SW6240204_Soils/Geotechnical Report_20240226

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ECS Southeast, LLP
Geotechnical Engineering Report
Dollar General — Raeford
4991 Rockfish Road
Raeford, Hoke County, North Carolina
ECS Project No. 33:6572
September 27, 2023

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ECS SOUTHEAST, LLP "One Firm. One Mission."
Geotechnical • Construction Materials • Environmental • Facilities
September 27, 2023
Mr. Mark Zawadski
Zaremba Group
14600 Detroit Avenue, Suite 1500
Cleveland, Ohio 44107
ECS Project No. 33:6572
Reference: Geotechnical Engineering Report
Dollar General—Raeford
4991 Rockfish Road
Raeford, Hoke County, North Carolina
Dear Mr. Zawadski:
ECS Southeast, LLP (ECS) has completed the subsurface exploration, laboratory testing, and geotechnical
engineering analyses for the above-referenced project. Our services were performed in general
accordance with our agreed to scope of work. This report presents our understanding of the geotechnical
aspects of the project along with the results of the field exploration and laboratory testing conducted,and
our design and construction recommendations.
It has been our pleasure to be of service to Zaremba Group during the design phase of this project. We
would appreciate the opportunity to remain involved during the continuation of the design phase, and
we would like to provide our services during construction phase operations as well to verify subsurface
conditions assumed for this report. Should you have questions concerning the information contained in
this report, or if we can be of further assistance to you, please contact us.
Respectfully submitted,
ECS Southeast, LLP
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Blake A. Hash, E.1. Winslow E. Goins,P.E.
Senior Project Manager Principal Engineer ','�,,�
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5260 Greens Dairy Road, Raleigh, NC 27616 • T: 919-861-9910 • F: 919-861-9911 • www.ecslimited.com
ECS Florida,LLC • ECS Mid-Atlantic,LLC • ECS Midwest,LLC • ECS Southeast,LLP • ECS Southwest, LLP
NC Engineering License No.F-1078 •NC Geology License No.C-553•SC Engineering License No.3239

Dollar General—Raeford September 27,2023
ECS Project No.33:6572 Page i
TABLE OF CONTENTS
EXECUTIVE SUMMARY 1
1.0 INTRODUCTION 2
1.1 General 2
1.2 Scope of Services 2
1.3 Authorization 2
2.0 PROJECT INFORMATION 3
2.1 Site Information 3
2.2 Proposed Construction 4
3.0 FIELD EXPLORATION AND LABORATORY TESTING 4
3.1 Subsurface Characterization 5
3.1.1 Regional Geology 5
3.1.2 Soil Conditions 5
3.2 Groundwater Observations 6
3.3 Laboratory Testing 6
4.0 DESIGN RECOMMENDATIONS 7
4.1 Foundations 7
4.2 Slabs On Grade 7
4.3 Seismic Design Considerations 8
4.4 Pavements 9
5.0 SITE CONSTRUCTION RECOMMENDATIONS 11
5.1 Subgrade Preparation 11
5.1.1 Stripping and Grubbing 11
5.1.2 Proofrolling 11
5.1.3 Site Temporary Dewatering 11
5.2 Earthwork Operations 13
5.2.1 Excavation Considerations 13
5.2.2 Suitability of On-Site Soils for Reuse as Engineered Fill 13
5.3 Foundation and Slab Observations 14
5.4 Utility Installations 14
5.5 Additional Considerations 15
6.0 CLOSING 16
APPENDICES
Appendix A—Drawings& Reports
• Site Location Diagram
• Boring Location Plan
• Generalized Subsurface Profile
Appendix B—Field Operations
• Reference Notes for Boring Logs
• Subsurface Exploration Procedure: Standard Penetration Testing (SPT)
• Boring Logs

Dollar General—Raeford September 27,2023
ECS Project No.33:6572 Page 1
EXECUTIVE SUMMARY
This Executive Summary is intended as a very brief overview of the primary geotechnical conditions that
are expected to affect design and construction. Information gleaned from this Executive Summary should
not be utilized in lieu of reading the entire geotechnical report.
• Provided that any soft natural subgrade soils are remediated, and subgrades are prepared and new
engineered fill installed in accordance with the Construction Recommendations of this report;the new
building may be supported on shallow spread footings utilizing a net allowable bearing pressure of
2,000 psf.
• Based on the soil test borings, we anticipate undercutting of very soft to soft or very loose near-
surface natural soils will be necessary in localized areas of the site. Most of the surficial soil can be
improved during grading and proofrolling operations.
• Based on the N-values measured in the borings, a Seismic Site Class D designation is appropriate for
seismic design of the proposed building.
• Groundwater was not encountered at the time of our exploration. However, deeper utility
excavations may encounter minor groundwater seepage at the time of construction.
• We anticipate that most of the soils encountered in the borings within the anticipated excavation
depths will be suitable for use as engineered fill.
• ECS should be retained to review the design documents for conformance with our recommendations
and should be retained for construction materials testing and special inspections to facilitate proper
implementation of our recommendations.

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ECS Project No.33:6572 Page 2
1.0 INTRODUCTION
1.1 GENERAL
The purpose of this study was to provide geotechnical information for the design of the proposed building
foundations, floor slab, and parking lot and driveway areas.
The recommendations developed for this report are based on the results of our subsurface exploration
and project information provided by Zaremba Group. This report contains the results of our subsurface
exploration and laboratory testing programs, site characterization, engineering analyses, and
recommendations for the design and construction of the planned development.
1.2 SCOPE OF SERVICES
The purposes of this exploration were to explore the soil and groundwater conditions at the site and to
develop engineering recommendations to guide design and construction of the proposed project.
We accomplished the purposes of the study by:
• Reviewing the available publications concerning local geology of the site and performing a general
site reconnaissance.
• Drilling borings to explore the subsurface soil and groundwater conditions.
• Evaluating the field and laboratory data to develop appropriate engineering recommendations.
1.3 AUTHORIZATION
Our services were provided in accordance with our Proposal No. 33:5782, dated March 31, 2023, as
authorized by Mark Zawadski with Zaremba Group on September 17, 2023, and the Master Services
Agreement between ECS Southeast, LLP and Zaremba Program Development, LLC, dated April 13, 2022.

Dollar General—Raeford September 27,2023
ECS Project No.33:6572 Page 3
2.0 PROJECT INFORMATION
This report is based on the following sources of information:
• Emails between Mark Zawadski with Zaremba Group and Ed Greenlee with ECS on March 31,
2023.
• Site Sketch prepared by McAdams dated May 10, 2023.
• Google Earth aerial photo dated between 1985 and 2022.
• Site and topographic information obtained from the Hoke County GIS website.
2.1 SITE INFORMATION
The site is located at 4991 Rockfish Road in Raeford, North Carolina, at the approximate location shown
in the following figure.
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Dollar General—Raeford September 27,2023
ECS Project No.33:6572 Page 4
2.2 PROPOSED CONSTRUCTION
The project involves construction of a retail building and the associated pavements, dumpster pad,
concrete sidewalks, and stormwater management area. Detailed information about the planned building
is not currently available but we have assumed the proposed building will be a one-story, steel-framed
structure with masonry load bearing walls and a slab-on-grade ground floor. Design foundation loads have
not been provided to us. We assume the maximum unfactored foundation loads will be:
• Maximum Column Load = 100 kips
• Maximum Wall Load = 3 kips per foot
• Maximum Ground Floor Slab Load = 150 pounds per square foot (psf)
The structural engineer should verify these assumptions and notify ECS if the actual unfactored foundation
design loads exceed or are significantly less than these assumed values.
Design grades have not been provided to us. Based on existing site grades, the site plan provided to us,
and our experience with similar projects, we assume that cut and fill depths will be less than 3 feet for
general site grading.
We assume design traffic loads will be limited to cars and light trucks in light-duty areas (less than 30,000
ESALs in 20 years), in addition to occasional delivery, garbage, and recycling trucks in heavy-duty areas
(less than 100,000 ESALs in 20 years).
3.0 FIELD EXPLORATION AND LABORATORY TESTING
To explore the subsurface conditions at this site, a total of 8 soil test borings were performed in the
proposed development areas. The borings have been performed in the proposed developed areas to
depths below existing grades as shown below.
Boring No. Proposed Structure/Site Boring Depth(feet)
Feature
B-01 Building 20
B-02 Building 20
B-03 Building 20
B-04 Building 20
P-01 Pavement 10
P-02 Pavement 10
P-03 Pavement 10
SCM-01 Stormwater Pond 10
The borings were located by an ECS representative who used a handheld GPS unit and their approximate
locations are shown on the Boring Location Plan (Figure 2) in Appendix A. Our exploration procedures are
explained in greater detail in Appendix B including the insert titled Subsurface Exploration Procedure:
Standard Penetration Testing (SPT).
Please note that the ground surface elevations shown on the boring logs and cross sections were not
surveyed by a licensed surveyor. These elevations were interpolated using topographic information
obtained from Google Earth.They should be considered approximate.

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ECS Project No.33:6572 Page 5
3.1 SUBSURFACE CHARACTERIZATION
3.1.1 Regional Geology
The site is located within the Coastal Plain physiographic province. The Coastal Plain is typically
characterized by marine,alluvial,and aeolian sediments that were deposited during periods of fluctuating
sea levels and moving shorelines. Basal formations are typical of those laid down in a shallow sloping sea
bottom; dense sand, consolidated clay, limestone, chalk, marl, claystone, and sandstone. Overburden
soils include marine interbedded gravel,sand,silt,and clay. Many of the clays have been preconsolidated
by desiccation from frequent rising and lowering of the sea level and groundwater table. Alluvial gravel,
sand, silt, and clay are typically present near rivers and creeks.
The top of the coastal formations on the geologic map are typically on the order of 30 to 100 feet below
the ground surface, but can be less in the upper Coastal Plain near the fall line between the Piedmont and
Coastal Plain. They represent basal, relatively hard formations with consistency over large areas.
According to the 1985 Geologic Map of North Carolina, the site is underlain by the Middendorf of
Cretaceous age (Km). This formation consists of sand, sandstone, and mudstone; gray to pale gray with
an orange cast; clay balls and iron concretions common; beds laterally discontinuous, cross-bedding
common.
It is important to note that the natural geology within portions of the site may have been modified in the
past that included the placement of fill materials. The quality of man-made fills can vary significantly, and
it is often difficult to assess the engineering properties of existing fills.
3.1.2 Soil Conditions
Data from the soil test borings is included in Appendix B. The subsurface conditions discussed in the
following paragraphs and those shown on the boring logs represent an estimate of the subsurface
conditions based on interpretation of the boring data using normally accepted geotechnical engineering
judgments. We note that the transition between different soil strata is usually less distinct than those
shown on the boring logs. Please refer to individual boring logs that are contained in Appendix B.
Stratum Description Ranges of
SPT(1)N-values
(bpf(2))
Topsoil—The surface layer at the boring locations consisted of approximately 5 to 6 inches
of topsoil at the test locations. Thicknesses are expected to be variable across the project
N/A site. Observed topsoil depths do not include root balls which could be significantly deeper N/A
and are also not recommended for support of structures and/or pavements.
Natural Soils—Beneath the topsoil are natural soils described as very loose Silty SAND(SM) 0 to 4
with an approximate thickness of 5 to 6 feet below existing grade surface.
Natural Soils—Beneath the very loose Silty SAND strata is natural soils described as loose to
II dense Silty/Clayey SANDS(SM,SC)with interbedded layers of Sandy CLAY(CL) 8 to 33
Notes: (1) Standard Penetration Testing.
(2) bpf—Blows per foot.

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ECS Project No.33:6572 Page 6
3.2 GROUNDWATER OBSERVATIONS
Groundwater seepage into our borings was not observed during our exploration at the depths explored.
Variations in the long-term water table may occur as a result of changes in precipitation, evaporation,
surface water runoff, construction activities, and other factors.
3.3 LABORATORY TESTING
Each sample was visually classified on the basis of texture and plasticity in accordance with ASTM D2488
Standard Practice for Description and Identification of Soils (Visual-Manual Procedures) and including
USCS classification symbols, and ASTM D2487 Standard Practice for Classification for Engineering
Purposes (Unified Soil Classification System (USCS)). After classification,the samples were grouped in the
major zones noted on the boring logs in Appendix B.The group symbols for each soil type are indicated in
parentheses along with the soil descriptions. The stratification lines between strata on the logs are
approximate; in situ,the transitions may be gradual.

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ECS Project No.33:6572 Page 7
4.0 DESIGN RECOMMENDATIONS
4.1 FOUNDATIONS
Provided subgrades and Engineered Fills are prepared as recommended in this report, the proposed
structure can be supported by shallow foundations including column footings and continuous wall
footings. We recommend the foundation design use the following parameters.
Design Parameter Column Footing Wall Footing
Net Allowable Bearing Pressure(1) 2,000 psf(2) 2,000 psf(2)
Acceptable Bearing Soil Material New Engineered fill and competent natural soils
Minimum Width 24 inches 24 inches
Minimum Footing Embedment Depth
12 inches 12 inches
(Below slab or outside finished grade)(3)
Estimated Total Settlement(4) Less than 1 inch Less than 1 inch
Estimated Differential Settlement(5) Less than%-inch Less than%-inch
Notes:
(1) Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils above
the base of the foundation.
(2) Higher bearing capacities would be available where PWR may be present at foundation bearing elevations.
(3) For bearing considerations and frost penetration requirements.
(4) Based on assumed structural loads.If final loads are different,ECS must be contacted to update foundation
recommendations and settlement calculations.
(5) Based on maximum column/wall loads and variability in borings.Differential settlement can be re-evaluated
once the foundation plans are more complete.
Potential Undercuts: Most of the soils at the foundation bearing elevation are anticipated to be suitable
for support of the proposed structure. If soft or unsuitable soils are observed at the footing bearing
elevations,the unsuitable soils should be undercut and removed. Undercut should be backfilled with lean
concrete (f'c>_ 1,000 psi at 28 days)or ABC stone up to the original design bottom of footing elevation;the
original footing shall be constructed on top of the hardened lean concrete or ABC stone.
4.2 SLABS ON GRADE
It appears that the slabs will bear on a combination of new engineered fill or natural soils. The on-site
natural soils are considered suitable for support of the floor slabs.Within the building footprint there may
be areas of soft or yielding existing fill or natural soils that should be removed and replaced with
compacted engineered fill in accordance with the recommendations included in this report. The following
graphic depicts our soil-supported slab recommendations:

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ECS Project No.33:6572 Page 8
Vapor Barrier
Concrete Slab
0000 O70 00 0 o oo O 0 00
0 0 0 0 00 0 00 0 0 0 0 0 0 0 p o 0 0 0 0 o Granular Capillary Break/Drainage Layer
Compacted Subgrade
1. Drainage Layer Thickness: 4 inches
2. Drainage Layer Material:A compactable granular fill that will remain stable and support
construction traffic. At least 10%to 30%of the material should pass a No.100 sieve with a
maximum aggregate size of 1/4 inch. Suitable materials are GRAVEL(ABC,GW,GW-SM),
SAND(SP-SM,SW-SM),and SILTY SAND(SM)with less than 30%fines.
3. Subgrade compacted to 98%maximum dry density per ASTM D698
Soft or yielding soils may be encountered in some areas. Those soils should be removed and replaced
with compacted Engineered Fill in accordance with the recommendations included in this report.
Subgrade Modulus: Provided the Engineered Fill and Granular Drainage Layer are constructed in
accordance with our recommendations, the slab may be designed assuming a modulus of subgrade
reaction, k1 of 150 pci (lbs./cu. inch).
Vapor Barrier: Before the placement of concrete, a vapor barrier may be placed on top of the granular
drainage layer to provide additional protection against moisture vapor penetration through the floor slab.
When a vapor barrier is used,special attention should be given to surface curing of the slab to reduce the
potential for uneven drying,curling and/or cracking of the slab. Depending on proposed flooring material
types,the structural engineer and/or the architect may choose to eliminate the vapor barrier.
Slab Isolation: Soil-supported slabs should be isolated from the foundations and foundation-supported
elements of the structure so that differential movement between the foundations and slab will not induce
excessive shear and bending stresses in the floor slab.Where the structural configuration restricts the use
of a free-floating slab such as in a drop down footing/monolithic slab configuration, the slab should be
designed with adequate reinforcement and load transfer devices to reduce overstressing of the slab.
The above should be considered general guidance to assist the Owner/Developer and design team.
Project specific designs, plan details or other input from the Structural Engineer of Record should control.
4.3 SEISMIC DESIGN CONSIDERATIONS
Seismic Site Classification: The International Building Code (IBC) requires site classification for seismic
design based on the upper 100 feet of a soil profile. Two primary methods are utilized in classifying sites,
namely the shear wave velocity (vs) method and the Standard Penetration Resistance (N-value) method,
as indicated in the following table.The N-value method was used for this project.

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ECS Project No.33:6572 Page 9
SEISMIC SITE CLASSIFICATION
Site Shear Wave Velocity,Vs, N value(bpf)
Class Soil Profile Name (ft./s)
A Hard Rock Vs>5,000 fps N/A
B Rock 2,500<Vs<_5,000 fps N/A
C Very dense soil and soft rock 1,200<Vs<_2,500 fps >50
D Stiff Soil Profile 600<_Vs<_ 1,200 fps 15 to 50
E Soft Soil Profile Vs<600 fps <15
The Site Class for the site was determined by calculating a weighted average SPT N-value for the top 100
feet of the subsurface profile. Based on the conditions encountered in the borings, we recommend that
a Site Class "D" be used for design of the proposed building.
4.4 PAVEMENTS
Design Traffic Loading: We assume design traffic loads will be limited to cars and light trucks in light-duty
areas (less than 30,000 ESALs in 20 years), in addition to occasional delivery,garbage, and recycling trucks
in heavy-duty areas (less than 100,000 ESALs in 20 years).
Subgrade Characteristics: Based on the results of our soil test borings and anticipated site grading, we
anticipate that the soils that will be exposed as pavement subgrades, exposed in cuts and placed as fill,
will consist mainly of Clayey SAND (SC) and Silty Sand (SM) material.
California Bearing Ratio (CBR) testing was not performed as part of this study. For preliminary design
purposes,we recommend assuming a design CBR value of 8 be utilized based upon our visual classification
of likely pavement subgrade soils. Prior to subbase placement and paving, CBR testing on the subgrade
soils should be performed to confirm the soil engineering properties.
MINIMUM PAVEMENT SECTIONS
FLEXIBLE PAVEMENT RIGID
PAVEMENT
MATERIAL Light Duty Heavy Duty Heavy Duty
Portland Cement Concrete
Air-Entrained - - 6 in.
(f'c=4,500 psi)
Asphalt Surface Course
(S9.5B) 2 in 3 in -
Aggregate Base Course (ABC) 6 in 8 in 6 in

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ECS Project No.33:6572 Page 10
In general, heavy-duty sections should be used in areas that will be subjected to trucks, buses, or other
similar vehicles including main drive lanes of the development. Light duty sections are appropriate for
automobile traffic and parking areas.
Concrete Pavements: Concentrated front-wheel loads are frequently imposed on pavements in trash
dumpster and truck loading dock areas. This type of loading typically results in rutting and scuffing of
bituminous pavements and ultimately pavement failures and costly repairs. Therefore, we recommend
that the pavements in trash pickup and loading dock aprons areas utilize the Portland Cement Concrete
(PCC) pavement section. It may be prudent to use rigid pavement sections in all areas planned for heavy
truck traffic.
The Portland cement concrete pavement section should consist of air-entrained Portland cement
concrete having a minimum 28-day compressive strength of 4,500 psi.The rigid pavement section should
be provided with construction joints and saw-cut control joints at appropriate intervals per Portland
Cement Association (PCA) requirements. The construction joints should be reinforced with dowels to
transfer loads across the joints. Wire mesh should be included to control shrinkage cracking of the
concrete. The concrete pavement section thickness for plain jointed concrete pavement is with
reinforcement dowels only at construction joints.
Construction Traffic: It is important to note that the design sections do not account for construction
traffic loading. An incomplete pavement section without the final 1 inch of surface course asphalt can be
used for temporary construction traffic,such as concrete trucks and tractor trailer material delivery trucks.
Please note, however, that damage to the asphalt already placed is likely to occur in localized areas, and
it should be repaired by removal and replacement with new asphalt at or near the end of construction,
prior to placement of the surface course.
Alternatively, heavy construction vehicles and traffic should be limited to a temporary pavement section
consisting of 12 inches of compacted ABC overlying a high-strength woven geotextile (Tencate Mirafi
HP270 or equivalent). The temporary pavement section could then be graded and covered with asphalt
to achieve the final design heavy duty pavement section.
Public Streets/Roads: It should also be noted that these design recommendations may not satisfy the
local municipality or North Carolina Department of Transportation guidelines. Any roadways constructed
for public use and to be dedicated to the local municipality or State for repair and maintenance must be
designed in accordance with the local municipality or State requirements.

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ECS Project No.33:6572 Page 11
5.0 SITE CONSTRUCTION RECOMMENDATIONS
5.1 SUBGRADE PREPARATION
5.1.1 Stripping and Grubbing
The subgrade preparation should consist of stripping vegetation, rootmat,topsoil, existing fill, and soft or
unsuitable materials from the 10-foot expanded building and 5-foot expanded pavement limits,and 5 feet
beyond the toe of Engineered Fills. Borings performed in "undisturbed" areas of the site contained an
observed 5 or 6 inches of topsoil. Deeper topsoil or organic laden soils may be present in wet, low-lying,
and poorly drained areas. In wooded areas, the root balls may extend as deep as about 2 feet and will
require additional localized stripping depth to completely remove the organics. ECS should be retained to
verify that topsoil and unsuitable surficial materials have been removed prior to the placement of
engineered fill or construction of structures.
5.1.2 Proofrolling
Prior to fill placement or other construction on subgrades,the subgrades should be evaluated by ECS. The
exposed subgrade should be thoroughly proofrolled with construction equipment having a minimum axle
load of 10 tons [e.g. fully loaded tandem-axle dump truck]. Proofrolling should be traversed in two
perpendicular directions with overlapping passes of the vehicle under the observation of ECS. This
procedure is intended to assist in identifying localized yielding materials.
Where proofrolling identifies areas that are yielding or "pumping" subgrade those areas should be
repaired prior to the placement of subsequent Engineered Fill or other construction materials. Methods
of stabilization include undercutting,moisture conditioning,or chemical stabilization.The situation should
be discussed with ECS to determine the appropriate procedure. Test pits may be excavated to explore
the shallow subsurface materials to help in determining the cause of the observed yielding materials, and
to assist in the evaluation of appropriate remedial actions to create a firm and unyielding subgrade.
5.1.3 Site Temporary Dewatering
The contractor shall make their own assessment of temporary dewatering needs based upon the limited
subsurface groundwater information presented in this report. Soil sampling is not continuous, and thus
soil and groundwater conditions may vary between sampling intervals (typically 5 feet). If the contractor
believes additional subsurface information is needed to assess dewatering needs,they should obtain such
information at their own expense. ECS makes no warranties or guarantees regarding the adequacy of the
provided information to determine dewatering requirements; such recommendations are beyond our
scope of services.

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ECS Project No.33:6572 Page 12
Dewatering systems are a critical component of many construction projects. Dewatering systems must be
selected,designed, and maintained by a qualified and experienced (specialty or other)contractor familiar
with the geotechnical and other aspects of the project. The failure to properly design and maintain a
dewatering system for a given project can result in delayed construction, unnecessary foundation
subgrade undercuts, detrimental phenomena such as 'running sand' conditions, internal erosion (i.e.,
'piping'), the migration of'fines' down-gradient towards the dewatering system, localized settlement of
nearby infrastructure, foundations, slabs-on-grade and pavements, etc. Water discharged from the site
dewatering system shall be discharged in accordance with local, state and federal requirements.
Strategies for Addressing Perched Groundwater:
The typical primary strategy for addressing perched groundwater seeping into excavations is pumping
from trench (or French) and sump pits with sump pumps. A typical sump pump drain (found in a sump pit
or along a French drain) is depicted below. The inlet of the sump pump is placed at the bottom of the
corrugated pipe and the discharge end of the sump is directed to an appropriate stormwater drain.
SOLID PIPE/HOSE TO DISCHARGE POINT
1 iv
woo
12"-24"DIAMET'cR
PERFORATED PIPE --- SIDE SLOPE OPTIONAL(AS
NEEDED FOR CONSTRUCTION)
door •
RECOMMENDED 12" tr ti. °!fie _-AASHTO#57 STONE
AGGREGATE BELOW BASETI-.116EL
j.
RECOMMENDE'.)12"MIN.468REA6ATE
BETWEEN PER=OQ4TED PIPE AND SOILS
Sump Pit/Pump Diagram
Details of a typical French drainage installation are included in Appendix D. A typical French drain consists
of an 18 to 24-inch wide by 18- to 24-inch-deep bed of AASHTO #57 (or similar open graded aggregate)
aggregate wrapped in a medium duty, non-woven geotextile and (sometimes) containing a 6-inch
diameter, Schedule 40 PVC perforated or slotted pipe. Actual dimensions should be as determined
necessary by ECS during construction.After the installation has been completed,the geotextile should be
wrapped over the top of the aggregate and pipe followed by placement of backfill. The top of the drain
should be positioned at least 18 inches below the design subgrade elevations. Drains should not be routed
within the expanded building limits.
Pumping wells or a vacuum system could also be used to address perched groundwater.These techniques
often are only effective during the initial depletion of the perched water quantity and may quickly be
ineffective at addressing accumulation of water from rain, snow, etc.

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ECS Project No.33:6572 Page 13
5.2 EARTHWORK OPERATIONS
5.2.1 Excavation Considerations
Excavation Safety: Excavations and slopes should be made and maintained in accordance with OSHA
excavation safety standards. The contractor is solely responsible for designing and constructing stable,
temporary excavations and slopes and should shore, slope, or bench the sides of the excavations and
slopes as required to maintain stability of both the excavation sides and bottom. The contractor's
responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations
as part of the contractor's safety procedures. In no case should slope height, slope inclination, or
excavation depth, including utility trench excavation depth, exceed those specified in local, state, and
federal safety regulations. ECS is providing this information solely as a service to our client. ECS is not
assuming responsibility for construction site safety or the contractor's activities;such responsibility is not
being implied and should not be inferred.
Excavatibility: Based on the assumed design grades, we anticipate that most of the natural soils
encountered in the test borings can be removed with conventional earth excavation equipment such as
track-mounted backhoes, loaders, or bulldozers.
5.2.2 Suitability of On-Site Soils for Reuse as Engineered Fill
On-Site Borrow Suitability:The on-site soils meeting the classifications for recommended engineered fill,
plus meeting the restrictions on separation distances, organic content, and debris, may be used as
engineered fill. We anticipate that most of the soils encountered in the borings within the anticipated
excavation depths to be suitable for use as engineered fill.
Engineered Fill Materials: Materials for use as Engineered Fill should consist of inorganic soils with the
following engineering properties and compaction requirements.
ENGINEERED FILL SOIL INDEX PROPERTIES
Subject Property
Soil Classification CL, ML,SM,SC,SW,SP,
GW,GM or GC
Max. Particle Size 3 inches
LL and PI for Fill in Building and Pavement Areas LL<40, PI <20
Minimum dry unit weight(in place) >90 pcf
Max. organic content 4%by dry weight
ENGINEERED FILL COMPACTION REQUIREMENTS
Subject Requirement
Compaction Standard Standard Proctor,ASTM D698
Required Compaction 95%of Max. Dry Density
(98%in the top 1 foot)
Moisture Content +3%points of the soil's optimum
value
Loose Thickness 8 inches prior to compaction

Dollar General—Raeford September 27,2023
ECS Project No.33:6572 Page 14
Poor Quality Fill Materials: Poor quality fill materials include materials which do not satisfy the
requirements for engineered materials, such as topsoil, organic materials, debris, debris-laden fill and
highly elastic/plastic soils such as ELASTIC SILT(ML) and FAT CLAY(CH).
Fill Placement Considerations: Fill materials should not be placed on frozen soils, on frost-heaved soils,
and/or on excessively wet soils. Borrow fill materials should not contain frozen materials at the time of
placement, and frozen or frost-heaved soils should be removed prior to placement of Engineered Fill or
other fill soils and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and
moisture conditioned. Fill material should be placed in horizontal lifts. Proper drainage should be
maintained during the earthwork phases of construction to avoid ponding of water which can lead to
degradation of the subgrade soils.
Subgrade Benching: In fill areas, new soil embankments should be constructed from the bottom up. End
dumping from the top of the slope should not be permitted. Fill should not be placed on ground with a
slope steeper than 5H:1V. Where steeper slopes exist, the ground should be benched to allow for fill
placement on a horizontal surface. Each fill layer should be benched into the existing slope for stability.
5.3 FOUNDATION AND SLAB OBSERVATIONS
Protection of Foundation Excavations: Exposure to the environment may weaken the soils at the footing
bearing level if the foundation excavations remain open for too long a time. Therefore, foundation
concrete should be placed the same day that excavations are made. If the bearing soils are softened by
surface water intrusion or exposure,the softened soils must be removed from the foundation excavation
bottom immediately prior to placement of concrete. If the excavation must remain open overnight, or if
rainfall becomes imminent while the bearing soils are exposed, a 1 to 3-inch thick "mud mat" of "lean"
concrete should be placed on the bearing soils before the placement of reinforcing steel.
Footing Subgrade Observations: We anticipate that most of the soils at the foundation bearing elevation
are anticipated to be suitable for support of the proposed structure. It is important to have the
Geotechnical Engineer of Record (ECS), or their authorized representative, observe the foundation
subgrade prior to placing foundation concrete,to confirm the bearing soils are what was anticipated.
Slab Subgrade Verification: Prior to placement of a drainage layer, the subgrade should be prepared in
accordance with the recommendations found in Section 5.1.2 Proofrolling.
5.4 UTILITY INSTALLATIONS
Utility Subgrades: The soils encountered in our exploration are expected to be generally suitable for
support of utility pipes.The pipe subgrades should be observed and probed for stability by ECS. Loose or
unsuitable materials encountered should be removed and replaced with suitable compacted Engineered
Fill, or pipe stone bedding material.
Utility Backfilling: The granular bedding material should be at least 4 inches thick, but not less than that
specified by the civil engineer's project drawings and specifications. We recommend that the bedding
materials be placed up to the springline of the pipe. Fill placed for support of the utilities,as well as backfill
over the utilities, should satisfy the requirements for Engineered Fill and Fill Placement.

Dollar General—Raeford September 27,2023
ECS Project No.33:6572 Page 15
5.5 ADDITIONAL CONSIDERATIONS
During the cooler and wetter periods of the year, delays and additional earthwork costs should be
anticipated. At these times, reduction of soil moisture may need to be accomplished by a combination of
mechanical manipulation and the use of chemical additives, such as lime or cement, to lower moisture
contents to levels appropriate for compaction. Alternatively, during the drier times of the year, such as
the summer months, moisture may need to be added to the soil to provide adequate moisture for
successful compaction according to the project requirements.
Measures should also be taken to limit site disturbance, especially from rubber-tired heavy construction
equipment, and to control and remove surface water from development areas, including structural and
pavement areas.
Exposure to the environment may weaken the soils at the footing bearing level if the foundation
excavations remain open for too long a time. Therefore,foundation concrete should be placed the same
day that excavations are dug. If surface water intrusion or exposure softens the bearing soils,the softened
soils must be removed from the foundation excavation bottom immediately prior to placement of
concrete. If the excavation must remain open overnight,or if rainfall becomes imminent while the bearing
soils are exposed, we recommend that the foundations be covered or otherwise protected.
Positive site drainage should be maintained during earthwork operations,which should help maintain the
integrity of the soil. Placement of fill on the near surface soils, which have become saturated, could be
very difficult. When wet,these soils will degrade quickly with disturbance from contractor operations and
will be extremely difficult to stabilize for fill placement.
Where unacceptable materials are encountered, they must be evaluated and may need to be undercut and
replaced or improved by re-compaction.
The surface of the site should be kept properly graded to enhance drainage of the surface water away
from the proposed structure areas during the construction phase. We recommend that an attempt be
made to enhance the natural drainage without interrupting its pattern.

Dollar General—Raeford September 27,2023
ECS Project No.33:6572 Page 16
6.0 CLOSING
ECS has prepared this report to guide the geotechnical-related design and construction aspects of the
project. We performed these services in accordance with the standard of care expected of professionals
in the industry performing similar services on projects of like size and complexity at this time in the region.
No other representation, expressed or implied, and no warranty or guarantee is included or intended in
this report. ECS is not responsible for the conclusions, opinions, or recommendations of others based on
the data in this report.
The description of the proposed project is based on information provided to ECS by Zaremba Group. If
any of this information is inaccurate or changes, either because of our interpretation of the documents
provided or site or design changes that may occur later, ECS should be contacted so we can review our
recommendations and provide additional or alternate recommendations that reflect the proposed
construction.
We recommend that ECS review the final project plans and specifications so we can confirm that those
plans/specifications are in accordance with the recommendations of this geotechnical report.
Field observations, monitoring, and quality assurance testing during earthwork and foundation
installation are an extension of and integral to the geotechnical design recommendation.We recommend
that the owner retain these quality assurance services and that ECS be allowed to continue our
involvement throughout these critical phases of construction to provide general consultation as issues
arise. We would be pleased to provide an estimated cost for these services at the appropriate time.
This report is provided for the exclusive use of Zaremba Group and their project specific design team. This
report is not intended to be used or relied upon in connection with other projects or by other third parties.
ECS disclaims liability for any such third-party use or reliance without express written permission.

APPENDIX A— Diagrams & Reports
Site Location Diagram
Boring Location Plan
Generalized Subsurface Profile

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SITE LOCATION DIAGRAM ENGINEER
WEG
HI IS DOLLAR GENERAL - RAEFORD
4991 ROCKFISH ROAD, RAEFORD, NORTH CAROLINA SCALE
AS NOTED
PROJECT NO.
33:6572
FIGURE
1 OF 2
DATE
ZAREMBA GROUP 9/13/2023

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Legend -
Approximate Boring Locations - Building 1 ,,ea",,Pt� �.b
y fkaillip
Approximate Boring Locations - Pavement `�
Approximate Boring Locations- Stormwater Control Measure 0 CD 120
Feet
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_ .rior ilL.carsch,4 • ..4 .
BORING LOCATION DIAGRAM EWENGjEER
INS SCALE
DOLLAR GENERAL - RAEFORD AS NOTED
PROJECT NO.
33:6572
FIGURE
4991 ROCKFISH ROAD, RAEFORD, NORTH CAROLINA 2Of 2
ZARE M BA GROUP DA/13/2023

233 r> Tt 233
0 9
im m
232 Topsoil Topsoil 232
231 w -- 231
0
m 2 2
x
230 c Topsoil 230
to
229 ';f':: ` Topsoil 229
•
228 2 3 2 : 228
SM SM
2
227 227
SM
226 • sM 4 226
•• 8• 4
225 2 225
224 224
• 9
223 sM 10 9 223
8
222 222
•
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221 221• 12 '.' sM sM
220 16 -IV- -- 220
I•F•F
•
•
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219 l;f=?.1. sc 219
• 1 .r
218 • j;/:< 218
:1:!:r•:, 20 30
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:Fy1r:: 217 217 f.j::.
• f•/•
216 13 216
j` rf•
Legend Key j j j SM SM
215 • /!!: 215
14 f
Topsoil ; r r •
• jjjj
214 ///;----ct 214
// /
SILTY SAND 213 �`7!'f'
j j j, 9 213
/ 33
sM
CLAYEY 212 EOB @ EOB @ 212
•
r.:
SAND " 20 20
211 19 sm 211
7 /f; Lean CLAY
j. •
210 210
31 EOB @
•
• 20
209 •
EOB @ 209
20
0 0
0
c0 ai co
co N co
Notes: Plastic Limit Water Content Liquid Limit S7 WL(First Encountered) - Fill GENERALIZED SUBSURFACE SOIL PROFILE
1-EOB:END OF BORING AR:AUGER REFUSAL SR:SAMPLER REFUSAL. X
2-THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE. 0 Y WL(Completion) Possible FillTS A-A'
[FINES CONTENT/o]
3-SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL INFORMATION. Dollar General-Raeford
4-STANDARD PENETRATION TEST RESISTANCE(LEFT OF BORING)IN BLOWS M BOTTOM OF CASING 7 WL(Estimated Seasonal High Water) i Probable Fill Zaremba Group
PER FOOT(ASTM D1586). » LOSS OF CIRCULATION
SZ WL Stabilized - Rock 4991 Rockfish Road,Raeford,North Carolina,28376
0 CALIBRATED PENETROMETER (Stabilized) Project No: 33:6572 I Date: 09/13/2023

APPENDIX B — Field Operations
Reference Notes for Boring Logs
Subsurface Exploration Procedure: Standard Penetration Testing (SPT)
Boring Logs

TS REFERENCE NOTES FOR BORING LOGS
MATERIAL12 I DRILLING SAMPLING SYMBOLS&ABBREVIATIONS
SS Split Spoon Sampler PM Pressuremeter Test
ASPHALT
ST Shelby Tube Sampler RD Rock Bit Drilling
WS Wash Sample RC Rock Core, NX,BX,AX
CONCRETE BS Bulk Sample of Cuttings REC Rock Sample Recovery%
(' o PA Power Auger(no sample) RQD Rock Quality Designation%
;o;Pe; GRAVEL HSA Hollow Stem Auger
TOPSOIL
PARTICLE SIZE IDENTIFICATION
VOID DESIGNATION PARTICLE SIZES
Boulders 12 inches(300 mm)or larger
I
BRICK Cobbles 3 inches to 12 inches(75 mm to 300 mm)
0 o Gravel: Coarse 3/4 inch to 3 inches(19 mm to 75 mm)
p oo o` AGGREGATE BASE COURSE Fine 4.75 mm to 19 mm(No.4 sieve to inch)
i Sand: Coarse
It � 2.00 mm to 4.75 mm(No. 10 to No.4 sieve)
GW WELL-GRADED GRAVEL Medium 0.425 mm to 2.00 mm(No.40 to No. 10 sieve)
w + gravel-sand mixtures,little or no fines
Q�o '� ("Fines") <0.074 mm(smaller than a No.Fine 0.074 mm to 0.425 mm(No.200 to No.40 sieve)
0 GP POORLY-GRADED GRAVEL Silt&Clay200 sieve)
I
0 c gravel-sand mixtures,little or no fines
�
a
C � GM SILTY GRAVEL
o 0 „„ gravel-sand-silt mixtures COHESIVE SILTS&CLAYS COARSE FINE
P 1,A
RELATIVE GRAINED GRAINED
GC CLAYEY GRAVEL UNCONFINED ems (%)8
, AMOUNT
gravel-sand-clay mixtures COMPRESSIVE SPT5 CONSISTENCY
■ o SW WELL-GRADED SAND STRENGTH• ,OP4 (BPF) (COHESIVE)• Trace <5 <5
o • x gravelly sand,little or no fines <0.25 <2 Very Soft
SP POORLY-GRADED SAND 0.25-<0.50 2-4 Soft With 10-20 10-25
: : . gravelly sand,little or no fines 0.50-<1.00 5-8 Firm Adjective 25-45 30-45
1 .• SM SILTY SAND 1.00-<2.00 9-15 Stiff (ex:"Silty")
• sand-silt mixtures
2.00-<4.00 16-30 Very Stiff
SC CLAYEY SAND 4.00-8.00 31 -50 Hard
:• : X sand-clay mixtures >8.00 >50 Very Hard WATER LEVELS6
ML SILT
non-plastic to medium plasticity
GRAVELS,SANDS&NON-COHESIVE SILTS V WL(First Encountered)
MH ELASTIC SILT
high plasticity SPT6 DENSITY V WL(Completion)
rI/' i CL LEAN CLAY <5 Very Loose
J low to medium plasticity 5-10 Loose _v_ WL(Seasonal High Water)
11 -30 Medium Dense
// /// CH highFAT plastiCLAYcity 31 -50 Dense I V WL(Stabilized)
///5 OL ORGANIC SILT or CLAY >50 Very Dense
non-plastic to low plasticity
5 $ $ OH ORGANIC SILT or CLAY
high plasticity FILL AND ROCK
a r PT PEAT
- .. r, .L highly organic soils
FILL POSSIBLE FILL PROBABLE FILL ROCK
'Classifications and symbols per ASTM D 2488-17(Visual-Manual Procedure)unless noted otherwise.
2To be consistent with general practice,"POORLY GRADED"has been removed from GP,GP-GM,GP-GC,SP,SP-SM,SP-SC soil types on the boring logs.
3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol[Ex:(SM-FILL)].
4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot(tsf).
6Standard Penetration Test(SPT)refers to the number of hammer blows(blow count)of a 140 lb.hammer falling 30 inches on a 2 inch OD split spoon sampler
required to drive the sampler 12 inches(ASTM D 1586)."N-value"is another term for"blow count"and is expressed in blows per foot(bpf).SPT correlations per 7.4.2 Method B
and need to be corrected if using an auto hammer.
6The water levels are those levels actually measured in the borehole at the times indicated by the symbol.The measurements are relatively reliable
when augering,without adding fluids,in granular soils.In clay and cohesive silts,the determination of water levels may require several days for the
water level to stabilize. In such cases,additional methods of measurement are generally employed.
'Minor deviation from ASTM D 2488-17 Note 14.
$Percentages are estimated to the nearest 5%per ASTM D 2488-17.
Reference Notes for Boring Logs(09-02-2021).doc ©2021 ECS Corporate Services,LLC.All Rights Reserved

SUBSURFACE EXPLORATION PROCEDURE:
STANDARD PENETRATION TESTING (SPT)
ASTM D 1586
Split-Barrel Sampling
Standard Penetration Testing, or SPT, is the most frequently used
subsurface exploration test performed worldwide. This test provides
samples for identification purposes, as well as a measure of penetration
resistance, or N-value. The N-Value, or blow counts, when corrected and
correlated, can approximate engineering properties of soils used for
geotechnical design and engineering purposes.
SPT Procedure: ECS provides Boring
Location Diagrams
• Involves driving a hollow tube (split-spoon) and Boring Logs for
into the ground by dropping a 140-lb hammer
a height of 30-inches at desired depth each project!
• Recording the number of hammer blows re- 273
quired to drive split-spoon a distance of 12
inches (in 3 or 4 Increments of 6 inches each) = : `'""s
• Auger is advanced* and an additional SPT is
performed ' ,�` j; ,.
• One SPT typically performed for every two to
five feet I 0gl
• Obtain 1.5-inch diameter soil sample �`
A ' 1' -
*Drilling Methods May Vary— The predominant drilling
methods used for SPT are open hole fluid rotary drilling and ..
.. r
hollow-stem auger drilling.

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Zaremba Group 33:6572 B-01 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Dollar General-Raeford Quantex,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
4991 Rockfish Road,Raeford,North Carolina,28376
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
451551.9 1967832.0 229
cc
m LU Z Z J LL Q LIQUID LIMIT
L~i F ; `� ,. X PLASTIC LIMIT
w p J Q I 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q Cl_ Q w m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN Q CC it RECOVERY •WATER CONTENT%
An An > — RQD
[FINES CONTENT]%
REC 10 20 30 40 50
Topsoil Thickness[5.00"] / 1.1:V.: -
(SM)SILTY SAND, brown, moist,very i-i-1
_ S-1 SS 18 18 loose — (2)
•
•
•
S 2 SS 18 18 3-1-1
- (2)
5 - 224—
S 3 SS 18 18 (SM)SILTY SAND with CLAY, mottled - 8-3-5
red-brown-orange, moist, loose to (8)
medium dense —
S-4 SS 18 18 2-7-9
- (16)
10 — 219—
•
•
_ S-5 SS 18 18 (SM)SILTY SAND,orange to pink, — 5-7-7
15 moist to wet, medium dense to dense 214— (14) 4
. 3-12-19
5-6 $$ 18 18 - (31) 31
20 END OF BORING AT 20 FT 209 _
25— 204—
30— 199—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) BORING STARTED: Sep 07 2023 CAVE IN DEPTH: 18.00
Y WL(Completion) DRY BORING Sep 07 2023 HAMMER TYPE: Auto
7WL(Seasonal High Water) COMPLETED:
EQUIPMENT: LOGGED BY:
S'Z WL(Stabilized) Track DJG2 DRILLING METHOD:2-1/4"-HSA
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Zaremba Group 33:6572 B-02 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Dollar General-Raeford Quantex,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
4991 Rockfish Road,Raeford,North Carolina,28376
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
451524.3 1967888.6 230cc
Lu LU Z Z J LL Q LIQUID LIMIT
ifF ; `� L. X PLASTIC LIMIT
w p J Q N 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q [L Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN <C CC > it RECOVERY •WATER CONTENT%
UI An > — RQD
[FINES CONTENT]%
- REC 10 20 30 40 50
i.
Topsoil Thickness[6.0011] /�r`''i
(SM)SILTY SAND, brown and tan, 1-1-1
S 1 SS 18 18 moist,very loose — (2)
•
•
113
S-2 SS 18 18 • - (a)
5 - 225—
S 3 SS 18 18 (SM)SILTY SAND,trace clay, brown 8-3-6
and tan, moist, loose 191
(SC)CLAYEY SAND with SILT, mottled — 6-4-8
S-4 SS 18 18 (12) z
10 _ _ red-brown-orange, moist, medium 220—
dense
•
•
—
(CL)SANDY LEAN CLAY,trace silt,tan _ 2-5-8
$$ SS 18 18 (13) 3
15 and gray, moist,stiff 215—
•
—
S-6 SS 18 18 (SM)SILTY SAND, pink, moist, medium — 5-9-10
dense (19) 19
20 210
END OF BORING AT 20 FT
25— 205-
30— 200
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) BORING STARTED: Sep 07 2023 CAVE IN DEPTH: 18.50
Y WL(Completion) DRY BORING Sep 07 2023 HAMMER TYPE: Auto
SC WL(Seasonal High Water) COMPLETED:
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) Track DJG2 DRILLING METHOD:2-1/4"-HSA
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Zaremba Group 33:6572 B-03 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Dollar General-Raeford Quantex,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
4991 Rockfish Road,Raeford,North Carolina,28376
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
451667.4 1967886.4 232
cc
Lu LU Z Z J f Q LIQUID LIMIT
L~i F ; `� ,. X PLASTIC LIMIT
w p J Q I 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q Cl_ Q w m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN Q CC it RECOVERY •WATER CONTENT%
An An > — RQD
[FINES CONTENT]%
— REC _ 10 20 30 40 50
Topsoil Thickness[5.00"] /'`''`''. -
(SM)SILTY SAND, brown-tan, moist, i-i-i
S 1 SS 18 18 very loose to loose — (2)•
2
•
1-1-2
S-2 SS 18 18 • - (3)
5 - 227—
5-3 SS 18 18 — s(8)s
(SM)SILTY SAND with CLAY, mottled — 3-4-6
S-4 SS 18 18 (10) t4
0
10 _ _ red-brown-orange, moist, loose 222—
(SM)SILTY SAND,trace clay,pink, _ 4-11-9
- S-5 SS 18 18 (20) 0
15 moist,medium dense to loose 217—
. — 3-5-4
- 5-6 SS 18 18 • - (9) 9
20 END OF BORING AT 20 FT 212
25— 207—
30— 202—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
S7 WL(First Encountered) BORING STARTED: Sep 07 2023 CAVE IN DEPTH: 17.50
Y WL(Completion) DRY BORING Sep 07 2023 HAMMER TYPE: Auto
S[ WL(Seasonal High Water) COMPLETED:
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) Track DJG2 DRILLING METHOD:2-1/4"-HSA
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Zaremba Group 33:6572 B-04 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Dollar General-Raeford Quantex,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
4991 Rockfish Road,Raeford,North Carolina,28376
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
451639.8 1967943.0 232
cc
Lu LU Z Z J LL Q LIQUID LIMIT
L~i F ; `� ,. X PLASTIC LIMIT
w p J Q I 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q Cl_ Q w m ROCK QUALITY DESIGNATION& 1 2 3 4 5
Q N Q CC it •
RECOVERY •WATER CONTENT%
An An > — RQD
[FINES CONTENT]%
— REC 10 20 30 40 50
Topsoil Thickness[6.00"] / -
(SM)SILTY SAND,tan-brown, moist, 1-1-1
S 1 SS 18 18 very loose — (2) `,
•
•
•
1-1-1
5-2 SS 18 18 • - (2) ^�
5 - 227—
3-1-3
_ S-3 SS 18 18 _ (4)
(SM)SILTY SAND,trace clay,brown, — 2-3-6
S-4 SS 18 18 (9) 4
10 _ _ moist, loose 222—
•
(SM)SILTY SAND, red-pink,moist, _ 12-18-12
- S 5 SS 18 18 - (30) A,
15 medium dense to dense 217_
. — 7-16-17
- 5-6 SS 18 18 - (33) BB
20 END OF BORING AT 20 FT 212
25— 207—
30— 202—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
S7 WL(First Encountered) BORING STARTED: Sep 07 2023 CAVE IN DEPTH: 18.50
Y WL(Completion) DRY BORING Sep 07 2023 HAMMER TYPE: Auto
S[ WL(Seasonal High Water) COMPLETED:
EQUIPMENT: LOGGED BY:
S'Z WL(Stabilized) Track DJG2 DRILLING METHOD:2-1/4"-HSA
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Zaremba Group 33:6572 P-01 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Dollar General-Raeford Quantex,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
4991 Rockfish Road,Raeford,North Carolina,28376
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
451525.2 1967764.9 227cc
Lu LU Z Z J LL Q LIQUID LIMIT
I- F ; `� L. X PLASTIC LIMIT
w p J Q N 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q Cl- Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN <C CC > it RECOVERY •WATER CONTENT%
UI An > — RQD
[FINES CONTENT]%
- REC 10 20 30 40 50
Topsoil Thickness[5.00"] /
(SM)SILTY SAND,tan-brown, moist, 1-1-1
S 1 SS 18 18 very loose • — (2)
•
(SC)CLAYEY SAND with SILT, brown, ;;; — WOH-WOH-
S-2 SS 18 18 0WOH
5 - wet,very loose to loose 222— (0)
.... - 2-3-5
S 3 SS 18 18 _ (8) IN
(SM)SILTY SAND, red-brown, moist, — 2-15-19
S-4 SS 18 18 (34) 34
10 - _ dense F� 217—
END OF BORING AT10FT -
15— 212—
20— 207-
25— 202
30— 197—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
S7 WL(First Encountered) BORING STARTED: Sep 07 2023 CAVE IN DEPTH: 7.50
Y WL(Completion) DRY BORING Sep 07 2023 HAMMER TYPE: Auto
S[ WL(Seasonal High Water) COMPLETED:
EQUIPMENT: LOGGED BY:
S'Z WL(Stabilized) Track DJG2 DRILLING METHOD:2-1/4"-HSA
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Zaremba Group 33:6572 P-02 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Dollar General-Raeford Quantex,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
4991 Rockfish Road,Raeford,North Carolina,28376
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
451632.3 1967830.1 230cc
Lu LU Z Z J LL Q LIQUID LIMIT
ifF ; E. X PLASTIC LIMIT
w p J Q N 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q Cl- Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN <C CC > it RECOVERY •WATER CONTENT%
UI An > — RQD
[FINES CONTENT]%
- REC 10 20 30 40 50
Topsoil Thickness[5.0011] / -
(SM)SILTY SAND,tan-brown, moist to 1-1-2
= SA. SS 18 18 •
•
wet,very loose • _ (3) li)
•
•
— 1-WOH-WOH
S-2 SS 18 18 - (0)
5 - • 225—
S 3 SS 18 18 (SC)CLAYEY SAND with SILT, mottled - 2-3-5
red-gray- brown, moist, loose I81
•
•
(SM)SILTY SAND, red-brown, moist, — 2-6-5
S-4 SS 18 18 (11) I11
10 _ medium dense ,.F� 220—
END OF BORING AT10FT -
15— 215-
20— 210—
25— 205—
30— 200—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) BORING STARTED: Sep 07 2023 CAVE IN DEPTH: 7.50
Y WL(Completion) DRY BORING Sep 07 2023 HAMMER TYPE: Auto
S[ WL(Seasonal High Water) COMPLETED:
EQUIPMENT: LOGGED BY:
S'Z WL(Stabilized) Track DJG2 DRILLING METHOD:2-1/4"-HSA
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Zaremba Group 33:6572 P-03 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Dollar General-Raeford Quantex,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
4991 Rockfish Road,Raeford,North Carolina,28376
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
451477.1 1967860.5 229
cc
Lu LU Z Z J LL Q LIQUID LIMIT
L~i F ; `� L0 X PLASTIC LIMIT
w p J Q I 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q Cl_ 0 I- > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN Q CC it RECOVERY •WATER CONTENT%
V) Ln > - RQD
[FINES CONTENT]%
— REC _ 10 20 30 40 50
Topsoil Thickness[5.00"] j`. -
(SM)SILTY SAND,tan-brown, moist, WOH-1-1
S 1 SS 18 18 very loose — (2)
•
•
•
1-1-2
S-2 SS 18 18 • - (3)
5 224—
• 7-2-2
_ S-3 SS 18 18 (4)
•
(SC)CLAYEY SAND with SILT, mottled — 4-8-12
S-4 SS 18 18 ; '<: (20) 20
10 _ red-brown-gray, moist, medium 219—
dense / -
END OF BORING AT 10 FT
15— 214-
20— 209—
25— 204—
30— 199—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) BORING STARTED: Sep 07 2023 CAVE IN DEPTH: 8.00
Y WL(Completion) DRY BORING Sep 07 2023 HAMMER TYPE: Auto
S[ WL(Seasonal High Water) COMPLETED:
EQUIPMENT: LOGGED BY:
S'Z WL(Stabilized) Track DJG2 DRILLING METHOD:2-1/4"-HSA
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Zaremba Group 33:6572 SCM-01 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Dollar General-Raeford Quantex,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
4991 Rockfish Road,Raeford,North Carolina,28376
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
451632.3 1967784.9 229cc
Lu LU Z Z J LL Q LIQUID LIMIT
I- F ; `� E. X PLASTIC LIMIT
w p J Q N 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q Cl_ Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN <C CC > it RECOVERY •WATER CONTENT%
UI An > — RQD
[FINES CONTENT]%
— REC 10 20 30 40 50
.
Topsoil Thickness[5.0011] /
-
-
(SM)SILTY SAND,tan brown, moist, 144
S 1 SS 18 18 very loose — (2) 2
•
•
522
S-2 SS 18 18 • - (4)
5 - 224—
S 3 SS 18 18 (SM)SILTY SAND with CLAY, mottled _ 5-4-6
tan-orange-gray, moist, loose to (10) °
medium dense —
2-5-9
S-4 SS 18 18 - (14) 014
10 END OF BORING AT 10 FT 219
15— 214-
20— 209—
25— 204—
30— 199—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) BORING STARTED: Sep 07 2023 CAVE IN DEPTH:
Y WL(Completion) BORING
7WL(Seasonal High Water)
COMPLETED: Sep 07 2023 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
S'Z WL(Stabilized) Track DJG2 DRILLING METHOD:2-1/4"-HSA
GEOTECHNICAL BOREHOLE LOG