SW6240707_Soils/Geotechnical Report_20241001

SUMMIT
ENGINEERING•LABORATORY•TESTING
A Universal Engineering Sciences Company
Report of Geotechnical Exploration
(SUMMIT Project No. 8382.G0188)
November 16,2022
Circle K
3123 Murphy Road
Eastover, North Carolina
Prepared for:
Attn: Mr. Andy Priolo
Circle K Stores — Coastal Carolina Division
1100 Situs Court
Raleigh, North Carolina 27606
Email: [e-mail]
CONTACT:
SUMMIT Engineering, Laboratory and Testing, Inc
Jason B. Coble, PE
919.380.9991 Office
919.706.9505 Cell
[e-mail]
3070 Hammond Business Place, Suite 171, Raleigh, NC 27603 summit-companies.com

November 16,2022 S U M IT
ENGINEERING•LABORATORY•TESTING
A Universal Engineering Sciences Company
Circle K Stores—Coastal Carolina Division
Attn: Mr. Andy Priolo
1100 Situs Court
Raleigh,North Carolina 27606
Email: [e-mail]
Subject: Report of Geotechnical Exploration
Circle K
3123 Murphy Road
Eastover,North Carolina
SUMMIT Project No.8382.G0188
Dear Mr. Priolo:
SUMMIT ENGINEERING, LABORATORY& TESTING, INC. (SUMMIT) is pleased to submit our Report of
Geotechnical Exploration for the proposed Circle K commercial development site located at
3123 Murphy Road in Eastover,North Carolina. This investigation was performed in general accordance
with UES Proposal No. 1977713 dated September 12, 2022 and generally accepted soil and foundation
engineering practices. No other warranty, express or implied,is made.
The following report presents the results of our field exploration with a geotechnical engineering
interpretation of those results with respect to the project characteristics as provided to us. We have
included our estimates of the seasonal high groundwater level at the boring locations and geotechnical
recommendations for foundation design, pavement design, site preparation and stormwater pond design.
The site was found to be generally suitable for the proposed development construction following typical
site preparation procedures presented in this report.
We appreciate the opportunity to have worked with you on this project and look forward to a continued
association. Please do not hesitate to contact us if you should have any questions, or if we may further
assist you as your plans proceed.
Sincerely,
SUMMIT ENGINEERING,LABORATORY&TESTING,INC.(SUMMIT)
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Jason B. Coble,P.E. �ry440jy' '' b Jeff A. Taylor,P.E.
Senior Geotechnical Engineer/ I �J �� +y � ) Geotechnical Engineering
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Circle K- 3123 Murphy Road SUMMIT Project No. 8382.G0188
Eastover, North Carolina November 16, 2022
TABLE OF CONTENTS
1.0 PROJECT DESCRIPTION 1
2.0 PURPOSE 1
3.0 SITE DESCRIPTION 1
3.1 Soil Survey 2
3.2 Topography 2
4.0 SCOPE OF SERVICES 2
5.0 FIELD EXPLORATION 3
6.0 LABORATORY TESTING 3
7.0 SUBSURFACE CONDITIONS 3
8.0 GROUNDWATER CONDITIONS 4
8.1 Existing Groundwater Level 4
8.2 Seasonal High Groundwater Level 4
9.0 SEISMIC SITE CLASSIFICATION 5
10.0 FOUNDATION DESIGN RECOMMENDATIONS 5
10.1 Structural and Grading Information 6
10.2 Analysis 6
10.3 Bearing Pressure 6
10.4 Foundation Size 6
10.5 Bearing Depth 6
10.6 Bearing Material 6
10.7 Settlement Estimates 7
11.0 PAVEMENT RECOMMENDATIONS 7
11.1 General 7
11.2 Asphaltic Pavements 8
11.2.1 Layer Components 8
11.2.2 Stabilized Subgrade 8
11.2.3 Stone Course 8
11.2.4 Surface, Intermediate, and Base Course 9
11.2.5 Effects of Groundwater 9
11.2.6 Landscape Areas 9
11.3 Concrete "Rigid" Pavements 10
12.0 EARTH RETAINING WALLS 11
13.0 SITE PREPARATION 12
14.0 UST PIT AREA - GENERAL COMMENTS 14
15.0 STORMWATER POND DESIGN 14
16.0 DEWATERING AND EXCAVATION CONSIDERATIONS 15
17.0 CONSTRUCTION RELATED SERVICES 15
18.0 LIMITATIONS 16
ii
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Circle K— 3123 Murphy Road SUMMIT Project No. 8382.G0188
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LIST OF TABLES
Table I: Summary of Published Soil Data 2
Table II: Laboratory Methodologies 3
Table III: Generalized Soil Profile 4
Table IV: Minimum Asphaltic Pavement Component Thicknesses 8
Table V: Minimum Concrete Pavement Thickness 11
Table VI: Lateral Earth Pressure Design Parameters (Level Backfill) 12
Table VII: Stormwater Pond Design Parameters 15
APPENDICES
APPENDIX A
Cumberland County GIS - Site Location Map A-1
APPENDIX B
Boring Location Plan B-1
Soil Boring Profile B-2
Boring Logs B-3
Key to Boring Logs Sheet B-4
APPENDIX C
GBC Document C-1
Constraints and Restrictions C-2
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Circle K— 3123 Murphy Road SUMMIT Project No. 8382.G0188
Eastover, North Carolina November 16, 2022
1.0 PROJECT DESCRIPTION
SUMMIT understands that the proposed project will include the construction of a new gas
canopy, underground storage tank (UST), stormwater control measure (SCM) and associated
paved drives and parking areas to an existing Circle K gas station and convenience store
located at 3123 Murphy Road in Eastover, North Carolina. The proposed gas pump canopy,
UST, SCM and additional paved areas will be located southeast of the existing Circle K building.
Should any of the above information or assumptions made by SUMMIT be inconsistent with the
planned development and construction, we request that you contact us immediately to allow us
the opportunity to review the new information in conjunction with our report and revise or modify
our engineering recommendations accordingly, as needed.
No site or project facilities/improvements, other than those described herein, should be
designed using the soil information presented in this report. Moreover, SUMMIT will not be
responsible for the performance of any site improvement so designed and constructed.
2.0 PURPOSE
The purposes of this exploration were:
• to explore and evaluate the subsurface conditions at the site with special attention to
potential problems that may impact the proposed development,
• to provide our estimates of the seasonal high groundwater level at the boring locations and
• to provide geotechnical engineering recommendations for foundation design, pavement
design and site preparation.
This report presents an evaluation of site conditions on the basis of geotechnical procedures for
site characterization. The recovered samples were not examined, either visually or analytically,
for chemical composition or environmental hazards. We would be glad to provide you with a
proposal for these services at your request.
Our exploration was not designed to specifically address the potential for surface expression of
deep geological conditions, such as sinkhole development related to karst activity. This
evaluation requires a more extensive range of field services than those performed in this study.
We would be pleased to conduct an exploration to evaluate the probable effect of the regional
geology upon the proposed construction, if you so desire.
3.0 SITE DESCRIPTION
The subject site is located at 3123 Murphy Road in Eastover North Carolina (Cumberland
County) as shown on the attached A-1. At the time of drilling, the site is a C-Store gas station.
The southeastern portion of the site is currently an open field and heavily wooded.
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Circle K—3123 Murphy Road SUMMIT Project No. 8382.G0188
Eastover, North Carolina November 16, 2022
3.1 Soil Survey
There are two (2) native soil types mapped within the site area according to the USDA NRCS
Soil Survey of Cumberland County. A brief summary of the mapped surficial (native) soil type(s)
is presented in Table I.
TABLE I
SUMMARY OF PUBLISHED SOIL DATA
Soil Hydrologic Drainage Depth of Published
Symbol Soil Type Group Characteristics Seasonal High
GWT (inches)
Wo Woodington loamy sand, 0 to AID Poorly drained More than 80
2 percent slopes
LbB Lakeland-Urban land complex, A Excessively More than 80
1 to 8 percent slopes drained
Please note that the SCS soil survey data is based on pre-developmental conditions. The native
subsurface conditions depicted on the soil survey may have been altered during previous
development of the site and are not necessarily representative of the current subsurface
conditions encountered during our exploration.
3.2 Topography
According to information obtained from the Cumberland County GIS map, the native ground
surface elevation across the site is relatively flat and descends from the northeast and
southeast portions of the site to the eastern portions of the site at approximate elevations
ranging from 116 to 106 feet.
4.0 SCOPE OF SERVICES
The services conducted by SUMMIT during our geotechnical exploration were as follows:
• Drilled five (5) Standard Penetration Test (SPT) borings within the proposed gas canopy
footprint, UST pit area, SCM pond and proposed paved areas to depths of 10 to 25 feet
below existing land surface (bls).
• Secured samples of representative soils encountered in the soil borings for review,
laboratory analysis and classification by a Geotechnical Engineer.
• Measured the existing site groundwater levels.
• Assessed the existing soil conditions with respect to the proposed construction.
• Prepared a report which documents the results of our exploration and analysis with
geotechnical engineering recommendations.
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Circle K—3123 Murphy Road SUMMIT Project No. 8382.G0188
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5.0 FIELD EXPLORATION
The SPT soil borings were performed with a CME-45 / F-450, track mounted drilling rig.
Horizontal and vertical survey control was not provided for the test locations prior to our field
exploration program. SUMMIT located the test borings by using the provided site plan,
measuring from existing on-site landmarks shown on an aerial photograph, and by using
handheld GPS devices. The indicated test locations should be considered accurate to the
degree of the methodologies used. The approximate boring locations are shown in Appendix B.
The SPT borings, designated B-1 to B-4 and B-6 on the attached Boring Location Plan (B-1) in
Appendix B, were performed in general accordance with the procedures of ASTM D 1586
"Standard Method for Penetration Test and Split-Barrel Sampling of Soils". SPT sampling was
performed continuously to 10 feet to detect variations in the near surface soil profile and on
approximate 5 feet centers thereafter. It should be noted that soil boring B-5 could not be drilled
due to site access issues.
6.0 LABORATORY TESTING
The soil samples recovered from the test borings were returned to our laboratory and visually
classified in general accordance with ASTM D 2487 "Standard Classification of Soils for
Engineering Purposes" (Unified Soil Classification System). We selected representative soil
samples from the borings for laboratory testing to aid in classifying the soils and to help to
evaluate the general engineering characteristics of the site soils. The results of these tests are
shown on the boring logs in Appendix B. A summary of the tests performed is shown in Table II.
TABLE II
LABORATORY METHODOLOGIES
Test Performed Number Reference
Performed
Grain Size Analysis ASTM D 1140 "Amount of Material in Soils Finer than the
(#200 wash only) 6 No. 200 (75 - pm)sieve"
Moisture Content 6 ASTM D 2216 "Laboratory Determination of Water
(Moisture) Content of Soil by Mass"
Atterberg Limits 2 ASTM D 4318 "Standard Test Methods for Liquid Limit,
Plastic Limit and Plasticity Index of Soils"
7.0 SUBSURFACE CONDITIONS
The results of our field exploration and laboratory analysis, together with pertinent information
obtained from the SPT borings, such as soil profiles, penetration resistance and groundwater
levels are shown on the boring logs included in Appendix B. The Key to Boring Logs, Material
Graphic Symbols is also included in Appendix B. The soil profiles were prepared from field logs
after the recovered soil samples were examined by a Geotechnical Engineer. The stratification
lines shown on the boring logs represent the approximate boundaries between soil types, and
may not depict exact subsurface soil conditions. The actual soil boundaries may be more
transitional than depicted. A generalized profile of the soils encountered at our boring locations
is presented in Table III. For detailed soil profiles, please refer to the attached boring logs.
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Circle K—3123 Murphy Road SUMMIT Project No. 8382.G0188
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TABLE III -GENERALIZED SOIL PROFILE
Typical Depth Range of SPT
(feet, bls) Soil Description "N" Values
From To (blows/ft)
Topsoil ranging in thicknesses of 2 to 12 inches underlain
by Alluvial or Residual Sands.
Surface 8' ALLUVIAL: Loose to Medium Dense Silty SANDs (SM) 6 to 28
RESIDUAL: Loose to Medium Dense Silty SANDs and
Poorly Graded SANDs (SM and SP-SM)
Loose to Medium Dense Silty SANDs (SM), Medium
8' 17' Dense Silty Well Graded SANDs (SW-SM) and Soft to 4 to 27
Very Stiff Sandy SILTs (MH)
17' 25' Very Dense Silty SANDs (SM), Hard Sandy CLAYs (CH) 20 to 67
and Very Stiff Sandy SILTs (MH)
* Denotes maximum termination depth of the borings
It should be noted that approximately 2 to 12 inches of topsoil was encountered at each soil
boring.
8.0 GROUNDWATER CONDITIONS
8.1 Existing Groundwater Level
We measured the water levels in the boreholes on November 12, 2022 during drilling
operations. Groundwater was encountered at each soil boring location at approximate depths
ranging from 1 to 8 feet below the existing ground surface at the time of drilling. It should be
noted that fluctuations in groundwater levels should be anticipated throughout the year, primarily
due to seasonal variations in rainfall, surface runoff, and other factors that may vary from the
time the borings were conducted.
8.2 Seasonal High Groundwater Level
Based on historical data, between the months of October through March are the wettest months
of the year. In order to estimate the seasonal high water level at the boring locations, many
factors are examined, including the following:
• Measured groundwater level
• Drainage characteristics of existing soil types
• Current & historical rainfall data
• Natural relief points (such as lakes, rivers, wetlands, etc.)
• Man-made drainage systems (ditches, canals, retention basins, etc.)
• On-site types of vegetation
• Review of available data (soil surveys, USGS maps, etc.)
• Redoximorphic features (mottling, stripping, etc.)
• Perched ground water conditions
Based on the results of our field exploration and the factors listed above, we estimate that the
seasonal high groundwater level at the boring locations should occur more than 80 inches bls.
However, the near surface soils can be conducive to the development of temporarily perched
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Circle K—3123 Murphy Road SUMMIT Project No. 8382.G0188
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water conditions (water ponding at the surface or within the sandy soils located above less
permeable clays and silts) following periods of inclement weather or during the wetter winter
months. Additionally, the proposed area of the SCM is consider wetlands and the entire site is
located within flood zones. We encountered standing water throughout the site during our field
work.
It should be noted that the estimated seasonal high water levels provided should be considered
accurate to approximately ±'/2 foot and do not provide any assurance that groundwater levels
will not exceed these estimated levels during any given year in the future. Should the
impediments to surface water drainage be present, or should rainfall intensity and duration, or
total rainfall quantities, exceed the normally anticipated rainfall quantities, groundwater levels
might exceed our seasonal high estimates. Further, it should be understood that changes in the
surface hydrology and subsurface drainage from on-site and/or off-site improvements could
have significant effects on the normal and seasonal high groundwater levels.
9.0 SEISMIC SITE CLASSIFICATION
The project site is located within a municipality that employs the North Carolina Building Code
(NCBC) which has jurisdiction in the State of North Carolina. Since seismic design is not part of
the NCBC, we consulted the 2015 International Building Code° (IBC). As part of this Code, the
design of structures must consider dynamic forces resulting from seismic events. These forces
are dependent upon the magnitude of the earthquake event, as well as the properties of the
soils that underlie the site. As part of the procedure to evaluate seismic forces, the Code
requires the evaluation of the Seismic Site Class, which categorizes the site based upon the
characteristics of the subsurface profile within the upper 100 feet of the ground surface.
To define the Site Class for this project, we first interpreted the results of SPT soil borings drilled
within the project site and estimated appropriate soil properties below the base of the borings to
a depth of 100 feet, as permitted by Section 1615.1.1 of the Code. The estimated soil
properties were based upon our experience with subsurface conditions in the general site area.
Based upon the SPT N-values recorded during the field exploration and our experience in the
vicinity of the subject site, the subsurface conditions within the site are consistent with the
characteristics of a Site Class "D"as defined in Chapter 20 of ASCE 7.
10.0 FOUNDATION DESIGN RECOMMENDATIONS
The following recommendations are made based upon a review of the attached soil test data,
our understanding of the proposed construction, and experience with similar projects and
subsurface conditions. The applicability of geotechnical recommendations is very dependent
upon project characteristics such as improvement locations, and grade alterations. SUMMIT
must review the final site and grading plans to validate all recommendations rendered herein.
Additionally, if subsurface conditions are encountered during construction, which were not
encountered in the borings, report those conditions immediately to us for observation and
recommendations.
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Circle K—3123 Murphy Road SUMMIT Project No. 8382.G0188
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10.1 Structural and Grading Information
It is our understanding that the project will include the construction of a new gas canopy at the
Circle K gas station located at 3123 Murphy Road in Eastover, North Carolina. Although
detailed loading conditions were not provided, we have assumed that the maximum loadings for
the proposed canopy will not exceed 50 kips for individual columns. We assume that the
canopy foundations will be near existing grades. If the existing grades are raised by more than
5 feet, we request that you contact SUMMIT to determine if soil consolidation needs to be
monitored prior to constructing the foundations of the canopy.
Prior to finalizing any design, the structural/grading information outlined above should be
confirmed by the project structural/civil engineer. This is crucial to our evaluation and estimates
of settlements. If any of this information is incorrect or if you anticipate any changes, please
inform SUMMIT immediately so that we may review and modify our recommendations as
appropriate.
10.2 Analysis
Based on the results of the soil borings, the near surface soils within the proposed new canopy
area appear to be mostly loose to medium dense residual sands to a depth of 17 feet. It is our
opinion that proposed structure can be supported on properly designed and constructed shallow
foundation systems. Provided that the site preparation recommendations outlined in this report
are followed, the parameters outlined below may be used for foundation design.
10.3 Bearing Pressure
Provided our suggested site preparation procedures are followed, we recommend designing
shallow footing foundations for a maximum allowable net soil bearing pressure of
2,000 pounds per square foot (psf). The allowable net bearing pressure is that pressure that
may be transmitted to the soil in excess of the minimum surrounding overburden pressure. The
allowable bearing pressure should include dead load plus sustained live load. The foundations
should be designed for the most unfavorable effects due to the combinations of loads specified
in the North Carolina Building Code (NCBC).
10.4 Foundation Size
The minimum width recommended for an isolated column footing is 24 inches. Even though the
maximum allowable soil bearing pressure may not be achieved, these width recommendations
should control the size of the foundations.
10.5 Bearing Depth
The base of all footings should be at least 12 inches below finished grade elevation in
accordance with the NCBC. We recommend stormwater and surface water be diverted away
from the building exterior, both during and after construction, to reduce the possibility of erosion
beneath the exterior footings.
10.6 Bearing Material
The bearing level soils should exhibit a density of at least 98 percent of the maximum dry
density as determined by ASTM D 698 (Standard Proctor) to a depth of at least 2 feet below
foundation level as described in this report. In addition to compaction, the bearing soils must
exhibit stability and be free of"pumping" conditions.
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10.7 Settlement Estimates
Post-construction settlement of the structures will be influenced by several interrelated factors,
such as (1) subsurface stratification and strength/compressibility characteristics of the bearing
soils to a depth of approximately twice the width of the footing; (2) footing size, bearing level,
applied loads, and resulting bearing pressures beneath the foundation; (3) site preparation and
earthwork construction techniques used by the contractor, and (4) external factors, including but
not limited to vibration from offsite sources and groundwater fluctuations beyond those normally
anticipated for the naturally-occurring site and soil conditions which are present.
Our settlement estimates for the structures are based upon adherence to our recommended site
preparation procedures presented in this report. Any deviation from these recommendations
could result in an increase in the estimated post-construction settlement of the structures.
Furthermore, should building loads change from those assumed by us, greater settlements may
be expected.
Due to the sandy nature of the surficial soils following the compaction operations, we expect the
majority of settlement to be elastic in nature and occur relatively quickly, on application of the
loads, during and immediately following construction. Using the recommended maximum
allowable bearing pressure, the assumed maximum structural loads, and the field and
laboratory test data which we have correlated into the strength and compressibility
characteristics of the subsurface soils, we estimate the total vertical settlement of the
proposed structure to be on the order of 1 inch or less.
Differential settlement results from differences in applied bearing pressures and the variations in
the compressibility characteristics of the subsurface soils. Assuming our site preparation
recommendations are followed, we anticipate differential settlement of less than 1/2 inch.
11.0 PAVEMENT RECOMMENDATIONS
11.1 General
We understand that a combination of flexible asphaltic and rigid concrete pavement sections will
be used on this project. We understand from Circle K's Geotechnical Investigation Work Scope
document (dated Revised February 24, 2020) that the following ESALs should be used as the
basis of pavement designs:
• Normal/Light Duty 250,000 ESALs
• Heavy Duty 1,800,000 ESALs
• Expected Pavement Service Life 20 years
In addition, the following assumptions have been made:
• Reliability of 85 percent
• Standard Deviation of 0.45
• Subgrade Resilient Modulus of 7,500 psi
• Initial Serviceability of 4.5
• Terminal Serviceability of 2.5
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Circle K—3123 Murphy Road SUMMIT Project No. 8382.G0188
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Our recommendations for minimum section thicknesses and subgrade preparation for both
pavement types are listed in the following sections.
11.2 Asphaltic Pavements
11.2.1 Layer Components
Based on the results of our soil borings our minimum recommended pavement component
thicknesses are presented in Table IV
TABLE IV
MINIMUM ASPHALTIC PAVEMENT COMPONENT
THICKNESSES
Layer Component
Service Maximum Estimated
Traffic Surface Intermediate Base Stone Stabilized Structural
Level Loading Course Course Course Course Subgrade Number
(inches) (inches) I (inches) (inches) I
Normal/ up to
Light 250,000 2 4 N/A 6 12 2.7
Duty E1sSAL
Heavy up to
1800,000 3 4 5 8 12 3.5
Duty E1sSAL
11.2.2 Stabilized Subgrade
We recommend that the stabilized subgrade materials immediately beneath the base course be
compacted to at least 98 percent of the Standard Proctor maximum dry density (ASTM D 698)
value.
Stabilized subgrade can be imported materials or a blend of on-site and imported materials. If a
blend is proposed, we recommend that the contractor perform a mix design to find the optimum
mix proportions.
Compaction testing of the stabilized subgrade should be performed to full depth at a frequency
of at least one (1) test per 10,000 square feet, or a minimum of 4 tests, whichever is greater.
11.2.3 Stone Course
Based on the results of our exploration and our experience in the project area, ABC stone are
suitable base course materials for this project. However, local municipality standards may
govern the use of crushed concrete use as an alternative base course material. We recommend
the civil engineer consult with the local municipalities prior to selecting the base course material
for this project.
Recycled concrete aggregate (RCA) may provide a cost-effective alternative material. Local
availability, along with municipality standards, typically governs the use of crushed concrete use
as an alternative base course material. The advantages of using RCA as a pavement base
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course include its high strength, resistance to groundwater related distress, and lack of
reflection cracking caused by thermal expansion and contraction.
If an RCA base is used, the base course material should be sourced from a NCDOT approved
supplier. The base should be compacted to a minimum density of 98 percent of the Standard
Proctor maximum dry density.
Compaction testing of the base course should be performed to full depth at a frequency of at
least one (1) test per 10,000 square feet.
11.2.4 Surface, Intermediate, and Base Course
For the pavements, we recommend that the asphalt consist of NCDOT SuperPave (SP)
asphaltic concrete. The surface course should consist of NCDOT RS9.5C mix, intermediate
course RI19.0C, and base course B25.0C for light-duty and heavy-duty areas. The asphalt
concrete should be placed within the allowable lift thicknesses per NCDOT standards.
The asphaltic concrete should be compacted to an average field density of 92 percent of the
laboratory maximum density determined from specific gravity (Gmm) methods.
After placement and field compaction, the wearing surface should be cored to evaluate material
thickness and density. Cores should be obtained at frequencies of at least one (1) core per
10,000 square feet of placed pavement, or a minimum of two (2) cores per day's production.
11.2.5 Effects of Groundwater
Subgrades should be carefully examined by the onsite geotechnical engineer, or his/her
representative following rough grading to evaluate whether or not any highly plastic soils or soft
wet soils are present. If highly plastic soils are exposed in pavement subgrades, they should be
undercut to a minimum depth of 2 feet and be replaced with adequately compacted low
plasticity soils or can be treated with lime or cement to reduce their objectionable behavior when
wet. Again, we do not anticipate that highly plastic soils will be exposed, however, the
pavement subgrades should be inspected to confirm this prior to placement of base course
stone.
The most important factors affecting pavement life are the condition of the pavement subgrade
immediately prior to base course stone placement and post-construction drainage. It is
recommended that subgrades be properly re-compacted to not less than 98 percent of the soil's
Standard Proctor maximum dry density and that grades be detailed to promote positive
drainage away from pavement areas. Due to the poor permeability characteristics of the soils in
this geologic formation, French drains and/or drainage swales should be used on the uphill side
of paved areas and between pavement structures and within any landscaped areas.
11.2.6 Landscape Areas
In the event that landscape areas adjacent to the pavements include large mounds (>1 foot) of
poorly draining organic topsoil or silty/clayey sands, we recommend that landscape drains be
provided to protect the roadway against adverse effects from over-irrigation or excess rainfall.
Poorly draining silty and clayey material causes the irrigation and rainwater to perch and
migrate laterally into the pavement components, which eventually compromises the integrity of
the pavement section.
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Circle K— 3123 Murphy Road SUMMIT Project No. 8382.G0188
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11.3 Concrete "Rigid" Pavements
Concrete pavement is a rigid pavement that is strong, durable and handles the heavy loads
more effectively than asphalt pavement. We assume that concrete pavement may be used in
the canopy, driveway and tank mat areas. In addition, concrete pavement is recommended
under the dumpster area, and 10 feet in front of the trash enclosure, at a minimum.
We understand from Circle K's Geotechnical Investigation Work Scope document (dated
Revised 02-24-20) that the following ESALs should be used as the basis of pavement designs:
• Normal/Light Duty 250,000 ESALs
• Heavy Duty 1,800,000 ESALs
• Expected Pavement Service Life 20 years
In addition, the following assumptions have been made:
• Concrete Elastic Modulus of 4,000,000 psi
• Concrete Modulus of Rupture of 650 psi
• Reliability of 85 percent
• Standard Deviation of 0.45
• Modulus of Subgrade Reaction of 100 pci
• Initial Serviceability of 4.5
• Terminal Serviceability of 2.5
We recommend preparing the proposed concrete pavement areas as recommend in Section
11.0 of this report with the following stipulations:
1. The subgrade immediately beneath the concrete should be compacted to at least 98 percent
of the Standard Proctor maximum dry density (ASTM D 698) value.
2. The surface of the subgrade soils must be smooth, and any disturbances or wheel rutting
corrected prior to placement of concrete.
3. The subgrade must be moistened prior to placement of concrete.
4. Concrete pavement thickness should be uniform throughout, with exception to the thickened
edges (curb or footing).
5. The bottom of the pavement should be separated from the seasonal high groundwater level
by at least 12 Inches.
Based on the results of the soil borings, we recommend using the minimum design shown in
Table V for concrete pavements.
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TABLE V
MINIMUM CONCRETE PAVEMENT THICKNESSES
• Minimum • Maximum Control • Recommended Saw
Service Level Pavement
Thickness • Joint Spacing Cut Depth
Light Duty 6 inches 12 feet x 12 feet 2 inches
Heavy Duty 8 inches 14 feet x 14 feet 2.667 inches
We recommend using concrete with a minimum 28-day compressive strength of at least
4,000 pounds per square inch with steel reinforcement. Layout of the saw cut control joints
should form square panels, and the depth of Saw cut joints should be '/3 of the concrete slab
thickness.
We recommend allowing SUMMIT to review and comment on the final concrete pavement
design, including section and joint details (type of joints, joint spacing, etc.), prior to the start of
construction.
Specimens to verify the compressive strength of the pavement concrete should be obtained for
at least every 50 cubic yards, or at least once for each day's placement, whichever is greater.
12.0 EARTH RETAINING WALLS
At this time, SUMMIT is not aware of any planned retaining walls at the site. The following
recommendations are provided in the event low-level (i.e. less than 4 feet) walls are required.
Earth pressures on retaining walls are influenced by the structural design of walls, conditions of
wall restraint, construction methods, and the strength of the materials being restrained. The
most common conditions assumed for earth retaining wall design are the active and at-rest
conditions.
Active conditions apply to relatively flexible earth retention structures, such as freestanding
walls, where some movement and rotation may occur to mobilize shear strength. Walls which
are rigidly restrained should be designed for the at-rest condition. However, if the walls will be
backfilled before they are braced, they should also be designed to withstand active earth
pressures as self-supporting cantilever walls. The wall designer must select the appropriate
earth pressure based upon site and design constraints.
Development of the full active earth pressure case requires a magnitude of horizontal wall
movement that often cannot be tolerated or cannot occur due to the rigidity of the wall and other
design restrictions such as the impact on adjacent structures. In such cases, walls are often
designed for either the at-rest condition or a condition intermediate of the active and at-rest
conditions, depending on the amount of permissible wall movement.
Passive earth pressure represents the maximum possible pressure when a structure is pushed
against the soil, and is used in wall foundation design to help resist active or at-rest pressures.
Because significant wall movements are required to develop the passive pressure, the total
calculated passive pressure is usually reduced by one-half for design purposes.
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Circle K—3123 Murphy Road SUMMIT Project No. 8382.G0188
Eastover, North Carolina November 16, 2022
Our recommendations assume that the ground surface behind the earth retaining structures is
level and that native or imported soils consisting of relatively clean sandy soils containing less
than 12 percent passing the No. 200. We recommend that the soils selected for use as backfill
be tested as specified prior to commencement of wall construction. Recommended soil
parameters for design of earth retaining structures have been presented in Table VI below.
TABLE VI
LATERAL EARTH PRESSURE DESIGN PARAMETERS (LEVEL BACKFILL) *
Design Parameter Recommended Value
At-rest Earth Pressure Coefficient, Ko 0.50
Active Earth Pressure Coefficient, Ka 0.33
Passive Earth Pressure Coefficient, Kp 3.0
Moist Unit Soil Weight (pcf) 115 for SP, SP-SM
Submerged Unit Weight of Soil (pcf) 52
Coefficient of Friction (sliding) 0.4
Angle of Internal Friction, ❑ 30
Table Notes:
* For sloping backfill the table values must be adjusted.
**Hydrostatic pressure should be accounted for based on seasonal high water table estimates
and other site drainage considerations
Positive wall drainage must be provided for all earth retaining structures to prevent the build-up
of excess hydrostatic pressures. These drainage systems can be constructed of open-graded
washed stone isolated from the soil backfill with a geosynthetic filter fabric and drained by
perforated pipe, or with one of several wall drainage products made specifically for this
application.
Lateral earth pressures arising from surcharge loading (i.e. traffic loading, building/structure
loads, etc.) should be added to the above earth pressures to determine the total lateral
pressure. Additional consideration must also be given for sloped backfill at the top of the wall. In
each circumstance the earth pressures for active and at-rest conditions will increase based
upon the amount of surcharge and angle above horizontal of the sloped backfill. Retaining walls
should also be analyzed for both internal and global stability.
13.0 SITE PREPARATION
We recommend normal, good practice site preparation procedures for the new construction
areas. These procedures include: stripping/clearing of the site to remove existing improvements,
vegetation, roots, organic topsoil, debris, etc. Following stripping, the exposed subgrade soils
should be proof-rolled, and all subgrade and subsequent fill/backfill soils should be properly
densified. A more detailed description of this work is presented in this section.
1. Prior to construction, existing underground utility lines and other below grade structures
within the construction area should be located. Provisions should be made to relocate
interfering utilities to appropriate locations. It should be noted that if underground
3070 Hammond Business Place, Suite 171, Raleigh, NC 27603 summit-companies.com

Circle K—3123 Murphy Road SUMMIT Project No. 8382.G0188
Eastover, North Carolina November 16, 2022
improvements are not properly removed or plugged, they may serve as conduits for
subsurface erosion which may lead to excessive settlement of overlying structures.
2. Strip the proposed construction limits of topsoil and any other deleterious materials within
and 5 feet beyond the perimeter of the new construction areas. We strongly recommend
that the excavated surfaces be observed and probed by representatives of the onsite
Geotechnical engineer.
3. Proof-roll the exposed subsurface soils under the observation of the onsite geotechnical
engineer, to locate any soft areas of unsuitable soils. If deemed necessary by onsite
geotechnical engineer, in areas that continue to "yield", remove any deleterious materials
and replace with a clean, compacted granular backfill.
4. Existing non-highly plastic/elastic on-site soils (SM, SP-SM, SW-SM) may be used as
structural fill provided these soils are free of deleterious and/or organic material (topsoil
or rootmat) and is at a moisture content that facilitates compaction in accordance with the
project specifications. If any highly plastic soils (i.e. soils with plasticity indices greater
than 35) are encountered during grading activities, these soils should not be used as
structural fill within the top three (3) feet of subgrade levels due to their shrink/swell
potential. These soils may be used in non-structural or landscaped areas. In addition,
structural fill material should have particle sizes of less than three (3) inches in diameter
and should not have a maximum dry density of less than 90 pounds per cubic foot as
determined by ASTM D-698 without approval from the geotechnical engineer. Place fill in
maximum 10-inch loose, uniform lifts and compact each lift at least 95 percent of the
Standard Proctor maximum dry density.
5. Within the at-grade (or below grade) foundation areas, subgrade compaction should be
increased to 98 percent of the Standard Proctor to a depth of at least 2 feet below bottom
of foundation.
6. Within the pavement areas, the upper 12 inches of subgrade beneath the base course or
concrete slabs (sub-base) should be stabilized and compacted to at least 98 percent of
the Standard Proctor maximum dry density.
7. Test the subgrade and each lift of fill for compaction at a frequency of not less than one
test per 2,500 square feet in the building areas and one test per 10,000 square feet in the
pavement areas, with a minimum of 4 tests in each area.
8. Prior to the placement of reinforcing steel and concrete, verify compaction within the
footing trenches to a depth of 3 feet. We recommend testing every column footing, with a
minimum of 4 tests per the new canopy. Re-compaction of the foundation excavation
bearing level soils, if loosened by the excavation process, can typically be achieved by
making several passes with a walk-behind vibratory sled or jumping jack.
Stability of the compacted soils is essential and independent of compaction and density control.
If the near surface soils or the structural fill experience "pumping" conditions, terminate all
earthwork activities in that area. Pumping conditions occur when there is too much water
present in the soil-water matrix. Earthwork activities are actually attempting to compact the
water and not the soil. The disturbed soils should be dried in place by scarification and aeration
prior to any additional earthwork activities.
3070 Hammond Business Place, Suite 171, Raleigh, NC 27603 summit-companies.com

Circle K—3123 Murphy Road SUMMIT Project No. 8382.G0188
Eastover, North Carolina November 16, 2022
Vibrations produced during vibratory compaction operations at the site may be significantly
noticeable within 100 feet and may cause distress to adjacent structures if not properly
regulated. Provisions should be made to monitor these vibrations so that any necessary
modifications in the compaction operations can be made in the field before potential damages
occur. SUMMIT can provide vibration monitoring services to help document and evaluate the
effects of the surface compaction operation on existing structures. It is recommended that large
vibratory rollers remain a minimum of 50 feet from existing structures. Within this zone, the use
of a static roller or small hand guided plate compactors is recommended.
14.0 UST PIT AREA — GENERAL COMMENTS
We assume the excavation for the proposed UST pit area will be on the order of 12 to 20 feet
below the ground surface. Based on the results of Boring B-4 (performed within the proposed pit
area), the subsoils at this level appear to be medium dense well graded gravel and very stiff
highly elastic silts. If the bottom of tank elevation is below 17 feet bls, the highly elastic silt soils
will likely need to be removed and replaced with suitable compacted structural fill. Soil
remediation can be provided by the onsite Geotechnical engineer. NCDOT #57 stone can be
utilized to backfill the soil removed and can be placed in 6 to 8 inch lifts in the bottom of the
over-excavation with compaction equipment (i.e. jumping jack) until a firm, non-yielding
subgrade is achieved.
The groundwater table was encountered at approximately 8 feet bls at the UST tank pit location
at the time of our subsurface exploration. Temporary dewatering will likely be necessary to
achieve the necessary excavation and compaction within the tank area. Excavation procedures
should conform to the OSHA regulations (Please see section 16.0 of this report).
After the excavation for the tanks is complete, we recommend that the bottom of the excavation
be compacted by small hand guided equipment to achieve at least 95 percent of the Standard
Proctor maximum dry density (ASTM D-698) to a depth of 1 foot. If the bottom of excavation is
unstable due to excessive fines and/or wet conditions, graded aggregate (NCDOT #57 stone)
can be placed in 6 to 8 inch lifts in the bottom of the over-excavation with compaction equipment
(i.e. jumping jack or rammax) until a firm, non-yielding subgrade is achieved. Pea gravel or
approved free-draining bedding soils should be placed below tanks in accordance with tank
manufacturer's specifications.
After completion of the tank installation, backfill should be placed in uniform 10 inch (or less) lifts
and compacted to at least 95 percent of the Standard Proctor Test maximum dry density (ASTM
D 698), with small hand guided equipment.
15.0 STORMWATER POND DESIGN
We understand that one (1) stormwater pond will be constructed within the south eastern
portion of the site as shown on the attached Figure B-1. One (1) SPT boring (designated B-2)
was performed within the proposed pond area. Our recommended stormwater pond design
parameters are shown in Table VII.
3070 Hammond Business Place, Suite 171, Raleigh, NC 27603 summit-companies.com

Circle K—3123 Murphy Road SUMMIT Project No. 8382.G0188
Eastover, North Carolina November 16, 2022
TABLE VII
STORMWATER POND DESIGN PARAMETERS
Design Parameter Estimated Values
Relevant Boring Log B-2
Estimated Depth to Base of Surficial Aquifer(feet) 2+
Estimated Fillable Porosity of Surficial in-situ sands(percent) 25
Estimated Seasonal High Groundwater Level(feet) 1'
Estimated Horizontal Saturated Hydraulic Conductivity of Surficial Aquifer 28
(feet per day)
Estimated Vertical Unsaturated Hydraulic Conductivity of Surficial Aquifer 19
(feet per day)
Please note that survey control was not provided at our boring locations. The estimated depths
in Table VII are referenced to the existing ground surface at the time of our exploration.
Appropriate factors of safety should be included in the design. UES can provide the
drawdown/recovery analysis once the pond configuration and treatment volumes have been
finalized.
16.0 DEWATERING AND EXCAVATION CONSIDERATIONS
Based on the groundwater level conditions encountered, temporary dewatering will likely be
required for the successful construction of this project. When dewatering is needed during
construction, the actual method(s) of dewatering should be determined by the contractor. The
design and discharge of the dewatering system must be performed in accordance with
applicable regulatory criteria (i.e. water management district, etc.) and compliance with such
criteria is the sole responsibility of the contractor.
Excavations should be sloped as necessary to prevent slope failure and to allow backfilling. As
a minimum, temporary excavations below 4-foot depth should be sloped in accordance with
OSHA regulations. Where lateral confinement will not permit slopes to be laid back, the
excavation should be shored in accordance with OSHA requirements. During excavation,
excavated material should not be stockpiled at the top of the slope within a horizontal distance
equal to the excavation depth. Provisions for maintaining workman safety within excavations is
the sole responsibility of the contractor.
17.0 CONSTRUCTION RELATED SERVICES
We recommend the owner retain SUMMIT to provide inspection services during the site
preparation procedures for confirmation of the adequacy of the earthwork operations. Field tests
and observations include verification of foundation and pavement subgrades by monitoring
earthwork operations and performing quality assurance tests of the placement of compacted
structural fill courses.
The geotechnical engineering design does not end with the advertisement of the construction
documents. The design is an on-going process throughout construction. Because of our
familiarity with the site conditions and the intent of the engineering design, we are most qualified
to address site problems or construction changes, which may arise during construction, in a
timely and cost-effective manner.
3070 Hammond Business Place, Suite 171, Raleigh, NC 27603 summit-companies.com

Circle K—3123 Murphy Road SUMMIT Project No. 8382.G0188
Eastover, North Carolina November 16, 2022
18.0 LIMITATIONS
This report has been prepared for the exclusive use of Circle K Stores — Coastal Carolina
Division and other designated members of their design/construction team associated with the
proposed construction for the specific project discussed in this report. No other site or project
facilities should be designed using the soil information contained in this report. As such,
SUMMIT will not be responsible for the performance of any other site improvement designed
using the data in this report.
This report should not be relied upon for final design recommendations or professional opinions
by unauthorized third parties without the expressed written consent of SUMMIT. Unauthorized
third parties that rely upon the information contained herein without the expressed written
consent of SUMMIT assume all risk and liability for such reliance.
The recommendations submitted in this report are based upon the data obtained from the soil
borings performed at the locations indicated on the Boring Location Plan and from other
information as referenced. This report does not reflect any variations which may occur between
the boring locations. The nature and extent of such variations may not become evident until the
course of construction. If variations become evident, it will then be necessary for a re-evaluation
of the recommendations of this report after performing on-site observations during the
construction period and noting the characteristics of the variations.
Borings for a typical geotechnical report are widely spaced and generally not sufficient for
reliably detecting the presence of isolated, anomalous surface or subsurface conditions, or
reliably estimating unsuitable or suitable material quantities. Accordingly, SUMMIT does not
recommend relying on our boring information for estimation of material quantities unless our
contracted services specifically include sufficient exploration for such purpose(s) and within the
report we so state that the level of exploration provided should be sufficient to detect anomalous
conditions or estimate such quantities. Therefore, SUMMIT will not be responsible for any
extrapolation or use of our data by others beyond the purpose(s) for which it is applicable or
intended.
All users of this report are cautioned that there was no requirement for SUMMIT to attempt to
locate any man-made buried objects or identify any other potentially hazardous conditions that
may exist at the site during the course of this exploration. Therefore, no attempt was made by
SUMMIT to locate or identify such concerns. SUMMIT cannot be responsible for any buried
man-made objects or environmental hazards which may be subsequently encountered during
construction that are not discussed within the text of this report. We can provide this service if
requested.
During the early stages of most construction projects, geotechnical issues not addressed in this
report may arise. Because of the natural limitations inherent in working with the subsurface, it is
not possible for a geotechnical engineer to predict and address all possible problems. A
Geotechnical Business Council (GBC) publication, "Important Information About This
Geotechnical Engineering Report" appears in Appendix C, and will help explain the nature of
geotechnical issues.
Further, we present documents in Appendix C: Constraints and Restrictions, to bring to your
attention the potential concerns and the basic limitations of a typical geotechnical report.
* * * * * * * * *
3070 Hammond Business Place, Suite 171, Raleigh, NC 27603 summit-companies.com

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APPENDIX A Project #: 8382.G0188
Site Location Plan SUMMIT Circle K— Eastover, NC
-1) ENGINEERING•LABORATORY•TESTING Eastover, North Carolina
�Y�\ A Universal Engineering Sciences Company

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APPENDIX B Project #: 8382.G0188
Boring Location Plan SUMMIT Circle K— Eastover, NC
(B-1 a) ENGINEERING•LABORATORY•TESTING Eastover, North Carolina
A Universal Engineering Sciences Company

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APPENDIX B
Project #: 8382.G0188
Boring Location Plan SUMMIT Circle K— Eastover, NC
(B-lb ENGINEERING•LABORATORY•TESTING
A Universal Engineering Sciences Company Eastover, North Carolina
)

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115 —115
INF Topsoil
6 w Cultivated SM Blows B-4 Blows B-6
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MATERIAL GRAPHIC SYMBOLS
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t •! 3123 Murphy Road-
Eastover,North Carolina
0 0
, Poorly graded GRAVEL(GP) Surficial Organic Soils
Project No. APPENDIX B
11111
SILT,SILT w/SAND,SANDY SILT(MH) 8382.G0188 B-2

,
Project: Circle K- Eastover, NC Log of Boring B-1
Project Location: 3319 Murphy Road, Eastover, North Carolina Sheet 1 of 1
Project Number: 8382.G0188
Date(s)llovember 12,2022 Logged By Jason B.Coble,PE Checked By Jeff A.Taylor,PE
Drilled
Drilling- Drill Bit- Total Depth
Method Hollow Stem Augers Size/Type 6-inch(OD)-Soil Bit of Borehole z5
Drill Riga..uME-45/F-440 Drilling- Bridger Drilling Approximate- 115
Type Contractor Surface Elevation
Groundwater Level Encountered at 8'ADT Sampling-
Encountered Hammer)140 Ib,30-inch Drop,Auto Trip
and Date Measured Method(s) Data
Borehole Cuttings Location See Boring Location Plans(B-la&B-1b)
Backfill
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115— 0 —
Surficial Orgainc Soils(Topsoil)
CULTIVATED: Loose Moist Dark Brown Silty Fine SAND -
- 6
K51 � (SM)
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RESIDUAL:Loose Moist Orange-Brown and Tan Silty Fine
- -4 6 j.:' SAND(SM) -
110— 5 /\ �� —
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��7 Loose Wet Gray-Tan Slightly Micaceous Silty Fine SAND=
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SUMMIT

,
Project: Circle K- Eastover, NC Log of Boring B-2
Project Location: 3319 Murphy Road, Eastover, North Carolina Sheet 1 of 1
Project Number: 8382.G0188
Date(s)llovember 12,2022 Logged By Jason B.Coble,PE Checked By Jeff A.Taylor,PE
Drilled
Drilling- Drill Bit- Total Depth-
Method Hollow Stem Augers Size/Type 6-inch(OD)-Soil Bit of Borehole 15
Drill Rigo1ME-45/F-440 Drilling- Bridger Drilling Approximate- 108
Type Contractor Surface Elevation
Groundwater Level Encountered at 1'ATD Sampling-
Encountered Hammern140 Ib,30-inch Drop,Auto Trip
and Date Measured Method(s) Data
Borehole Cuttings Location See Boring Location Plans(B-la&B-1b)
Backfill
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108— 0 - —
•j • Surficial Orgainc Soils(Topsoil)
'lr ALLUVIAL:Loose Saturated Dark Brown-Black Silty Fine� 1'
X 7 4_,I SAND(SM)w/Organics
111
j ALLUVIAL:Medium Dense Wet Dark Brown-Gray Silty
- - .Ir
28 .— Fine to Medium SAND(SM)w/Organics -
103— 5 •IA_ -
- 1 jrir RESIDUAL:Medium Dense Saturated Brown-Gray Slightly _
19 , Micaceous Silty Fine to Medium SAND(SM)w/Small
1 Aril Gravel and Quartz Rock
—Soft Wet Tan-Gray and Pink Fine Sandy SILT(MH) —
-X 4
98- 10
- -
Very Stiff Moist Gray-Orange Fine to Medium Sandy SILT
- I
- (MH) -
16
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- - - Surface -
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SUMMIT

,
Project: Circle K- Eastover, NC Log of Boring B-3
Project Location: 3319 Murphy Road, Eastover, North Carolina Sheet 1 of 1
Project Number: 8382.G0188
Date(s)llovember 12,2022 Logged By Jason B.Coble,PE Checked By Jeff A.Taylor,PE
Drilled
Drilling- Drill Bit- Total Depth720
Method Hollow Stem Augers Size/Type 6-inch(OD)-Soil Bit of Borehole
Drill Riga..uME-45/F-440 Drilling- Bridger Drilling Approximate- 110
Type Contractor Surface Elevation
Groundwater Level Encountered at 8'ATD Sampling-
Encountered Hammer)140 Ib,30-inch Drop,Auto Trip
and Date Measured Method(s) Data
Borehole Cuttings Location See Boring Location Plans(B-la&B-1b)
Backfill
,
ai
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REMARKS AND
a) a) 3
w a co ca) cr5 n —T° CD MATERIAL DESCRIPTION <j OTHER TESTS
110— 0 —
Surficial Orgainc Soils(Topsoil)
8 pRESIDUAL:Loose to Medium Dense Moist Brown and
a` Orange Silty Fine SAND(SM)
25 •!•''..��- -X Y
105— 5 • s -
ill
Loose Moist Orange-Gray Silty Poorly Graded SAND =
8 (SP-SM)
-
1 Loose Saturated Black Silty Fine to Medium SAND(SM) v
- -X s Y
100— 10 • -
-
• Medium Dense Wet Gray-Tan Silty Well Graded SAND
- :. Y (SW-SM) -
- - X 2� . •, _
•
m 95— 15 •'� —
H Y
S.
_
, Very Stiff Moist Gray and Orange Fine Sandy SILT(MH)
a -�/
E X 22 - -
aa, 90— 20
d Boring Terminated at 20.0 Feet Below Existing Ground
0
- - Surface -
1
-
U
O
- -
0 85— 25— — —
n
- - -
0
U
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,
Project: Circle K- Eastover, NC Log of Boring B-4
Project Location: 3319 Murphy Road, Eastover, North Carolina Sheet 1 of 1
Project Number: 8382.G0188
Dates)_November 12,2022 Logged By Jason B.Coble,PE Checked By Jeff A.Taylor,PE
Drilled
Drilling- Drill Bit- Total Depth�0
Method Hollow Stem Augers Size/Type 6-inch(OD)-Soil Bit of Borehole
Drill Rign1ME-45/F-440 Drillings Bridger Drilling Approximates 112
Type Contractor Surface Elevation
Groundwater Level Encountered at 8'ATD Sampling-
Encountered Hammern140 Ib,30-inch Drop,Auto Trip
and Date Measured Method(s) Data
Borehole Cuttings Location See Boring Location Plans(B-la&B-1b)
Backfill
,
ai
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in
a> W L
a) a) Q
T p ) a)
c a) I- rn —1 iu 0
O d ,c U J c
as L E E E °' > REMARKS AND
Q 3
w a co cn —T° CD MATERIAL DESCRIPTION <j OTHER TESTS
112— 0 —
Surficial Orgainc Soils(Topsoil)
RESIDUAL:Loose Moist Brown-Orange Silty Fine SAND
- --X 7 fa- (SM)
.2" Loose Moist Orange-Brown Silty Fine SAND(SM)
-X 7 %In- _
107— 5 J�� —
- "4- -
-X7
a 0 8'
Jr: Loose Wet Gray-Tan Silty Fine SAND(SM)
-
-X 8
102— 10 ��� —
at_ _
s,°c Medium Dense Saturated Gray and Brown Silty Poorly
- - o. Graded Gravel(GP) -
aPI-
, �
'f_ -X 15
I o
Co 97— 15 ,O.— —
c
S. —
, Very Stiff Moist Gray-Green Fine Sandy Slightly Micaceous
c.
- - - SILT(MH) -
a -�/
E X 20 - -
aa,• 92— 20
d Boring Terminated at 20.0 Feet Below Existing Ground
0
- - Surface -
1=
r.
O
N
0 87— 25— — —
n
- - -
0
U
W
M
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0
B82— 30
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SUMMIT

,
Project: Circle K- Eastover, NC Log of Boring B-6
Project Location: 3319 Murphy Road, Eastover, North Carolina Sheet 1 of 1
Project Number: 8382.G0188
Date(s)llovember 12,2022 Logged By Jason B.Coble,PE Checked By Jeff A.Taylor,PE
Drilled
Drilling- Drill Bit- Total Depth-
Method Hollow Stem Augers Size/Type 6-inch(OD)-Soil Bit of Borehole 10
Drill Rigo1ME-45/F-440 Drilling- Bridger Drilling Approximate- 112
Type Contractor Surface Elevation
Groundwater Level Encountered at 2'ATD Sampling-
Encountered Hammer)140 Ib,30-inch Drop,Auto Trip
and Date Measured Method(s) Data
Borehole Cuttings Location See Boring Location Plans(B-la&B-1b)
Backfill
,
ai
m _
w
a) W L
a) a) z
T p ) a)
C a) F- C) —IN
O a) ,C U J C
L E E fl 5 >
REMARKS AND
a) ) 3
w a co cn —T° CD MATERIAL DESCRIPTION <j OTHER TESTS
112— 0 —
Surficial Orgainc Soils(Topsoil)
- 10 r�. RESIDUAL:Loose Wet Gray-Purple Silty Fine SAND(SM ,L
- - 2,
l.y Medium Dense Wet Brown-Tan Slightly Micaceous Silty
- -X 16 ',T: yy Fine SAND(SM)
' frik107— 5 ',•"" —
- �� y�� Medium Dense Wet Gray-Purple and Brown Silty Fine _
_X- 16 i. SAND(SM) -
Y
-X 20 yy
102— 10 ""'
Boring Terminated at 10.0 Feet Below Existing Ground
- - - Surface -
0 97— 15— — —
1-
M
7
S. - - -
,
m
d
a
E - - -
n
aa, 92— 20— — —
- - -
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Project: Circle K- Eastover, NC Key to Log of Boring
Project Location: 3319 Murphy Road, Eastover, North Carolina Sheet 1 of 1
Project Number: 8382.G0188
a
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a) "E,_
ol
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C a) H I) J Na
O d .5 U J C
.c Q Q N L
• Q E E 3 m m > REMARKS AND
w p to to —T° CO MATERIAL DESCRIPTION <j OTHER TESTS
- u u EE 0 © 0 ® 0
COLUMN DESCRIPTIONS
1 Elevation(feet):Elevation(MSL,feet). © MATERIAL DESCRIPTION: Description of material encountered.
2 Depth(feet):Depth in feet below the ground surface. May include consistency,moisture,color,and pother descriptive
3 Sample Type:Type of soil sample collected at the depth interval _ text.
shown. 7 Water Level:Water Level(feet)
® Sampling Resistance,blows/ft: Number of blows to advance driven 8 Cave-In Depth(feet):Boring Hole Cave-In Depth(feet)
sampler one foot(or distance shown)beyond seating ninterval 9 REMARKS AND OTHER TESTS:Comments and observations
using the hammer identified on the boring log. regarding drilling or sampling made by driller or field npersonnel.
E Graphic Log:Graphic depiction of the subsurface material
encountered.
FIELD AND LABORATORY TEST ABBREVIATIONS
CHEM:Chemical tests to assess corrosivity PI: Plasticity Index,percent
COMP:Compaction test SA:Sieve analysis(percent passing No.200 Sieve)
CONS:One-dimensional consolidation test UC:Unconfined compressive strength test,Qu,in ksf
LL: Liquid Limit,percent WA:Wash sieve(percent passing No.200 Sieve)
MATERIAL GRAPHIC SYMBOLS
:x Alluvial-Silty Sand 11111 SILT,SILT w/SAND,SANDY SILT(MH)
W. viiiI
Fat CLAY,CLAY w/SAND,SANDY CLAY(CH) " Silty SAND(SM)
.-)1t Cultivated Soils-Silty Sand i.*.its, Poorly graded SAND with Silt(SP-SM)
'•
Q v; Poorly graded GRAVEL(GP) :.: y Well graded SAND with Silt(SW-SM)
gni
co
■ Surficial Organic Soils
i-
2 TYPICAL SAMPLER GRAPHIC SYMBOLS OTHER GRAPHIC SYMBOLS
D
w
a Z 2-inch-OD unlined split ° Water level(at time of drilling,ATD)
°' spoon(SPT)
E Water level(after waiting)
Minor change in material properties within a
stratum
d — - Inferred/gradational contact between strata
`o
—7- Queried contact between strata
a)
H
m
o GENERAL NOTES
i0
O 1:Soil classifications are based on the Unified Soil Classification System.Descriptions and stratum lines are interpretive,and actual lithologic changes may be
a gradual.Field descriptions may have been modified to reflect results of lab tests.
3 2:Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced.They are not warranted to be representative
w of subsurface conditions at other locations or times.
I-
M
D
U)
0
0
0
U_
N
N
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SUMMIT

Important Information about This
(--- Geotecbnical-Engineering
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.
While you cannot eliminate all such risks, you can manage them. The following information is provided to help.
Geotechnical Services Are Performed for assessment of their impact.Geotechnical engineers cannot
Specific Purposes, Persons, and Projects accept responsibility or liability for problems that occur because
Geotechnical engineers structure their services to meet the their reports do not consider developments of which they were
specific needs of their clients.A geotechnical-engineering not informed.
study conducted for a civil engineer may not fulfill the needs of
a constructor—a construction contractor—or even another Subsurface Conditions Can Change
civil engineer.Because each geotechnical-engineering study A geotechnical-engineering report is based on conditions that
is unique,each geotechnical-engineering report is unique, existed at the time the geotechnical engineer performed the
prepared solely for the client.No one except you should rely on study.Do not rely on a geotechnical-engineering report whose
this geotechnical-engineering report without first conferring adequacy may have been affected by:the passage of time;
with the geotechnical engineer who prepared it.And no one man-made events,such as construction on or adjacent to the
—not even you—should apply this report for any purpose or site;or natural events,such as floods,droughts,earthquakes,
project except the one originally contemplated. or groundwater fluctuations.Contact the geotechnical engineer
before applying this report to determine if it is still reliable.A
Read the Full Report minor amount of additional testing or analysis could prevent
Serious problems have occurred because those relying on major problems.
a geotechnical-engineering report did not read it all.Do
not rely on an executive summary.Do not read selected Most Geotechnical Findings Are Professional
elements only. Opinions
Site exploration identifies subsurface conditions only at those
Geotechnical Engineers Base Each Report on points where subsurface tests are conducted or samples are
a Unique Set of Project-Specific Factors taken.Geotechnical engineers review field and laboratory
Geotechnical engineers consider many unique,project-specific data and then apply their professional judgment to render
factors when establishing the scope of a study.Typical factors an opinion about subsurface conditions throughout the
include:the client's goals,objectives,and risk-management site.Actual subsurface conditions may differ—sometimes
preferences;the general nature of the structure involved,its significantly—from those indicated in your report.Retaining
size,and configuration;the location of the structure on the the geotechnical engineer who developed your report to
site;and other planned or existing site improvements,such as provide geotechnical-construction observation is the most
access roads,parking lots,and underground utilities.Unless effective method of managing the risks associated with
the geotechnical engineer who conducted the study specifically unanticipated conditions.
indicates otherwise,do not rely on a geotechnical-engineering
report that was: A Report's Recommendations Are Not Final
• not prepared for you; Do not overrely on the confirmation-dependent
• not prepared for your project; recommendations included in your report.Confirmation-
• not prepared for the specific site explored;or dependent recommendations are not final,because
• completed before important project changes were made. geotechnical engineers develop them principally from
judgment and opinion.Geotechnical engineers can finalize
Typical changes that can erode the reliability of an existing their recommendations only by observing actual subsurface
geotechnical-engineering report include those that affect: conditions revealed during construction.The geotechnical
• the function of the proposed structure,as when it's changed engineer who developed your report cannot assume
from a parking garage to an office building,or from a light- responsibility or liability for the report's confirmation-dependent
industrial plant to a refrigerated warehouse; recommendations if that engineer does not perform the
• the elevation,configuration,location,orientation,or weight geotechnical-construction observation required to confirm the
of the proposed structure; recommendations'applicability.
• the composition of the design team;or
• project ownership. A Geotechnical-Engineering Report Is Subject
to Misinterpretation
As a general rule,always inform your geotechnical engineer Other design-team members'misinterpretation of
of project changes—even minor ones—and request an geotechnical engineering reports has resulted in costly

r
problems.Confront that risk by having your geotechnical others recognize their own responsibilities and risks.Read
engineer confer with appropriate members of the design team these provisions closely.Ask questions.Your geotechnical
after submitting the report.Also retain your geotechnical engineer should respond fully and frankly.
engineer to review pertinent elements of the design team's
plans and specifications.Constructors can also misinterpret Environmental Concerns Are Not Covered
a geotechnical-engineering report.Confront that risk by The equipment,techniques,and personnel used to perform
having your geotechnical engineer participate in prebid and an environmental study differ significantly from those used to
preconstruction conferences,and by providing geotechnical perform a geotechnical study.For that reason,a geotechnical-
construction observation. engineering report does not usually relate any environmental
findings,conclusions,or recommendations;e.g.,about
Do Not Redraw the Engineer's Logs the likelihood of encountering underground storage tanks
Geotechnical engineers prepare final boring and testing logs or regulated contaminants. Unanticipated environmental
based upon their interpretation of field logs and laboratory problems have led to numerous project failures.If you have not
data.To prevent errors or omissions,the logs included in a yet obtained your own environmental information,
geotechnical-engineering report should never be redrawn ask your geotechnical consultant for risk-management
for inclusion in architectural or other design drawings.Only guidance.Do not rely on an environmental report prepared for
photographic or electronic reproduction is acceptable,but someone else.
recognize that separating logs from the report can elevate risk.
Obtain Professional Assistance To Deal
Give Constructors a Complete Report and with Mold
Guidance Diverse strategies can be applied during building design,
Some owners and design professionals mistakenly believe they construction,operation,and maintenance to prevent
can make constructors liable for unanticipated subsurface significant amounts of mold from growing on indoor surfaces.
conditions by limiting what they provide for bid preparation. To be effective,all such strategies should be devised for
To help prevent costly problems,give constructors the the express purpose of mold prevention,integrated into a
complete geotechnical-engineering report,but preface it with comprehensive plan,and executed with diligent oversight by a
a clearly written letter of transmittal.In that letter,advise professional mold-prevention consultant.Because just a small
constructors that the report was not prepared for purposes amount of water or moisture can lead to the development of
of bid development and that the report's accuracy is limited; severe mold infestations,many mold-prevention strategies
encourage them to confer with the geotechnical engineer focus on keeping building surfaces dry.While groundwater,
who prepared the report(a modest fee may be required)and/ water infiltration,and similar issues may have been addressed
or to conduct additional study to obtain the specific types of as part of the geotechnical-engineering study whose findings
information they need or prefer.A prebid conference can also are conveyed in this report,the geotechnical engineer in
be valuable.Be sure constructors have sufficient time to perform charge of this project is not a mold prevention consultant;
additional study.Only then might you be in a position to none of the services performed in connection with the
give constructors the best information available to you, geotechnical engineer's study were designed or conducted for
while requiring them to at least share some of the financial the purpose of mold prevention.Proper implementation of the
responsibilities stemming from unanticipated conditions. recommendations conveyed in this report will not of itself be
sufficient to prevent mold from growing in or on the structure
Read Responsibility Provisions Closely involved.
Some clients,design professionals,and constructors fail to
recognize that geotechnical engineering is far less exact than Rely, on Your GBC-Member Geotechnical Engineer
other engineering disciplines.This lack of understanding for Additional Assistance
has created unrealistic expectations that have led to Membership in the Geotechnical Business Council of the
disappointments,claims,and disputes.To help reduce the risk Geoprofessional Business Association exposes geotechnical
of such outcomes,geotechnical engineers commonly include engineers to a wide array of risk-confrontation techniques
a variety of explanatory provisions in their reports.Sometimes that can be of genuine benefit for everyone involved with
labeled"limitations,"many of these provisions indicate where a construction project.Confer with you GBC-Member
geotechnical engineers'responsibilities begin and end,to help geotechnical engineer for more information.
iirff GEOTECHNICAL
BUSINESS COUNCIL
iii of the Geoprofessional Business Association
8811 Colesville Road/Suite G106,Silver Spring,MD 20910
Telephone:[phone] Facsimile:301/589-2017
e-mail:[e-mail] www.geoprofessional.org
Copyright 2015 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,or its contents,in whole or in part,
by any means whatsoever,is strictly prohibited,except with GBA's specific written permission.Excerpting,quoting,or otherwise extracting wording from this document
is permitted only with the express written permission of GBA,and only for purposes of scholarly research or book review.Only members of GBA may use
this document as a complement to or as an element of a geotechnical-engineering report.Any other firm,individual,or other entity that so uses this document without
being a GBA member could be commiting negligent or intentional(fraudulent)misrepresentation.
J

CONS &RESTRICTIONSTh
The intent of this document is to bring to your attention the potential concerns and the basic limitations of a typical geotechnical report.
WARRANTY Bidders are urged to make their own soil borings, test pits, test
caissons or other investigations to determine those conditions that
Universal Engineering Sciences has prepared this report for our client may affect construction operations. Universal Engineering Sciences
for his exclusive use,in accordance with generally accepted soil and cannot be responsible for any interpretations made from this report or
foundation engineering practices,and makes no other warranty either the attached boring logs with regard to their adequacy in reflecting
expressed or implied as to the professional advice provided in the subsurface conditions which will affect construction operations.
report.
STRATA CHANGES
UNANTICIPATED SOIL CONDITIONS
Strata changes are indicated by a definite line on the boring logs
The analysis and recommendations submitted in this report are based which accompany this report. However, the actual change in the
upon the data obtained from soil borings performed at the locations ground may be more gradual Where changes occur between soil
indicated on the Boring Location Plan. This report does not reflect any samples, the location of the change must necessarily be estimated
variations which may occur between these borings. using all available information and may not be shown at the exact
depth.
The nature and extent of variations between borings may not become
known until excavation begins. If variations appear,we may have to OBSERVATIONS DURING DRILLING
re-evaluate our recommendations after performing on-site
observations and noting the characteristics of any variations. Attempts are made to detect and/or identify occurrences during drilling
and sampling,such as: water level,boulders,zones of lost circulation,
CHANGED CONDITIONS relative ease or resistance to dulling progress, unusual sample
recovery, variation of driving resistance, obstructions, etc.;however,
We recommend that the specifications for the project require that the lack ofmention does not preclude their presence.
contractor immediately notify Universal Engineering Sciences,as well
as the owner,when subsurface conditions are encountered that are WATERLEUELS
different from those present in this report.
Water level readings have been made in the drill holes during drilling
No claim by the contractor for any conditions differing from those and they indicate normally occurring conditions. Water levels may not
anticipated in the plans,specifications,and those found in this report, have been stabilized at the last reading. This data has been reviewed
should be allowed unless the contractor notifies the owner and and interpretations made in this report. However, it must be noted
Universal Engineering Sciences of such changed conditions. Further, that fluctuations in the level of the groundwater may occur due to
we recommend that all foundation walk and site improvements be variations in rainfall,temperature,tides,and other factors not evident
observed by a representative of Universal Engineering Sciences to at the time measurements were made and reported. Since the
monitor field conditions and changes, to verify design assumptions probability of such variations is anticipated, design drawings and
and to evaluate and recommend any appropriate modifications to this specifications should accommodate such possibilities and construction
report, planning should be based upon such assumptions ofvariations.
MISINTERPRETATION OF SOIL ENGINEERING REPORT LOCATION OF BURIED OBJECTS
Universal Engineering Sciences is responsible for the conclusions and All users of this report are cautioned that there was no requirement for
opinions contained within this report based upon the data relating only Universal Engineering Sciences to attempt to locate any man-made
to the specific project and location discussed herein. If the buried objects during the course of this exploration and that no
conclusions or recommendations based upon the data presented are attempt was made by Universal Engineering Sciences to locate any
made by others,those conclusions or recommendations are not the such buried objects. Universal Engineering Sciences cannot be
responsibility of Universal Engineering Sciences. responsible for any buried man-made objects which are subsequently
encountered during construction that are not discussed within the text
CHANGED STRUCIURE OR LOCATION of this report.
This report was prepared hi order to aid in the evaluation of this THVE
project and to assist the architect or engineer in the design of this
project. If any changes in the design or location of the structure as This report reflects the soil conditions at the time of exploration. If the
outlined in this report are planned,or if any structures are included or report is not used in a reasonable amount of time,significant changes
added that are not discussed in the report, the conclusions and to the site may occur and additional reviews maybe required.
recouuuendations contained in this report shall not be considered
valid unless the changes are reviewed and the conclusions modified
or approved by Universal Engineering Sciences.
USE OF REPORT BYBIDDERS
Bidders who are examining the report prior to submission of a bid are
cautioned that this report was prepared as an aid to the designers of
the project and it may affect actual construction operations. UNIVERSAL
ENGINEERING SCIENCES