20191305 Ver 1_More Info Received_20191203

Geotechnical Engineering Report
Dollar General Store — Highlands
Highway 64 at Cherrywood Drive
Highlands, North Carolina
April 10, 2019
Terracon Project No. 86195030
Prepared For:
The Broadway Group, LLC
Huntsville, Alabama
Prepared By:
Terracon Consultants, Inc.
Greenville, South Carolina

April 10, 2019
The Broadway Group, LLC
216 West Side Square
Huntsville, Alabama 35804
Attn: Ms. Kelly Steele, Due Diligence Coordinator
P: [phone]
E: Kelly. [e-mail]
Re: Geotechnical Exploration Report
Proposed Dollar General Store
Highway 64 and Cherrywood Drive
Highlands, North Carolina
1rerraeon Project No. 86195030
Dear Ms. Steele:
Irerracon
Terracon Consultants, Inc. (Terracon) has completed the authorized geotechnical engineering
services for the above referenced project. These services were performed in general accordance
with our Proposal Number DG190043/PT2195020, dated and authorized by you on March 7,
2019. This report presents the results of the subsurface exploration and provides geotechnical
engineering recommendations relative to earthwork and the design and construction of
foundations, floor slabs, and pavements for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report, or if we may be of further service, please contact us.
Sincerely,
Terracon Consultants, Inc.
Maggie McKenney, E.I.T.
Field Geotechnical Engineer
APR Review BY:
Nitin Dudani, P.E.
Geotechnical Department Manager
Copies to: Addressee (1 via e-mail)
101Y41FIV. p`ll
Morgan B. Dougherty, P.E.
Staff Engineer
Terracon Consultants, Inc. 72 Pointe Circle, Greenville, SC 29615
P [864] 292 2901 F [864] 292 6361 terracon.com

Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY.............................................................................................................i
1.0
INTRODUCTION.............................................................................................................1
2.0
PROJECT INFORMATION.............................................................................................2
2.1 Site Location and Description............................................................................2
2.2 Project Description.............................................................................................2
3.0
SUBSURFACE CONDITIONS........................................................................................3
3.1 Site Geology.......................................................................................................3
3.2 Typical Subsurface Profile................................................................................4
3.3 Groundwater......................................................................................................4
3.4 Field Infiltration Test..........................................................................................5
4.0
RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION........................................6
4.1 Geotechnical Considerations.............................................................................6
4.2 Earthwork...........................................................................................................7
4.2.1 Site Preparation......................................................................................7
4.2.2 Materials Types.......................................................................................7
4.2.3 Compaction Requirements.....................................................................8
4.2.4 Grading and Surface Drainage................................................................9
4.2.5 Earthwork Construction Considerations................................................9
4.3 Foundations.....................................................................................................10
4.3.1 Foundation Design Recommendations...............................................11
4.3.2 Foundation Construction Considerations..........................................11
4.4 Seismic Considerations..................................................................................12
4.5 Floor Slab.........................................................................................................13
4.5.1 Floor Slab Design Recommendations.................................................13
4.5.2 Floor Slab Construction Considerations............................................13
4.6 Pavements........................................................................................................14
4.6.1 Subgrade Preparation...........................................................................14
4.6.2 Pavement Design Considerations.........................................................15
4.6.3 Estimates of Minimum Pavement Thickness........................................15
4.6.4 Pavement Drainage...............................................................................17
4.6.5 Pavement Maintenance.........................................................................17
5.0
GENERAL COMMENTS................................................................................................18
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Geotechnical Engineering Report
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
APPENDIX A— FIELD EXPLORATION AND LABORATORY TESTING
Exhibit A-1 Site Location Plan
Exhibit A-2 Boring Location Plan
Exhibit A-3 Field Exploration Description
Exhibit A-4 to A-12 Borings Logs
APPENDIX B — SUPPORTING DOCUMENTS
Exhibit B-1 General Notes
Exhibit B-2 Unified Soil Classification System
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Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 ■ Terracon Project No. 86195030
EXECUTIVE SUMMARY
This report presents the results of our geotechnical engineering services performed for the proposed
Dollar General to be to be located at Highway 64 and Cherrywood Drive in Highlands, North Carolina.
Terracon's geotechnical engineering scope of work included the advancement of nine (9) soil test
borings to depths of approximately 10 to 20 feet below existing site grades and two (2) infiltration
tests for the proposed detention pond. The following geotechnical engineering considerations were
identified:
Approximately 2 to 9 inches of topsoil and/or aggregate base course was encountered in
the borings, which is underlain by undocumented fill to a depth of 2 to 3 feet in borings B-
2, B-3, and B-7. All other borings encountered very loose to dense and soft to medium
stiff residual soils consisting of silty sands and sandy silt. Auger refusal was encountered
at depths of 11 to 13 feet in borings B-1 and B-4, indicating possible bedrock.
Groundwater was observed to depths of approximately 1 '/2 to 5 feet below existing site
grades in the SPT borings while drilling orforthe short duration thatthe borings were allowed
to remain open. Seasonal high water level was observed at a depth of 2 feet below existing
site grade in boring B-9. Depending on the final subgrade elevations, Dewatering may be
required during the undercutting activities.
The proposed building may be supported on shallow footings bearing on the existing fill,
native residual soils or engineered fill extending to residual soils. The shallow foundation
may be designed with an allowable bearing pressure of 2,000 pounds per square foot
(psf).
Due to high water table and very loose soil consistency in the upper 3 feet, the subgrade
may fail the proofroll test. Subgrade repairs using undercut and backfill or use of woven
geotextile may be necessary to stabilize the building and pavement subgrade. We suggest
a contingency in the grading budget to address this issue during the grading phase of the
project.
Borings encountered high fines content and natural moisture in the upper materials and
the site is susceptible to disturbance during construction or in wet conditions. The
subgrade should be graded to provide positive drainage and it should be protected by
keeping it dry and preventing heavy vehicles in the footprint of the proposed construction.
In accordance with 2015 International Building Code (IBC), seismic site classification for
this site is D.
The on -site residual soils generally appear suitable for re -use as engineered fill. However,
further testing should be performed during construction to assess specific soil properties.

Geotechnical Engineering Report
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
Irerracon
Monitoring of the construction operations as discussed herein will be critical in achieving the design
subgrade support and determining if the recommendations presented in this report are properly
implemented. We therefore recommend that Terracon be retained to monitor this portion of the
work.
This summary should be used in conjunction with the entire report for design purposes. It should
be recognized that details were not included or fully developed in this section, and the report must
be read in its entirety for a comprehensive understanding of the items contained herein. The section
titled GENERAL COMMENTS should be read for an understanding of the report limitations.

GEOTECHNICAL ENGINEERING REPORT
DOLLAR GENERAL STORE - HIGHLANDS
HIGHWAY 64 AND CHERRYWOOD DRIVE
HIGHLANDS, NORTH CAROLINA
Terracon Project No. 86195030
April 10, 2019
1.0 INTRODUCTION
This report presents the results of our geotechnical engineering services performed for the proposed
Dollar General to be located at Highway 64 and Cherrywood Drive in Highlands, North Carolina.
Terracon's geotechnical engineering scope of work included the advancement of nine (9) soil test
borings to depths of approximately 10 to 20 feet below existing site grades and two (2) infiltration
tests for the proposed detention pond. Boring Logs along with a Site Location and Boring Location
Plan are included in Appendix A of this report.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to the proposed development and includes the following:
subsurface soil conditions
earthwork
seismic considerations
pavement design and construction
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groundwater conditions
foundation design and construction
floor slab design and construction.

Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
2.0 PROJECT INFORMATION
2.1 Site Location and Description
Item Description
Site layout Refer to the Site Location and Boring Location Plans (Exhibits A-1
and A-2 in Appendix A).
Approximate 2.24-acre tract of partially wooded undeveloped land
Location located at Highway 64 and Cherrywood Drive in Highlands, North
Carolina.
Existing improvements
Wooden fence at Highway 64 entrance and a ditch along eastern
portion of site.
Current ground cover Gravel, trees, and bushes.
Existing topography The ground surface slopes downward gently towards the northeast.
2.2 Project Description
Building construction An approximate 9,100-square foot (sf) building with both standard
duty and heavy-duty paved parking and drive areas.
Finished floor elevation FFE=4,026 feet.
Columns: 20 to 50 kips
Maximum loads Walls: less than 3 kips per linear foot
Slabs: less than 100 pounds per linear foot
Grading
Traffic loading, Assumed
We presume that the site will require minimal grading, on the order
of approximately 5 feet of cut and fill.
A stormwater detention area is planned in the southern portion of
the site. Also, a primary and reserve septic field are planned in an
area west of the new building. The amount of required excavation
for these areas is currently unknown.
Design equivalent axle loads (EAL's) over a 20-year design life
On -site Pavement Standard Duty: 11,279
On -site Pavement Heavy Duty: 30,567
Should any of the above information or assumptions be inconsistent with the actual design or
planned construction, please let us know so that we may make any necessary modifications to this
report.
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Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 ■ Terracon Project No. 86195030
3.0 SUBSURFACE CONDITIONS
3.1 Site Geology
The project site is located within the Blue Ridge Physiographic Province of North Carolina. The
Ridge and Valley is bounded on the north by the Cumberland Plateau and Lookout Mountain and
on the south and east by the Great Smokey Fault. The Ridge and Valley Province is comprised
of folded and faulted stratified rock ranging in age from lower Cambrian to upper Pennsylvanian,
or roughly 600 to 280 million years old. The rocks of the area are typically shale, limestone,
dolomite and sandstone. These rocks were deposited as sediments carried by running water
from the Piedmont upland on the southeast side into the Paleozoic Sea and then spread out as
horizontal sheets covering the sea bottom. These loose sediments were later consolidated into
the existing stratified rock which were subsequently uplifted, tilted, bent and broken. The rocks
have weathered in -place to form residual over -burden soils including clays, silts and sands, some
of which contain chert fragments ranging from gravel to boulder sizes.
The mountains have steep or very steep side slopes and gently sloping to steep ridges. The soils
are on the side slopes range from deep to shallow over hard bedrock, saprolite, or soft bedrock.
This soil type is on mountain slopes and mountains, with the parent material consisting of
residuum weathered from the underlying igneous and metamorphic rock. These soils are typically
well drained, with a low shrink -swell potential.
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Geotechnical Engineering Report Irerracon
Dollar General Store - Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
3.2 Typical Subsurface Profile
Based on the results of the borings, subsurface conditions on the project site can be generalized as
follows:
Approximate
Description
Depth to Bottom
Material Encountered
Consistency/Density
of Stratum
Topsoil and/or Aggregate Base
Stratum 1
2 to 9 inches
N/A
Course
2 to 3 in B-2, B-3,
Stratum 2
and B-7
Fill - Silty SAND (SM)
N/A
Boring Termination
Residuum - Silty SAND (SM),
Very Loose to Dense, Soft
Stratum 3
Depth
Sandy elastic SILT (MH)
to Medium Stiff
Below 11 to 13 in
Stratum 4
Bedrock based on auger refusal
N/A
B-1 and B-4
Specific conditions encountered at each boring location are indicated on the individual boring logs in
the appendix. Stratification boundaries on the boring logs represent the approximate location of
changes in soil types; in -situ, the transition between materials may be gradual.
3.3 Groundwater
The boreholes were observed while drilling and after completion for the presence and level of
groundwater. Groundwater was observed at depths of 1 '/2 to 5 feet below existing site grades in
borings while drilling or for the short duration (2 hours or less) that the borings were allowed to remain
open. Due to the low permeability of the soils encountered in the borings, a relatively long time may
be necessary for a groundwater level to develop and stabilize in a borehole in these materials.
Longer observations in piezometers or observation wells sealed from the influence of surface water
are often required to define groundwater levels in materials of this type.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff, and
other factors. The soil samples in the borings were observed for redoximorphic features of the soil
profile to estimate the seasonal high water table levels in the vicinity of the proposed stormwater
pond area. Redoximorphic features (a gray or bluish -gray colored soil matrix) and mottles are
formed by the process of reduction, translocation, and/or oxidation of iron and manganese oxides
as the water table fluctuates. A soil layer exhibiting redoximorphic features can be representative
of the seasonal high water table level. Based on our observations, redoximorphic features were
observed in boring B-9 at an approximate depth of 2 feet.
In addition, perched water could develop in sand seams and layers overlying lower permeability
clay soils following periods of heavy or prolonged precipitation. Therefore, groundwater levels
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Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
during construction or at other times in the life of the structures may be higher or lower than the
levels indicated on the boring logs. The possibility of groundwater level fluctuations should be
considered when developing the design and construction plans for the project.
3.4 Field Infiltration Test
We understand that a storm -water detention area is proposed at the southern portion of the project
site. A total of two (2) infiltration tests were performed for the proposed pond at depths of 3 feet
below existing grades to determine the infiltration rate of the in -situ soils.
Infiltration testing was performed at the bottom of the proposed pond boring or re -drilled to the depth
of approximate seasonal high-water table based on visual observations. After drilling, a 4-inch PVC
pipe was placed inside the borehole and embedded into the soil. Once the augers were removed,
the pipe was filled with 12 inches of filter sand and water to a height of 12 inches above the sand.
The water was then allowed to soak inside the pipe for 24 hours prior to testing. After 24 hours, water
was added to the boring to bring the water level back to 12 inches above the sand. The drop in the
water level was monitored for 1 hour and the change in the water level was recorded. This process
was repeated for a total of four times. Upon completion of the infiltration testing, the pipe and boring
were backfilled with the soil cuttings from the drilling operations. The table below provides a summary
of the depth of testing and infiltration rate as an average measured from the four readings.
Groundwater
Test depth
Soil type
Infiltration rate, in/hr.
Sandy silt
approximately 4 feet BGS
3 feet BGS
and fine to
0.2
medium silty
sands.
Note: BGS = Below Ground Surface
It should be noted that saturation levels along with other factors such as siltation may affect the
infiltration rates. The actual infiltration rate may vary from the values reported here.
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Geotechnical Engineering Report
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
Irerracon
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
Borings for the proposed building encountered approximately 2 to 9 inches of topsoil and/or
aggregate base course followed by residual/ native soils consisting of soft to medium stiff sandy
silts and very loose to dense silty sands. Auger refusal was encountered from 11 to 13 feet in
borings B-1 and B-4, indicating possible bedrock.
In our opinion, the proposed buildings can be supported by a shallow, spread footing foundation
system bearing on existing fill, residual soils or engineered fill extending to residual soils. A net
allowable bearing pressure of 2,000 psf can be used in foundation design. However, there are
several geotechnical recommendations which must be performed during the construction of the
building. These include the following:
Based on our visual observation of the soil samples we believe that the onsite soils will
generally be suitable for use as engineered fill; however, further testing is recommended
prior to use.
Due to the presence of fines in conjunction with high natural moisture in the upper
materials, the site is susceptible to disturbance during construction or in wet conditions.
The subgrade should be protected by keeping it dry and preventing heavy vehicles in the
footprint of the proposed construction.
Reconditioning and recompaction of the upper surface soils should be anticipated since
these soils will deteriorate when exposed to wet weather conditions. The reconditioning
can be performed by spreading or scarifying the soils to help lower the moisture content
to optimum moisture of the material. The recompaction should be performed using fill
placed in thin lifts compacted to standard proctor test (ASTM D 698) density requirements
provided in this report.
Due to high water table and very loose soil consistency, the subgrade may not pass the
proofroll tests. Subgrade repairs using undercut and backfill or use of woven geotextile
may be necessary during the grading operations.
Geotechnical engineering recommendations for foundation systems and other earth connected
phases of the project are outlined below. The recommendations contained in this report are based
upon the results of data presented herein, engineering analyses, and our current understanding
of the proposed project.
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Geotechnical Engineering Report Irerracon
Dollar General Store - Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
4.2 Earthwork
The following paragraphs present recommendations for site preparation, excavation, subgrade
preparation and placement of engineered fills on the project. The recommendations presented
for design and construction of earth supported elements including foundations, slabs and
pavements are contingent upon following the recommendations outlined in this section.
Earthwork on the project should be observed and evaluated by Terracon. The evaluation of
earthwork should include observation and testing of engineered fill, subgrade preparation,
foundation bearing soils, and other geotechnical conditions exposed during the construction of
the project.
4.2.1 Site Preparation
We anticipate construction will be initiated by stripping vegetation, topsoil, trees, and gravel.
Stripped materials consisting of vegetation and organic materials should be wasted off site, or
used to vegetate landscaped areas or exposed slopes after completion of grading operations.
Stripping depths between our boring locations and across the site could vary considerably as
such we recommend actual stripping depths be evaluated by a representative of Terracon during
construction to aid in preventing removal of excess material.
After stripping, proofrolling should be performed with heavy rubber -tired construction equipment
such as a fully loaded tandem -axle dump truck. A geotechnical engineer or his representative
should observe proofrolling to aid in locating unstable subgrade materials. Proofrolling should be
performed after a suitable period of relatively dry weather to avoid degrading an otherwise
acceptable subgrade and to reduce the amount of undercutting / remedial work required. Unstable
materials located should be stabilized as directed by the engineer based on conditions observed
during construction. Undercut and replacement and densification in- place are typical remediation
methods.
4.2.2 Materials Types
Engineered fill should consist of approved materials, relatively free of organic material, debris and
particles larger than about 3 inches. Soils for use as engineered fill material should conform to
the following specifications:
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Geotechnical Engineering Report
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
Fill Type'
Fine Grain Soils
Granular Soils
USCS Classification
CL, ML, SC, SM
(LL<45; PI<25)
SP, SM, SC, SW
Irerracon
Acceptable Location for Placement
All locations and elevations
All locations and elevations
The on -site soils typically appear suitable for use as
On -site soils2 Varies fill. Laboratory testing during construction will be
required to confirm.
1. Controlled, compacted fill should consist of approved materials that are relatively free of organic
matter and debris. Frozen material should not be used, and fill should not be placed on a frozen
subgrade. A sample of each material type should be submitted to the geotechnical engineer for
evaluation.
2. A minimum Proctor (ASTM D698) maximum dry density of 95 pounds per cubic foot is
recommended.
4.2.3 Compaction Requirements
Recommended compaction and moisture content criteria for engineered fill materials are as
follows.
Material Type and Location', 2
Per the Standard Proctor Test (ASTM D 698)
Minimum
Compaction
Requirement (%)
Range of Moisture Contents for
Compaction
Minimum
Maximum
Acceptable soil or approved imported fill
soils:
Beneath foundations and slabs:
95
-2%
+3%
Beneath pavements:
95
-2%
+3%
12 inches directly below pavements:
98 -2%
Per the Modified Proctor Test (ASTM
95 -3%
+3%
D 1557)
+3%
Aggregate base (beneath slabs)
Aggregate base (beneath pavements)
98 -3%
+3%
1. Engineered fill materials should be placed in horizontal, loose lifts not exceeding 9 inches in thickness
and should be thoroughly compacted. Where light compaction equipment is used, as is customary
within a few feet of retaining walls and in utility trenches, the lift thickness may need to be reduced
to achieve the desired degree of compaction. Soils removed which will be used as engineered fill
should be protected to aid in preventing an increase in moisture content due to rain.
2. We recommend that engineered fill be tested for moisture content and compaction during placement.
Should the results of the in -place density tests indicate the specified moisture or compaction limits
have not been met, the area represented by the test should be reworked and retested as required
until the specified moisture and compaction requirements are achieved.
3. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction
to be achieved without pumping when proofrolled.
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Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
4.2.4 Grading and Surface Drainage
Adequate positive drainage should be provided during construction and maintained throughout
the life of the development to prevent an increase in moisture content of the foundation, pavement
and backfill materials. Surface water drainage should be controlled to prevent undermining of fill
slopes and structures during and after construction.
Gutters and downspouts that drain water a minimum of 10 feet beyond the footprint of the
proposed structures are recommended. This can be accomplished through the use of splash -
blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the
downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravity -
drains collected water. Splash -blocks should also be considered below hose bibs and water
spigots.
It is recommended that all exposed earth areas be seeded to provide protection against erosion
as soon as possible after completion. Seeded areas should be protected until the vegetation is
established. Sprinkler systems should not be installed behind or in front of walls without the
approval of the civil engineer and wall designer.
4.2.5 Earthwork Construction Considerations
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earth -moving equipment.
Upon completion of filling and grading, care should be taken to maintain the subgrade moisture
content prior to construction of floor slabs and pavements. Construction traffic over the completed
subgrade should be avoided to the extent practical. The site should also be graded to prevent
ponding of surface water on the prepared subgrades or in excavations. If the subgrade should
become frozen, desiccated, saturated, or disturbed, the affected material should be removed or
these materials should be scarified, moisture conditioned, and recompacted prior to floor slab and
pavement construction and observed by Terracon.
Surface water should not be allowed to pond on the site and soak into the soil during construction.
Construction staging should provide drainage of surface water and precipitation away from the
building and pavement areas. Any water that collects over or adjacent to construction areas
should be promptly removed, along with any softened or disturbed soils. Surface water control in
the form of sloping surfaces, drainage ditches and trenches, and sump pits and pumps will be
important to avoid ponding and associated delays due to precipitation and seepage.
All excavations should be sloped or braced as required by OSHA regulations to provide stability
and safe working conditions. Temporary excavations will probably be required during grading
operations. The grading contractor, by his contract, is usually responsible for designing and
constructing stable, temporary excavations and should shore, slope or bench the sides of the
excavations as required to maintain stability of both the excavation sides and bottom. All
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Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
excavations should comply with applicable local, state and federal safety regulations, including
the current Occupational Health and Safety Administration (OSHA) Excavation and Trench Safety
Standards.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean that Terracon is assuming any responsibility
for construction site safety or the contractor's activities; such responsibility shall neither be implied
or inferred.
4.3 Foundations
Design recommendations for shallow foundations for the proposed structure are presented in the
following paragraphs. These recommendations assumed that the foundation excavations will be
observed by the geotechnical engineer, including hand auger borings and dynamic cone
penetrometer tests. In the event that low consistency/unsuitable materials are encountered, repairs
can be employed to undercut and replace the loose materials.
In our opinion, the portion of the proposed Store building can be supported by a shallow, spread
footing foundation system bearing on existing fill, residual soils and engineered fill extending to
residual soils. Design recommendations for shallow foundations for the proposed structures are
presented in the following paragraphs.
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Geotechnical Engineering Report
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
4.3.1 Foundation Design Recommendations
Description
Net allowable bearing pressure'
Minimum dimensions
Minimum embedment below finished grade for
frost protection 2
Approximate total settlement 3
Estimated differential settlement 3
Ultimate coefficient of sliding friction
Irerracon
Column
Wall
2,000 psf
2,000 psf
24 inches
18 inches
18 inches 18 inches
Around 1 inch Around 1 inch
Around 1/4 inch between Around 3/ inch over 40
columns feet
0.35
1. The recommended net allowable bearing pressure is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft
soils, if encountered, will be undercut and replaced with engineered fill, compacted crushed stone,
or lean concrete.
2. For frost protection and to reduce the effects of seasonal moisture variations in the subgrade soils.
For perimeter footing and footings beneath unheated areas.
3. The above settlement estimates are based on empirical relationships and the information in the
Project Information section of this report. The foundation settlement will depend upon the variations
within the subsurface soil profile, the structural loading conditions, the embedment depth of the
footings, the thickness of compacted fill, and the quality of the earthwork operations.
The allowable foundation bearing pressures apply to dead loads plus design live load conditions.
The design bearing pressure may be increased by one-third when considering total loads that
include wind or seismic conditions. The weight of the foundation concrete below grade may be
neglected in dead load computations. Interior footings should bear a minimum of 12 inches below
finished grade. Finished grade is the lowest adjacent grade for perimeter footings and floor level
for interior footings.
Footings, foundations, and masonry walls should be reinforced as necessary to reduce the
potential for distress caused by differential foundation movement. The use of joints at openings
or other discontinuities in masonry walls is recommended.
Soils exposed in foundation excavations should be observed and evaluated by the geotechnical
engineer. If the soil conditions encountered differ from those presented in this report,
supplemental recommendations will be required.
4.3.2 Foundation Construction Considerations
The base of all foundation excavations should be free of water and loose soil and rock prior to
placing concrete. Concrete should be placed soon after excavating to reduce bearing soil
disturbance. Should the soils at bearing level become excessively dry, disturbed or saturated, or
frozen, the affected soil should be removed priorto placing concrete. Place a lean concrete mud -
mat over the bearing soils if the excavations must remain open over night or for an extended
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Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
period of time. It is recommended that the geotechnical engineer be retained to observe and test
the soil foundation bearing materials.
If unsuitable bearing soils are encountered in footing excavations, the excavations should be
extended deeper to suitable soils and the footings could bear directly on these soils at the lower
level or on lean concrete backfill placed in the excavations. The footings could also bear on
properly compacted backfill extending down to the suitable soils. Overexcavation for compacted
backfill placement below footings should extend laterally beyond all edges of the footings at least
8 inches per foot of overexcavation depth below footing base elevation. The overexcavation
should then be backfilled up to the footing base elevation with well -graded granular material
placed in lifts of 9 inches or less in loose thickness and compacted to at least 95 percent of the
material's maximum standard Proctor dry density (ASTM D-698). The overexcavation and backfill
procedure is described in the figure below.
Design
Footing Level 0
Recommended
Excavation Level 0 _
VV
Design
Footing Level
Recommended
Excavation Level
2/3D W 2/31)
D
LEAN
CONCRETE
COMPACTED
STRUCTURAL
FILL
Lean Concrete Backfill Overexcavation / Backfill
NOTE: Excavations in sketches shown vertical for convenience. Excavations should be sloped as necessary for safety.
4.4 Seismic Considerations
Code Used Site Classification
2015 International Building Code (IBC)D 2
1. In general accordance with the 2015 International Building Code.
2. The 2015 International Building Code (IBC) requires a site soil profile characterization extending a
depth of 100 feet for seismic site classification. The current scope requested does not include the
required 100 foot soil profile determination. Borings for the building extended to a maximum depth of
approximately 20 feet and this seismic site class definition considers that medium dense silty sand
extends below the maximum depth of the subsurface exploration. Additional exploration to deeper
depths could be performed to confirm the conditions below the current depth of exploration.
Responsive ■ Resourceful ■ Reliable 12

Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
4.5 Floor Slab
4.5.1 Floor Slab Design Recommendations
DESCRIPTION VALUE
Interior floor system Slab -on -grade concrete.
Minimum 12 inches of approved on -site or imported soils placed
Floor slab support and compacted in accordance with Earthwork section of this
report.
Subbase 4-inch compacted layer of free draining, granular subbase
material.
1. Floor slabs should be structurally independent of any building footings or walls to reduce possible
floor slab cracking caused by differential movements between the slab and foundation. Narrower,
turned -down slab -on -grade foundations may be utilized at the approval of the structural engineer.
The slabs should be appropriately reinforced to support the proposed loads.
2. We recommend subgrades be maintained at the proper moisture condition until floor slabs and
pavements are constructed. If the subgrade should become desiccated prior to construction of floor
slabs and pavements, the affected material should be removed or the materials scarified,
moistened, and recompacted. Upon completion of grading operations in the building areas, care
should be taken to maintain the recommended subgrade moisture content and density prior to
construction of the building floor slabs.
3. The floor slab design should include a capillary break, comprised of free -draining, compacted,
granular material, at least 4 inches thick.
A subgrade prepared and tested as recommended in this report should provide adequate support
for lightly loaded floor slabs.
Where appropriate, saw -cut control joints should be placed in the slab to help control the location
and extent of cracking. For additional recommendations refer to the ACI Design Manual. Joints
or any cracks in pavement areas that develop should be sealed with a water -proof, non -extruding
compressible compound specifically recommended for heavy duty concrete pavement and wet
environments.
The use of a vapor retarder or barrier should be considered beneath concrete slabs on grade that
will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when
the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor
retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures
and cautions regarding the use and placement of a vapor retarder/barrier.
4.5.2 Floor Slab Construction Considerations
Site grading is generally accomplished early in the construction phase. However, as construction
proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation,
Responsive ■ Resourceful ■ Reliable 13

Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
rainfall, etc. As a result, the floor slab subgrade may not be suitable for placement of base rock and
concrete and corrective action may be required.
We recommend the area underlying the floor slab be rough graded and then thoroughly proofrolled
with a loaded tandem axle dump truck prior to final grading and placement of base rock. Particular
attention should be paid to high traffic areas that were rutted and disturbed earlier and to areas
where backfilled trenches are located. Areas where unsuitable conditions are located should be
repaired by removing and replacing the affected material with properly compacted fill. All floor slab
subgrade areas should be moisture conditioned and properly compacted to the recommendations
in this report immediately prior to placement of the base rock and concrete.
4.6 Pavements
4.6.1 Subgrade Preparation
Mass grading is accomplished relatively early in the construction phase and fills are placed and
compacted in a uniform manner. However, as construction proceeds, excavations are made into
these areas, rainfall and surface water saturates some areas, heavy traffic from concrete trucks
and other delivery vehicles disturbs the subgrade and many surface irregularities are filled in with
loose soils, or compacted crushed stone, to temporarily improve subgrade conditions. As a result,
the pavement subgrades, initially prepared early in the project, should be carefully evaluated as
the time for pavement construction approaches.
We recommend increasing the natural moisture content of these soils and re -compacting as
discussed in this report. We recommend the moisture content and density of the top 12 inches of
the subgrade be evaluated and the pavement subgrades be proofrolled within two days prior to
commencement of actual paving operations. Areas not in compliance with the required ranges of
moisture or density should be moisture conditioned and recompacted. Particular attention should
be paid to high traffic areas that were rutted and disturbed earlier and to areas where backfilled
trenches are located. Areas where unsuitable conditions are located should be repaired by
removing and replacing the materials with properly compacted fills. If a significant precipitation
event occurs after the evaluation or if the surface becomes disturbed, the subgrade should be
reviewed by qualified personnel immediately prior to paving. The subgrade should be in its finished
form at the time of the final review.
After proofrolling and repairing subgrade deficiencies, the entire subgrade should be scarified and
developed as recommended in Section 4.2 of the Earthwork section this report to provide a
uniform subgrade for pavement construction. Areas that appear severely desiccated following site
stripping may require further undercutting and moisture conditioning. If a significant precipitation
event occurs after the evaluation or if the surface becomes disturbed, the subgrade should be
reviewed by qualified personnel immediately prior to paving. The subgrade should be in its finished
form at the time of the final review.
Responsive ■ Resourceful ■ Reliable 14

Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
4.6.2 Pavement Design Considerations
Traffic patterns and anticipated loading conditions were not available at the time that this report was
prepared. However, we anticipate that traffic loads will be produced primarily by automobile traffic
and occasional delivery and trash removal trucks. The thickness of pavements subjected to heavy
truck traffic should be determined using expected traffic volumes, vehicle types, and vehicle loads
and should be in accordance with local, city or county ordinances.
Pavement thickness can be determined using AASHTO, Asphalt Institute and/or other methods if
specific wheel loads, axle configurations, frequencies, and desired pavement life are provided.
Terracon can provide thickness recommendations for pavements subjected to loads other than
personal vehicle and occasional delivery and trash removal truck traffic if this information is
provided.
Pavement performance is affected by its surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the design and
layout of pavements:
Final grade adjacent to parking lots and drives should slope down from pavement edges at a
minimum 2%;
The subgrade and the pavement surface should have a minimum '/4 inch per foot slope to
promote proper surface drainage;
Crowning of the pavement subgrade should be performed to divert water from entering into the
graded aggregate base materials;
Install pavement drainage surrounding areas anticipated for frequent wetting (e.g., garden
centers, wash racks);
Install joint sealant and seal cracks immediately;
Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to
subgrade soils;
Place compacted, low permeability backfill against the exterior side of curb and gutter; and
Place curb, gutter and/or sidewalk directly on low permeability subgrade soils rather than on
unbound granular base course materials.
4.6.3 Estimates of Minimum Pavement Thickness
A quantitative pavement design was beyond the scope of our work. However, based on our past
experience we offer the following pavement sections for your consideration.
Responsive ■ Resourceful ■ Reliable 15

Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
Typical Pavement Section Thickness (inches)
Asphalt
Asphalt
Graded
Portland
Concrete
Concrete
Aggregate
Total
Traffic Area Alternative
Cement
Surface
Binder
Concrete
Base
Thickness
Course
Course
(GAB)
Light Duty PCC --
--
5
4
9
(Car Parking) AC 2
--
6
8
Heavy Duty PCC -- -- 7 4 11
(Truck/ Bus
Parking and
Driveways) AC 1 1/41 3/4 -- 8 11
Trash Container
Pad and Delivery PCC -- -- 6'/2 4 10'/2
Pad 2
1. 4,000 psi at 28 days with proper entrained air. PCC pavements are recommended for trash
container pads and in any other areas subjected to heavy wheel loads and/or turning traffic.
2. The trash container pad should be large enough to support the container and the tipping axle of
the collection truck.
The graded aggregate base should be compacted to a minimum of 98 percent of the material's
modified Proctor (ASTM D-1557, Method C) maximum dry density. Where base course thickness
exceeds 6 inches, the material should be placed and compacted in two or more lifts of equal
thickness.
The listed pavement component thicknesses should be used as a guide for pavement systems at
the site for the traffic classifications stated herein. These recommendations assume a 20-year
pavement design life. If pavement frequencies or loads will be different than that specified
Terracon should be contacted and allowed to review these pavement sections.
Asphaltic concrete aggregates and base course materials should conform to the North Carolina
Department of Transportation (NCDOT) "Standard Specifications for Roads and Structures",
Sections for Aggregate Base Course material, Hot Mix Asphalt Base Course, and Surface Course.
We recommend a Portland cement concrete (PCC) pavement be utilized in entrance and exit
sections, dumpster pads, loading dock areas, or other areas where extensive wheel maneuvering
are expected. The dumpster pad should be large enough to support the wheels of the truck which
will bear the load of the dumpster. We recommend a minimum of 6'/2 inches of PCC underlain by
4 inches of GAB. Although not required for structural support, the base course layer is
recommended to help reduce potentials for slab curl, shrinkage cracking, and subgrade "pumping"
through joints. Proper joint spacing will also be required to prevent excessive slab curling and
shrinkage cracking. All joints should be sealed to prevent entry of foreign material and dowelled
where necessary for load transfer.
Responsive ■ Resourceful ■ Reliable 16

Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
Portland cement concrete should be designed with proper air -entrainment and have a minimum
compressive strength of 4,000 psi after 28 days of laboratory curing. Adequate reinforcement and
number of longitudinal and transverse control joints should be placed in the rigid pavement in
accordance with ACI requirements. The joints should be sealed as soon as possible (in
accordance with sealant manufacturer's instructions and ACI requirements) to minimize infiltration
of water into the soil.
4.6.4 Pavement Drainage
Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond on
or adjacent to the pavements could saturate the subgrade and contribute to premature pavement
deterioration. In addition, the pavement subgrade should be graded to provide positive drainage
within the granular base section.
We recommend drainage be included at the bottom of the GAB layer at the storm structures to
aid in removing water that may enter this layer. Drainage could consist of small diameter weep
holes drilled around the perimeter of the storm structures. The weepholes should be near the
elevation of the GAB and soil interface. The excavation should be covered with No. 57 stone
which is encompassed in Mirafi 140 NIL or approve equivalent which will aid in reducing fines from
entering the storm system.
4.6.5 Pavement Maintenance
The pavement sections provided in this report represent minimum recommended thicknesses and,
as such, periodic maintenance should be anticipated. Therefore, preventive maintenance should
be planned and provided for through an on -going pavement management program. Preventive
maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the
pavement investment. Preventive maintenance consists of both localized maintenance (e.g., crack
and joint sealing and patching, etc.) and global maintenance (e.g., surface sealing, etc.). Preventive
maintenance is usually the first priority when implementing a planned pavement maintenance
program and provides the highest return on investment for pavements. Prior to implementing any
maintenance, additional engineering observation is recommended to determine the type and extent
of preventive maintenance. Even with periodic maintenance, some movements and related
cracking may still occur and repairs may be required.
Responsive ■ Resourceful ■ Reliable 17

Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 ■ Terracon Project No. 86195030
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments can
be made regarding interpretation and implementation of our geotechnical recommendations in the
design and specifications. Terracon also should be retained to provide observation and testing
services during grading, excavation, foundation construction and other earth -related construction
phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in this
report. This report does not reflect variations that may occur between borings, across the site, or
due to the modifying effects of construction or weather. The nature and extent of such variations
may not become evident until during or after construction. If variations appear, we should be
immediately notified so that further evaluation and supplemental recommendations can be
provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria, etc.) assessment of the site or identification
or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about
the potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
Responsive ■ Resourceful ■ Reliable 18

APPENDIX A
FIELD EXPLORATION

f V
.� Oeer i�un-R
a
t. 1
ry O R. N m
�° D� • JJl r /
as k 02078Google?oogle Earth

LEGEND: NOTES:
APPROX. LOCATION 1. THE EXPLORATION POINTS WERE SELECTED
SPT BORING
( ) AND LOCATED IN THE FIELD BY A TERRACON
INFILTRATION TEST (APPROX. LOCATION) ENGINEER USING GPS COORDINATES OBTAINED
DIAGRAM IS FOR GENERAL LOCATION
ONLY, AND IS NOT INTENDED FOR
CONSTRUCTION PURPOSES
USING OVERLAY OF SITE PLAN ON GOOGLE
EARTH TIV .
-"�* r1'2.THE BORING LOCATION PLAN WAS PREPARED
: f
BASED ON PROPOSED DEVELOPMENT LOCATION
f' -"'�1" -�; j•` _'" f AND LAY -OUT PROVIDED BY THE BROADWAY
__ f GROUP, LLC.
lt;
6.•+ ,'ill r /
s s, lip
fIP05fD BUILDING, I. i I.�r', ,
a r rr
1. k F`.f .E. 4.r
I` f r1 r•' r+''
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�B-6 B-7
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- ' --- - 4 i i r �4,,,• {1'S' .. _ ._.- - R��-.. _ ..-.. ... � i..�. , s if ii � �� r 1I` I'I
•fit.- ,�i` �{ ~J — _ _ __— yL' .ry.� �'- 1 j �r � � 'i��
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U.S...HIGHWAY 54 J �,
Project Manager:
Project No.
BORING LOCATION PLAN
Exhibit
ND
86195030
Irerracon
Drawn by:
Scale:
MM
N.T.S.
Proposed Dollar General Store
Checked by:
File Name:
Consulting Engineers & Scientists
/�
ND
Highway 64 & Cherrywood Drive
/�'� —2
Approved by:
Date:
72 Pointe Circle Greenville, south Carolina 29615
Highlands, North Carolina
Ni4/9/2019
PH. [phone] FAX. [phone]

Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
Field Exploration Description
The subsurface exploration consisted of drilling and sampling nine (9) SPT borings (B-1 through
B-9) at the site to depths of 10 to 20 feet below existing site grades and two (2) infiltration tests
for the proposed detention pond. All borings were located in the field by a Terracon engineer
based on the proposed structure location provided by the Broadway Group. The borings were laid
out in the field using GPS coordinates obtained by overlaying the site map on Google Earth TM.
The handheld GPS unit has an accuracy of +/- 30 feet on clear days. The boring depths were
measured from the existing ground surface at the time of our field activities. The locations of the
borings should be considered accurate only to the degree implied by the means and methods
used to define them. Ground surface elevations were not available at the time of this report.
Therefore, none are shown on the appended boring logs.
The borings were drilled with a track -mounted rotary drill rig using hollow stem augers to advance
the boreholes. Representative soil samples were obtained by the split -barrel sampling procedure.
In the split -barrel sampling procedure, the number of blows required to advance a standard 2-inch
O.D. split -barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a
140-pound hammer with a free fall of 30 inches, is the standard penetration resistance value (N).
These values are indicted on the borings logs at the depths of occurrence. This value is used to
estimate the in -situ relative density of cohesionless soils and the consistency of cohesive soils.
The sampling depths and penetration distance, plus the standard penetration resistance values,
are shown on the boring logs. The samples were sealed and taken to the laboratory for testing
and classification.
Field logs of each boring were prepared by the drill crew. These logs included visual
classifications of the materials encountered during drilling as well as the driller's interpretation of
the subsurface conditions between samples. Final boring logs included with this report represent
an interpretation of the field logs and include modifications based on laboratory observation and
tests of the samples.
The samples were classified in the laboratory based on visual observation, texture and plasticity.
The descriptions of the soils indicated on the boring logs are in general accordance with the
enclosed General Notes and the Unified Soil Classification System. Estimated group symbols
according to the Unified Soil Classification System are given on the boring logs. A brief
description of this classification system is attached to this report.
Responsive ■ Resourceful ■ Reliable
Exhibit A-3

Geotechnical Engineering Report Irerracon
Dollar General Store — Highlands Highlands, NC
April 10, 2019 Terracon Project No. 86195030
Laboratory Testing
As part of the testing program, all samples were examined in the laboratory by experienced
personnel and classified in accordance with the attached General Notes and the Unified Soil
Classification System based on the texture and plasticity of the soils. The group symbol for the
Unified Soil Classification System is shown in the appropriate column on the boring logs and a
brief description of the classification system is included with this report in the Appendix.
At that time, the field descriptions were confirmed or modified as necessary and an applicable
laboratory testing program was formulated to determine engineering properties of the subsurface
materials.
Laboratory tests were conducted on selected soil samples and the test results are presented in
the boring records. The laboratory test results were used for the geotechnical engineering
analyses, and the development of foundation and earthwork recommendations. Laboratory tests
were performed in general accordance with the applicable ASTM, local or other accepted
standards.
Selected soil samples obtained from the site were tested for the following engineering properties:
In -situ Water Content
Responsive ■ Resourceful ■ Reliable
Exhibit A-3

BORING LOG NO. B-1
Page 1 of 1
PROJECT: Proposed Dollar General Store
CLIENT: The Broadway Group, LLC
Huntsville, AL
SITE: Highway 64 & Cherrywood Drive
Highlands, NC
c7
LOCATION See Exhibit A-2
w O
WW
.-.
OLatitude:
35.08714' Longitude:-83.17502'
L Q
~
W
a
w Z
ILiL
w�
J
�U)
2
QF
W
U
DEPTH
O
TOPSOIL, 4 inches
RESIDUAL -SILTY SAND (SMI, with mica and roots, fine to medium grained, red brown and
white, very loose
1-1-2
N=3
SS-1
31
with mica, fine to medium grained, gray brown and white, very loose
1-1-2
SS-2
35
N=3
5
with mica, fine to medium grained, brown and red orange, loose
1-2-2
SS-3
N=4
with mica and rock fragments, fine to coarse grained, gray brown and red orange, dense
4-4-37
SS-4
N=41
1*1
10
11.0
Auger Refusal at 11 Feet
Stratification lines are appro)dmate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field procedures
Notes:
2 1/4" Hollow Stem Auger
See Appendix B for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-21-2019
Boring Completed: 03-21-2019
While drilling
Drill Rig: Geoprobe 7822 DT
Driller: B. Burnette
72 Pointe Cir
Greenville, SC
Project No.: 86195030
Exhibit: A4

BORING LOG NO. B-2
Page 1 of 1
PROJECT: Proposed Dollar General Store
CLIENT: The Broadway Group, LLC
Huntsville, AL
SITE: Highway 64 & Cherrywood Drive
Highlands, NC
c7
LOCATION See Exhibit A-2
w O
wa
.-.
OLatitude:
35.08739' Longitude:-83.17474'
L Q
~
W
a
w Z
ILiL
w�
J
�U)
2
QF
U
DEPTH
O
TOPSOIL, 3 inches
FILL - SILTY SAND (SM), with roots, fine to medium grained, red brown
1-2-3
SS-1
N=5
3.0
RESIDUAL -SILTY SAND (SMI, highly micaceous, fine grained, red brown with white, loose
3-2-3
SS-2
N=5
5
highly micaceous, fine to medium grained, red brown and white, loose
2-2-2
SS-3
N=4
X3-3-3
SS-4
N=6
10-
with mica, fine to medium grained, red orange and brown, medium dense
12-10-15
SS-5
N=25
15
with mica, fine to medium grained, red orange and gray brown, dense
X
3-16-15
SS-6
'
N=31
:
20.0
20
Boring Terminated at 20 Feet
Stratification lines are appro)dmate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field procedures
Notes:
2 1/4" Hollow Stem Auger
See Appendix B for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-21-2019
Boring Completed: 03-21-2019
While drilling
Drill Rig: Geoprobe 7822 DT
Driller: B. Burnette
72 Pointe Cir
Greenville, SC
Project No.: 86195030
Exhibit: A-5

BORING LOG NO. B-3
Page 1 of 1
PROJECT: Proposed Dollar General Store
CLIENT: The Broadway Group, LLC
Huntsville, AL
SITE: Highway 64 & Cherrywood Drive
Highlands, NC
c7
LOCATION See Exhibit A-2
w O
wa
.-.
OLatitude:
35.08727' Longitude:-83.17458'
L Q
~
W
a
w Z
ILiL
w�
J
�U)
2
QF
U
DEPTH
O
TOPSOIL, 4 inches
FILL - SILTY SAND (SM), with clay and roots, fine to medium grained, red orange and brown
1-2-2
SS-1
N=4
3.0
_V7
RESIDUAL -SILTY SAND (SMI, highly micaceous, fine grained, gray brown with white, loose
2-3-3
SS-2
N=6
5
highly micaceous, fine to medium grained, brown and white, loose
1-2-3
SS-3
N=5
highly micaceous, fine to medium grained, red brown and white, loose
X
3-4-3
SS-4
N=7
10—
with mica, fine to medium grained, red orange and brown, medium dense
6-8-10
SS-5
N=18
15
with mica, fine to medium grained, red orange and gray brown, medium dense
6-12-14
SS-6
N=26
20.0
20
Boring Terminated at 20 Feet
Stratification lines are appro)dmate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field procedures
Notes:
2 1/4" Hollow Stem Auger
See Appendix B for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-21-2019
Boring Completed: 03-21-2019
While drilling
Drill Rig: Geoprobe 7822 DT
Driller: B. Burnette
72 Pointe Cir
Greenville, SC
Project No.: 86195030
Exhibit: A-6

BORING LOG NO. B-4
Page 1 of 1
PROJECT: Proposed Dollar General Store
CLIENT: The Broadway Group, LLC
Huntsville, AL
SITE: Highway 64 & Cherrywood Drive
Highlands, NC
c7
LOCATION See Exhibit A-2
w O
WW
.-.
OLatitude:
35.08702' Longitude:-83.17486'
L Q
~
W
a
w Z
ILiL
w�
J
�U)
2
QF
W
U
DEPTH
O
TOPSOIL, 4 inches
RESIDUAL -SILTY SAND (SMI, with roots, some mica, fine to medium grained, red brown,
loose
1-2-2
N=4
SS-1
36
highly micaceous, fine to medium grained, gray brown and white, very loose
_�7
1-2-1
SS-2
34
N=3
5
with mica, fine to medium grained, gray brown and white, very loose
1-1-2
SS-3
N=3
some mica and rock fragments, fine to coarse grained, red orange and brown, medium dense
2-4-8
SS-4
N=12
10
13.0
Auger Refusal at 13 Feet
Stratification lines are appro)dmate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field procedures
Notes:
2 1/4" Hollow Stem Auger
See Appendix B for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-21-2019
Boring Completed: 03-21-2019
While drilling
Drill Rig: Geoprobe 7822 DT
Driller: B. Burnette
72 Pointe Cir
Greenville, SC
Project No.: 86195030
Exhibit: A-7

BORING LOG NO. B-5
Page 1 of 1
PROJECT: Proposed Dollar General Store
CLIENT: The Broadway Group, LLC
Huntsville, AL
SITE: Highway 64 & Cherrywood Drive
Highlands, NC
c7
LOCATION See Exhibit A-2
w O
wa
.-.
OLatitude:
35.08721 ° Longitude:-83.17477'
L Q
~
W
a
w Z
ILiL
w�
J
�U)
2
�
QF
�Z
Qm
Q
LU
O
O
DEPTH
•
0.4 TOPSOIL, 5 inches
RESIDUAL -SILTY SAND (SMI, fine to coarse grained, red brown, loose
2-4-5
SS-1
21
N=9
with mica, fine to medium grained, red brown and white, loose
2-2-3
SS-2
26
N=5
5
with mica, fine to medium grained, red orange and brown, loose
2-3-3
SS-3
N=6
with mica and trace clay, fine to medium grained, red orange and gray brown, very loose
X
2-1-2
SS-4
.
V.:
N=3
10
with mica, fine to medium grained, red orange and white, medium dense
3-4-8
SS-5
N=12
15
some mica, fine to medium grained, red orange and white, medium dense
6-5-7
SS-6
N=12
.' •:
20.0
20
Boring Terminated at 20 Feet
Stratification lines are appro)dmate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field procedures
Notes:
2 1/4" Hollow Stem Auger
See Appendix B for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-21-2019
Boring Completed: 03-21-2019
While drilling
Drill Rig: Geoprobe 7822 DT
Driller: B. Burnette
72 Pointe Cir
Greenville, SC
Project No.: 86195030
Exhibit: A-8

BORING LOG NO. B-6
Page 1 of 1
PROJECT: Proposed Dollar General Store
CLIENT: The Broadway Group, LLC
Huntsville, AL
SITE: Highway 64 & Cherrywood Drive
Highlands, NC
c7
LOCATION See Exhibit A-2
w O
WW
.-.
OLatitude:
35.08698' Longitude:-83.17466'
L Q
~
W
a
w Z
ILiL
w�
J
�U)
2
QF
�ZO
LU
Qm
Q
LLI a.
W
U
DEPTH
O
TOPSOIL, 2 inches
RESIDUAL -SILTY SAND (SMI, fine to medium grained, light orange brown and white, very
loose
1-1-1
SS-1
32
N=2
WOH-1-WOH
SS-2
41
N=1
5
trace mica, fine to medium grained, light orange and white, very loose
WOH-1-WOH
SS-3
N=1
with mica, fine grained, red brown, loose
1-2-3
N=5
SS-4
10.0
10
Boring Terminated at 10 Feet
Stratification lines are appro)dmate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field procedures
Notes:
2 1/4" Hollow Stem Auger
See Appendix B for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-21-2019
Boring Completed: 03-21-2019
While drilling
Drill Rig: Geoprobe 7822 DT
Driller: B. Burnette
72 Pointe Cir
Greenville, SC
Project No.: 86195030
Exhibit: A-9

BORING LOG NO. B-7
Page 1 of 1
PROJECT: Proposed Dollar General Store
CLIENT: The Broadway Group, LLC
Huntsville, AL
SITE: Highway 64 & Cherrywood Drive
Highlands, NC
c7
LOCATION See Exhibit A-2
w O
WW
.-.
OLatitude:
35.08711 ° Longitude:-83.17451 °
L Q
~
W
a
w z
ILiL
w�
J
�U)
2
QF
W
U
DEPTH
O
TOPSOIL, 1 inch
0.8
AGGREGATE BASE COURSE, 8 inches
FILL - SILTY SAND (SM), fine to coarse grained, brown
2-3-4
02.0
N=7
SS-1
RESIDUAL -SILTY SAND (SM), with mica, some rock fragments, fine to coarse grained, red
3.0 orange and brown, loose
NO RECOVERY. Rock obstruction in spoon.
X
WOH-1-2
SS-2
N=3
5
17
5.5
SILTY SAND (SM), highly micaceous, fine grained, red brown, loose
2-2-3
SS-3
N=5
1-2-3
SS-4
N=5
10.0
10
Boring Terminated at 10 Feet
Stratification lines are appropmate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field procedures
Notes:
2 1/4" Hollow Stem Auger
See Appendix B for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
72 Pointe Cir
Boring Started: 03-21-2019
Boring Completed: 03-21-2019
While drilling
Drill Rig: Geoprobe 7822 DT
Driller: B. Burnette
At completion of drilling
Greenville, SC
Project No.: 86195030
Exhibit: A-10

BORING LOG NO. B-8
Page 1 of 1
PROJECT: Proposed Dollar General Store
CLIENT: The Broadway Group, LLC
Huntsville, AL
SITE: Highway 64 & Cherrywood Drive
Highlands, NC
c7
LOCATION See Exhibit A-2
w O
WW
.-.
OLatitude:
35.08737' Longitude:-83.1744'
L Q
~
W
a
w Z
ILiL
w�
J
�U)
2
QF
�ZO
LU
Qm
Q
LLI a.
W
U
DEPTH
O
TOPSOIL, 3 inches
RESIDUAL -SILTY SAND (SMI, with mica and organics/buried trees, fine grained, dark red
brown, medium dense
WOH-2-8
SS-1
N=10
highly micaceous, rock fragments, fine to medium grained, red brown, loose
1-2-2
SS-2
N=4
5
highly micaceous, fine grained, red brown, loose
1-2-3
SS-3
N=5
highly micaceous, fine to medium grained, red brown and white, loose
4-4-5
N=9
SS-4
�'•
10.0
10
Boring Terminated at 10 Feet
Stratification lines are appro)dmate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field procedures
Notes:
2 1/4" Hollow Stem Auger
See Appendix B for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-21-2019
Boring Completed: 03-21-2019
While drilling
Drill Rig: Geoprobe 7822 DT
Driller: B. Burnette
72 Pointe Cir
Greenville, SC
Project No.: 86195030
Exhibit: A-11

BORING LOG NO. B-9
Page 1 of 1
PROJECT: Proposed Dollar General Store
CLIENT: The Broadway Group, LLC
Huntsville, AL
SITE: Highway 64 & Cherrywood Drive
Highlands, NC
c7
LOCATION See Exhibit A-2
w O
WW
.-.
OLatitude:
35.087' Longitude:-83.1744'
L Q
~
W
a
w Z
ILiL
w�
J
�U)
2
QF
W
U
DEPTH
O
0.5 AGGREGATE BASE COURSE, 6 inches
9-2-2-1
SS-1
RESIDUAL -SANDY ELASTIC SILT (MH), with organics, red brown and black, soft to
.11
medium stiff
N=4
1-4-6-3
SS-2
3.5
N=10
SILTY SAND (SM), with clay and rock fragments, fine to coarse grained, red brown and gray,
very loose
5
3-2-1-WOH
SS-3
N=3
with rock fragments, fine to coarse grained, red brown, very loose
WOH-1-2-3
SS-4
with rock fragments, some mica, fine to coarse grained, red brown, very loose to loose
N=3
4-3-4-4
SS-5
highly micaceous, fine grained, red brown and white, loose
N=7
�.10.0
10
Boring Terminated at 10 Feet
Stratification lines are appropmate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field procedures
Notes:
2 1/4" Hollow Stem Auger
See Appendix B for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
72 Pointe Cir
Boring Started: 03-21-2019
Boring Completed: 03-21-2019
While drilling
Drill Rig: Geoprobe 7822 DT
Driller: B. Burnette
At completion of drilling
Greenville, SC
Project No.: 86195030
Exhibit: A-12

/_1„=1kiIQkVq �
SUPPORTING DOCUMENTS

GENERAL NOTES
DESCRIPTION OF SYMBOLS AND ABBREVIATIONSM P
DESCRIPTIVE SOIL CLASSIFICATION
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined
on the basis of their in -place relative density and fine-grained soils on the basis of their consistency.
LOCATION AND ELEVATION NOTES
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descriptive Term(s) Percent of Major Component Particle Size
of other constituents Dry Weight of Sample
Trace < 15 Boulders Over 12 in. (300 mm)
With 15 - 29 Cobbles 12 in. to 3 in. (300mm to 75mm)
Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm)
Sand #4 to #200 sieve (4.75mm to 0.075mm
Silt or Clay Passing #200 sieve (0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Term(s) Percent of Term Plasticity Index
of other constituents Dry Weight
Non -plastic 0
Trace < 5 Low 1 - 10
With 5-12 Medium 11 -30
Modifier > 12 High > 30
Irerracon Exhibit B-1
Water Initially
(HP) Hand Penetrometer
Encountered
Auger Split Spoon
Water Level After a
� Specified Period of Time
(T) Torvane
Ue
Z
�
a
�
N
Shelby Tube Macro Core
�
Ring Sampler Rock Core
J
W
W
�
�
W
Q
?�
� Water Level After
a Specified Period of Time
Water levels indicated on the soil boring
logs are the levels measured in the
borehole at the times indicated.
Groundwater level variations will occur
over time. In low permeability soils,
N
H
CO
W
�
�
J
W
�
(b/f) Standard Penetration
Test (blows per foot)
(PID) Photo -Ionization Detector
OVA Organic Vapor Analyzer
(OVA) Yz
accurate determination of groundwater
e �
levels is not possible with short term
water level observations.
Grab Sample No Recovery
RELATIVE DENSITY OF COARSE -GRAINED SOILS
CONSISTENCY OF FINE-GRAINED SOILS
(More than 50% retained on No. 200 sieve.)
(50% or more passing the No. 200 sieve.)
Density determined by Standard Penetration Resistance
Consistency determined by laboratory shear strength testing, field
Includes gravels, sands and silts.
visual -manual procedures or standard penetration resistance
�
Descriptive Term
Standard Penetration or
Ring Sampler
Descriptive Term
Unconfined Compressive
Standard Penetration or
Ring Sampler
�
(Density)
N-Value
Blows/Ft.
(Consistency)
Strength, Qu, tsf
N-Value
Blows/Ft.
�
Blows/Ft.
Blows/Ft.
W
F—
Very Loose
0-3
0-6
Very Soft
less than 0.25
0-1
< 3
2
Loose
7 - 18
Soft
2-4
~
4-9
0.25 to 0.50

UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol
Group Namea
Coarse Grained Soils:
More than 50%
Gravels:
More than 50% of
coarse
fraction retained on
No. 4 sieve
Clean Gravels:
Less than 5% fines c
Cu >_ 4 and 1 < Cc < 3 E
GW
Well -graded gravel F
Cu < 4 and/or 1 > Cc > 3 E
GP
Poorly graded gravel F
Gravels with Fines:
More than 12% fines c
Fines classify as ML or MH
GM
F,G, H
Silty g ravel
Fines classify as CL or CH
GC
Clayey gravel F,G,H
retained
on No. 200 sieve
Sands:
50% or more of coarse
fraction passes
No. 4 sieve
Clean Sands:
Less than 5% fines °
Cu >_ 6 and 1 < Cc < 3 E
SW
Well -graded sand'
Cu < 6 and/or 1 > Cc > 3 E
SP
Poorly graded sand'
Sands with Fines:
More than 12% fines °
Fines classify as ML or MH
SM
Silty sand G•"•'
Fines Classify as CL or CH
SC
Clayey sand G•"•'
Fine -Grained Soils:
50% the
Silts and Clays:
Liquid limit less than 50
Inorganic:
PI > 7 and plots on or above "A" line
CL
Lean clayK,L,M
PI < 4 or plots below "A" line J
ML
Silt K,L,M
Organic:
Liquid limit - oven dried
<0.75
OL
Organic clay K,L,M,N
Liquid limit - not dried
KLMO
Organic silt
or more passes
No. 200 sieve
Silts and Clays:
Liquid limit 50 or more
Inorganic:
PI plots on or above "A" line
CH
Fat clayK,L,M
PI plots below "A" line
MH
Elastic Silt K,L,M
Organic:
Liquid limit - oven dried
< 0.75
OH
Organic clayK,L,M,P
Liquid limit - not dried
Organic silt K,L,M,Q
Highly organic soils:
Primarily organic matter, dark in color, and organic odor
PT
Peat
A Based on the material passing the 3-in. (75-mm) sieve
e If field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both" to group name.
G Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded
gravel with silt, GW-GC well -graded gravel with clay, GP -GM poorly
graded gravel with silt, GP -GC poorly graded gravel with clay.
Sands with 5 to 12% fines require dual symbols: SW-SM well -graded
sand with silt, SW -SC well -graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
E Cu = D60010 Cc = (D3o )z
Di. x D60
F If soil contains >_ 15% sand, add "with sand" to group name.
G If fines classify as CL-ML, use dual symbol GC -GM, or SC-SM.
60
50
a
W 40
Z
30
U
20
a
10
7
4
0
" If fines are organic, add "with organic fines" to group name.
' If soil contains >_ 15% gravel, add "with gravel' to group name.
If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add "with sand" or "with
gravel," whichever is predominant.
L If soil contains >_ 30% plus No. 200 predominantly sand, add "sandy'
to group name.
M If soil contains >_ 30% plus No. 200, predominantly gravel, add
"gravelly" to group name.
" PI >_ 4 and plots on or above "A" line.
° PI < 4 or plots below "A" line.
P PI plots on or above "A" line.
c PI plots below "A" line.
For classification of fine-grained
'
soils and fine-grained fraction
of coarse -grained soils
Equation of "A" - line
Horizontal at PI=4 to LL=25.5.
then PI=0.73 (LL-20)
'
0�
Equation of "U" - line
ot
Vertical at LL=16 to PI=7,
G
then PI=0.9 (LL-8)
Al`
0-1
'
_o�
CI
,%
MH or
OH
CL - ML ML or OIL
0 10 16 20 30 40 50 60 70
LIQUID LIMIT (LL)
80 90 100 110
Irerracon
Exhibit B-2