Pressure,u2 Description Approx.
c0 Depth Tip Resistance,qt Sleeve Friction,fs Friction Ratio,Fr
ill (ft) (tsf) (tsf) (aka) (tsf) Normalized CPT Elev.
g Soil Behavior Type (ft)
m 100 200 300 400 3 6 9 12 2 4 6 -0.5 0.0 05 1.0 1.5 2.0 2.5 3.0 35 1 2 3 4 5 6 7 8
w— 0 — I • I I I I I I I
Q
0
z
0
a - - (z-C"----I - 355-
c
w
~ 5 -.N... .%........'".".".."'''""------.
O▪ -
I
I
a - - - - I
ce
z — — — — 350-
Li,
c0 - - - -
cc
aF10 —
o - - - - -
M
O -
Y - - - - 0 345-
cc - - - -
2 — 15
-
w I
cc - -
0
0 -
o - - & —340-
O
LrI
- - - - j -
o•T
z
— iF
20 — .... ... j ..... ..— -
0 - — — — —
E
2
o - —335-
LL
0 - _ _ _ _
w
a - 25 —
-
a CPT Terminated at 25.3 Feet
a_ - — — — — — —
w
u_
0
1 Sensitive,fine grained
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data(If any). Auger anchors used as reaction force. 2 organicsoils-play
3 Clay-silty clay to clay
p Elevations provided by Google EarthPro CPT sensor calibration reports available upon request. 4 Silt mixtures-clayey silt to silty clay
Z 5 Sand mixtures-silty sand to sandy silt
CO 6 Sands-clean sand to silty sand
ii 7 Gravelly sand to dense sand
O 8 Very stiff sand to clayey sand
O 9 Very stiff fine grained
c0 Probe no.DDG1242 with net area ratio of.8
Z WATER LEVEL OBSERVATION CPT Started:9/28/2022 CPT Completed:9/28/2022
m lierraconRig: p
1 CPT Operator:C.Robison
co (used in normalizations and correlations; 2108 Capital Dr,Ste 103
1- See Supporting Information) Wilmington,NC Project No.: K6225036

CPT LOG NO. B-4 Page 1 of 1
PROJECT: Dollar General -Aberdeen CLIENT: Rhetson Companies Inc TEST LOCATION: See Exploration Plan
West End, NC ' Approx. Surface Elev: 355 ft+/- Adjacent Test: B-4A
SITE: US 501 and Ashemont Road Latitude: 35.05055443°
N Aberdeen, NC Longitude: -79.43366871°
N
m Hydrostatic Pressure Material
1- 10 20 30 40 0.3 0.6 0.9 1.2 ----
o o
Pore Pressure,u2Description .°' -Approx.
c. Depth Tip Resistance,qt Sleeve Friction,fs Friction Ratio,Fr p a
Iii (ft) (tsf) (tsf) ( )% (tsf) Normalized CPT g.N Elev.
5 Soil Behavior Type -4 o (ft)
100 200 300 400 3 6 9 12 2 4 6 -0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 1 2 3 4 5 6 7 8 00
F- 0iiI ;v, 355
-
a — -
H
a
0
zi_ _ c _ . .
W - _
-L"------" .....
I
o
I
a
o
o
z
j10 - - '^" i� -345-
o
to
to
. _
N . _ J
_ • _
I
Y I
CC
2- 15 - _ _ 340
z
H
U .
a CPT Terminated at 18.4 Feet
w - - - - - -
o
20 - - -z -..:.......:..:....... .. -335-
0 - — — — — - - -
E
2
o
LL
W
- 25 - - • - -330-
a
w
cn
u_
o
Sensitive,fine grained
j See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data(If any). See B-4A for the adjacent test's full details. . 2 Organic soils.clay
3 Clay-silty clay to clay
o Elevations provided by Google EarthPro Auger anchors used as reaction force. 4 Silt mixtures-clayey silt to silty clay
Z 5 Sand mixtures-silty sand to sandy silt
co CPT sensor calibration reports available upon request. 6 Sands-clean sand to silty sand
7 Gravelly sand to dense sand
O 8 Very stiff sand to clayey sand
O - Very stiff fine grained
c7 Probe no.DDG1242 with net area ratio of.8
Z WATER LEVEL OBSERVATION CPT Started:9/28/2022 CPT Completed:9/28/2022
m erracon g p
1 Rig:CPT Operator:C.Robison
co (used in normalizations and correlations; 2108 Capital Dr,Ste 103
1- See Supporting Information) Wilmington,NC Project No.: K6225036

BORING LOG NO. B-4A Page 1 of 1
PROJECT: Dollar General -Aberdeen CLIENT: Rhetson Companies Inc
West End, NC
SITE: US 501 and Ashemont Road
Aberdeen, NC
ATTERBERG
o LOCATION See W(i) (/)
^ LIMITS w
w 0
— CL
›- 0 Latitude:35.0506°Longitude:-79.4337° LJ Lu Z
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DEPTH ELEVATION(Ft.)
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i,'.,A4;•
• • •
354.2+/-
POORLY GRADED SAND WITH SILT(SP-SM),tan
1 -
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4 —
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description of field and laboratory procedures
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See Supporting Information for explanation of
O Abandonment Method: symbols and abbreviations.
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co
Elevations provided by Google EarthPro
CD
— WATER LEVEL OBSERVATIONS
Boring Started:09-21-2022 Boring Completed:09-21-2022
• Groundwater not encountered
O Drill Rig:Hand Auger Driller:NL
LU
co 2108 Capital Dr,Ste 103
Wilmington,NC !Project No.:K6225036

CPT LOG NO. B-5 Page 1 of 1
PROJECT: Dollar General -Aberdeen CLIENT: Rhetson Companies Inc TEST LOCATION: See Exploration Plan
West End, NC ' Approx. Surface Elev: 361 ft+/- Adjacent Test: B-5A
SITE: US 501 and Ashemont Road Latitude: 35.05079596°
N Aberdeen, NC Longitude: -79.43406166°
N
m Hydrostatic Pressure Material
1- 10 20 30 40 0.3 0.6 0.9 1.2 ———- o
o Pore Pressure,u Description °-'-Approx.
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Iii (ft) (tsf) (tsf) (%) (tsf) Normalized CPT g.N Elev.
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100 200 300 400 3 6 9 12 2 4 6 -0.5 0.0 05 10 15 20 25 30 35 1 2 3 4 5 6 7 8 m
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o Elevations provided by Google EarthPro Auger anchors used as reaction force. 4 Silt mixtures-clayey silt to silty day.
Z 5 Sand mixtures-silty sand to sandy silt
co CPT sensor calibration reports available upon request. 6 Sands-clean sand to silty sand
ii 7 Gravelly sand to dense sand
O 8 Very stiff sand to clayey sand
O 9 Very stiff fine grained
c7 Probe no.DDG1242 with net area ratio of.8
Z WATER LEVEL OBSERVATION CPT Started:9/28/2022 CPT Completed:9/28/2022
Fe
erracon g p
• 1 Rig:CPT Operator:C.Robison
co (used in normalizations and correlations; 2108 Capital Dr,Ste 103
H See Supporting Information) Wilmington,NC Project No.: K6225036

BORING LOG NO. B-5A Page 1 of 1
PROJECT: Dollar General -Aberdeen CLIENT: Rhetson Companies Inc
_ West End, NC
SITE: US 501 and Ashemont Road
Aberdeen, NC
w c� LOCATION See Exploration Plan ^ z w AT LIMITS w
>- LT
of j0 a} z
= Latitude:35.0508°Longitude:-79.4341° J j w w
w a w W a LL-PL-PI U
O• ct Approximate Surface Elev.:361(Ft.)+/- o <co O Q 0 a
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DEPTH ELEVATION(Ft.)
TOPSOIL, 8-Inches
a •
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z Abandonment Method: symbols and abbreviations.
coBoring backfilled with auger cuttings upon completion.
Elevations provided by Google EarthPro
WATER LEVEL OBSERVATIONS
c7 Boring Started:09-21-2022 Boring Completed:09-21-2022
Groundwater not encountered
Drill Rig:Hand Auger Driller:NL
co 2108 Capital Dr,Ste 103
= Wilmington,NC Project No.:K6225036

CPT LOG NO. B-6 Page 1 of 1
PROJECT: Dollar General -Aberdeen CLIENT: Rhetson Companies Inc TEST LOCATION: See Exploration Plan
West End, NC ' Approx. Surface Elev: 358 ft+/- Adjacent Test: B-6A
SITE: US 501 and Ashemont Road Latitude: 35.05049514°
N Aberdeen, NC Longitude: -79.43405361°
N
m Hydrostatic Pressure Material
1- 10 20 30 40 0.3 0.6 0.9 1.2 ———- o
o Pore Pressure,u Description -APP rox.
(.9 Depth Tip Resistance,qt Sleeve Friction,fs Friction Ratio,Frz p °-'a
Iii (ft)
ft) (tsf) (tsf) (%) (tsf) Normalized CPT g.N Elev.
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100 200 300 400 3 6 9 12 2 4 6 -0.5 0.0 05 10 15 20 25 30 35 1 2 3 4 5 6 7 8 00
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Z 5 Sand mixtures-silty sand to sandy sift
co CPT sensor calibration reports available upon request. 6 Sands-clean sand to silty sand
ii 7 Gravelly sand to dense sand
O 8 Very stiff sand to clayey sand
O 9 Very stiff fine grained
c7 Probe no.DDG1242 with net area ratio of.8
Z WATER LEVEL OBSERVATION CPT Started:9/28/2022 CPT Completed:9/28/2022
m erracon g p
1 Rig:CPT Operator:C.Robison
co (used in normalizations and correlations; 2108 Capital Dr,Ste 103
H See Supporting Information) Wilmington,NC Project No.: K6225036

BORING LOG NO. B-6A Page 1 of 1
PROJECT: Dollar General -Aberdeen CLIENT: Rhetson Companies Inc
West End, NC
SITE: US 501 and Ashemont Road
Aberdeen, NC
w c9 LOCATION See Exploration Plan ^ z w AT LIMITS ATTERBERG
w
>- OJ j0 d} ° Z
= Latitude:35.0505°Longitude:-79.4341° J j w w
w a a w W a z LL-PL-PI U
O• < Approximate Surface Elev.:358(Ft.)+/- 0 <co O Q 0
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DEPTH ELEVATION(Ft.)
—'"• • TOPSOIL, 7-Inches
\A•I;.
: r.•.1
0.6 357.4+/-
POORLY GRADED SAND WITH SILT(SP-SM),tan
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0
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0
1
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O▪ Abandonment Method: symbols and abbreviations.
co• Boring backfilled with auger cuttings upon completion.
Elevations provided by Google EarthPro
WATER LEVEL OBSERVATIONS
c7 Boring Started:09-21-2022 Boring Completed:09-21-2022
• Groundwater not encountered
m Drill Rig:Hand Auger Driller:NL
co 2108 Capital Dr,Ste 103
= Wilmington,NC Project No.:K6225036
I-

CPT LOG NO. B-7 Page 1 of 1
PROJECT: Dollar General -Aberdeen CLIENT: Rhetson Companies Inc TEST LOCATION: See Exploration Plan
West End, NC ' Approx. Surface Elev: 353 ft+/- Adjacent Test: B-7A
SITE: US 501 and Ashemont Road Latitude: 35.0505138°
N Aberdeen, NC Longitude: -79.43350107°
N
m Hydrostatic Pressure Material
1- 10 20 30 40 0.3 0.6 0.9 1.2 ———- o
o Pore Pressure,u Descri -Approx.
(.9 Depth Tip Resistance,ill ( qt Sleeve Friction,fg Friction Ratio,Fr z a
(ft) (tsf) (tsf) ( )% (tsf) Normalizedtion .°-'CPT g.N Elev.
5 Soil Behavior Type o (ft)
100 200 300 400 3 6 9 12 2 4 6 -0.5 0.0 05 1i0 1.5 20 25 30 3.5 1 2 3 4 5 6 7 8 00
a — —
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3 Clay-silty clay to clay
o Elevations provided by Google EarthPro Auger anchors used as reaction force. 4 Silt mixtures-clayey silt to silty clay
Z 5 Sand mixtures-silty sand to sandy silt
CO CPT sensor calibration reports available upon request. 6 Sands-clean sand to silty sand
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O 8 Very stiff sand to clayey sand
O Very stiff fine grained
c7 Probe no.DDG1242 with net area ratio of.8
Z WATER LEVEL OBSERVATION CPT Started:9/28/2022 CPT Completed:9/28/2022
m erracon g p
1 Rig:CPT Operator:C.Robison
co (used in normalizations and correlations; 2108 Capital Dr,Ste 103
1- See Supporting Information) Wilmington,NC Project No.: K6225036

BORING LOG NO. B-7A Page 1 of 1
PROJECT: Dollar General -Aberdeen CLIENT: Rhetson Companies Inc
West End, NC
SITE: US 501 and Ashemont Road
Aberdeen, NC
w c9 LOCATION See Exploration Plan ^ z w ^ AT LIMITS w
✓ of j0 a} z
= Latitude:35.0505°Longitude:-79.4335° J j w W w z
W a a w W a z LL-PL-PI
O < Approximate Surface Elev.:353(Ft.)+/- o <O Q 0 a
rn
DEPTH ELEVATION(Ft.)
TOPSOIL, 10-Inches
a• .
0.8 352.2+/-
N POORLY GRADED SAND WITH SILT(SP-SM),tan 1
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m
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2.0 351+/- 2 -
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o f ./
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3
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wJ
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used and additional data(If any).
See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
coBoring backfilled with auger cuttings upon completion.
Elevations provided by Google EarthPro
WATER LEVEL OBSERVATIONS
c7 Boring Started:09-21-2022 Boring Completed:09-21-2022
Groundwater not encountered
coDrill Rig:Hand Auger Driller:NL
co 2108 Capital Dr,Ste 103
= Wilmington,NC Project No.:K6225036
I-

Summary of Laboratory Results
Sheet 1 of 1
BORING Soil Classification Liquid Plastic Plasticity Water
ID Depth(Ft.) %USCS Limit Limit Index Fines Content(%)
B-4A 1-1.5 ■ 6.2
B-4A 4-5 CLAYEY SAND(SC) 36 16 20 37.5 16.5
B-5A 1-1.5 POORLY GRADED SAND WITH NP NP NP 11.8 5.4
SILT(SP-SM)
B-6A 1-1.5 5.8
N
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w PROJECT: Dollar General-Aberdeen PROJECT NUMBER: K6225036
1 Terracon
0
▪ SITE: US 501 and Ashemont Road 2108 Capital Dr,Ste 103 CLIENT: Rhetson Companies Inc
° Aberdeen,NC Wilmington,NC West End,NC
m
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ATTERBERG LIMITS RESULTS
ASTM D4318
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• B-4A 4 -5 36 16 20 37.5 SC CLAYEY SAND
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CO PROJECT: Dollar General-Aberdeen PROJECT NUMBER: K6225036
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SITE: US 501 and Ashemont Road 2108 Capital Dr,Ste 103 CLIENT: Rhetson Companies Inc
° Aberdeen,NC Wilmington,NC West End,NC

SUPPORTING INFORMATION
Contents:
Stormwater Soil Evaluations
General Notes
CPT General Notes
Unified Soil Classification System
Note: All attachments are one page unless noted above.

ri TERRAIN
ra ENVIRONMENTAL
CONSULTING
September 27, 2022
Terracon Consultants, Inc.
2108 Capital Drive, Suite 103
Wilmington, NC 28405
Attention: Mr. Justin DeNicola, P.E.
Subject: Stormwater Soil Evaluations
Project No. 22-021-SS
Dollar General
US Highway 501
Aberdeen, NC
Dear Mr. DeNicola:
Terrain Environmental Consulting, PLLC (TEC) appreciates the opportunity to provide
you with this report for stormwater soil evaluation services associated with the design
of a stormwater control measure (SCM) at the above referenced project site. The
results of the testing are presented below.
PROJECT BACKGROUND
TEC was contracted by Terracon to perform soil evaluation services to assist with the
design of an SCM at the above referenced project site, specifically seasonal high
water table (SHWT) evaluations and hydraulic conductivity (Ksat) testing. A site plan
showing the test location (B-7) was provided and the test location was marked in the
field prior to our mobilization.
Review of the Web Soil Survey showed the area at the test location is mapped with
the Dothan soil series which is generally described as well drained soils on interfluves
with 0 to 15 percent slopes.
RESULTS
Seasonal High Water Table Evaluation
The SHWT evaluation was performed on September 26, 2022 by advancing a hand
auger boring at the test location (B-7), as shown on the attached Stormwater Soil
Evaluation sketch (Figure 1). The hand auger boring was advanced to a depth of
approximately 88 inches below the existing ground surface. Soils were evaluated by a
Licensed Soil Scientist for evidence of SHWT influence. This evaluation involved
looking at the actual moisture content in the soil and observing the matrix and mottle
colors. Depending on the soil texture, the soil color will indicate processes that are
driven by SHWT fluctuations such as iron reduction and oxidation and organic matter
staining.

Terrain Environmental Consulting Project 22-021-SS September 27, 2022
Dollar General Aberdeen Stormwater Soil Evaluations
Soils observed in the hand auger boring consisted primarily of sandy surface and near
surface soils underlain by sandy loam, sandy clay loam and clay loam soils. The
SHWT was estimated at approximately 77 inches below the existing ground surface.
The observed water table was not encountered within the hand auger boring hole.
A Soil Profile Description sheet, which provides a description of the observed soil
horizons and the estimated SHWT depths, has also been included with this report.
Ksat Testing
TEC personnel performed in-situ saturated hydraulic conductivity (Ksat) testing at the
test location after the SHWT evaluation was complete. Specifically, the constant-head
well permeameter technique (also known as shallow well pump-in technique and bore
hole permeameter method) was used. This procedure is described in Methods of Soil
Analysis, Part 1., Chapter 29 — Hydraulic Conductivity of Saturated Soils: Field
Methods, 29 — 3.2 Shallow Well Pump In Method, pp. 758-763 and in the Soil Science
Society of America Journal, Vol. 53, no. 5, Sept. — Oct. 1989, "A Constant-head
Permeameter for Measuring Saturated Hydraulic Conductivity of the Vadose Zone"
and "Comparison of the Glover Solution with the Simultaneous — Equations Approach
for Measuring Hydraulic Conductivity." This method involves allowing a measured
volume of water to percolate through the soil until a steady rate of flow is achieved.
The steady state rate is used to calculate the Ksat of the soil horizon using the Glover
equation.
The Ksat test was performed at approximately 2 feet above the SHWT (as identified in
our proposal) and the Ksat rate was calculated at 0.1 inches per hour.
See Table 1 below for a summary of the soil evaluation results.
E1
TEST SHWT Testing Interval Ksat RATE
LOCATION (inches below (inches below ground (inches per
ground surface) surface) hour)
B-7 77 inches 48 to 54 inches 0.1 in/hr
The soil horizon approximately 2 feet above the SHWT was classified as a sandy clay
loam. Coarser, sandy soils were observed from 0 to 24 inches where the sandy clay
loam horizon was first observed. The overlying sandy horizons are likely to have a
faster Ksat rate but using these soils as the infiltrative surface of an SCM would result
in the bottom of the basin being approximately 12 inches below the existing ground
surface.
2

Terrain Environmental Consulting Project 22-021-SS September 27, 2022
Dollar General Aberdeen Stormwater Soil Evaluations
CLOSING
We appreciate the opportunity to provide stormwater soil evaluation services. If you
have any questions, please do not hesitate to contact me.
Sincerely,
C7Avl,/l/i ,--
Paul Masten, LSS, PWS
President/Owner
Attachments
Figure 1 —Stormwater Soil Evaluations
Soil Profile Descriptions
3

Site plan provided by
Terracon Consultants, Inc.
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CONS,ILTI$'

SOIL PROFILE DESCRIPTIONS
Dollar General
US Highway 501
Aberdeen, NC
Location Horizon Depth Matrix Mottles Texture, Structure, Consistence
(inches)
B-7 A 0-8 2.5Y 3/2 Very dark gray fine sand, single
grain, loose
E 8-24 2.5Y 6/4 Light yellowish brown fine sand,
single grain, loose
Bt 24-64 10YR 5/6 5YR 4/6 Yellowish brown sandy clay loam,
moderate, medium angular blocky,
slightly sticky, non-plastic, firm;
few to common yellowish red
redox concentrations
Btv 64-77 7.5YR 5/8 5YR 4/6 Strong brown sandy loam, weak,
2.5Y 6/3 fine sub-angular blocky, friable;
common light yellowish brown
redox depletions and yellowish red
plinthic redox concentrations
Btg 77-88 2.5Y 7/1 10YR 5/4 Light gray clay loam, moderate,
5YR 4/6 medium angular blocky, friable;
common yellowish brown and
yellowish red redox concentrations

GENERAL NOTES lierracon
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Dollar General -Aberdeen • Aberdeen, NC GeoReport
Terracon Project No. K6225036
SAMPLING WATER LEVEL FIELD TESTS
N Standard Penetration Test
0 Water Initially Resistance(Blows/Ft.)
Encountered
Grab Water Level After a (HP) Hand Penetrometer
Y Sample Specified Period of Time
- Water Level After (T) Torvane
a Specified Period of Time
y; ,. Cave In (DCP) Dynamic Cone Penetrometer
-' Encountered
Water levels indicated on the soil boring logs are uC Unconfined Compressive
the levels measured in the borehole at the times Strength
indicated. Groundwater level variations will occur
over time. In low permeability soils,accurate (PID) Photo-Ionization Detector
determination of groundwater levels is not
possible with short term water level
observations. (OVA) Organic Vapor Analyzer
DESCRIPTIVE SOIL CLASSIFICATION
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.
LOCATION AND ELEVATION NOTES U U
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.
STRENGTH TERMS
RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS
(More than 50%retained on No.200 sieve.) (50%or more passing the No.200 sieve.)
Density determined by Standard Penetration Resistance Consistency determined by laboratory shear strength testing,field visual-manual
procedures or standard penetration resistance
Descriptive Term Standard Penetration or Descriptive Term Unconfined Compressive Strength Standard Penetration or
(Density) N-Value (Consistency) Qu,(tsf) N-Value
Blows/Ft. Blows/Ft.
Very Loose 0-3 Very Soft less than 0.25 0-1
Loose 4-9 Soft 0.25 to 0.50 2-4
Medium Dense 10-29 Medium Stiff 0.50 to 1.00 4-8
Dense 30-50 Stiff 1.00 to 2.00 8-15
Very Dense >50 Very Stiff 2.00 to 4.00 15-30
Hard >4.00 >30
RELEVANCE OF SOIL BORING LOG
The soil boring logs contained within this document are intended for application to the project as described in this
document. Use of these soil boring logs for any other purpose may not be appropriate.

CPT GENERAL NOTES
DESCRIPTION OF MEASUREMENTS DESCRIPTION OF GEOTECHNICAL CORRELATIONS
AND CALIBRATIONS Normalized Tip Resistance,Qt" Soil Behavior Type Index,I,
To be reported per ASTM D5778: pm=((qt-avo)/P6)(Pa/&vo)" I,=[(3.47-log(Qe,)2+(log(F,)+1.22)2]0.5
Uncorrected Tip Resistance,q n=0.381(I)+0.05(a'v0/Pa)-0.15 SPT N.
Measured force acting on the cone Over Consolidation Ratio,OCR N6o=(q,/atm)/10(11268-0.28nk)
divided by the cone's projected area OCR(1)=0.25(Qm) Elastic Modulus,Es(assumes q/q";,; a,"-0.3,i.e.FS=3)
OCR(2)=0.33(Qm)
Corrected Tip Resistance,q, Es(1)=2.6VG0 where V=0.56-0.33logQ,",dea"sand
Undrained Shear Strength,S"
Cone resistance corrected for porewater E,(2)=Go
S.=Q.Cl,„x o'0/No SSk+ s6)
and net area ratio effects Nkt is soil-specific factor(shown on S"plot) Es(3)=0.015 x 10 (q,-a ro)
qt=q,+u2(1-a) E,(4)=2.5gt
Where a is the net area ratio, Sensitivity,St Constrained Modulus,M
a lab calibration of the cone typically S,=(9t o v0/Nk)x(1/fs) M=aM(q,-avo)
between 0.70 and 0.85 Effective Friction Angle,4i' For I,>2.2(fine-grained soils)
4,'(1)=tan 1(0.373[log(q,/o'v0)+0.29]) um=Q,"with maximum of 14
Pore Pressure,u (0'(2)=17.6+11[log(Q,")] For I,<2.2(coarse-grained soils)
Pore pressure measured during penetration Unit Weight,y aM=0.0188 x 10(o.s5k+,66)
u,-sensor on the face of the cone [ g( )] [ g(q� ]] ) y y
u2-sensor on the shoulder(more common 7=(0.27 to F, +0.36 to atm +1.236 x Y Twat, H draulic Conductivit ,k
) avo is taken as the incremental sum of the unit weights For 1.0<I,<3.27 k=10(0.952-3.04k)
Sleeve Friction,fs Small Strain Shear Modulus,Go For 3.27<I,<4.0 k=10(452-took)
Frictional force acting on the sleeve G0(1)=pV,2 Relative Density,D
divided by its surface area Go(2)=0.015 x 1(Yo55k+1.66)(q-avo) Dr=(Qm/350)0l x 100
Normalized Friction Ratio,Fr REPORTED PARAMETERS
The ratio as a percentage of f,to q„
accounting for overburden pressure CPT logs as provided,at a minimum,report the data as required by ASTM D5778 and ASTM D7400(if applicable).This
To be reported per ASTM D7400,if collected: minimum data include q„fs,and u.Other correlated parameters may also be provided.These other correlated
Shear Wave Velocity,Vs parameters are interpretations of the measured data based upon published and reliable references,but they do not
Measured in a Seismic CPT and provides necessarily represent the actual values that would be derived from direct testing to determine the various parameters.
direct measure of soil stiffness To this end,more than one correlation to a given parameter may be provided.The following chart illustrates estimates
of reliability associated with correlated parameters based upon the literature referenced below.
RELATIVE RELIABILITY OF CPT CORRELATIONS
Permeability,k Sand Clay and Silt
Cla
Constrained Modulus,M Sandy and Silt
*improves with seismic Vs measurements
Clay and Silt
Unit Weight, 7 Sand Reliability of CPT-predicted N6,values as
Clay and Silt commonly measured by the Standard
Penetration Test(SPT)is not provided due
Effective Friction Angle, �' Sand
to the inherent inaccuracy associated with
Sensitivity,S, Clay and Silt I the SPT test procedure.
Undrained Shear Strength,S" Clay and Silt I
Relative Density,D, Sand I
Over Consolidation Ratio,OCR Sand I
a- Clay and Silt
Small Strain Modulus,Go*and • d Silt
Elastic Modulus,Es* Sand
WATER LEVEL Low Reliability NW High Reliability
The groundwater level at the CPT location is used to normalize the measurements for vertical overburden pressures and as a result influences the
normalized soil behavior type classification and correlated soil parameters. The water level may either be"measured"or"estimated:"
Measured-Depth to water directly measured in the field
Estimated-Depth to water interpolated by the practitioner using pore pressure measurements in coarse grained soils and known site conditions
While groundwater levels displayed as"measured"more accurately represent site conditions at the time of testing than those"estimated,"in either case
the groundwater should be further defined prior to construction as groundwater level variations will occur over time.
CONE PENETRATION SOIL BEHAVIOR TYPE E 1000 -
m
The estimated stratigraphic profiles included in the -- 8 1 Sensitive,fine grained
CPT logs are based on relationships between
lJJ 2 Organic soils-clay
Or
corrected tip resistance(q,),friction resistance(f6), U
and porewater pressure(u2). The normalized z
friction ratio(Fr)is used to classify the soil behavior 100 6 I 3 Clay-silty clay to clay
type. 4 Silt mixtures-clayey silt to silty clay
C
Typically,silts and clays have high Fr values and cG I-I 5 Sand mixtures-silty sand to sandy silt
generate large excess penetration porewater w
pressures;sands have lower F;s and do not z I I 6 Sands-clean sand to silty sand
generate excess penetration porewater pressures. U 10 I I 7 Gravelly sand to dense sand
The adjacent graph(Robertson et al.)presents the o
soil behavior type correlation used for the logs.This w I 1 8 Very stiff sand to clayey sand
normalized SBT chart,generally considered the most
reliable,does not use pore pressure to determine Q .1 I I 9 Very stiff fine grained
SBT due to its lack of repeatability in onshore CPTs. 1
0 atm=atmospheric pressure=101 kPa=1.05 tsf
z 1
1
REFERENCES 0 1NORMALIZED FRICTION RATIO,Fr10
Kulhawy,F.H.,Mayne,P.W.,(1997)."Manual on Estimating Soil Properties for Foundation Design,"Electric Power Research Institute,Palo Alto,CA.
Mayne,P.W.,(2013)."Geotechnical Site Exploration in the Year 2013,"Georgia Institue of Technology,Atlanta,GA.
Robertson,P.K.,Cabal,K.L.(2012)."Guide to Cone Penetration Testing for Geotechnical Engineering,"Signal Hill,CA.
Schmertmann,J.H.,(1970)."Static Cone to Compute Static Settlement over Sand,"Journal of the Soil Mechanics and Foundations Division,96(SM3),1011-1043.
lierracon Exhibit: C-1

lierracon
UNIFIED SOIL CLASSIFICATION SYSTEM GeoReport
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Group Group Name B
Symbol
Clean Gravels: Cu>>4 and 1<Cc<3 GW Well-graded gravel F
Gravels: Less than 5%fines c Cu<4 and/or[Cc<1 or Cc>3.0] GP Poorly graded gravel F
More than 50%of
coarse fraction Fines classifyas ML or MH GM Siltygravel
retained on No.4 sieve Gravels with Fines:
F,G,H
Coarse-Grained Soils: More than 12%fines c Fines classify as CL or CH GC Clayey gravel F,G,H
More than 50%retained
on No.200 sieve Clean Sands: Cu>>6 and 1<Cc<3 SW Well-graded sand 1
Sands: Less than 5%fines o Cu<6 and/or[Cc<1 or Cc>3.0] SP Poorly graded sand
50%or more of coarse
fraction passes No.4 Fines classify as ML or MH SM Silty sand G,H,I
sieve Sands with Fines:
More than 12%fines o Fines classify as CL or CH SC Clayey sand G,H,I
PI>7 and plots on or above"A" CL Lean clay K,L,M
Inorganic: --
Silts and Clays: PI<4 or plots below"A"line J ML Silt K,L,M
Liquid limit less than 50 Liquid limit-oven dried Organic clay K,L,NI,N
Fine-Grained Soils: Organic: <0.75 OL
50%or more passes the Liquid limit-not dried Organic silt K,L,M,e
PI plots on or above"A"line CH Fat clay K,L,M
No.200 sieve Inorganic:
Silts and Clays: PI plots below"A"line MH Elastic Silt K,L,M
Liquid limit 50 or more Liquid limit-oven dried Organic clay K,L,M,P
Organic: <0.75 OH
Liquid limit-not dried Organic silt K,L,M,o
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. H If fines are organic,add"with organic fines"to group name.
B If field sample contained cobbles or boulders,or both,add"with cobbles I If soil contains>_15%gravel,add"with gravel"to group name.
or boulders,or both"to group name. J If Atterberg limits plot in shaded area,soil is a CL-ML,silty clay.
c Gravels with 5 to 12%fines require dual symbols: GW-GM well-graded K If soil contains 15 to 29%plus No.200,add"with sand"or"with
gravel with silt,GW-GC well-graded gravel with clay,GP-GM poorly gravel,"whichever is predominant.
graded gravel with silt,GP-GC poorly graded gravel with clay.
L e Sands with 5 to 12%fines require dual symbols: SW-SM well-graded If soil contains>_3am plus No.200 predominantly sand,add
sand with silt,SW-SC well-graded sand with clay,SP-SM poorly graded
"sandy"to group name.
sand with silt,SP-SC poorly graded sand with clay. MY soil contains>>30%plus No.200,predominantly gravel,add
z "gravelly"to group name.
(D�) N PI>_4 and plots on or above"A"line.
E Cu=D60/D10 Cc= o PI<4 or plots below"A"line.
D10 x Dm P PI plots on or above"A"line.
F If soil contains>_15%sand,add"with sand"to group name. o PI plots below"A"line.
e If fines classify as CL-ML,use dual symbol GC-GM,or SC-SM.
60 r 1 I
For classification of fine-grained
soils and fine-grained fraction ,/'
50 —of coarse-grained soils ����,,' off.\fie
Equation of"A"-line eJ,' 4,
F_ Horizontal at P1=4 to LL=25.5. ,''
X 40 — then PI=0.73(LL-20) �. —e\ —
pEquation of"U" line �,'� +6
Z Vertical at LL=16 to P1=7, G
H 30 — then PI=0.9(LL-8) �;,'
U ,,' O�'
oc
Cl) 20 C '
MH or OH
to L ,
7 CL-ML
4 -- ML or OL
o L '
I
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(LL)