SW5220101_Soils/Geotechnical Report_20220408 (2)

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
ECS Southeast,, LLP
Geotechnical Engineering Report
Hardee's, Bunn, NC
420 South Main Street
Bunn, North Carolina
ECS Project Number 06:24656
September 30, 2021
9§

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ECS SOUTHEAST, LLP
"Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities
September 30, 2021
Mr. Reggie Barnacascel, Jr
Vice President of Restaurant Development
Boddie -Noel Enterprises, Inc.
PO Box 1908
Rocky Mount, North Carolina
ECS Project No. 06:24656
Reference: Geotechnical Engineering Report
Hardee's, Bunn, NC
420 South Main Street
Bunn, North Carolina
Dear Mr. Barnacascel:
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, the results of the field exploration conducted, and our
geotechnical design and construction recommendations for the project.
It has been our pleasure to be of service to you during this 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 any 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
DocuSigned by:
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Rachel E. Zelinsky
Geotechnical Staff Project Manager
rzelinskyPecslimited. com
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Thomas c ipporeit, P.E., D.GE
Vice President, Principal Engineer
tschipporeitC>ecslimited.com
5260 Greens Dairy Road, Raleigh, NC 27616 T. 919-861-9910 www.ecslimited.com
ECS Capitol Services, PLLC • ECS Florida, LLC • ECS Mid -Atlantic, LLC ECS Midwest, LLC ECS Southeast, LLP • ECS Southwest, LLP
NC Engineering No. F-1078 • NC Geology No. C-553 • SC Engineering No. 3239

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Geotechnical Engineering Report—Hardee's, Bunn, NC
ECS Project No. 06:24656
TABLE OF CONTENTS
September 30, 2021
Page
EXECUTIVE SUMMARY.............................................................................................................1
1.0
INTRODUCTION............................................................................................................2
2.0
PROJECT INFORMATION...............................................................................................2
2.1
SITE INFORMATION...........................................................................................................3
2.2
PROPOSED CONSTRUCTION..............................................................................................3
3.0
FIELD EXPLORATION AND LABORATORY TESTING..........................................................4
3.1
SUBSURFACE CHARACTERIZATION....................................................................................4
3.2
GROUNDWATER OBSERVATIONS......................................................................................5
3.3
LABORATORY TESTING......................................................................................................6
4.0
DESIGN RECOMMENDATIONS......................................................................................6
4.1
BUILDING/STRUCTURE DESIGN.........................................................................................6
4.1.6 Foundations..............................................................................................................6
4.1.7 Floor Slabs.................................................................................................................7
4.1.8 Seismic Design..........................................................................................................8
4.2
SITE DESIGN CONSIDERATIONS.........................................................................................8
4.2.1 Pavements................................................................................................................8
5.0
SITE CONSTRUCTION RECOMMENDATIONS................................................................10
5.1
SUBGRADE PREPARATION...............................................................................................10
5.1.1 Previous Site Development....................................................................................10
5.1.2 Existing Utilities......................................................................................................10
5.1.3 Demolition..............................................................................................................10
5.1.4 Stripping and Grubbing...........................................................................................11
5.1.5 Proofrolling.............................................................................................................11
5.2
EARTHWORK OPERATIONS..............................................................................................12
5.2.1 Excavation Considerations......................................................................................12
5.2.2 Engineered Fill Materials........................................................................................13
5.2.3 Compaction.............................................................................................................13
5.3
FOUNDATIONS AND FLOOR SLABS..................................................................................14
5.4
PAVEMENTS.....................................................................................................................15
5.4.1 Subgrade Evaluation...............................................................................................15
5.4.2 Aggregate Base Course..........................................................................................15
5.4.3 Asphalt....................................................................................................................16
6.0
CLOSING....................................................................................................................16
APPENDICES
Appendix A — Diagrams & Reports
• Site Location Diagram
• Boring Location Diagram
• Subsurface Cross-Section(s)

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Geotechnical Engineering Report—Hardee's, Bunn, NC September30, 2021
ECS Project No. 06:24656 Page ii
Appendix B — Field Operations
• Reference Notes for Boring Logs
• Subsurface Exploration Procedure: Standard Penetration Testing (SPT)
• Boring Logs
Appendix C — Laboratory Testing
• Laboratory Test Results Summary

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Geotechnical Engineering Report—Hardee's, Bunn, NC September 30, 2021
ECS Project No. 06:24656 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 the executive
summary should not be utilized in lieu of reading the entire geotechnical report.
• We anticipate that most of the soils encountered in the borings within the anticipated
excavation depths will be suitable for use as engineered fill. However, additional
environmental sampling and testing is recommended to evaluate the soil and/or
groundwater for potential contamination.
• The planned building should be supported by conventional shallow foundations consisting
of column and/or strip footings bearing on engineered fill or natural soils. The footings
should be sized using a net allowable soil bearing pressure of 3,000 psf.
• Based on the N-values measured in the borings, a Seismic Site Class D designation is
appropriate for seismic design of the proposed building.
• ECS should be retained to review the design documents for conformance with our
recommendations.
• ECS should be retained for construction materials testing and special inspections to
facilitate proper implementation of our recommendations.

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Geotechnical Engineering Report—Hardee's, Bunn, NC September 30, 2021
ECS Project No. 06:24656 Page 2
1.0 INTRODUCTION
The purpose of this study was to provide geotechnical information for the design of a building,
parking lot, and stormwater control measure for Hardee's. The recommendations developed for
this report are based on project information supplied by Boddie -Noel Enterprises, Inc.
Our services were provided in accordance with our Proposal No. 06:22787, dated August 27, 2021,
as authorized by Reggie Barnacascel with Boddie -Noel) Enterprises, Inc. on August 27, 2021, which
includes Boddie -Noel) Enterprises, Inc. General Conditions.
This report contains the procedures and results of our subsurface exploration and laboratory
testing programs, review of existing site conditions, engineering analyses, and recommendations
for the design and construction of the project.
The report includes the following items.
a. Observations from our site reconnaissance including current site conditions.
b. A review of the published geologic conditions and their relevance to your planned
development.
c. A subsurface characterization and a description ofthefield exploration and laboratorytests
performed.
d. Logs of the soil borings prepared in accordance with the standard practice for geotechnical
engineering.
e. The results of the laboratory tests performed.
f. Recommended allowable soil bearing pressure for conventional shallow foundations
(spread footings) and estimates of predicted foundation settlement.
g. Recommendations for slab -on -grade design and construction, including recommendations
for subgrade improvements and design modulus of subgrade reaction.
h. Recommendations for seismic site classification in accordance with the 2018 North Carolina
Building Code.
Recommendations for design and construction of the pavements.
Evaluation of the on -site soil characteristics encountered in the soil borings, including
suitability of the on -site materials for reuse as engineered fill, compaction requirements,
and suitable material guidelines.
2.0 PROJECT INFORMATION
This report is based on the following sources of information:
• Emails between Reggie Barnacascel with Boddie -Noel) Enterprises, Inc. and Nathan
Nallainathan with ECS between August 6, 2021, and August 7, 2021.
• Construction Drawings prepared by NRD Architecture & Engineers dated January 11, 2018.
• Site Sketch with boring locations prepared by McAdams dated May 3, 2021.
• Google Earth aerial photo dated February 2019.

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Geotechnical Engineering Report—Hardee's, Bunn, NC September 30, 2021
ECS Project No. 06:24656 Page 3
• Site and topographic information obtained from the Franklin County GIS website.
• Report of Seasonal High Water Table Estimation and Infiltration Testing, prepared by ECS,
dated September 14, 2021.
• Phase I Environmental Site Assessment Report, prepared by ECS, dated September 22,
2021, ECS Project No. 49:14912.
2.1 SITE INFORMATION
The site is located at 420 South Main Street in Bunn, North Carolina, at the approximate location
shown in the following figure.
iwsahm #' & _
Figure 2.1.1. Site Location
We understand the property is currently developed with buildings and a gravel parking lot. The site
is relatively flat and includes grass -covered areas and scattered trees. Tax records identify the
larger of the two existing buildings as a restaurant building while the second building was used for
restaurant storage and pits to roast/cook meat for the restaurant. The structures are currently
vacant and use for storage. The subject property is located in a residential and commercial area,
with a gas station across Main Street from the site. A water supply well is located along the western
site boundary. A debris pile is located near the southern site boundary.
2.2 PROPOSED CONSTRUCTION
ECS understands the proposed project involves construction of a new Hardee's restaurant including
an approximately 2,682-square-foot building, paved parking and drive areas, concrete sidewalks,
and a concrete delivery and dumpster pad. We understand the building will be a one-story wood -
framed structure with a slab -on -grade floor. We understand the maximum unfactored foundation
loads will be:
• Maximum Column Load = 50 kips
• Maximum Wall Loads= 1 kips per foot
• Maximum Ground Floor Slab Load = 150 pounds per square foot (psf)

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ECS Project No. 06:24656 Page 4
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.
Based on existing site grades, and our experience with similar projects, we assume that cut and fill
depths will be less than 2 feet for general site grading.
3.0 FIELD EXPLORATION AND LABORATORY TESTING
Our exploration procedures are explained in greater detail in Appendix B including the insert titled
Subsurface Exploration Procedure: Standard Penetration Testing (SPT). Our scope of work included
drilling six borings. Our borings were located with a handheld GPS unit and their approximate
locations are shown on the Boring Location Diagram in Appendix A.
3.1 SUBSURFACE CHARACTERIZATION
The subsurface conditions encountered were generally consistent with published geological
mapping. The following sections provide generalized characterizations of the soil. Please refer to
the boring logs in Appendix B.
The site is located within the Piedmont physiographic province. The Piedmont is characterized by
residual overburden soils weathered in place from the underlying igneous and metamorphic rock.
The topography and relief of the Piedmont uplands have developed from differential weathering
of the bedrock. Because of the continued chemical and physical weathering, the bedrock in the
Piedmont is now generally covered with a mantle of soil that has weathered in place from the
parent bedrock. These soils have variable thicknesses and are referred to as residuum or residual
soils. The residuum is typically finer grained and has higher clay content near the surface because
of the advanced weathering. Similarly, the soils typically become coarser grained with increasing
depth because of decreased weathering. As the degree of weathering decreases, the residual soils
generally retain the overall appearance, texture, gradation and foliations of the parent rock.
The boundary between soil and rock in the Piedmont is not sharply defined. A transitional zone
termed "partially weathered rock" is normally found overlying the parent bedrock. Partially
weathered rock (PWR) is defined for engineering purposes as residual material with Standard
Penetration Resistances (N-values) exceeding 100 blows per foot. The transition between
hard/dense residual soils and partially weathered rock occurs at irregular depths due to variations
in degree of weathering. Also, it is not unusual to find lenses and boulders of hard rock and/or
zones of partially weathered rock within the soil mantel well above the general bedrock level.
According to the 1985 Geologic Map of North Carolina the site is underlain by foliated to massive
granitic rock of Permian to Pennsylvanian age (PPmg).
The general subsurface strata are summarized in the following table:

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Geotechnical Engineering Report—Hardee's, Bunn, NC
ECS Project No. 06:24656
Subsurface StratieraoW
September 30, 2021
Page 5
Approximate
Stratum
Description
Ranges of
Average Depth
SPT (1) N-values
(ft)
(bpf)
0-0.3
n/a
Surficial Material: Topsoil (3 inches)
N/A
0.3-3
1
Medium Dense Silty SAND (SM)
12 to 26
(N-ave=16)
3-12
11
Stiff to Very Stiff SILT (ML, MH) and CLAY (CL, CH)
10 to 19
(N-ave=14)
12-20
111
Medium Dense Clayey SAND (SC)
15 to 17
(N-ave=16)
Note: (1) Standard Penetration Testing
The depths given in the previous table are average depths. The actual strata depths may vary
significantly at specific boring locations.
A graphical presentation of the subsurface conditions is shown on the Subsurface Cross Section
included in Appendix A. As shown, the strata thicknesses are variable across the site.
Please note that the ground surface elevations shown on the boring logs and cross section were
not surveyed by a licensed surveyor. These elevations were interpolated using topographic
information obtained from Google Earth. They should be considered approximate and accurate to
+/- several feet.
Also, please note that a petroleum product odor was observed from some of the geotechnical soil
samples (e.g., B-01, B-02, and B-03).
3.2 GROUNDWATER OBSERVATIONS
Water levels were measured and are given on the boring logs in Appendix B. Groundwater depths
measured at the time of drilling was 18.5 feet below the ground surface, corresponding to EL. 260.5
to EL. 262.5 ft. 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.
As stated in the ECS Seasonal High Water Table Estimation and Infiltration Testing Report dated
September 14, 2021 (ECS Project No. 49:14912-B), the seasonal high water table was estimated to
be at depths of 30 to 36 inches at the two test locations in the proposed Stormwater Control
Measure (SCM) area. Based on the geotechnical borings, this is likely representative of occasional
perched water table conditions in Stratum I during the typically wetter cooler months of the year
(November through March).

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3.3 LABORATORY TESTING
September 30, 2021
Page 6
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).
The laboratory testing consisted of selected tests performed on samples obtained during our field
exploration operations. Classification and index property tests were performed on representative
soil samples in accordance with ASTM D2487 Standard Practice for Classification for Engineering
Purposes.
After identification and 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.
4.0 DESIGN RECOMMENDATIONS
4.1 BUILDING/STRUCTURE DESIGN
4.1.6 Foundations
Provided subgrades and engineered fills are prepared as discussed herein, and based on the
assumed design foundation loads, the proposed building can be supported by conventional shallow
spread footing foundations. These include individual columnfootings and continuouswall footings.
The design of the shallow foundations should utilize the following parameters:
Foundation Design
Design Parameter
Column Footing
Wall Footing
Net Allowable Bearing Pressure i11
3,000 psf
3,000 psf
Acceptable Bearing Soil Material
Stiff Silts/Clays, Medium Dense Sands, or
Engineered fill
Minimum Width
24 inches
16 inches
Minimum Footing Embedment Depth (below
12 inchesZ
12 inchesZ
slab or finished grade) (Z)
Estimated Total Settlement (3)
Less than 1 inch
Less than 1 inch
Estimated Differential Settlement i41
Less than 0.5 inches
Less than 0.5 inches over
between columns
50 feet
Notes:
(1) Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils above the base of the
foundation.
(2) For bearing considerations and frost penetration requirements.
(3) Based on assumed structural loads. If final loads are different, ECS must be contacted to update foundation recommendations and
settlement calculations.
(4) Based on anticipated range of column/wall loads and variability in borings. Differential settlement can be re-evaluated once the
foundation plans are more complete.

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4.1.7 Floor Slabs
Floor Slabs Above Exterior Grades: The on -site lower plasticity natural soils and new engineered
fill are considered suitable for support of the ground floor slabs, although moisture control during
earthwork operations, including the use of disking or appropriate drying equipment, may be
necessary.
We assume that the ground floor slabs -on -grade will be at or above finish exterior grades around
the entire building footprint. For this case, the 2018 North Carolina Building Code does not require
damproofing or waterproofing of the slab. However, depending on floor coverings and building
use, a capillary break layer and vapor retarder should be installed to prevent excessive moisture
from coming in contact with the concrete floor slab from the soils below.
The following graphic depicts our soil -supported slab recommendations:
Vapor Retarder or Vapor
Concrete Slab Barrier
00oQU0Q.'-o0 oUo U0o U� Uo
0 0 0 0 00 0 00 0 0 o 0 0 0 0 0 00 0 0 0 Base Course
0 0 0
Firm, Stable, Compacted Soil Subgrade
Floor Slab Section
1. Base Course Layer Thickness: 4 inches
2. Base Course 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'/ inch. Suitable materials are GRAVEL (ABC, GW, GW-SM), SAND (SP-SM, SW-SM),
and SILTY SAND (SM) with less than 30% fines.
3. Base Course Layer Material should be compacted to at least 98% maximum dry density per ASTM D698
4. Undisturbed natural subgrade should proofroll as firm and stable. Upper 1 foot of engineered fill
subgrade should be compacted to at least 98% maximum dry density per ASTM D698
5. Vapor Barrier or Vapor Retarder — Refer to ACI 302.1R-04 Guide for Concrete Floor and Slab
Construction and ASTM E 1643 Standard Practice for Installation of Water Vapor Retarders Used in
Contact with Earth or Granular Fill under Concrete Slabs for recommendations on this issue.
Additionally, any environmental vapor intrusions considerations should be taken into account by the
vapor barrier/vapor retarder material selection and design.
Provided a base course break layer is implemented in the slab section, the slabs may be designed
using a modulus of subgrade reaction of 125 psi/in. This value is applicable for design of slabs
subject to point loads and should be reduced based on loaded area for uniform sustained
distributed loads.
Ground -supported slabs should be isolated from the foundations and foundation -supported

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ECS Project No. 06:24656 Page 8
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
prevents the use of a free-floating slab, the slab should be designed with suitable reinforcement
and load transfer devices to preclude overstressing of the slab.
4.1.8 Seismic Design
The 2018 North Carolina Building Code requires site classification for seismic design based on the
upper 100 feet of a soil profile. Three methods are utilized in classifying sites, namely the shear
wave velocity (vs) method; the unconfined compressive strength (s") method; and the Standard
Penetration Resistance (N-value) method. The N-value method was used for this project.
The seismic site class definitions for the weighted average of shear wave velocity or SPT N-value in
the upper 100 feet of the soil profile are shown in the following table:
Seismic Site Classification
Site
Class
Soil Profile Name
Shear Wave Velocity, Vs,
(ft./s)
N value (bpf)
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 2018 North Carolina Building requires that a Site Class be assigned for the seismic design of
new structures. 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.
4.2 SITE DESIGN CONSIDERATIONS
4.2.1 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: Pavement subgrades soils should consist of firm, stable, compacted low
plasticity soil.
Based on the laboratory test results and our experience with similar soils, a design CBR value of 4
is recommended for this project. The pavement design assumes subgrades consist of suitable
materials evaluated by ECS and placed and compacted to at least 98 percent of the maximum dry
density as determined by the Standard Proctor test (ASTM D 698).
Minimum Material Thicknesses: The following minimum pavement sections may be used by the
civil engineer to develop the pavement design drawings for the project, provided the civil engineer
is in agreement with ECS' design traffic loading assumptions and estimates. The contractor should

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Geotechnical Engineering Report—Hardee's, Bunn, NC
ECS Project No. 06:24656
September 30, 2021
Page 9
bid and construct the project in accordance with the civil design drawings, not the
recommendations given in this report. These recommendations are not contract drawings nor
specifications.
Asohalt Pavement Section Recommendations
Pavement
Light Duty
Heavy Duty
Material Designation
Pavement
Pavement
Type
(in.)
(in)
Asphalt Surface Course (S9.513)
2
3
Flexible
Aggregate Base Course
6
6
Concrete Pavement Section Recommendations
Heavy Duty
Pavement
Material Designation
Concrete
T
Type
Pavement
(in.)
Portland Cement Concrete
Rigid
(4000 psi, air -entrained)
5
Aggregate Base Course
6
ECS should be allowed to review these recommendations and make appropriate revisions based
upon the formulation of the final traffic design criteria for the project.
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
aforementioned 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 4,000 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.
We used a Load Transfer Coefficient, J, of 4.2 to determine the recommended concrete pavement
thickness given in the preceding table. The concrete pavement section thickness is for plain jointed
concrete pavement 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.

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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.
5.0 SITE CONSTRUCTION RECOMMENDATIONS
5.1 SUBGRADE PREPARATION
5.1.1 Previous Site Development
When reviewing our recommendations, please note that there are existing structures on this site
on this site, and that previous grading activities have likely occurred on this site. Our experience
with previously graded sites indicates that unexpected conditions can exist that were not
encountered bythe soil test borings. Unexpected conditions could include areas of soft or loose fill,
debris -laden fill, and other obstructions or conditions. These conditions should be addressed by
on -site engineering evaluation by ECS during construction.
5.1.2 Existing Utilities
Underground utilities are present at the site. Future access to existing utilities will be difficult if
covered by new construction. Existing utilities could be damaged by construction activity or by loads
from the new structures or pavements. Existing utilities left in place can trigger subsidence leading
to differential settlement and damage to new construction. Backfill associated with existing utilities
can cause variable support conditions as compared to the surrounding native soils. If existing or
former underground utilities are abandoned and not removed or grouted full, soil may migrate into
open voids (e.g., open pipes from utilities), causing subsidence of the overlying construction. In
addition, existing utility lines, if located within proposed construction areas, may cause the new
construction to behave unexpectedly due to the variable support conditions caused by old backfill.
Furthermore, old backfill along utility lines also may provide inadequate support due to poor
compaction. The poor support conditions may result in settlement or distress of the overlying new
construction. Based on our experience, existing utility backfill rarely is suitable for support of new
building foundations. In slab and pavement areas, the load support characteristics of the backfill
along utility lines typically can be assessed with careful proofrolling and subgrade evaluation during
construction. Some undercutting and/or bridging of these backfill areas should be anticipated.
5.1.3 Demolition
Site demolition should include the removal of existing asphalt, concrete pavement, concrete slabs,
concrete curb and gutter, underground utilities, underground stormwater structures and pipes,
buried structures, and foundations from the proposed construction areas. Any underground

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Geotechnical Engineering Report—Hardee's, Bunn, NC
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utilities that may exist within the proposed building areas should be relocated, and any within
proposed pavement areas should be evaluated by the design team and relocated or filled with
grout, if necessary.
The existing water supply well should be properly abandoned in accordance with North Carolina
regulations.
5.1.4 Stripping and Grubbing
The subgrade preparation should consist of stripping all vegetation, rootmat, topsoil, and any other
soft or unsuitable materials from the proposed construction areas. The borings generally
encountered 3 inches of topsoil. Deeper topsoil or organic laden soils are likely present in wet, low-
lying, and poorly drained areas. The topsoil encountered in the borings was not analyzed for its
suitability for reuse in landscaping areas. ECS should be called on to verify that topsoil and
unsuitable surficial materials have been completely removed prior to the placement of engineered
fill or construction of structures and pavements.
We anticipate average stripping depths of 12 inches to remove the cultivated soil from the existing
agricultural fields, 6 inches to remove topsoil and rootmat from areas that are currently grass-,
weed- or brush -covered, and 12 inches to remove the topsoil and rootmat from areas that are
currently wooded. We recommend that these average stripping depths be used for quantity
approximations for earthwork design and construction cost estimating.
5.1.5 Proofrolling
After removing all unsuitable surface materials, cutting to the proposed grade, and prior to the
placement of any engineered fill or other construction materials, the exposed subgrade should be
examined by the geotechnical engineer or authorized representative. 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). The areas subject to proofrolling should be
traversed by the equipment in two perpendicular (orthogonal) directions with overlapping passes
of the vehicle under the observation of the geotechnical engineer or authorized representative.
This procedure is intended to assist in identifying any localized yielding materials.
In the event that unstable or "pumping" subgrade is identified by the proofrolling, those areas
should be marked for repair prior to the placement of any subsequent engineered fill or other
construction materials. Methods of repair of unstable subgrade, such as undercutting or moisture
conditioning or chemical stabilization, should be discussed with the geotechnical engineer to
determine the appropriate procedure with regard to the existing conditions causing the instability.
Test pits and/or hand auger borings may be excavated to explore the shallow subsurface materials
in the area of the instability to help in determining the cause of the observed unstable materials
and to assist in the evaluation of the appropriate remedial action to stabilize the subgrade.
If site earthwork is performed during the typically cooler, wetter months of the year, additional
undercutting in other areas of the site is anticipated due to potentially excessively wet unstable
soils. Undercut excavations should be backfilled with properly placed and engineered fill. Use of
geotextiles and select granular fill may be recommended by ECS during construction to reduce the
required undercut depths and/or aid in stabilization of subgrades.

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
Geotechnical Engineering Report—Hardee's, Bunn, NC September 30, 2021
ECS Project No. 06:24656 Page 12
We recommend that unsuitable/unstable soil undercut allowance quantities be determined by the
design team for inclusion in a classified earthwork contract, and bidders should provide unit prices
for the following:
• Excavation of, disposal of (either off -site or on -site, depending on available space and
owner's preference), and replacement of unsuitable/unstable soils with engineered fill (per
cubic yard).
• Excavation of, disposal of (either off -site or on -site, depending on available space and
owner's preference), and replacement of unsuitable/unstable soils with NCDOT Class II,
Type 1 Select Material (per cubic yard).
• Installation of woven geotextile, Mirafi HP270 or equivalent (per square yard)
5.2 EARTHWORK OPERATIONS
5.2.1 Excavation Considerations
Environmental Considerations: ECS Environmental Report No. 49:14912 should be reviewed for
environmental considerations for excavations at this site. This report identified a nearby gas station
as a Recognized Environmental Condition, which could possibly have impacted the soil and
groundwater on the subject site. Also, some of the soils samples from the geotechnical borings
exhibited a petroleum product odor. We recommend that additional environmental sampling and
testing be performed to evaluate the potential for contamination of the soil and/or groundwater
at the site.
Any contaminated soils excavated during the construction of the project should be handled on -site
as required by environmental regulations or should be disposed of off -site in a permitted facility.
Temporary stockpiling and testing of excavated soil may be required to determine contaminant
type, concentrations, and disposal options. Any contaminated groundwater removed by
construction dewatering should be disposed of off -site, perhaps in a wastewater treatment facility.
Temporary containerization and testing of pumped groundwater may be required to determine the
contaminant types, concentrations, and disposal/treatment options.
Excavation Safety: All 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.
Construction Dewatering: Based on the borings, our experience with groundwater fluctuations on
similar sites, and anticipated design grades, most of the temporary excavations are unlikely to
encounter groundwater. However, some of excavations could encounter seasonally high perched
groundwater at depths as shallow as 2.5 to 3 feet. The contractor should be prepared to remove

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
Geotechnical Engineering Report—Hardee's, Bunn, NC September 30, 2021
ECS Project No. 06:24656 Page 13
any precipitation or groundwater that may seep into temporary construction excavations using
open pumping. Open pumping utilizes submersible sump pumps in pits or trenches dug below the
bottom of the excavation and backfilled with No. 57 stone.
Excavatibility: Based on the assumed excavation depths for mass grading, footings and utilities,
we anticipate that the majority of the materials to be excavated will be natural soils, which can be
removed with conventional earth excavation equipment such as track -mounted backhoes, loaders,
or bulldozers. However, the weathering process in the Piedmont can be erratic and significant
variations of the depths of the more dense materials can occur in relatively short distances. In some
cases, isolated boulders or thin rock seams may be present in the soil matrix. These isolated
boulders or rock seams may require ripping, hammering, or blasting to remove.
5.2.2 Engineered Fill Materials
Product Submittals: At least one week prior to placement of engineered fill, representative bulk
samples (about 50 pounds) of on -site and/or off -site borrow should be submitted to ECS for
laboratory testing, which will include Atterberg limits, natural moisture content, grain -size
distribution, and moisture -density relationships for compaction. Import materials should be tested
prior to being hauled to the site to determine if they meet project specifications.
Suitable Engineered Fill Materials: Materials suitable for use as engineered fill should consist of
inorganic soils classified as CL, ML, SM, SC, SW, SP, GW, GM and GC, or a combination of these
group symbols, per ASTM D 2487. The materials should be free of organic matter and debris. The
fill should exhibit a maximum dry density of at least 90 pounds per cubic foot, as determined by a
Standard Proctor compaction test (ASTM D 698).
Unsuitable Materials: Unsuitable fill materials include materials which do not satisfy the
requirements for suitable materials, such as topsoil, organic materials, debris, and debris -laden fill.
On -Site Borrow Suitability: The on -site soils meeting the classifications for recommended suitable
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 will be suitable for use as engineered fill. If any of the
deeper Elastic SILT (MH) encountered in Boring B-04 is excavated, it should not be used as
engineered fill.
On -site soils used as engineered fill will require careful moisture control in order to achieve
compaction and stability. Any soils excavated from below the water table will require significant
drying to achieve the recommended moisture content and minimum compaction. Soils above the
water table may also be relatively dry at the time of construction and require wetting to achieve
the recommended moisture content and minimum compaction.
5.2.3 Compaction
Fill Compaction: Engineered fill should be placed in maximum 8-inch loose lifts. In confined areas
such as utility trenches, portable compaction equipment and thin lifts of 4 inches to 6 inches may
be required to achieve specified degrees of compaction.

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
Geotechnical Engineering Report—Hardee's, Bunn, NC
ECS Project No. 06:24656
September 30, 2021
Page 14
Engineered fill should be moisture conditioned as necessary to within -3 and +3 % of the soil's
optimum moisture content. Moisture conditioning options include spraying and mixing in water to
excessively dry soils, scarifying and drying of excessively wet soils, and adding lime to excessively
wet soils.
Engineered fill should be compacted with suitable equipment to a dry density of at least 95% of the
Standard Proctor maximum dry density (ASTM D698) more than 12 inches below the finish
subgrade elevation and to a least 98% in the upper 12 inches.
ECS should be retained to observe and test the placement and compaction of engineered fill.
Fill Placement Considerations: Proper drainage should be maintained during the earthwork phases
of construction to prevent ponding of water which will degrade the subgrade soils. Exposed soil
subgrades should be protected at the end of each working day by sloping to drain and sealing with
a smooth -drum roller to limit infiltration of precipitation and surface water. Where fill materials
will be placed to widen existing embankment fills, or placed up against sloping ground, the soil
subgrade should be scarified and the new fill benched or keyed into the existing material. Fill
material should be placed in horizontal lifts.
Moisture Conditioning: The on -site soils are moisture sensitive and can be difficult to work.
Problems include softening of exposed subgrade soils, excessive rutting or deflection under
construction traffic, and the inability to adequately dry and compact wet soil.
Drying and compaction of wet soils is typically difficult during typically cooler, wetter months of the
year (typically November through March). During the cooler and wetter periods of the year, delays
and additional 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, in order to lower moisture contents to levels appropriate for compaction.
Alternatively, removal and replacement with drier, off -site materials may be necessary.
Subgrade Protection: 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. It would be advisable to designate
and cover haul roads and construction staging areas to limit the areas of disturbance and to prevent
construction traffic from excessively degrading subgrade soils. Haul roads and construction staging
areas should be covered with ABC to protect those subgrades.
5.3 FOUNDATIONS AND FLOOR SLABS
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 or shortly
thereafter. 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.

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
Geotechnical Engineering Report—Hardee's, Bunn, NC September 30, 2021
ECS Project No. 06:24656 Page 15
Footing Subgrade Observations: It will be important to have the geotechnical engineer of record
observe the foundation subgrade prior to placing foundation concrete, to confirm the bearing soils
are as anticipated.
If very loose sand, very soft to soft silt/clay, or otherwise unsuitable or unstable soils are observed
at the footing bearing elevations, they should be undercut and removed. Any undercut excavation
should be backfilled with engineered fill, No. 57 stone wrapped in woven geotextile, flowable fill,
or lean concrete (f', >- 1,000 psi at 28 days) up to the original design bottom of footing elevation.
The footing should be constructed on top of the engineered fill, No. 57 stone wrapped in woven
geotextile, hardened flowable fill, or hardened lean concrete.
Slab Subgrade Verification: A representative of ECS should be called on to observe exposed
subgrades within the expanded building limits prior to engineered fill placement to assure that
adequate subgrade preparation has been achieved. Proofrolling using a drum roller or loaded
dump truck should be performed in their presence at that time. Once subgrades have been
determined to be firm and stable, engineered fill can be placed.
If there will be a significant time lag between the site grading work and final grading of concrete
slab areas prior to the placement of the design floor slab section materials, a representative of ECS
should be called on to verify the condition of the prepared soil subgrade. Prior to final floor slab
section construction, the soil subgrade may require scarification, moisture conditioning, and re -
compaction to restore stable conditions.
Based on the borings, we anticipate undercutting of very soft to soft or very loose slab subgrade
soils could be necessary in localized areas of the site. The amount of undercutting will be
dependent on design grades and weather conditions at the time of construction.
5.4 PAVEMENTS
5.4.1 Subgrade Evaluation
The soil subgrade should be smooth -rolled and proofrolled prior to ABC placement. Areas that
pump, rut, or are otherwise unstable should be re -compacted or undercut and replaced. Based on
the borings, we anticipate undercutting of very soft to soft or very loose pavement subgrade soils
could be necessary in localized areas of the site. The amount of undercutting will be dependent on
design grades and weather conditions at the time of construction.
5.4.2 Aggregate Base Course
The ABC should conform with the gradation, liquid limit, plasticity index, resistance to abrasion, and
soundness per Section 1005 of the 2012 NCDOT Standard Specifications for Roads and Structures.
The ABC should be placed in a single lift.
The ABC should be placed and be compacted in accordance with Section 520 of the 2012 NCDOT
Standard Specifications for Roads and Structures. The ABC should be placed in a single lift if 10
inches or less in thickness. Two lifts of ABC should be placed for layers more than 10 inches thick.
The ABC should be compacted to at least 98 percent of its Modified Proctor maximum dry unit

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
Geotechnical Engineering Report—Hardee's, Bunn, NC September 30, 2021
ECS Project No. 06:24656 Page 16
weight per ASTM D1557 or AASHTO T180 (as modified by NCDOT), provided nuclear density testing
is performed. Otherwise, at least 100% compaction is recommended.
To confirm that the specified degree of compaction is being obtained, field compaction testing
should be performed in each ABC lift by the geotechnical engineer's representative. We
recommend that compaction tests be performed at a minimum frequency of one test per 5,000
square feet per lift in pavement areas.
The early placement of the ABC will minimize the deterioration of the prepared soil subgrades.
However, some loss of graded aggregate due to rutting and surface contamination may occur prior
to final asphalt or concrete paving. Some infilling and re -grading of the aggregate base course may
be required. The ABC should be smooth -rolled and proofrolled prior to asphalt or concrete
pavement placement. Areas that pump, rut, or are otherwise unstable should be wetted or dried
as needed and re -compacted. Alternatively, unstable areas could be undercut and replaced.
5.4.3 Asphalt
Minimum Asphalt Lift Thickness: The minimum lift thickness for S9.513 is 1.0 inch and the maximum
lift thickness for S9.513 is 1.5 inches. For sections with more than 1.5 inches of S9.513 surface
asphalt, it should be placed in two lifts. Asphalt pavement S9.513 should be compacted to least 90.0
percent of the material's specific gravity Gmm.
Asphalt Quality Control/Quality Assurance: We recommend that the asphalt contractor perform
quality control procedures and testing per the project specifications to establish the required roller
pattern(s). Quality assurance testing should be provided by the geotechnical engineer's
representative and should consist of coring the placed asphalt pavement to verify thickness and
compaction.
6.0 CLOSING
ECS has prepared this report of findings, evaluations, and recommendations to guide geotechnical-
related design and construction aspects of the project.
The description of the proposed project is based on information provided to ECS. If any of this
information is inaccurate, either due to our interpretation of the documents provided or site or
design changes that may occur later, ECS should be contacted immediately in order that we can
review the report in light of the changes and provide additional or alternate recommendations as
may be required to reflect the proposed construction.
We recommend that ECS be allowed to review the project's plans and specifications pertaining to
our work so that we may ascertain consistency of those plans/specifications with the intent of the
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

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
Geotechnical Engineering Report—Hardee's, Bunn, NC September 30, 2021
ECS Project No. 06:24656 Page 17
consultation as issues arise. ECS is not responsible for the conclusions, opinions, or
recommendations of others based on the data in this report

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
Appendix A - Drawings and Reports
Site Location Diagram
Boring Location Diagram(s)
Subsurface Cross-Section(s)

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
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DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
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DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
Appendix B — Field Operations
Reference Notes for Boring Logs
Exploration Procedure - Standard Penetration Testing
Boring Logs

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
ECS REFERENCE NOTES FOR BORING LOGS
MATERIAL`
ASPHALT
CONCRETE
ode,
GRAVEL
TOPSOIL
VOID
BRICK
ri do
AGGREGATE BASE COURSE
GW
WELL -GRADED GRAVEL
+
gravel -sand mixtures, little or no fines
Qd
GP
POORLY -GRADED GRAVEL
gravel -sand mixtures, little or no fines
®
GM
SILTY GRAVEL
gravel -sand -silt mixtures
GC
CLAYEY GRAVEL
gravel -sand -clay mixtures
�6 •
SW
WELL -GRADED SAND
a
gravelly sand, little or no fines
SP
POORLY -GRADED SAND
gravelly sand, little or no fines
SM
SILTY SAND
sand -silt mixtures
SC
CLAYEY SAND
sand -clay mixtures
ML
SILT
non -plastic to medium plasticity
MH
ELASTIC SILT
high plasticity
CL
LEAN CLAY
low to medium plasticity
CH
FAT CLAY
high plasticity
OL
ORGANIC SILT or CLAY
non -plastic to low plasticity
OH
ORGANIC SILT or CLAY
high plasticity
PT
PEAT
1� r
highly organic soils
DRILLING SAMPLING SYMBOLS & ABBREVIATIONS
SS
Split Spoon Sampler
PM
Pressuremeter Test
ST
Shelby Tube Sampler
RD
Rock Bit Drilling
WS
Wash Sample
RC
Rock Core, NX, BX, AX
BS
Bulk Sample of Cuttings
REC
Rock Sample Recovery %
PA
Power Auger (no sample)
RQD
Rock Quality Designation %
HSA
Hollow Stem Auger
PARTICLE SIZE IDENTIFICATION
DESIGNATION
PARTICLE SIZES
Boulders
12 inches (300 mm) or larger
Cobbles
3 inches to 12 inches (75 mm to 300 mm)
Gravel: Coarse
'/4 inch to 3 inches (19 mm to 75 mm)
Fine
4.75 mm to 19 mm (No. 4 sieve to inch)
Sand: Coarse
2.00 mm to 4.75 mm (No. 10 to No. 4 sieve)
Medium
0.425 mm to 2.00 mm (No. 40 to No. 10 sieve)
Fine
0.074 mm to 0.425 mm (No. 200 to No. 40 sieve)
Silt & Clay ("Fines")
<0.074 mm (smaller than a No. 200 sieve)
COHESIVE SILTS & CLAYS
UNCONFINED
COMPRESSIVE
SPT5
CONSISTENCY?
STRENGTH, QP4
(BPF)
(COHESIVE)
<0.25
<3
Very Soft
0.25 - <0.50
3-4
Soft
0.50 - <1.00
5-8
Firm
1.00 - <2.00
9 - 15
Stiff
2.00 - <4.00
16 - 30
Very Stiff
4.00 - 8.00
31 - 50
Hard
>8.00
>50
Very Hard
GRAVELS, SANDS & NON -COHESIVE SILTS
SPT5
DENSITY
<5
Very Loose
5-10
Loose
11 - 30
Medium Dense
31 - 50
Dense
>50
Very Dense
FILL
RELATIVE
AMOUNT
COARSE
GRAINED
(%)$
FINE
GRAINED
(%)$
Trace
<5
<5
With
10 - 20
10 - 25
Adjective
25 - 45
30 - 45
(ex: "Silty')
WATER LEVELS6
WL (First Encountered)
WL (Completion)
WL (Seasonal High Water)
WL (Stabilized)
FILL AND ROCK
SSIBLE 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).
5Standard 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.
°The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable
when augering, without adding fluids, in 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 (1-29-2021).doc © 2021 ECS Corporate Services, LLC. All Rights Reserved

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
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.
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-
quired to drive split -spoon a distance of 12
inches (in 3 or 4 Increments of 6 inches each)
Auger is advanced* and an additional SPT is
performed
One SPT typically performed for every two to
five feet
Obtain two-inch diameter soil sample
*Drilling Methods May Vary— The predominant drilling
methods used for SPT are open hole fluid rotary drilling and
hollow -stem auger drilling.
C
PA

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
CLIENT:
Boddie Noell Enterprises, Inc
PROJECT NO.:
06:24656
BORING NO.:
B-01
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Hardee's, Bunn, INC
Quantex, Inc.
SITE LOCATION:
420 South Main Street, Bunn, North Carolina 27508
LOSS OF CIRCULATION
IDOL
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM of cnslNo
'
804460.5
2221626.6
279.0
01�
—
Plastic Limit Water Content Liquid Limit
m
w
z
z
LL
x o
L`l
a_
}
w
Z
® STANDARD PENETRATION BLOWS/FT
=
z
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION &RECOVERY
w
a
a
Q
w
m
RQD
QQ
w
w
REC
O CALIBRATED PENETROMETER TON/SF
n
n
[FINES CONTENT] %
Topsoil Thickness[3.00"]
7.7.7
(SM) SILTY SAND, tan, orange, moist,
S-1
SS
18
18
medium dense, petroleum odor
(14)
14
11-12-14
S-2
SS
18
18
(26)
26
5-
274
s-s-s
(CL) SANDY LEAN CLAY, light tan, orange,
S-3
SS
18
18
(10)
10
moist, stiff
7-6-7
S-4
SS
18
18
(is)
13
10
269
END OF DRILLING AT 10.0 FT
15
264
20
259
25
254
30
249
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Sep 03 2021
CAVE IN DEPTH: 8.50
1 WL (Completion) DRY
BORING
Sep 03 2021
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
GeoProbe �RIEZ
BY:
DRILLING METHOD: 2.25" HSA
IZ WL (Stabilized)
GEOTECHNICAL
BOREHOLE LOG

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
CLIENT:
Boddie Noell Enterprises, Inc
PROJECT NO.:
06:24656
BORING NO.:
B-02
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Hardee's, Bunn, INC
Quantex, Inc.
SITE LOCATION:
420 South Main Street, Bunn, North Carolina 27508
LOSS OF CIRCULATION
IDOL
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
sorroN of cnslNo
'
804379.4
2221626.1
279.0
01�
—
Plastic Limit Water Content Liquid Limit
m
w
z
z
LL
x o
L`l
a_
}
w
Z
® STANDARD PENETRATION BLOWS/FT
=
z
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION &RECOVERY
w
a
a
Q
w
m
RQD
QQ
w
w
REC
O CALIBRATED PENETROMETER TON/SF
n
n
[FINES CONTENT] %
Topsoil Thickness[3.00"]
g_g_g
(SM) SILTY SAND, light gray, moist,
S 1
SS
18
18
medium dense, petroleum odor
(17)
17
(CL) SANDY LEAN CLAY, orange, brown,
S-2
SS
18
18
black, moist, stiff
5-6-6
(12)
12
5
274
6-5-5
S-3
SS
18
18
(10)
a
(SC) CLAYEY SAND, tan, orange, moist,
S-4
SS
18
18
medium dense
s-6)
(16)
is
10
269
7-7-8
S-5
SS
18
18
(1s)
5
15
264
i
74 -9
S-6
SS
18
18
(17)
„
20
259
END OF DRILLING AT 20.0 FT
25
254
30
249
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 03 2021
CAVE IN DEPTH: 18.50
1 WL (Completion) 16.50
BORING
Sep 03 2021
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
GeoProbe REZ
BY:
DRILLING METHOD: 2.25" HSA
�Z WL (Stabilized)
GEOTECHNICAL
BOREHOLE LOG

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
CLIENT:
Boddie Noell Enterprises, Inc
PROJECT NO.:
06:24656
BORING NO.:
B-03
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Hardee's, Bunn, INC
Quantex, Inc.
SITE LOCATION:
420 South Main Street, Bunn, North Carolina 27508
LOSS OF CIRCULATION
IDOL
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM of cnslNo
'
804380.9
2221693.2
280.0
01�
—
Plastic Limit Water Content Liquid Limit
m
w
z
z
LL
x o
L`l
a_
}
w
Z
® STANDARD PENETRATION BLOWS/FT
=
z
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION &RECOVERY
w
a
a
Q
w
m
RQD
QQ
w
w
REC
O CALIBRATED PENETROMETER TON/SF
n
n
[FINES CONTENT] %
Topsoil Thickness[3.00"]
6 s
(SC) CLAYEY SAND, gray, tan, orange,
S-1
SS
18
18
moist, medium dense, petroleum odor
(12)
18 v 3A
��4 [36.7r]
5-6-7
S-2
SS
18
18
(13)
13
5
275
7-9-11
S-3
SS
18
18
(zo)
zo
6-6-7
S-4
SS
18
18
(13)
13
10
270
END OF DRILLING AT 10.0 FT
15
265
20
260
25
255
30
250
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Sep 03 2021
CAVE IN DEPTH: 8.50
1 WL (Completion) DRY
BORING
Sep 03 2021
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
GeoProbe REZ
BY:
DRILLING METHOD: 2.25" HSA
SrZ WL (Stabilized)
GEOTECHNICAL
BOREHOLE LOG

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
CLIENT:
Boddie Noell Enterprises, Inc
PROJECT NO.:
06:24656
BORING NO.:
B-04
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Hardee's, Bunn, INC
Quantex, Inc.
SITE LOCATION:
420 South Main Street, Bunn, North Carolina 27508
LOSS OF CIRCULATION
IDOL
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM of cnslNo
'
804340.5
2221590.0
277.0
01�
—
Plastic Limit Water Content Liquid Limit
m
w
z
z
LL
x o
L`l
a_
}
w
Z
® STANDARD PENETRATION BLOWS/FT
=
z
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION &RECOVERY
w
a
a
Q
w
m
RQD
QQ
w
w
REC
O CALIBRATED PENETROMETER TON/SF
n
n
[FINES CONTENT] %
Topsoil Thickness[3.00"]
8-9-7
(ML) SANDY SILT, gray, tan, orange,
S-1
SS
18
18
moist, very stiff to stiff
(16)
6
7-8-8
S-2
SS
18
18
(16)
6
5
272
6-7-7
S-3
SS
18
18
(14)
14
(MH) SANDY ELASTIC SILT, tan, orange,
S-4
SS
18
18
pink, moist, stiff
6-7-8
(15)
Ts
10
267
4-5-5
S-5
SS
18
18
(10)
a
15
262
i
4-5-5
S 6
SS
18
18
(10)
10:
20
257
END OF DRILLING AT 20.0 FT
25
252
30
247
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 03 2021
CAVE IN DEPTH: 18.50
1 WL (Completion) 16.50
BORING
Sep 03 2021
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
GeoProbe �RIEZ
BY:
DRILLING METHOD: 2.25" HSA
IZ WL (Stabilized)
GEOTECHNICAL
BOREHOLE LOG

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
CLIENT:
Boddie Noell Enterprises, Inc
PROJECT NO.:
06:24656
BORING NO.:
B-05
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Hardee's, Bunn, INC
Quantex, Inc.
SITE LOCATION:
420 South Main Street, Bunn, North Carolina 27508
LOSS OF CIRCULATION
IDOL
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM of cnslNo
'
804346.0
2221506.8
275.0
01�
—
Plastic Limit Water Content Liquid Limit
m
w
z
z
LL
x o
L`l
a_
}
w
Z
® STANDARD PENETRATION BLOWS/FT
=
z
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION &RECOVERY
w
a
a
Q
w
m
RQD
QQ
w
w
REC
O CALIBRATED PENETROMETER TON/SF
n
n
[FINES CONTENT] %
Topsoil Thickness[3.00"]
7-8-8
(ML) SANDY SILT, gray, tan, moist, very
S-1
SS
18
18
stiff
(16)
6
(CL) SANDY LEAN CLAY, gray, orange, tan,
S-2
SS
18
18
moist, very stiff to stiff
6(171a
17)
n
5
270
6-5-8
S-3
SS
18
18
(16)
is
6-5-6(11�
S-4
SS
18
18
10
265
END OF DRILLING AT 10.0 FT
15
260
20
255
25
250
30
245
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Sep 03 2021
CAVE IN DEPTH: 8.50
1 WL (Completion) DRY
BORING
Sep 03 2021
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
GeoProbe REZ
BY:
DRILLING METHOD: 2.25" HSA
�Z WL (Stabilized)
GEOTECHNICAL
BOREHOLE LOG

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
CLIENT:
Boddie Noell Enterprises, Inc
PROJECT NO.:
06:24656
BORING NO.:
B-06
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Hardee's, Bunn, INC
Quantex, Inc.
SITE LOCATION:
420 South Main Street, Bunn, North Carolina 27508
LOSS OF CIRCULATION
IDOL
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM of cnslNo
'
804268.9
2221582.2
276.0
01�
—
Plastic Limit Water Content Liquid Limit
m
w
z
z
LL
x o
L`l
a_
}
w
Z
® STANDARD PENETRATION BLOWS/FT
=
z
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION &RECOVERY
w
a
a
Q
w
m
RQD
QQ
w
w
REC
O CALIBRATED PENETROMETER TON/SF
n
n
[FINES CONTENT] %
Topsoil Thickness[3.00"]
6-7-7
(ML) SANDY SILT, dark gray, brown,
S-1
SS
18
18
moist, stiff
(14)
14
(SC) CLAYEY SAND, gray, orange, red,
S-2
SS
18
18
moist, medium dense
8910
zsx s�
5
271
7-8-9
S-3
SS
18
18
(17)
9-8-9
S-4
SS
18
18
(17)
10
266
END OF DRILLING AT 10.0 FT
15
261
20
256
25
251
30
246
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Sep 03 2021
CAVE IN DEPTH: 8.50
1 WL (Completion) DRY
BORING
Sep 03 2021
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
GeoProbe REZ
BY:
DRILLING METHOD: 2.25" HSA
�Z WL (Stabilized)
GEOTECHNICAL
BOREHOLE LOG

DocuSign Envelope ID: 4F8BDB79-C7FC-4A90-9EA8-8183393F2C3C
Appendix C — Laboratory Testing
Laboratory Testing Summary

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