SW3240202_Soils/Geotechnical Report_20240212

lierracon
GeoReport®
Geotechnical Engineering Report
(Revision 1 )
Honbarger Tract
Salisbury, North Carolina
January 27, 2023
Terracon Project No. 71225131
Prepared for:
RP Salisbury Partners , LLC
Atlanta, Georgia
Prepared by:
Terracon Consultants, Inc.
Charlotte, North Carolina
Environmental Facilities Geotechnical Materials

January 27, 2023 lrerracon
RP Salisbury Partners , LLC GeoReport
do Rooker
445 Bishop St NW
Atlanta, Georgia 30318
Attn: Mr. Cason Bufe
P: [phone]
E: [e-mail]
Re: Geotechnical Engineering Report (Revision 1)
Honbarger Tract
Lane Parkway
Salisbury, North Carolina
Terracon Project No. 71225131
Dear Mr. Bufe:
We have completed the Geotechnical Engineering services for the above referenced project. This
study was performed in general accordance with Terracon Proposal No. P71225131r1 dated
August 9 , 2022 and Terracon Change Order dated November 11, 2022. This report presents the
findings of the subsurface exploration and provides geotechnical recommendations concerning
earthwork and the design and construction of foundations, floor slabs, and pavements for the
proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this ep91 i iay be of further service, please contact us.
Si ncere�g�-�
Terr s : gfc0,Inc.
030827 =
.• 1/27/2023 in.
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E
JanetteM. r'o'er, P`E. Christopher R. Briggs, P.E.
Senior Engineer Geotechnical Department Manager
Terracon Consultants, Inc. 2701 Westport Road Charlotte, North Carolina 28208
NC License No. F-0869 P [phone] F [phone] terracon.com
Environmental • Facilities • Geotechnical • Materials

REPORT TOPICS
INTRODUCTION 1
SITE CONDITIONS 1
PROJECT DESCRIPTION 2
GEOTECHNICAL CHARACTERIZATION 3
GEOTECHNICAL OVERVIEW 5
EARTHWORK 6
SHALLOW FOUNDATIONS 15
SEISMIC CONSIDERATIONS 17
FLOOR SLABS 17
LATERAL EARTH PRESSURES 18
PAVEMENTS 21
STORMWATER MANAGEMENT 25
GENERAL COMMENTS 26
FIGURES 27
ATTACHMENTS
EXPLORATION AND TESTING PROCEDURES
SITE LOCATION AND EXPLORATION PLANS
EXPLORATION RESULTS
SUPPORTING INFORMATION
Note: Refer to each individual Attachment for a listing of contents.
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Geotechnical Engineering Report
Honbarger Tract
Lane Parkway
Salisbury, North Carolina
Terracon Project No. 71225131
January 27, 2023
INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering
services performed for the proposed distribution facilities to be located at Lane Parkway in
Salisbury, North Carolina. The purpose of these services is to provide information and
geotechnical engineering recommendations relative to:
Subsurface soil conditions Foundation design and construction
Groundwater conditions Floor slab design and construction
Site preparation and earthwork Seismic site classification per NCSBC
Excavation considerations Lateral earth pressures
Dewatering considerations Pavement design and construction
Stormwater pond considerations
The geotechnical engineering Scope of Services for this project included the advancement of 48
soil test borings to depths ranging from approximately 10 to 40 feet below existing site grades
and 17 dilatometer test (DMT) soundings conducted to depths ranging from approximately 9 to
31 feet below the existing ground surface. It should be noted, several planned DMTs were
renumbered as soil test borings.
Maps showing the site and boring locations are shown in the Site Location and Exploration
Plan, respectively. The results of the laboratory testing performed on soil samples obtained from
the site during the field exploration are included on the boring logs and as separate graphs in the
Exploration Results section. Three subsurface cross sections have been generated based on
the results of our exploration and are shown in the Exploration Results section of this report.
SITE CONDITIONS
The following description of site conditions is derived from our site visit in association with the
field exploration and our review of publicly available geologic and topographic maps.
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
Item Description
The project is located at Lane Parkway in Salisbury, North Carolina.
Location Information
The center of this site is located at approximate Latitude 35.60399°and
Longitude -80.52049° .
See Site Location.
Existing
Improvements Generally agricultural fields with few farm structures.
Current Ground Lightly vegetated with trees located along the borders. Some planted
Cover agricultural fields.
Based on the provided grading plan and Google Earth Pro, elevations range
Existing Topography from approximately 820 to 780 feet. The site is bisected from east to west by
a creek.
Geology Piedmont Physiographic Region. See Geology.
PROJECT DESCRIPTION
Our initial understanding of the project was provided in our proposal and was discussed during
project planning. A period of collaboration has transpired since the project was initiated, and our
final understanding of the project conditions is as follows:
Item Description
r Concept Park Plan 2 by Kimley-Horn and Associates, was
provided on 6/27/2022.
xCncpt-04-Park Plan 07-14-22-Park Plan.pdf, by Kimley-Horn and
Associates, was provided on 8/8/2022.
Information Provided Verbal conversations with Track Partners and Kimley-Horn on
8/9/22.
Email communications between 11/1/22 thru 12/6/22 regarding
completion of soil borings.
The project will consist of developing the site into two industrial
warehouses and provided plans include building areas of approximately
324,500 square feet (sq ft) and 903,960 sq ft. Truck and vehicle parking
Project Description areas and access roads will be constructed as part of site development,
and three stormwater detention ponds are proposed along the south and
central west sides of the site and anticipated to be approximately 5 to 15
feet deep. Culvert crossings may be necessary, but were not part of our
scope.
Proposed Structures We understand that two commercial or industrial warehouse/distribution
facilities with associate parking and drives will be constructed on the site.
Building Construction Anticipated to be precast tilt panel concrete walls and slab on grade.
Finished Floor Elevation Our scope is based on an estimated FFE of 803 feet for the smaller
(northern) building and 801 feet for the larger(southern) building.
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
Item � Description
Maximum Loads Columns: 200 kips
(assumed) - Walls: 5 kips per linear foot (MO
• Slabs: 250 pounds per square foot(psf)
Up to 20 feet of cut and fill will be required to develop final grade.
Grading/Slopes Final slope angles of as steep as 3H:1V (Horizontal: Vertical) are
expected.
Free-Standing Retaining Retaining walls are not expected to be constructed as part of site
Walls development to achieve final grades.
Below-Grade Areas None anticipated other than loading dock walls.
We assume both rigid (concrete) and flexible (asphalt) pavement sections
should be considered.
Anticipated traffic is as follows:
Pavements r Light Duty: 8,000 ESALs
Medium Duty: 200,000 ESALs
Heavy Duty: 500,000 ESALs
The pavement design period is 20 years.
GEOTECHNICAL CHARACTERIZATION
Geology
The project site is located in the Piedmont Physiographic Province, an area underlain by ancient
igneous and metamorphic rocks. The residual soils in this area are the product of in-place chemical
weathering of rock. The typical residual soil profile consists of clayey soils near the surface where
soil weathering is more advanced, underlain by sandy silts and silty sands that generally become
harder with depth to the top of parent bedrock. Alluvial soils are typically present within floodplain
areas along creeks and rivers in the Piedmont. According to the 1985 Geologic Map of North
Carolina, the site is within the Charlotte Belt. The bedrock underlying the site generally consists of
metavolcanic rock.
The boundary between soil and rock in the Piedmont is not sharply defined. A transitional zone
termed "partially weathered rock" is normally found overlying the parent bedrock. Partially weathered
rock(PWR) is defined for engineering purposes as residual material with a standard penetration test
resistance exceeding 100 blows per foot. The transition between hard/dense residual soils and
partially weathered rock occurs at irregular depths due to variations in degree of weathering.
Groundwater is typically present in fractures within the partially weathered rock or underlying bedrock
in upland areas of the Piedmont. Fluctuations in groundwater levels on the order of 2 to 4 feet are
typical in residual soils and partially weathered rock in the Piedmont, depending on variations in
precipitation, evaporation, and surface water runoff. Seasonal high groundwater levels are expected
to occur during or just after the typically cooler months of the year(November through April).
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
Subsurface Profile
We have developed a general characterization of the subsurface conditions based upon our
review of the subsurface exploration, laboratory data, geologic setting and our understanding of
the project. This characterization, termed GeoModel, forms the basis of our geotechnical
calculations and evaluation of site preparation and foundation options. Conditions encountered at
each exploration point are indicated on the individual logs. The individual logs can be found in the
Exploration Results section and the GeoModel can be found in the Figures section of this report.
As part of our analyses, we identified the following model layers within the subsurface profile. For
a more detailed view of the model layer depths at each boring location, refer to the GeoModel.
Model Layer Layer Name General Description
Surficial Topsoil
Material p
Residual FAT CLAY with varying amounts of sand, ELASTIC SILT with
2 varying(High Plasticity) Y g amounts of sand
Residual SILTY SAND, CLAYEY SAND, LEAN CLAY and SILT with varying
3
(Low Plasticity) amounts of sand
Partially
4 Weathered Rock Sampled as SILTY SAND and SILT with sand
(PWR)
Groundwater Conditions
The boreholes were observed while drilling and after completion for the presence and level of
groundwater. The water levels observed in the boreholes can be found on the boring logs in
Exploration Results, and are summarized in the following table.
Estimated Boring Approximate Depth to Estimated Elevation of
Boring Number Elevation Groundwater2'3 Observed Groundwater1'2'3
(feet) (feet) _ (feet)
B-04 817 33.5 783.5
B-06 819 26.5 792.5
B-08 814 28 786
B-09 802 20 782
B-10 802 22 780
B-12 807 25.5 781.5
B-13 811 24 787
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
Estimated Boring Approximate Depth to Estimated Elevation of
Boring Elevation Groundwater Observed Groundwater
Number
(feet) (feet) (feet)
B-14 802 17.5 784.5
B-21 818 23.5 794.5
B-30 785 17.5 767.5
B-40 788 27.5 760.5
B-41 789 29 760
B-46 791 28 763
B-47 789 31 758
1. Approximate elevations obtained from USGS National Elevation Dataset.
2. Referenced from the top of the existing ground surface.
3. Groundwater levels and elevations are based on the shallowest depths encountered.
Groundwater was not observed in the remaining borings while drilling, or for the short duration the
borings could remain open. However, this does not necessarily mean the borings terminated above
groundwater, or the water levels summarized above are stable groundwater levels. Due to the low
permeability of the soils encountered in the borings, a relatively long period may be necessary for a
groundwater level to develop and stabilize in a borehole. Long term 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 not evident at the time the borings were performed. Therefore, groundwater
levels during construction or at other times in the life of the structure may be higher or lower than
the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be
considered when developing the design and construction plans for the project.
GEOTECHNICAL OVERVIEW
Based on the results of our laboratory tests and visual classifications, high plasticity/elasticity soils
were encountered in the majority of our borings. High plasticity/elasticity soils can be moisture
sensitive, difficult to work, and should not be used as structural fill. These difficulties can include
softening of exposed subgrade soils, excessive rutting or deflection under construction traffic, and
the inability to adequately dry and compact wet soil. Refer to Earthwork for additional
recommendations regarding the use/remediation of high plasticity/elasticity soils.
An alternative to the removal and replacement of high plasticity/elasticity soils is stabilization with
lime or cement. The stabilization process alters the chemical characteristics of soil and produces
a usable material. This alternative would generally entail the undercutting of high
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport.
plasticity/elasticity soils and thoroughly mixing the undercut soils with lime or cement. Once the
soil has been properly mixed with an appropriate percentage of lime or cement, the soil can be
reused as structural fill. Additional laboratory work may be required to determine the appropriate
percentage of lime or cement to apply.
Some areas of the site will require relatively significant amounts of fill (up to about 20 feet) that
may cause excessive settlement during and after site grading operations. We recommend a
settlement monitoring program be implemented in these areas. Further details and
recommendations are provided herein.
Based on the results of our laboratory testing and our experience with soils in the area, some of
the soils encountered may be wetter than optimum moisture content. Reusing these soils as
structural fill will likely require drying to reach optimum moisture and may lead to significant delays
during construction. Remediation options may include removal and replacement or scarifying and
drying, mixing with dryer soil, and lime/cement treatment.
Based on the provided grading plan, one or more existing natural drainage features may be filled
in and constructed upon. It is recommended that if an existing drainage feature will be impacted
by construction, the applicable drainage feature should have a subdrain installed to reduce the
potential for subsurface water to build up over time.
Several existing structures are located throughout the site and will be demolished as part of the
construction process. Underground features, such as buried foundations, utilities and debris,
should be anticipated to be encountered during demolition and site clearing.
Based on the results of our subsurface exploration, the proposed buildings may be supported on
conventional spread and/or strip footings with a net allowable bearing pressure of 2,500 psf.
Based on the results of our field testing and the 2018 North Carolina State Building Code
(NCSBC), the preliminary seismic classification is D.
The General Comments section provides an understanding of the report limitations.
EARTHWORK
Earthwork is anticipated to include clearing and grubbing, excavations, and fill placement. The
following sections provide recommendations for use in the preparation of specifications for the
work. Recommendations include critical quality criteria, as necessary, to render the site in the
state considered in our geotechnical engineering evaluation for foundations, floor slabs, and
pavements.
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport.
Site Preparation
Site preparation should begin with the demolition of the existing structures/pavements and debris
removal. As part of the demolition, buried utilities and/or concrete foundations should also be
removed. Existing utilities that are to be abandoned should be removed or filled with grout. The
excavations resulting from foundation and utility removal should be properly backfilled with
compacted structural fill as described in the following subsections. Utilities that are to remain in
service should be accurately located horizontally and vertically to minimize conflict with new
foundation construction.
Existing vegetation, topsoil, and any otherwise unsuitable material should be removed from the
construction areas prior to placing fill. 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. The exposed subgrade soils should be proofrolled to detect soft
or loose soils and identify unsuitable or poorly compacted fill. Proofrolling should be performed
with a fully-loaded, tandem-axle dump truck or similar pneumatic-tired construction equipment. A
Terracon representative should observe this operation to aid in delineating unstable soil areas.
Proofrolling should be performed after a suitable period of dry weather to avoid degrading an
otherwise acceptable subgrade. Soils which continue to rut or deflect excessively under the
proofrolling operations should be remediated as recommended by the geotechnical engineer.
High plasticity/elasticity soils (CH and MH materials) were identified in the majority of our borings
were observed extending to depths of approximately 3 to 27 feet below the existing surface. These
soils are moisture sensitive and may be difficult to work, especially during cold and wet seasons.
High plasticity soils (LL >_ 50 or PI >_ 30) are not considered suitable for re-use as structural fill
within 10 feet of proposed grades within building footprints and within 3 feet of pavements. These
soils are typical in this region of North Carolina and may be moisture sensitive and pose
construction difficulties, including: 1) softening of exposed subgrade soils, 2) excessive rutting or
deflection under construction traffic, and 3)the inability to adequately dry and compact when wet.
If these high elasticity/plasticity soils are present in cut areas at proposed subgrade elevations in
building interior floor slabs and foundations, as well as at pavement subgrade elevations, and
appear stable when prepared in accordance with the ,zarthwork section of this report, they may
be acceptable to be left in place. If they do not appear stable, or are encountered at proposed
subgrade of building perimeter and exterior foundations, we recommend they are undercut at
least 3 feet below proposed footings and 18 inches below pavement and slab subgrade elevations
and replaced with new structural fill. Limited removal and replacement may be needed for grade
slabs and pavement areas where fat clays or highly elastic silts are present at planned subgrade.
High elasticity/plasticity soils may be used as structural fill in deep fill areas and for construction
of stormwater pond dam embankments and pond liners, where necessary. We recommend the
contractor submit unit rates for undercutting and replacing high elasticity/plasticity soils in their
bid.
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
If subgrade soils are unsuitable, they will require removal and replacement; however, if they are
unstable due to excessive moisture, the most economical solution for remediation may be to
scarify, dry and recompact the material. This remediation is most effective during the typically
hotter months of the year (May to October). If construction is performed during the cooler period
of the year, the timeline for scarifying, drying, and recompacting typically increases considerably
and may lead to alternative remediation solutions. These solutions can include overexcavation
of some or all of the unstable material to be backfilled with either approved structural fill or
geotextile and ABC Stone, or chemical stabilization via lime or cement. Potential undercutting can
be reduced if the site preparation work is performed during a period of dry weather and if
construction traffic is kept to a minimum on prepared subgrades. We recommend that the
contractor submit a unit rate cost for undercutting as part of the bidding process.
Following removal of unsuitable soils and select overexcavation, the subgrade should be proof-
rolled with an adequately loaded vehicle such as a fully loaded (20-ton minimum) tandem axle
dump truck. The proofrolling should be performed under the direction of the Geotechnical
Engineer. Areas excessively deflecting under the proofroll should be delineated and subsequently
addressed by the Geotechnical Engineer. Such areas should either be removed or replaced by
tested and approved structural fill. Excessively wet or dry material should either be removed, or
moisture conditioned and recompacted.
Some of the soils encountered may be wetter than optimum moisture content. Reusing these soils
as structural fill will likely require drying to reach optimum moisture and may lead to significant
delays during construction. Remediation options may include removal and replacement or
scarifying and drying, mixing with dryer soil, and lime/cement treatment.
An alternative to the removal and replacement of high plasticity/elasticity soils is stabilization with
lime or cement. The stabilization process alters the chemical characteristics of soil and produces
a usable material. This alternative would generally entail the undercutting of high
plasticity/elasticity soils and thoroughly mixing the undercut soils with lime or cement. Once the
soil has been properly mixed with an appropriate percentage of lime or cement, the soil can be
reused as structural fill. Additional laboratory work may be required to determine the appropriate
percentage of lime or cement to apply.
Fill Material Types
Earthen materials used for structural fill should meet the following material property requirements.
Soil Type USCS Classification Acceptable Location for
Placement
ML, CL, SC, SM
Imported Low Plasticity Soils (LL< 50 & PI <20 with a minimum All locations and elevations.
15% passing No. 200 sieve)
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
Soil Type USCS Classification Acceptable Location for
Placement
ML, CL, SM, SC
On-Site Low Plasticity Soils All locations and elevations.
(LL< 50 & PI < 30)
Non-structural areas and depths
CH, MH greater than 10 feet below
On-Site High Plasticity Soils
(LL>_50 or PI >_30) structures, and greater than 3 feet
or pavements.
1. Structural fill should consist of approved materials free of organic matter and debris. Frozen material should not
be used,and fill should not be placed on a frozen subgrade.A sample of each material type should be submitted
to the Geotechnical Engineer for evaluation prior to use on this site.
Fill Compaction Requirements
Structural fill should meet the following compaction requirements.
Item A. Description
8 inches or less in loose thickness when heavy, self-propelled
compaction equipment is used.
Maximum Lift Thickness
4 to 6 inches in loose thickness when hand-guided equipment (i.e.
jumping jack or plate compactor) is used.
Minimum 95% of the material's maximum standard Proctor dry density
Minimum Compaction (ASTM D 698).
Requirements 3 The upper 12 inches of subgrade in pavement areas should be
compacted to at least 100% of the materials maximum standard Proctor
dry density (ASTM D 698).
Water Content Range Within 3% of optimum moisture content
Maximum density and optimum water content as determined by the standard Proctor test(ASTM D 698).
High plasticity cohesive fill should not be compacted to more than 100 percent of standard Proctor
maximum dry density.
If the granular material is a coarse sand or gravel, or of a uniform size, or has a low fines content,
compaction comparison to relative density may be more appropriate. In this case,granular materials should
be compacted to at least 70% relative density(ASTM D 4253 and D 4254).
Summary of Settlements Due to Fill
Based on provided grading information, up to approximately 20 feet of fill will be placed within
portions of the proposed building and pavement areas. Based on the subsurface conditions
encountered in the soundings, and the results of our laboratory testing and analyses, we estimate
that total settlements on the order of about 2 to 4 inches will occur due to the weight of the new
fill soils within the proposed building and pavement areas with fills greater than 10 feet.
It is anticipated that the settlement due to new fill soils within the proposed building and pavement
areas will occur over a period as long as 3 months; however, settlement rates and magnitudes
for the proposed fill areas will depend on the amount of fill placed, the subsurface conditions,
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
compaction effort (density) of the fill material, and moisture content of the fill material. The
settlement period can be reduced to approximately 1 to 2 months by not placing significant depths
(more than 10 feet) of MH and CH soils in areas with 20 feet or more of planned fill depths, and
no more than 5 feet of MH and CH soils in areas of less than 20 feet of fill. In order to achieve
these settlement durations, it is imperative to carefully monitor the types of materials placed by
the grading contractor. In addition, sequencing of fill placement in deeper fill areas early in the
project must be considered in the overall project construction sequencing.
Additional, long-term settlements(e.g., secondary consolidation)that may occur beyond 2 months
are anticipated to be minimal (less than '/4 inch). Secondary consolidation is the compression of
the soil that takes place after primary consolidation has occurred. This compression can be
caused by reorganization/deformation of soil particles (creep), the readjustment of pore pressures
within clay layers, or compression of organic matter under constant stress, and can take a very
long time to occur. If the estimated magnitude of these secondary settlements is considered
excessive, the potential for these long-term, additional settlements should be accounted for in the
design of the proposed buildings.
Settlement Monitoring
Based on the anticipated settlements of the existing soils due to newly placed fill soils, we
recommend that areas that are to receive more than 10 feet of new structural fill be monitored for
settlement and construction of any settlement-sensitive improvements (e.g., buildings,
pavements, curb and gutters, etc.) be delayed until anticipated settlements have substantially
ceased. This program will allow the underlying soils to settle under the loads of the proposed fill
soils prior to construction.
Settlement monuments should be constructed in order to monitor the rates and magnitudes of
settlement. To adequately monitor the fill settlement, we recommend that a minimum of 1
settlement plate per 50,000-square foot area of fill be installed across the portions of the site
where proposed new fill soils are to be 10 feet or more in height. Plates should be installed in the
deepest area of fill in each 50,000-square foot area. The plates should consist of square plates
(3 feet by 3 feet) buried at the top of the existing ground surface following clearing and grubbing
operations and prior to fill placement. A riser pipe (2-inch diameter) should be attached to the
plate and extended to above the top of the fill. See Supporting Information for the details on the
typical settlement gauges. The settlement plates should be read by the project surveyor weekly.
The data should be forwarded to Terracon for review and additional recommendations, if necessary.
Once it is established that the rate of fill settlement is approaching zero, final grading can be
performed and construction of the settlement sensitive features (e.g. foundations, curb and gutter,
etc.) can commence.
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport.
Utility Trench Backfill
For low permeability subgrades, utility trenches are a common source of water infiltration and
migration. Utility trenches penetrating beneath the building should be effectively sealed to restrict
water intrusion and flow through the trenches, which could migrate below the building. The trench
should provide an effective trench plug that extends at least 5 feet from the face of the building
exterior. The plug material should consist of cementitious flowable fill or low permeability clay.
The trench plug material should be placed to surround the utility line. If used, the clay trench plug
material should be placed and compacted to comply with the water content and compaction
recommendations for structural fill stated previously in this report.
Grading and Drainage
All grades must provide effective drainage away from the building during and after construction
and should be maintained throughout the life of the structure. Water retained next to the building
can result in soil movements greater than those discussed in this report. Greater movements can
result in unacceptable differential floor slab and/or foundation movements, cracked slabs and
walls, and roof leaks. The roof should have gutters/drains with downspouts that discharge onto
splash blocks at a distance of at least 10 feet from the building.
Exposed ground should be sloped and maintained at a minimum 5% away from the building for
at least 10 feet beyond the perimeter of the building. Locally, flatter grades may be necessary to
transition ADA access requirements for flatwork.After building construction and landscaping have
been completed, final grades should be verified to document effective drainage has been
achieved. Grades around the structure should also be periodically inspected and adjusted, as
necessary, as part of the structure's maintenance program. Where paving or flatwork abuts the
structure, a maintenance program should be established to effectively seal and maintain joints
and prevent surface water infiltration.
Subdrains
There appear to be existing natural drainage features across the site. It is recommended that if a
drainage feature will be impacted by construction, the applicable drainage feature should have a
subdrain installed to reduce the potential for subsurface water to build up over time. The subdrains
should consist of 4-inch perforated PVC pipes surrounded by at least 12 inches NCDOT No. 57
stone and wrapped in a geotextile filter fabric (Mirafi 140N, or equivalent). The subdrains should
be installed after the areas have been stripped and prior to placing any fill soils. Each subdrain
should extend from the high end of the drainage feature and run following the center of the feature
and terminate once out of the proposed building and pavement footprint. At that point, the
subdrain should be connected to a solid pipe and suitable outlet. Care should be taken during fill
placement and excavations for utilities and foundations to avoid damage to the subdrain systems.
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport.
Slopes and Embankment Construction
We recommend that permanent cut slopes less than 20 feet tall in undisturbed residual soils be
constructed at 3:1 (horizontal: vertical) or flatter. Permanent fill slopes less than 20 feet tall may
be constructed using controlled fill at a slope of 3:1 or flatter. The surface of all cut and fill slopes
should be adequately compacted. All permanent slopes should be protected using vegetation or
other means to prevent erosion.
If steeper slopes are required for site development, stability analyses should be completed. The
face of all slopes should be compacted to the minimum specification for fill embankments.
Alternately, fill slopes can be overbuilt and trimmed to compacted material.
The outside face of building foundations and the edges of pavements placed near slopes should
be located an appropriate distance from the slope. The following requirements are generally
accepted good practice for site layout regarding slope construction:
Buildings or pavements placed at the top of fill slopes should be placed at a distance
equal to at least 1/3 of the height of the slope behind the crest of the slope, but that
distance need not be more than 40 feet.
Buildings or pavements near the bottom of a slope should be located at least 1/2 of the
height of the slope from the toe of the slope, but the distance need not be more than 15
feet.
Slopes with structures located closer than these limits or slopes taller than the height
limits indicated, should be specifically evaluated by the geotechnical engineer and may
require approval from the building code official.
Fill slopes should be constructed by placing controlled fill in horizontal lifts which extend to or
slightly beyond the slope face. Each lift of fill should be compacted to the specified minimum
density before placing the subsequent lift. The compaction equipment should travel parallel to
the slope face to ensure that fill at the face of the slope is compacted to the same level as the fill
farther back from the face. If needed, tracked equipment or compaction equipment can roll up
and down the slope face to compact loose surficial soils to reduce erosion, but this method should
not be used to construct the slope. We recommend that fill slopes be overbuilt (place fill beyond
the limits of the slope face) and then cut back into the fill to leave a clean, compacted slope face
exposed.
Fill slopes and fill pads should not be constructed by placing fill against berms. If not prohibited
by plan and specification, the grading contractor will sometimes construct berms out of site
strippings or unsuitable soil along the limits of fill slopes and then will place controlled fill in
horizontal lifts against the berms. This practice will produce a slope constructed of uncompacted
materials adjacent to a zone of compacted fill with a nearly vertical interface between the two
zones of fill. Over time, sometimes after appreciable rainfall, the uncompacted slope material will
settle or slough away which removes the confining pressure holding the compacted fill in place.
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Without the confining pressure from the slope material, the compacted fill will become unstable
and will slough, slide, or push out laterally. This can create problems for pavements and
structures located close to the crest of the slope.
Slope stability and seepage analyses are beyond the scope of this report, but they are
recommended for stormwater ponds where the bottom of ponds are planned in fill. The
downstream slope and toe of the embankments with this pond configuration may remain soft and
wet for the majority of its service life due to normal seepage conditions expected. Plastic clays
and elastic silts utilized as seepage cutoff and/or embankment core material may minimize long-
term seepage problems for ponds with this configuration. Plastic clays and silts may also be
suitable for use as pond liners should pond bottom permeability be a concern. Additional
laboratory testing beyond our scope would be necessary to determine suitability of use as a pond
liner.
Earthwork Construction Considerations
Shallow excavations for the proposed structure are anticipated to be accomplished with
conventional construction equipment. Upon completion of filling and grading, care should be taken
to maintain the subgrade water content prior to construction of floor slabs and pavements.
Construction traffic over the completed subgrades should be avoided. The site should also be
graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water
collecting over or adjacent to construction areas should be removed. If the subgrade freezes,
desiccates, saturates, or is disturbed, the affected material should be removed, or the materials
should be scarified, moisture conditioned, and recompacted prior to floor slab and pavement
construction.
The residual and fill soils encountered at the boring locations may be excavated with conventional
construction equipment such as bulldozers, backhoes, and trackhoes. Hard residual soils were
encountered in several borings at relatively shallow depths (less than 10 feet) and may be
encountered at similar depths in other areas across the site. Shallow PWR may also be located
within the site. Relatively deep excavations, such as for underground utility installation, may
encounter hard excavation and potential weathered rock/competent rock that may require blasting
or hammering to remove efficiently. Smaller equipment may have difficult excavating PWR. A
large trackhoe or bulldozer equipped with a single-tooth ripper maybe required to excavate these
materials. Some PWR, especially in confined excavations, will require blasting or impact
hammering to efficiently excavate. We recommend that unit rates for mass rock and trench rock
be included in the bid package to limit disputes in the event that rock-like materials are
encountered.
It is our opinion that a clear and appropriate definition of rock should be included in the project
specifications to reduce the potential for misunderstandings. A sample definition of rock for
excavation specifications is provided below:
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Mass Rock is defined as any material that cannot be dislodged by a Caterpillar D-8
Bulldozer, or equivalent, equipped with a single tooth ripper, without the use of impact
hammers or drilling and blasting. Trench Rock is defined as any material that cannot
be dislodged by a Caterpillar 325 hydraulic backhoe, or equivalent, without the use
of impact hammers or drilling and blasting. Boulders or masses of rock exceeding
cubic yard in volume shall also be considered mass or trench rock, respectively,
during excavation. These classifications do not include materials such as loose rock,
concrete, or other materials that can be removed by means other than impact
hammering, but which for any reason, such as economic reasons, the Contractor
chooses to remove by impact hammering.
Upon completion of filling and grading, care should be taken to maintain the subgrade water
content prior to construction of floor slabs. Construction traffic over the completed subgrades
should be avoided. The site should also be graded to prevent ponding of surface water on the
prepared subgrades or in excavations. Water collecting over or adjacent to construction areas
should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected
material should be removed, or the materials should be scarified, moisture conditioned, and
recompacted prior to floor slab construction.
As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926,
Subpart P, "Excavations" and its appendices, and in accordance with any applicable local, and/or
state regulations.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods, and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean Terracon is assuming responsibility for
construction site safety, or the contractor's activities; such responsibility shall neither be implied
nor inferred.
Construction Observation and Testing
The earthwork efforts should be monitored under the direction of the Geotechnical Engineer.
Monitoring should include documentation of adequate removal of vegetation and topsoil,
proofrolling, and mitigation of areas delineated by the proofroll to require mitigation.
Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved
by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be
adequately tested for density and water content at a frequency under the direction of the
Geotechnical Engineer.
In areas of foundation excavations, the bearing subgrade should be evaluated under the direction
of the Geotechnical Engineer. If unanticipated conditions are encountered, the Geotechnical
Engineer should prescribe mitigation options.
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In addition to the documentation of the essential parameters necessary for construction, the
continuation of the Geotechnical Engineer into the construction phase of the project provides the
continuity to maintain the Geotechnical Engineer's evaluation of subsurface conditions, including
assessing variations and associated design changes.
SHALLOW FOUNDATIONS
If the site has been prepared in accordance with the requirements noted in Earthwork, the
following design parameters are applicable for shallow foundations.
Design Parameters — Compressive Loads
Item Description
Maximum Net Allowable Bearing
2,500 psf
pressure
Required Bearing Stratum Approved existing soils or new structural fill
Columns: 30 inches
Minimum Foundation Dimensions
Continuous: 18 inches
Minimum Embedment below Exterior footings in unheated areas: 18 inches
Exterior footings in heated areas: 18 inches
Finished Grade Interior footings in heated areas: 12 inches
Estimated Total Settlement from
Structural Loads Less than about 1 inch
Estimated Differential Settlement About 2/3 of total settlement
The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding
overburden pressure at the footing base elevation.An appropriate factor of safety has been applied.Values
assume that exterior grades are no steeper than 20%within 10 feet of structure.
2. Values provided are for maximum loads noted in Project Description.
3. Unsuitable or soft soils should be over-excavated and replaced per the recommendations presented in the
Earthwork.
" Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping
ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure.
Differential settlements are as measured over a span of 50 feet.
Foundation Construction Considerations
As noted in Earthwork, the footing excavations should be evaluated under the direction of the
Geotechnical Engineer. The base of all foundation excavations should be free of water and loose
soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing
soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during
construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the
footing excavations should be removed/reconditioned before foundation concrete is placed.
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
If unsuitable bearing soils are encountered at the base of the planned footing excavation, the
excavation 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. This is
illustrated on the following sketch.
FIEF'
I I IIII
Ell II
DESIGN
FOOTING LEVEL
LEAN
CONCRETE
I
RECOMMENDED • - I I
I I I I
EXCAVATION LEVEL 1-- I- - i I:III-III=1 1 1-
i
LEAN CONCRETE BACKFILL
NOTE:EXCAVATIONS ARE SHOWN VERTICAL;HOWEVER,THE
SIDEWALLS SHOULD BE SLOPED AS NECESSARY FOR SAFETY
Over-excavation for structural fill placement below footings should be conducted as shown below.
The over-excavation should be backfilled up to the footing base elevation, with structural fill
placed, as recommended in the =arthwor section.
—III IIE l—� —I �—
I_III • IIII
- 2/3D :'qj: 213D I
DESIGN IMINIONMENIMPI
FOOTING LEVEL
III
-
STRUCTURAL D El I
_
FILL III-
RECOMMENDED '• _ _ _
EXCAVATION LEVEL -1 1 1-F I�-III-III-
OVER-EXCAVATION/BACKFILL ZONE
NOTE:EXCAVATIONS ARE SHOWN VERTICAL;HOWEVER,THE
SIDEWALLS SHOULD BE SLOPED AS NECESSARY FOR SAFETY
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SEISMIC CONSIDERATIONS
The seismic design requirements for buildings and other structures are based on Seismic Design
Category. Site Classification is required to determine the Seismic Design Category for a structure.
The Site Classification is based on the upper 100 feet of the site profile defined by a weighted
average value of either shear wave velocity, standard penetration resistance, or undrained shear
strength in accordance with Section 20 of ASCE 7.
Description Value
2018 North Carolina State Building Code(NCSBC) D
1. Seismic site classification in general accordance with the 2018 NCSBC,which refers to ASCE 7.
2. The 2018 NCSBC uses a site profile extending to a depth of 100 feet for seismic site classification. Borings
at this site were extended to a maximum depth of 40 feet. The site properties below the boring depth to 100
feet were estimated based on our experience and knowledge of geologic conditions of the general area.
FLOOR SLABS
Design parameters for floor slabs assume the requirements for Earthwork have been followed.
Specific attention should be given to positive drainage away from the structure and positive drainage
of the aggregate base beneath the floor slab.
Floor Slab Design Parameters
Item Description
Suitable existing soils or new structural fill compacted in accordance with
Floor Slab Support
Earthwork section of this report.
Estimated Modulus of
Subgrade Reaction
2 100 pounds per square inch per inch (psi/in)for point loads
Aggregate base Minimum 4 inches of free-draining granular material (less than 5% passing
course/capillary break 3 the U.S. No. 200 sieve)
Floor slabs should be structurally independent of building footings or walls to reduce the possibility of floor
slab cracking caused by differential movements between the slab and foundation.
Modulus of subgrade reaction is an estimated value based upon our experience with the subgrade
condition, the requirements noted in Earthwork, and the floor slab support as noted in this table. It is
provided for point loads. For large area loads the modulus of subgrade reaction would be lower.
Free-draining granular material should have less than 5%fines(material passing the No.200 sieve). Other
design considerations such as cold temperatures and condensation development could warrant more
extensive design provisions.
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
The use of a vapor retarder should be considered beneath concrete slabs on grade covered with
wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will
support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder,
the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding
the use and placement of a vapor retarder.
Saw-cut control joints should be placed in the slab to help control the location and extent of
cracking. For additional recommendations refer to the ACI Design Manual. Joints or cracks should
be sealed with a water-proof, non-extruding compressible compound specifically recommended
for heavy duty concrete pavement and wet environments.
Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other
construction objectives, our experience indicates differential movement between the walls and
slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the
length of the structural dowels. The Structural Engineer should account for potential differential
settlement through use of sufficient control joints, appropriate reinforcing or other means.
Mitigation measures, as noted in Existing Fill within -arthworl , are critical to the performance
of floor slabs. In addition to the mitigation measures, the floor slab can be stiffened by adding
steel reinforcement, grade beams and/or post-tensioned elements.
Floor Slab Construction Considerations
Finished subgrade, within and for at least 10 feet beyond the floor slab, should be protected from
traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are
constructed. If the subgrade should become damaged or desiccated prior to construction of floor
slabs, the affected material should be removed and structural fill should be added to replace the
resulting excavation. Final conditioning of the finished subgrade should be performed immediately
prior to placement of the floor slab support course.
The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately
prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should
be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled
trenches are located.
LATERAL EARTH PRESSURES
Design Parameters
Structures with unbalanced backfill levels on opposite sides should be designed for earth
pressures at least equal to values indicated in the following table. Earth pressures will be
influenced by structural design of the walls, conditions of wall restraint, methods of construction
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and/or compaction and the strength of the materials being restrained. Two wall restraint conditions
are shown in the diagram below. Active earth pressure is commonly used for design of free-
standing cantilever retaining walls and assumes wall movement. The "at-rest" condition assumes
no wall movement and is commonly used for basement walls, loading dock walls, or other walls
restrained at the top. The recommended design lateral earth pressures do not include a factor of
safety and do not provide for possible hydrostatic pressure on the walls (unless stated).
S - Surcharge For active pressure movemen u
(0.002 H to 0.004 H)
For at-rest pressure
-No Movement Assumed
Horizontal
Finished
Grade
H
Horizontal
Finished Grade
�/—p2-1l4 p,-+l Retaining Wall
Lateral Earth Pressure Design Parameters
Earth Coefficient for Backfill Surcharge Effective Fluid Pressures p2 (psf) ,5,6
Pressure Pressure 4,5,6
2,3
Condition 1 Type p1 (psf) Unsaturated ' Submerged '
Granular- 0.33 (0.33)S (40)H (81)H
Active (Ka)
Fine Grained - 0.39 (0.39)S (47)H (85)H
Granular- 0.50 0.50)S (60)H (91)H
At-Rest (Ko)
Fine Grained - 0.56 (0.56)S (67)H (95)H
Passive (Kp)
Granular- 3.00 --- (360)H (235)H
Fine Grained -2.56 --- (307)H (210)H
For active earth pressure,wall must rotate about base,with top lateral movements 0.002 H to 0.004 H,where
H is wall height. For passive earth pressure,wall must move horizontally to mobilize resistance.
2. Uniform, horizontal backfill, compacted to at least 95%of the ASTM D 698 maximum dry density, rendering
a maximum unit weight of 120 pcf.
3. On-site high plasticity soils should not be used as retaining wall backfill.
4. Uniform surcharge, where S is surcharge pressure.
5. Loading from heavy compaction equipment is not included.
6. No safety factor is included in these values.
7. To achieve "Unsaturated" conditions, follow guidelines in Subsurface Drainage for Below-Grade Walls
below. "Submerged" conditions are recommended when drainage behind walls is not incorporated into the
design.
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Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
Backfill placed against structures should consist of granular soils or low plasticity cohesive soils.
For the granular values to be valid, the granular backfill must extend out and up from the base of
the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases,
respectively.
Subsurface Drainage for Below-Grade Walls
A perforated rigid plastic drain line installed behind the base of walls and extends below adjacent
grade is recommended to prevent hydrostatic loading on the walls. The invert of a drain line
around a below-grade building area or exterior retaining wall should be placed near foundation
bearing level. The drain line should be sloped to provide positive gravity drainage to daylight or
to a sump pit and pump. The drain line should be surrounded by clean, free-draining granular
material having less than 5% passing the No. 200 sieve, such as No. 57 aggregate. The free-
draining aggregate should be encapsulated in a filter fabric. The granular fill should extend to
within 2 feet of final grade, where it should be capped with compacted cohesive fill to reduce
infiltration of surface water into the drain system.
---\/ a Slope to drain
away from building
Layer of I�� -
cohesive fill
I-III-III-III-I
/ ETEM=11 7-
IIIIIi-
:1111 1-
Foundation wall •--.� \ �1-111-
_
'. V. S1 \ \\\ \\\\\ LI11-
♦�. � \\\\\\\ \. — Backfill(see report
�� i��\ \\\ r _ requirements)
Free-draining graded - "A \\�\\\\ \\\Illl IL
graular filter l or
•. .—.-4 \\\\\\\\\ �
non-gradedfree-draining ' 4�\\ \\\ \\ 1iL
material encapsulated in 14I \\\ \\\\\-II
an appropriate filter :+2+�11�\\\\ \\\\ — Native,undisturbed
fabric(see report) 4 �? G4\\\\\\
P ) �;+,����.\\ \\\ I soil or engineered fill
- �Y /\\\\\ �I 1 I�1•I•
Jr ' ._-. . . ;., \. III
l 1-Ill— ;1P=12,+1 Ill=1 I'-
,,1 . 4 ° ' d—1=_I Perforated drain pipe(Rigid PVC
'1_-11—— , - 1 I I'' unless stated otherwise in report)
As an alternative to free-draining granular fill, a pre-fabricated drainage structure may be used. A
pre-fabricated drainage structure is a plastic drainage core or mesh which is covered with filter
fabric to prevent soil intrusion, and is fastened to the wall prior to placing backfill.
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PAVEMENTS
General Pavement Comments
Pavement designs are provided for the traffic conditions and pavement life conditions as noted in
Project Description and in the following sections of this report. A critical aspect of pavement
performance is site preparation. Pavement designs noted in this section must be applied to the
site which has been prepared as recommended in the Earthwork section.
Support characteristics of subgrade for pavement design do not account for shrink/swell
movements of an expansive clay subgrade, such as soils encountered on this project. Thus, the
pavement may be adequate from a structural standpoint, yet still experience cracking and
deformation due to shrink/swell related movement of the subgrade.
Pavement Design Parameters
Design of Asphaltic Concrete (AC) pavements are based on the procedures outlined in the
AASHTO Guide for Design of Pavement Structures 1993 Method. Design of Portland Cement
Concrete (PCC) pavements are based upon American Concrete Institute (ACI) 330; Guide for
Design and Construction of Concrete Parking Lots.
A subgrade CBR of 3 was used for the AC pavement designs, and a modulus of subgrade reaction
of 100 pci was used for the PCC pavement designs. The values were selected based upon our
experience with the Piedmont soils and our understanding of the quality of the subgrade as
prescribed by the Site Preparation conditions as outlined in Earthwork. Lime / cement
stabilization may be utilized and analysis for stabilized subgrades were conducted with a CBR of
12 for the AC pavement designs, and a modulus of subgrade reaction of 220 pci for the PCC
pavement designs. A modulus of rupture of 600 psi was estimated for pavement concrete based
on a compressive strength of 4,000 psi.
We anticipate that traffic loads will be produced predominantly by light vehicle traffic, delivery,
trash removal, and semi-tractor trailers. The pavement section thicknesses have been assumed
based on industry standards for similar projects. Terracon has conducted analyses based on the
assumed thicknesses to determine the recommended allowable traffic loading for each pavement
thickness and a pavement design life of 20 years was assumed. If heavier traffic loading is
expected or a longer design life is required, this office should be provided with the information
and allowed to review the pavement recommendations provided herein.
Pavement Section Thicknesses
The following tables provide options for AC and PCC Sections:
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Asphaltic Concrete Design
Existing Subgrade (CBR=3)
NCDOT Thickness (inches)
Layer Grading Light Duty Medium Duty Heavy Duty
8,000 ESALs 200,000 ESALs 500,000 ESALs
Asphalt Concrete Surface
Course S-9.5B 2 2 2
Asphalt Concrete 119.00 -- 2 3
Intermediate Course
Aggregate Base ABC 6 8 8
1. Based on anticipated traffic loading as described in Project Description section.
2. All materials should meet the current North Carolina Department of Transportation (NCDOT) Standard
Specifications for Highway and Bridge Construction.
3. Heavy duty pavement area would consist of the proposed main access drive that provides access to the
proposed buildings.
Asphaltic Concrete Design
Lime Stabilization/Cement Mixing Subgrade (CBR=12)
NCDOT Thickness (inches)
Layer Grading Light Duty Medium Duty Heavy Duty
8,000 ESALs 200,000 ESALs 500,000 ESALs
Asphalt Concrete Surface
Course S-9.5B 1.5 2.5 a 3
Asphalt Concrete
Intermediate Course I-19.00 -- -- --
Aggregate Base ABC 6 8 8
1. Based on assumed 3%lime by weight.
2. Based on anticipated traffic loading as described in Project Description section.
3. All materials should meet the current North Carolina Department of Transportation (NCDOT) Standard
Specifications for Highway and Bridge Construction.
4. Heavy duty pavement area would consist of the proposed main access drive that provides access to the
proposed buildings.
5. Place asphalt in two lifts.
The following table provides options for PCC Sections:
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Portland Cement Concrete Design
Existing Subgrade(Modulus of Subgrade= 100 pci)
NCDOT Thickness (inches) '
Layer Grading Light Duty Medium Duty Heavy Duty
8,000 ESALs 200,000 ESALs 500,000 ESALs
Portland Cement Concrete 4,000 psi 5 6 7
Aggregate Base ABC -- 4 4
Based on anticipated traffic loading as described in Project Description section.
All materials should meet the current North Carolina Department of Transportation (NCDOT) Standard
Specifications for Highway and Bridge Construction.
Heavy duty pavement area would consist of the proposed main access drive that provides access to the
proposed buildings.
Portland Cement Concrete Design
Lime Stabilization/Cement Mixing Subgrade (Modulus of Subgrade =220 pci)
NCDOT Thickness (inches)2
Layer
Grading Light Duty Medium Duty Heavy Duty
8,000 ESALs 200,000 ESALs 500,000 ESALs
Portland Cement Concrete 4,000 psi 5 6 6.5
Aggregate Base ABC -- 4 4
1. Based on assumed 3%lime by weight.
2. Based on anticipated traffic loading as described in Project Description section.
3. All materials should meet the current North Carolina Department of Transportation (NCDOT) Standard
Specifications for Highway and Bridge Construction.
4. Heavy duty pavement area would consist of the proposed main access drive that provides access to the
proposed buildings.
The minimum pavement sections outlined above were recommended based on assumed post-
construction traffic loading conditions for this type of development. This pavement section does not
account for heavy construction traffic during construction. A partially constructed structural section
that is subjected to heavy construction traffic can result in pavement deterioration and premature
failure. Our experience indicates that this pavement construction practice can result in pavements
that will not perform as intended. Considering this information, several alternatives are available to
mitigate the impact of heavy construction traffic on the pavement construction. These include using
thicker sections to account for the construction traffic, using some method of soil stabilization to
improve the support characteristics of the pavement subgrade, or by routing heavy construction
traffic around paved streets.
ACI 330R-01 provides recommendations for control joints, joint spacing, and joint construction.
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Concrete slabs should be separated from other structures or fixed objects within or abutting paved
areas with expansion joints to offset the effects of expected differential horizontal and vertical
movements.
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. Appropriate sub-drainage or connection to a suitable
daylight outlet should be provided to remove water from the granular subbase.
Pavement Maintenance
The pavement sections represent minimum recommended thicknesses and, as such, periodic
maintenance should be anticipated. Therefore, preventive maintenance should be planned and
provided for through an on-going pavement management program. Maintenance activities are
intended to slow the rate of pavement deterioration and to preserve the pavement investment.
Maintenance consists of both localized maintenance (e.g., crack and joint sealing and patching)
and global maintenance (e.g., surface sealing). Preventive maintenance is usually the priority
when implementing a pavement maintenance program. Additional engineering observation is
recommended to determine the type and extent of a cost-effective program. Even with periodic
maintenance, some movements and related cracking may still occur and repairs may be required.
Pavement performance is affected by its surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the design and
layout of pavements:
Final grade adjacent to paved areas should slope down from the edges at a minimum 2%.
Subgrade and pavement surfaces should have a minimum 2% slope to promote proper
surface drainage.
Install below pavement drainage systems surrounding areas anticipated for frequent
wetting.
Install joint sealant and seal cracks immediately.
Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to
subgrade soils.
Place compacted, low permeability backfill against the exterior side of curb and gutter.
Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on unbound
granular base course materials.
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STORMWATER MANAGEMENT
We understand that a stormwater detention system may be located in the area of borings B-36
through B-39.
Seasonal High Water Table
Our subconsultant, Willcox & Mabe Soil Solutions, evaluated the soil samples in each boring for
evidence of seasonal high water table (SHWT). Based on the evaluation, the soil samples in the
observed borings indicated SHWT at the following approximate depths below the ground surface:
Seasonal High Water Table Evaluation
Boring Depth of SHWT (inches)
B-36 >120
B-37 172
B-38 105
B-39 55
An apparent water table (AWT) was not observed in these locations. The "Stormwater Control
Measure (SCM) Soil Testing, Seasonal High Water Table (SHWT) Evaluation" report is provided in
Supporting Information.
Infiltration Testing
Hydraulic conductivity testing was performed on four undisturbed samples in proposed
stormwater ponds. The testing was performed in general accordance with ASTM D5084 and the
results can be found in the table below. Refer to Exploration Results for detailed testing results.
Boring Number Depth (ft) L. Soil Typal'
Infiltration Rate
(inches per hour)
B-36 8-10 SILT with Sand (ML) 0.004
B-37 18-20 Sandy SILT(ML) 0.027
B-38 16-18 ELASTIC SILT with 0.014
Sand (MH)
B-39 6-8 Silty SAND (SM) 0.007
1. Soil type determined in accordance with the Unified Soil Classification System.
Responsive • Resourceful • Reliable 25

Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport.
GENERAL COMMENTS
Our analysis and opinions are based upon our understanding of the project, the geotechnical
conditions in the area, and the data obtained from our site exploration. Natural variations will occur
between exploration point locations or due to the modifying effects of construction or weather.
The nature and extent of such variations may not become evident until during or after construction.
Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide
observation and testing services during pertinent construction phases. If variations appear, we
can provide further evaluation and supplemental recommendations. If variations are noted in the
absence of our observation and testing services on-site, we should be immediately notified so
that we can provide evaluation and supplemental recommendations.
Our Scope of Services does not include either specifically or by implication any environmental or
biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of
pollutants, hazardous materials or conditions. If the owner is concerned about the potential for
such contamination or pollution, other studies should be undertaken.
Our services and any correspondence or collaboration through this system are intended for the
sole benefit and exclusive use of our client for specific application to the project discussed and
are accomplished in accordance with generally accepted geotechnical engineering practices with
no third-party beneficiaries intended. Any third-party access to services or correspondence is
solely for information purposes to support the services provided by Terracon to our client.
Reliance upon the services and any work product is limited to our client, and is not intended for
third parties. Any use or reliance of the provided information by third parties is done solely at their
own risk. No warranties, either express or implied, are intended or made.
Site characteristics as provided are for design purposes and not to estimate excavation cost. Any
use of our report in that regard is done at the sole risk of the excavating cost estimator as there
may be variations on the site that are not apparent in the data that could significantly impact
excavation cost. Any parties charged with estimating excavation costs should seek their own site
characterization for specific purposes to obtain the specific level of detail necessary for costing.
Site safety, and cost estimating including, excavation support, and dewatering
requirements/design are the responsibility of others. If changes in the nature, design, or location
of the project are planned, our conclusions and recommendations shall not be considered valid
unless we review the changes and either verify or modify our conclusions in writing.
Responsive • Resourceful • Reliable

FIGURES
Contents:
GeoModel (5 pages)
Responsive ■ Resourceful ■ Reliable

Honbarger Tract
Lane Parkway I Salisbury,NC Irerracon
Terracon Project No.71225131 2701 Westport Rd
GeoModel Charlotte, NC
820 is-z1
1 • • 0.4 B-26
815 B222 1 '" 0.8
0.7
3 B-27
810 2 2 B-25 1 1 10.5
23
805L11112
12
17 11/1
B-28
5.5
800 HI 3 • 03:7 l
795 2a..57 3 ... 20 111 20 3 •
1 2+sj o.s
B23 3 2 I!3
2 790 •.28W 30 0C .4 20 •
0 3 20 B-30
5.5
785 B-24 3 • m 0.4
lL 780 1 _.�� 0.5 20 i 19
•
775 •
• •
20 3 III
770 20 3
171,1:
765 •
20
'..20
760
This is not a cross section.This is intended to display the Geotechnical Model only.See individual logs for more detailed conditions.
Model Layer Layer Name General Description
1 Surficial Material TOPSOIL
2 High Plasticity FAT CLAY with varying amounts of sand,ELASTIC SILT with
1
Residual varying amounts of sand
3 Low Plasticity Residual SILTY SAND,CLAYEY SAND,LEAN CLAY and SILT with
varying amounts of sand
4 Partially Weathered Sampled as SILTY SAND and SILT with sand
Rock(PWR)
LEGEND
.q Topsoil Silt 0 Fat Clay with Sand
"'Elastic Silt m Elastic Silt with Sand DI Sandy Silt
Q Silt with Sand 0 Lean Clay with Sand
.First Water Observation NOTES:
Layering shown on this figure has been developed by the geotechnical
SIZ Second Water Observation engineer for purposes of modeling the subsurface conditions as
Z Third Water Observation required for the subsequent geotechnical engineering for this project.
Numbers adjacent to soil column indicate depth below ground surface.
The groundwater levels shown are representative of the date and time of our
exploration.Significant changes are possible over time.
Water levels shown are as measured during and/or after drilling.In some cases,
boring advancement methods mask the presence/absence of groundwater.See
individual logs for details.

Hon ba rger Tract
Lane Parkway I Salisbury,NC Irerracon
Terracon Project No.71225131 2701 Westport Rd
GeoModel Charlotte, NC
800 B-32
1 • .0.4
795 B-31 2 B-35
B-38
1 o.s 0.3 B-36 1 'a 0.8
8 B-33 2 3 B-37
790 0.5 B-40
• 2 •
0.5 2 :.
1 0.5
•
785 3 .. B 34 $ 2
d 3 . 3 B 3g as
10 3 1 •'I,,o.a
a 780
20
3 .
c
.2
775
> 20 3 .. •20 • 20 10
m •
W 1 1 20
770 20 3 .. .'
•
765r--•
20
27.5 V
760
30
755
This is not a cross section.This is intended to display the Geotechnical Model only.See individual logs for more detailed conditions.
Model Layer Layer Name General Description
1 Surficial Material TOPSOIL
2 High Plasticity FAT CLAY with varying amounts of sand,ELASTIC SILT with
Residual varying amounts of sand
3 Low Plasticity Residual SILTY SAND,CLAYEY SAND,LEAN CLAY and SILT with
varying amounts of sand
4 Partially Weathered Sampled as SILTY SAND and SILT with sand
Rock(PWR)
LEGEND
L Topsoil [1111Silty Sand m Elastic Silt with Sand ®Fat Clay
la Silt with Sand m Elastic Silt 0 Lean Clay with Sand rA Lean Clay
Sandy Silt E Silt Sandy Lean Clay 1?2Clayey Sand
.First Water Observation NOTES:
Layering shown on this figure has been developed by the geotechnical
.Second Water Observation engineer for purposes of modeling the subsurface conditions as
Z Third Water Observation required for the subsequent geotechnical engineering for this project.
Numbers adjacent to soil column indicate depth below ground surface.
The groundwater levels shown are representative of the date and time of our
exploration.Significant changes are possible over time.
Water levels shown are as measured during and/or after drilling.In some cases,
boring advancement methods mask the presence/absence of groundwater.See
individual logs for details.

Honbarger Tract
Lane Parkway I Salisbury,NC Irerracon
Terracon Project No.71225131 2701 Westport Rd
GeoModel Charlotte, NC
800
B-42
1 `0.5 B-43 B-44
795 2 I 1 3 0.5 1 t•�•0.5 B-45 B-48
3 B-46
790 B-41 0.4 0:4 B-47 Y% 5
MI 10.5 2 3• 1 ,0.4
23 II
785 3 .
3 :. 3
10
m 780
•
11207
M 775
2 3 3 3 no1s.s
0 770 25 • 25
.�
m
w 765
27 30 28\F .' 27
760 •.29 v. �
�♦ 31V
32.5 M , 32 .35 33.5�j'4
755 011135 ...
750 �( 39.5
745
This is not a cross section.This is intended to display the Geotechnical Model only.See individual logs for more detailed conditions.
Model Layer Layer Name General Description
1 Surficial Material TOPSOIL
2 High Plasticity FAT CLAY with varying amounts of sand,ELASTIC SILT with
Residual varying amounts of sand
3 Low Plasticity Residual SILTY SAND,CLAYEY SAND,LEAN CLAY and SILT with
varying amounts of sand
4 Partially Weathered Sampled as SILTY SAND and SILT with sand
Rock(PWR)
LEGEND
..q Topsoil ®Weathered Rock E Silt 10 Fat Clay with Sand
[11Elastic Silt with Sand "'Elastic Silt ®Fat Clay DE Silty Sand
la Silt with Sand Ill Sandy Silt 0 Lean Clay with Sand
.First Water Observation NOTES:
Layering shown on this figure has been developed by the geotechnical
.Second Water Observation engineer for purposes of modeling the subsurface conditions as
Z Third Water Observation required for the subsequent geotechnical engineering for this project.
Numbers adjacent to soil column indicate depth below ground surface.
The groundwater levels shown are representative of the date and time of our
exploration.Significant changes are possible over time.
Water levels shown are as measured during and/or after drilling.In some cases,
boring advancement methods mask the presence/absence of groundwater.See
individual logs for details.

ATTACHMENTS
Responsive ■ Resourceful ■ Reliable

Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
EXPLORATION AND TESTING PROCEDURES
Field Exploration
Number of Explorations Depth (feet) ' Location 2
24 mechanical borings 20 to 40 Proposed building areas
20 mechanical borings 19.5 to 30 Proposed pavement areas
4 mechanical borings 10 to 20 Proposed pond areas
17 DMT soundings 10 to 30 Proposed building areas
1. Below existing grades.
2. See Exploration Plan for approximate locations.
Boring Layout and Elevations: Unless otherwise noted, Terracon personnel provided the boring
layout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of
about ±10 feet) and approximate elevations were obtained by interpolation from the USGS
National Elevation Dataset. If more precise elevations and boring layout are desired, we
recommend borings be surveyed.
Subsurface Exploration Procedures: Subsurface conditions were explored by advancing
Standard Penetration Test (SPT) borings and Flat Blade Dilatometer Test (DMT) soundings to the
depths indicated in the table above. The following sections discuss the general methods of
investigation for each test type.
SPT Borings: We advanced the borings with an ATV-mounted rotary drill rig using continuous flight
augers. Four samples were obtained in the upper 10 feet of each boring and at intervals of 5 feet
thereafter, with the exception of borings B-37 through B-39 in which continuous samples were
performed, to a depth of 10 feet. Additionally, boring B-36 was auger probed to obtain a soil
sample at 8 feet. In the split-barrel sampling procedure, a standard 2-inch outer diameter split-barrel
sampling spoon was driven into the ground by a 140-pound automatic hammer falling a distance of
30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a
normal 18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value.
The SPT resistance values, also referred to as N-values, are indicated on the boring logs at the test
depths. We observed and recorded groundwater levels during drilling and sampling. For safety
purposes, all borings were backfilled with auger cuttings after their completion.
The sampling depths, penetration distances, and other sampling information was recorded on the
field boring logs. The samples were placed in appropriate containers and taken to our soil laboratory
for testing and classification by a Geotechnical Engineer. Our exploration team prepared field
boring logs as part of the drilling operations. These field logs included visual classifications of the
materials encountered during drilling and our interpretation of the subsurface conditions between
samples. Final boring logs were prepared from the field logs. The final boring logs represent the
Responsive • Resourceful • Reliable EXPLORATION AND TESTING PROCEDURES 1 of 3

Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
Geotechnical Engineer's interpretation of the field logs and include modifications based on
observations and tests of the samples in our laboratory.
Flat Blade Dilatometer Testing
The Flat Blade Dilatometer Test (DMT) consists of hydraulically pushing a flat steel blade to
incremental depths. The blade is 3.75 inches wide by 0.55 inches thick with a 2.4-inch circular
membrane near the center. Every 8 inches in depth, the steel
membrane is inflated using gas pressure while measurements are
recorded:
■ A - pressure at which the membrane starts to expand
• B - pressure required to deflect the membrane 1/16 inch
■ C - pressure at which membrane returns to start position
(optional)
A series of these pressure measurements performed at
incremental depths is called a DMT sounding. Through correlations
with the pressure measurements, many geotechnical design
parameters can be calculated. No soil samples are gathered through
this subsurface investigation technique. After the soundings were
completed, pavements were patched with cold-mix asphalt and/or
pre-mixed concrete, as appropriate.
DMT testing is conducted in general accordance with ASTM D6635 "Standard Test Method for
Performing the Flat Plate Dilatometer." Upon completion, the data collected were downloaded and
processed by the project engineer. Detailed results are included on the attached DMT Logs.
Laboratory Testing
The project engineer reviewed the field data and assigned laboratory tests to understand the
engineering properties of the various soil strata, as necessary, for this project. Procedural
standards noted below are for reference to methodology in general. In some cases, variations to
methods were applied because of local practice or professional judgment. Standards noted below
include reference to other, related standards. Such references are not necessarily applicable to
describe the specific test performed.
ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture)
Content of Soil and Rock by Mass
ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils
ASTM D1140 Standard Test Methods for Determining the Amount of Material Finer than
75-pm (No. 200) Sieve in Soils by Washing
Responsive • Resourceful • Reliable EXPLORATION AND TESTING PROCEDURES 2 of 3

Geotechnical Engineering Report lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport.
ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Standard Effort
ASTM D5084 Standard Test Methods for Measurement of Hydraulic Conductivity of
Saturated Porous Materials Using A Flexible Wall Permeameter
Detailed results of our laboratory testing can be found in in the Exploration Results section and
are attached herein. Our laboratory testing program includes examination of soil samples by an
engineer. Based on the material's texture and plasticity, we describe and classify soil samples in
accordance with the Unified Soil Classification System (USCS).
Responsive • Resourceful • Reliable EXPLORATION AND TESTING PROCEDURES 3 of 3

SITE LOCATION AND EXPLORATION PLANS
Contents:
Site Location
Exploration Plan
Subsurface Profile A-A'
Subsurface Profile B-B'
Subsurface Profile C-C'
Note: All attachments are one page unless noted above.
Responsive ■ Resourceful ■ Reliable

SITE LOCATION 1lerracon
Honbarger Tract • Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
ter' - . Locke . • / -7,
c Rowan �•
County . f '�
Ilk
GRANTS Airport
• *J~ ..
• S ` • r MEADOW P • _V.
Airport ,+ 44
'r , BRIT
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�' Rowan
KINGS FOREST ^ , •" .. - . . Cabarrus
1%7tee 1 --�4 Community
HLAND PLACE iG..+ , -, ;4" College
liep
l] •i �a `/ii„ •
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SOUTHWOOD r4 • *� la cat`
aq
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D REDHAVFN ACRESV
KNOLLWOOD ACRES A- r'� j1, AlpO „_ Qd
rth Rd l6C AP 41 4 • . STAfFORD f'• `
! '4 I ESTATEVt/
1 li'
KNOLLVIEW 7° "1. fi)OrchardRd. I -s y�
R
b INS_ el & ' f-e /140_
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MIDWAY PINES ay t
Correll Park e, •
r i i1 Rd <4 '• 'CAM10.:10,H s
I f1P ACRES EBB STATES D _ '
J ESTATES -Webb # • - IblArl '.
4 r FOX RIJN SOU I If
x' ' r11 D VARM
I•I VEL ACRES CASTLEBROOK
ESTATES -
i
)wvlt W �► SAFRITct
•,, 24 1 "g SHADE EREE A( I L.
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id`
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f� dig' SIONIY ( RIIK1,
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rove® • �"
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CEDAR RIDGE >� ,fNC75
ESTATES ' VIIi, I; ZHW �' -
N y. . 4.
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v�r•n a y 1 a �,
4- A- TWIN ESTATES` PF
labo, , O
1r 11r.*. . �• �Sa� 'Shuping's Mill
y;
CROOKED CREEK ,
LINN WRIGHT ACRES
. I 1 D Ile
J
• I• -
(DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

EXPLORATION PLAN lierracon
Honbarger Tract Salisbury, North Carolina
January 27, 2023 Terracon Project No. 71225131 GeoReport
—
'Altitiot t i
^ `
4 — -_ '.• ,..._ +lr „ '0Giao.
♦/ r f
0
; i// . , •1 • CMIIIDMT-01 B-03 �i
/ 3b
\ B� g-02Ilii,8,1
-
lad
�r 8-34 DMT-05 DMT-04 +imp: ' ! • B_17
imi - /' 1 ./ F�-.�_ 0 8 47
/« \` OMT-08 DMA
ill • _ � • • B-07 i B-08
•
f •La` 8_ -
AP
2Pc• 8-24121-- - -
} :f>� - t om- , �1 ,` E_1
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•
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. .. '
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Q 801.
M DMT-15 B 10
my
_ -_. � 0 W B-2
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• �. Y `' .--- ..gym. .--- 1r���.f.7..� \ - \ \ _ -
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A_Iv
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Y 813 0
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! B-29 + -ate , r•- B-27
. 6-- li --- St-
28 —. - 8-26
WI° St IPti
IMO
N �': �4�. / '4LiFi1
1 '(/' , .N,,, jit if , I i 1 '
. � , -�j, Approximate location of soil borings
�- t`4 9-3"0 }
ill'ir �' '. B..39 1� c. Approximate location of dilatometer(DMT)soundings
- 4p.11. ''it!L_ ' • -• t-t Approximate location of subsurface profile
.6 B-30 -
, ��i ♦ , Jr- -tif/ - - �_-
1
IAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT INTENDED FOR CONSTRUCTION PURPOSE. MAP PROVIDED BY KIMLEY HORN"CONCEPT PLAN 1",UNDATED.

t A A'
0 200 400 600 800 1,000 1,200 1,400 B-08 1,600
815 815
.
810 • ' ' 810
•
805 - - - 805
B-09
800 • 800
N r
0,
N
m
o
0795 795
w
J
d •
at 790 8-41 790
a B-40
of o II
a u •
-
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•
w =
•
cal C
in • .
a 780 - .,. • 780
o W
a l r BT-35.0 Ft.
d tC •
E
16
. 775 , . • • 775
I re O
•
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cl z Q 770 BT-30.0 Ft. 770
o
I
M
7) .
N
17 765 ••' � I . _ 765
w •
o .
z
•
u_
•
1_I
•
a 760 •• - - 760
to
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w \. • 0 BT-30.0 Ft.
M
755 755
cc
w Bt-35.0 Ft.
w
J
z 750_ 750
3 0 200 400 600 800 1,000 1,200 1,400 1,600
0
0
m
0
LL Distance Along Baseline - Feet
a
w
-rr —
�
ce Elastic Silt T .Silt with
a •• Topsoil Silt Sand Silt
w ',.. p with Sand ' Sand y
rn Explanation
O Borehole
Q B-08 Number X Weathered
o Colntent —�sture w ��' LL PL Liquid and Plastic Limits\ 1 Rock
Borehole
co Sampling • Lithology NOTES:
(See General Notes) El
0 See -nloration Plan for orientation of soil profile. Project No.:712251311' rracon
SUBSURFACE PROFILE A-A'
AR Borehole
BT Termination Type See General Notes in Supporting Informati for symbols and soil '
0 classifications. SECTION A-A
z Q Water Level Reading Date:9/20/2022
at time of drilling. Soils profile provided for illustration purposes only. HONBARGER TRACT
mo Soils between borings may differ
Water Level Reading AR-Auger Refusal 2701 Westport Rd LANE PARKWAY
F - after drilling. BT-Boring Termination Scale:As Shown Charlotte,NC SALISBURY, NC

t B B' ►
820 0 500 1,000 1,500 2,000 2,500 3,000 g_01 3,500
820
B-04 '{ry
a'rr•
815 Jj 815
13-07 //
,A/y.• r
810 - /,/' - i/J 810
<., Op,
01
iy
0,8
805 ' 805
Li;
g B-19
w4
w •
11
o 800 - • - 800
zl y
•
O •' •
•
▪ LL B-42 '
w▪ .- •
•
795II. •
795
-31 BT-25.0 Ft.
a - , r
o w
a l • B-23 .•.•
•
16 E 790 f• i y., . ... • • - 790
•
K L
w Q .
Q
m
0 785 .i i. 785
M �.
N
N .
r
W BT-20.0 Ft. BT-35.0 Ft.
z 780 : • • •• - BT-30.0.Ft - 780
w
LL
,i _
a
Q
0
c •
.
X
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z 775 • 8T-20.0•Ft. 775
M
H .
0
w BT-20.0 Ft.
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z 770 .� 770
3 0 500 1,000 500 2,000 2,500 3,000 3,500
Fit.
0
0
0
LL Distance Along Baseline -Feet
0
w
Lc % Sandy Fat 7 Sandy Lean Sandy Silt %' Lean Clay
a ; Topsoil Clay y Clay 4 with Sand
N Explanation
LL
Borehole
a B-01 Number Clayey Silt with Fat Clay • Weathered
> Moisture Silty Sand
~ Content —�w �� LL PL Liquid and Plastic Limits Sand ' 'Sand with Sand \ Rock
Borehole
co Sampling • Lithology NOTES:
(see General Notes) 0 Project No.:71225131
O See 'nloration Plan for orientation of soil profile. 1 SUBSURFACE PROFILE B-B'
AR Borehole
BT Termination Type See General Notes in Supporting Informatl for symbols and soil classifications. lierracon SECTION B-B'
z Q Water Level Reading Date:9/20/2022
E at time of drilling. Soils profile provided for illustration purposes only. HONBARGER TRACT
m Soils between borings may differ
co Water Level Reading AR-Auger Refusal 2701 Westport Rd LANE PARKWAY
F - after drilling. BT-Boring Termination Scale:As Shown Charlotte,NC SALISBURY, NC

tc c >
I— _
0 200 400 600 800 1,000 1,200 1,400
825 825
I820 B-01 820
Mil
',0:4,••
815 815
0
B-02
810 810
N ef""1
/
N
0
805 B-.03 805
ui 0,49":0}
o G) 800 800
Z
1
0
J
w B-44 B-43
'a Z 795 B-35 .,. 795
(? O • /
u) BT-25.0 Ft.
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i •
J 790 •
790
QU la
w
w
ce
a 785 •
BT-25 0 Ft. 785
m
Z
O BT-20.0 Ft.
M •
7
Cg
780 780
w
U
Z
w
LL
H
a
2 775 775
I
0
0
w BT-20.0 Ft.
J
Z 770 770
3 0 200BT-25.0 Ft. 400 BT-25.0 Ft. 600 800 1,000 1,200 1,400
0
m
ce Distance Along Baseline -Feet
0
w
Topsoil /Sandy Fat Sandy Lean Sandy Silt Elastic Silt
Clay
Clay
u) Explanation
O Borehole
D B-01 Number Elastic Silt Fat Cla Silt with • Lean Clay
> Moisture kw 0 LL PL— Liquid and Plastic Limits with Sand •Sand y ' .with Sand
~O Content
Z _ _ Borehole NOTES:
0) SamplingLitholo
$ee�e°efd'"°`e 0 gy
c7 See Explora for orientation of soil profile. Project No.:71225131 SUBSURFACE PROFILE C-C'
AR Borehole
BT Termination Type See General Notes in Supporting Informatior for symbols and soil o classifications. lierracon SECTION C-C'
Z Q Water Level Reading Date:1/25/2023
p at time of drilling. Soils profile provided for illustration purposes only. HONBARGER TRACT
m Soils between borings may differ
0) YWater Level Reading AR-Auger Refusal 2701 Westport Rd LANE PARKWAY
E - after drilling. BT-Boring Termination Scale:As Shown Charlotte,NC SALISBURY, NC

EXPLORATION RESULTS
Contents:
Boring Logs (B-01 through B-48) (48 pages)
DMT Logs (DMT-01, DMT-04, DMT-05, DMT-07, DMT-08, DMT-11,
DMT-12, DMT-15, DMT-16, DMT-18 through DMT-25)
(17 pages)
Summary of Laboratory Results (2 pages)
Atterberg Limits Results (2 pages)
Moisture Density Relationship (4 pages)
Hydraulic Conductivity Test Results (4 pages)

BORING LOG NO. B-01 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
W o LOCATION SeeLIMITS _i
g _IV w w> O >J tp (0(0
F w--- FU Latitude:35.6049°Longitude:-80.5189° w
Wd = �> J � Qw Z w w a Zp ¢ F W LL-PL-PI U
W0 Approximate Surface Elev.:819(Ft.)+/- o <O Q w 0OU a
m
DEPTH ELEVATION(Ft.)
1 > .s '0.8 TOPSOIL, 10-inches 818.2+/-
N 2 SANDY FAT CLAY(CH), reddish brown,stiff, residual _ N=83 22.1 92-31-61 62
N 3.0 816+/-
SANDY LEAN CLAY(CL), reddish brown,grayish brown,and dark
H — 6-7-9
brown,stiff to very stiff N=16 29.9
oLi; • 5—_
Brown,grayish brown,and white _ N=219 18.8
w
I • —
v 8-10-11 16.6
aN=21
zi 10—
X
o
K —
w _ 20.2 44-21-23 59 I
3 White,grayish brown,and yellowish brown 3-6-8 24.5
- 15— N=14
/ —
(a //
o / 1717.0 802+/- —
a SANDY SILT(ML), brown and yellowish brown,very stiff —
c~i — X 5-7-11
20— \ N=18 ,
•
..
w —
0
m —
y,
o White and reddish brown,with manganese — X 4-8-11
M 25.0 794+/- 25 N=19
N
Boring Terminated at 25 Feet
N
N-
J
J
w
0
Z
o
O
J
f-
m
co
(n
O
co
0
ce
0
O
w
w
ce
z
Z
a
0
0
0
O
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w
o
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
w
co Advancement Method: See Exploration and Testing Procedures for a Notes:
'L Hollow Stem Auger description of field and laboratory procedures
o
used and additional data(If any). Bulk sample taken from 10 feet to 15 feet.
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
coBoring backfilled with auger cuttings and a hole stabilizing
0device upon completion. Approximate elevations obtained from the USGS
O — National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z0 No free water observed Boring Started:08-22-2022 Boring Completed:08-22-2022
m
lierracon Drill Rig:CME 550X Driller:J.Cain
w 2701 Westport Rd
1- MEL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-02 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
W 0 LOCATION See J w 7,7 LIMITS w
> OJ LL >zp u~i(n z
U Latitude:35.6050°Longitude:-80.5195° Ui Q w w Z F
W d = �> J p� Qw Z
o a Cl_ H w a W w Z LL-PL-PI U
CC0 Approximate SurfaceElev.:811(Ft.)+/- o <O Q w 0OU CC
a
DEPTH ELEVATION(Ft.)
°'• ` 5 ,\TOPSOIL,6-inches /.810 5+/ —
M ELASTIC SILT(MH),trace sand, brown and reddish brown,stiff, _ 3-4-5
residual N=9
N
o Trace yellowish brown — 3-6-9 30.2 69-37-32 90
0 5.5 805.5+/- 5— N=15 ,
ui
ELASTIC SILT WITH SAND(MH), reddish brown and yellowish — 7
brown, medium stiff to stiff _ X 3-4-4
N=8
w '
—
•
•
a Trace manganese — v 2-3-4 34.4 58-37-21 85
z
I 10— L� N=7
o •
0 • —
a
w 2
F •
a — 2-3-5
—. • 15— / \ N=8
co u
0)
a —
0 • .';
m •
a •
J •
o •
Light brown and yellowish brown >/ 2-3-4
20— X N=7
• ,
w —
0 •
L
a
no
z • —
o •
Brown and yellowish brown — > 3-7-6
r, • 25.0 786+/- 25 /` N=13 ,
N Boring Terminated at 25 Feet
N
17
J
J
w
0
Z
o
O
J
f e
a
(n
O
w
0
re
0
O
a
w
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a
z
a
0
o
0
O
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w
o I
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
w
w
m Advancement Method: See Exploration and Testing Procedures for a Notes:
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
z Boring backfilled with soil cuttings after delayed water
O levels were measured. Approximate elevations obtained from the USGS
— National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z0 No free water observed Boring Started:08-15-2022 Boring Completed:08-15-2022
m
lierracon Drill Rig:CME 550X Driller:D.Price
co 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-03 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
BERG
W 0 LOCATION See J w ATTE ITS
WLIMITS 1 w
} OJ LL >p } .m z
U Latitude:35.6050°Longitude:-80.5203° LJ Q F I w Z F
W d = �> J aw Qw Z
a < w H w a W w Z LL-PL-PI U
CC0 Approximate Surface Elev.:804(Ft.)+/- o <O Q w 0OU CC
a
DEPTH ELEVATION(Ft.)
1 '''4 .S 0 6 \TOPSOIL, 7-inches / 803 a+'- —
M 2II
ELASTIC SILT(MH),trace sand and manganese, brown,medium 2-3-4
N 3.0 stiff, residual —801+/_ _ N=7
SILT WITH SAND(ML),trace manganese, light brown and grayish
F brown,very stiff — 3-7-9
5.5 798.5+/- 5— N=16
aSANDY SILT(ML),trace manganese, light brown and brown,very — 6-7-9
2 stiff — N=16
w _
I- —
a X 6-7-10
a, •
N=17
z 10—
o —
a 3
...:Ef.
w
F . • —
a — > 579
15— /\ N=16 ,
a —
0 ••. •17.0 787+/- _
a SILT WITH SAND(ML), brown and trace light brown,very stiff
0 — V 6-10-15
tc :•, .20.0 784+/- 20 /` N=25
ce Boring Terminated at 20 Feet
w
O
m
a
m
z
0
I
m
7,
N
N
17
J
J
w
0
z
0
SiJ
f
a
a
co
co
0
w
0
ce
0
0
a
w
ce
a
z
a
0
o
0
O
ce
w
a
w
1- Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
a71 used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
z Boring backfilled with soil cuttings after delayed water
0levels were measured. Approximate elevations obtained from the USGS
- National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
00 No free water observed Boring Started:08-15-2022 Boring Completed:08-15-2022
Fe
m
lierracon Drill Rig:CME 550X Driller:D.Price
co 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-04 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTLEMRITBESRG
w 0 LOCATION See J w
• w> O ~J >2 ui nt Q >- F
U Latitude:35.6046°Longitude:-80.5193° w Z
d = �> J � Qw ZW w a w LL-PL-PI Up ¢ wF W Z F
CC Approximate Surface Elev.:817(Ft.)+/- o <O Q w 0OU CC
co a
DEPTH ELEVATION(Ft.)
1 v.••_`0.8 TOPSOIL, 9-inches 816.2+/-
M ��.•• LEAN CLAY WITH SAND(CL),yellowish brown and grayish — 2-2-4
/f�so brown, medium stiff, residual 814+/- X N=6
N —
CLAYEY SAND(SC),fine to coarse grained,light brown and — 7
o yellowish brown,medium dense X 6-10-10 15.4 32-22-10 38
Q 5— L �
a — 7 11 12 15.8
o N=23• ,
— v 10-12-12 10.9
°, L� N=24
Z 10—
ce
—
w •
w
a — u 11-13-14
.. / \ N=27
w 15—
a —
i • .<207.0 800+/- _
a 3 • • SILT WITH SAND(ML),with manganese, light brown and —
yellowish brown,very stiff
o — 6-8-10
20 X N=18
CC
W —
( 22.0 795+/- —
m SANDY SILT(ML),with manganese, light brown and grayish
z
brown,very stiff to hard —
o — �/ 5-10-10
25— /\ N=20 ,
N
' —
r
J
j •
—
o /.• — V 6-8-11
o
—
F
i /. —
o
w — '''X\ 16-18-15
35.0 782+/ 35 N=33 ,
oBoring Terminated at 35 Feet
a
w
a
J
z
Z
a
0
o
2
0
ce
w
0
w
1— Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
�
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
co Boring backfilled with auger cuttings and a hole stabilizing
device upon completion. Approximate elevations obtained from the USGS
— National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z While drilling Boring Started:08-23-2022 Boring Completed:08-23-2022
li
m m At completion of drilling erracon Drill Rig:CME 550X Driller:J.Cain
rn 2701 Westport Rd
Wet Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-05 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
BE
o LOCATION See J w ATTE ITS w
LIMITS w
> 0J t >z oco z
U Latitude:35.6046°Longitude:-80.5199° Ui Q w w Z F
W d = �> J p� Qw Z
0 a Cl_ F w a W w Z LL-PL-PI U
12 Approximate Surface Elev.:809(Ft.)+/- o <O Q w 0OU CC
a
m
DEPTH ELEVATION(Ft.)
1 '''''• •s'0 6 +
\TOPSOIL, 7-inches / 808 d '- —
M ELASTIC SILT(MH),trace sand, reddish brown and trace 3-5-5
N yellowish brown,stiff to very stiff, residual — �\ N=10
N 2
N —
o — X 6-8-11 36.7 77-42-35 98
o 5.5 803.5+/- 5— N=19 ,
ui
a
J SILT(ML),trace sand,reddish brown and yellowish brown,stiff — 3-5-5
w 8.0 801+/- N=10 ,
F SILT WITH SAND(ML), reddish brown and yellowish brown, 2-4-4
a •• medium stiff
z
▪I 10— N=8 -
o
0 —
a
W
w
•
1- •
With manganese —15— /\V 2-2-2
3 • •
N=4
a
J
0 _
Q
oV 2-3-3
20— /\ N=6
m
w —
o
a
—
no
z —
o Light brown and yellowish brown — X 2-2-3
M 25.0 784+/- 25 N=5 ,
N
Boring Terminated at 25 Feet
N
17
J
J
w
0
Z
o
O
J
f e
a
w
(n
O
w
0
re
0
O
a
w
ce
a
z
a
0
0
0
O
ce
O
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
z Boring backfilled with soil cuttings after delayed water
0levels were measured. Approximate elevations obtained from the USGS
— National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z0 No free water observed Boring Started:08-15-2022 Boring Completed:08-15-2022
m
lierracon Drill Rig:CME 550X Driller:D.Price
w 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-06 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
W 0 LOCATION See Exploration Plan w Z a F o ATTERBERG
MITSRG w
} Z} J LL > F (n rn
w W FU Latitude:35.6042°Longitude:-80.5189° Z
d = �> J � Qw ZW Wa LL-PL-PI Uo a wH W Z
ce Approximate Surface Elev.:819(Ft.)+/- o <O Q w 0OU a
DEPTH ELEVATION(Ft.)
' ' '"''NI 4'\TOPSOIL, 5-inches (.818 s+/, — i
M ELASTIC SILT(MH),trace sand, reddish brown, medium stiff to — 3-4-6
stiff, residual N=10
ci
a Trace yellowish brown — 3-5-7 33.7
o 5_ N=12 ,
w
a — X 3-3-4 35.8
w N=7
1 —
a �7
a Ln� 2-2-3
a
zl 10— N=5 ,
z
0
U —
ce
47.0 54-37-17 85
1 —
w2 Reddish brown and yellowish brown,trace manganese — 1-2-2
03
15— N=4
a -
J
0 _
CO
a
J -
o — V 1-1-3 57.7 56-42-14 87
20— /\ N=4 ,
w —
0
iy
m
z —
o
I — V 1-2-3
"' 25—ZT, /\ N=5
N —
N
r` 27.0 792+/- _
SILT(ML),trace sand,with manganese,grayish brown and light
3 brown,soft
o — V 1-1-3
o 30— /\ N=4 ,
0
J —
F
a —
(n —
w 3 — V 0-1-2
35— /\ N=3
ce ,
o —
w 37.0 782+/- —
- SILT WITH SAND(ML),trace rock fragments,with manganese,
z _light brown and white,stiff
E — X 3-4-5
o ` :. .'40.0 779+/- 40 N=9 ,
0 Boring Terminated at 40 Feet
ce
a
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
w
cn Advancement Method: See Exploration and Testing Procedures for a Notes:
(- Hollow Stem Auger description of field and laboratory procedures
o
used and additional data(If any). Bulk sample taken from 10 feet to 15 feet.
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
z Boring backfilled with soil cuttings after delayed water
levels were measured. Approximate elevations obtained from the USGS
U — National Elevation Dataset. _
-j WATER LEVEL OBSERVATIONS
z Not encountered while drilling Boring Started:08-22-2022 Boring Completed:08-22-2022
li
mNot encountered at completion of drilling �rraeon Drill Rig:CME 550X Driller:J.Cain
w V After 24 hours 2701 Westport Rd
IT ISIL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-07 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG o LOCATION See _1 LLJ
LL w> o z> a ITS1 LL 0 m
w wZ
U Latitude:35.6042°Longitude:-80.5196°
Wd = �> J � w Z wa W Q IL LL-PL-PIo a w H F
0 CC Approximate SurfaceElev.:811(Ft.)+/- o <O a w OU CC
a
m
DEPTH ELEVATION(Ft.)
1 ''''':•` 0 6 \TOPSOIL, 7-inches / 810 a+I- —
M 3 SILT WITH SAND(ML),trace rock fragments, brown,stiff, residual — 4-6-6
N N=12
N • •3.0 808+/- —
FAT CLAY WITH SAND(CH), brown,light brown,and grayish —
5-8-9 28.5 52-27-25 78
0 2 / brown,very stiff N=17
°. 4,5.5 805.5+/- 5—
ui
a • SANDY SILT(ML),trace manganese, brown,light brown,and — 4-5-6
ii grayish brown,stiff — x 24.9
w • 8.0 803+/- L N=11
F SILT WITH SAND(ML), brown,light brown,and grayish brown, 3-5-6
o stiff to very stiff
Z, 10— N=11 ,
•
o
0 • —
a
K —
ce •
w
F •
a •
o
— u 5-8-9
•
15— / \ N=17 ,
ii 0 3 —
17.0 794+/-
a • SANDY SILT(ML), brown and trace white,very stiff -
-
H0 — X 6-7-10
20— \ N=17 ,
m
w —
c9 ' 22.0 789+/-
m
m SILTY SAND(SM),fine to coarse grained,light brown and white,
Zo medium dense —
— V 9-11-12
25— /\ N=23 ,
N
N —
r` •27.0 784+/- _
PARTIALLY WEATHERED ROCK(PWR),sampled as light brown
L' 4 and white,silty SAND
Z ` 30.0 781+/- 30— x 28-34-50/6"
o Boring Terminated at 30 Feet
1-
ce
a
m
0
w
0
re
0
0
a
w
ce
a
z
a
0
0
0
0
ce
w
13
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
w
�
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
coBoring backfilled with soil cuttings after delayed water
levels were measured. Approximate elevations obtained from the USGS
• — National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z0 No free water observed Boring Started:08-15-2022 Boring Completed:08-15-2022
m
lierracon Drill Rig:CME 550X Driller:D.Price
w 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-08 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
W 0 LOCATION See Exploration Plan W Z wCl_ F o ATTERBERG
LIMITS
_ w
z} J LL > (n CO
w FU Latitude:35.6030°Longitude:-80.5193° W Z
d = �> J !]co Qw ZW HWa w LL-PL-PI Up a Cl_ W Z
Ct Approximate Surface Elev.:814(Ft.)+/- o <Om
w 0OU CC
a
DEPTH ELEVATION(Ft.)
1 ri' ''41 4,\TOPSOIL, 5-inches (.R13 s+/, —
M ELASTIC SILT WITH SAND(MH), reddish brown,soft to very stiff, — 3-5-8
residual N=13
ci
a - 4-8-8
a o 5— N=16 ,
w
With brown and light brown X N 15 36.7 59-45-14 85
0
w '
1- -
a 2 v 2-1-2
a L� 43.1
z
10— N=3
0
0 -
cew
47.0 59-43-16 84
1- —
0_ Yellowish brown,light brown,and black — / 1-2-1
15— � N=3
a —
o 17.0 797+/- _
a SILT(ML),trace sand,with manganese,yellowish brown and light -
brown,soft to medium stiff
c0 - X 0-1-2
ce 20— \ N=3
w
w -
o
a
a
m
z -
o
- V 1-1-1
"' 25— /\ N=2 ,
7,
N 3 -
J -=
w
o - V 1-1-2
O 30— m /\ N=3
J
F
-
co ii
w With reddish brown — V 2-3-4
35.0 779+/- 35 /` N=7
oBoring Terminated at 35 Feet
a
w
ce
J
a
z
a
E
0
2
0
ce
a
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
�
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
(— Hollow Stem Auger description of field and laboratory procedures
g used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings and a hole stabilizing
device upon completion. Approximate elevations obtained from the USGS
o• - National Elevation Dataset.
WATER LEVEL OBSERVATIONS
z While drilling Boring Started:08-24-2022 Boring Completed:08-24-2022
li
m m At completion of drilling �rraeon Drill Rig:CME 550X Driller:J.Cain
,co 2701 Westport Rd
Wet Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-09 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
W o LOCATION See _IV w ATTE ITSBE 03
LIMITS w
F w cc Latitude:35.6030°Longitude:-80.5202° Z F
Wd = �> J (0 w Z wwa Ww QLL-PL-PI 0 < H Z U
0 Ct Approximate Surface Elev.:802(Ft.)+/- ❑ <Om
w OU CC
a
DEPTH ELEVATION(Ft.)
: 4\TOPSOIL, 5-inches (.801 s+1, —
N 2 ELASTIC SILT WITH SAND(MH),dark reddish brown,stiff, �/ 2-5-5
N 3.0 residual 799+/- — �\ N=10
SILT WITH SAND(ML), reddish brown and yellowish brown,soft to — /
I stiff max\ 2-4-7
u;
5_ N=11
a —
J 2-4-4
w X N=8
F —
a Light brown and black,with manganese and mica — v 2-1-2
aI 10— L� N=3 ,
z
0
O —
ce —
W
w
F
a — u 1-1-2
o15— / \ N=3
a —
o 3 . ,17.0 785+/- _
a SILT(ML),with manganese and mica, brown,light brown,and
white,soft
a 1-1-1
20--X N=2
w —
0
c —
a
m
z —
o
— X 1-1-3
7, 25— N=4 ,
7,
N
N —
r` 27.0 775+/-
SILT WITH SAND(ML), light brown,grayish brown,and white,soft
3 —
o — X 1-2-2 N=4
30.0 772+/- 30
o Boring Terminated at 30 Feet
1-
w
a
co
0
w
0
ce
0
0
a
w
ce
a
z
a
0
o
0
0
ce
w
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
�
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
0 used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
co Boring backfilled with auger cuttings and a hole stabilizing
device upon completion. Approximate elevations obtained from the USGS
0• — National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z While drilling Boring Started:08-24-2022 Boring Completed:08-24-2022
li
m m At completion of drilling �rraeon Drill Rig:CME 550X Driller:J.Cain
,co 2701 Westport Rd
1± Wet Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-10 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
W o LOCATION See J w ATTERBERG
LIMITS> 0 z w w
J t 0 (n
F-1 wZU Latitude:35.6024°Longitude:-80.5193°
d = �> J W Qw ZW F w d w ZLL-PL-PI Uo < w W F
0 CC(9 Approximate Surface Elev.:802(Ft.)+/- o <O Q w OU CC
a
DEPTH ELEVATION(Ft.)
— V 3 i\TOPSOIL,4-inches fRo1 7+v —
M • ELASTIC SILT WITH SAND(MH), brown and grayish brown, — 2-3-3
N medium stiff, residual N=6
N 2 —
a . With reddish brown — 3-2-4
•
o 5.5 796.5+/- 5— N=6 ,
ui
a LEAN CLAY WITH SAND(CL),gray and grayish brown, medium — 2-2-4
a .'I stiff — J�
w 18.0 794+/- L N=6 ,
F SILT WITH SAND(ML), reddish brown,light brown,and grayish 1-2-3
a brown, medium stiff
z
▪I10— N=5 -
o
o —
Q •
K —
W
w
F •
a — u 2-2-4
3 15— / \ N=6 ,
a —
o .. ..17.0 785+/- _
a SILTY SAND(SM),fine to coarse grained,white,gray,and light —
brown, medium dense
o — 11-9-7
20— X N=16 ,
i
w m 22.0 780+/- =-
no
SILT(ML),trace sand,brown,grayish brown,and black,very stiff
z
o
— X 7-13-14
M 25.0 777+/- 25 N=27 ,
N
Boring Terminated at 25 Feet
N
17
J
J
w
0
z
(9
O
J
f
a
m
w
(n
O
w
(9
re
0
O
w
w
ce
z
Z
a
0
o
0
O
ce
w
a
w
1— Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
w
Lu Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
co Boring backfilled with auger cuttings and a hole stabilizing
O device upon completion. Approximate elevations obtained from the USGS
Si — National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z Not encountered while drilling Boring Started:08-22-2022 Boring Completed:08-22-2022
li
m w At completion of drilling lierracon Drill Rig:CME 550X Driller:J.Cain
Cl) 2701 Westport Rd
F AIL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-11 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
RBE
o LOCATION See J w ATTE LIMITS ITS m
w
co co
U Latitude:35.6025°Longitude:-80.5242° Ui Q F F-1 w Z F
W d = �> J p(0 Qw Z
o < w F w d W w Z LL-PL-PI U
0 CC Approximate Surface Elev.:792(Ft.)+/- o <O Q w OU CC
a
DEPTH ELEVATION(Ft.)
' 'i''••''O4\TOPSOIL, 5-inches (.7916+1, — i
N 3 SILT WITH SAND(ML),dark brown and reddish brown,stiff, — 4-5-5
3.0 residual 789+/ N=10 ,
ELASTIC SILT WITH SAND(MH), brown,stiff — 3-5-7
a 2
o 5.5 786.5+/- 5— N=12 ,
ui
a SILT WITH SAND(ML), light brown,medium stiff to very stiff — 4-5-7
w X N=12
a
a With grayish brown — v 4-7-9
�,
• 10—
L� N=16
z
o •
o —
a
K —
W
w •
F
a • — u 5-6-7
15— /\ N=13 ,
a —
J
o _
m
a 3 —
o Gray,white,and yellowish brown — �/ 2-2-3
ez 20— /\ N=5 ,
m
w —
o
m —
a
m •
z —
o
White,light brown,and dark brown — �/ 2-3-4
La
25— /\ N=7
N
N —
•
r`
o — V 3-3-4
30.0 762+/- 30 /` N=7
o Boring Terminated at 30 Feet
1-
ce
a
m
0
w
(9
re
0
0
a
w
ce
a
z
a
0
o
0
O
ce
w
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
• Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
m Boring backfilled with auger cuttings and a hole stabilizing
device upon completion. Approximate elevations obtained from the USGS
• — National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z0 No free water observed Boring Started:08-23-2022 Boring Completed:08-23-2022
m
lierracon Drill Rig:CME 550X Driller:J.Cain
w 2701 Westport Rd
F ISIL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-12 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
RBERG
0LOCATION See J� w ATTE LIMITS ITS
w
> w ..7. >z acn z
U Latitude:35.6018°Longitude:-80.5193° Ui Q F-1 w Z F
W d = �> J p� Qw Z
p a w F w a W w Z LL-PL-PI U
CC Approximate Surface Elev.:807(Ft.)+/- o <O a w 0OU CC
a
DEPTH ELEVATION(Ft.)
' L.'�0 4,\TOPSOIL, 5-inches ,rR06 6+1, —
M LEAN CLAY(CL),trace sand,gray and grayish brown,stiff, 2-4-5 29.2
N 430 residual 804+/- — N=9
SILT WITH SAND(ML),grayish brown and light brown, medium — 7
stiff to very stiff X N 41 33.2
wo 5— L K
With yellowish brown,with manganese 2-3-5
w N=8 ,
F —
0 • • _
a 2-3-4
z
I .. 10— X
N=7 ,
o •
a —
—
W
w •
Brown and black — V 4-6-12
3 15— /\ N=18 ,
0)iii
a —
0 • • _
Q]
a
J -
O Light brown,white,and gray — 5-6-9
ez 20— X N=15 ,
w •
o •
a —
m
z -
- V 2-6-11
•
25— m /\ N=17 ,
N —
r` 27.0 780+/- — r
SILT(ML),trace sand,brown and grayish brown, hard
w —=
o — X/ 13-21-33
Z 30.0 777+/ 30 /` N=54
o Boring Terminated at 30 Feet
1-
ce
a
m
w
0
w
0
re
0
0
a
w
ce
a
Z
a
0
o
0
O
ce
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
• Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
co Boring backfilled with auger cuttings and a hole stabilizing
device upon completion. Approximate elevations obtained from the USGS
• — National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z While drilling Boring Started:08-22-2022 Boring Completed:08-22-2022
li
m m At completion of drilling lierracon Drill Rig:CME 550X Driller:J.Cain
co 2701 Westport Rd
F AIL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-13 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
W o LOCATION See _IV w ^ LIMITS LO
> 0 } � o - zLL > F CO
w Z FU Latitude:35.6013°Longitude:-80.5193° w
Wd = �> J � w Z wa QzLL-PL-PI Uo a wH W
M Approximate SurfaceElev.:811(Ft.)+/- o <° a w 0OU a
DEPTH ELEVATION(Ft.)
1 "41 5 ,\TOPSOIL,6-inches /.R10 5+/MFAT CLAY WITH SAND(CH),with manganese,trace sand, - �/ 4-4-5
yellowish brown and grayish brown,stiff to very stiff, residual �\ N=9
N —
o - 2-3-5 30.7 67-25-42 84
o / 5— X, N=8 ,
w / I
ga 2 / 5-8-8
�/ N=16 , 31.5 56-26-30 79
- 3-3-7
of / N=10
Z /� 10-
o / _
a
12.0 799+/- —
wcc SILT(ML),with manganese,trace sand,yellowish brown,black, _
~ and trace gray,medium stiff to stiff
a - u
co
o
15— / \ N=5
a —
o _
m
a
J
o
- X 2-2-3
ce 20- ' \ N=5 ,
12
3 -
a
m
z
o Yellowish brown,brown,and white — 0 �/ 2-3-4
"' 25- /\ N=7
7,
N
N —
r` 27.0 784+/- _
SILT WITH SAND(ML),yellowish brown and white,stiff
w —
3
o - V 4-5-7
30.0 781+/- 30 /` N=12 ,
o Boring Terminated at 30 Feet
1-
a
a
m
m
0
Lu
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a
0
a
w
a
J
a
z
a
0
o
0
0
ce
w
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
w
Cl) Advancement Method: See Exploration and Testing Procedures for a Notes:
'L Hollow Stem Auger description of field and laboratory procedures
o
used and additional data(If any). Bulk sample taken from 5 feet to 10 feet.
> See Supporting Information for explanation of
Abandonment Method: symbols and abbreviations.
z Boring backfilled with soil cuttings after delayed water
co
levels were measured. Approximate elevations obtained from the USGS
- National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z While drilling Boring Started:08-15-2022 Boring Completed:08-15-2022
li
mNot encountered at completion of drilling �rraeon Drill Rig:CME 550X Driller:D.Price
,co Dry after 24 hours 2701 Westport Rd
i= AIL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-14 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
W o LOCATION See LU
LIMITS 1
J
wj 0 >
J LLp un
w wZU Latitude:35.6013°Longitude:-80.5203°
d = �> J W w ZW w a w QZLL-PL-PI 0 < w F W UF
0 CC Approximate Surface Elev.:802(Ft.)+/- o <O Q w OU CC
a
DEPTH ELEVATION(Ft.)
1 tL . .0.8 TOPSOIL, 9-inches 801.2+/- 1
ELASTIC SILT WITH SAND(MH), light brown,stiff, residual 4-5-6
", 2 N=11
3.0 799+/-
N - —
LEAN CLAY WITH SAND(CL), light brown and gray,stiff — 4-5-6
o / N=11
o5.5 796.5+/- 5—
ui
a SILT(ML),trace manganese and sand,yellowish brown,light — 3 3 4
a brown,and white,medium stiff to stiff — N=7
Li,
1 —
a �7
1- Ln� 3-4-5
a10— N=9 '
z
0
O —
a 12.0 790+/- _
ce
ce SILT WITH SAND(ML),with manganese, brown,white,and black,
~ stiff
a 3 — u 3-4-6
o
0, 15— / \ N=10 ,
•
a -
O L. _ •17.0 785+/- —_7_
a SANDY SILT(ML),with manganese, brown,white,and black,very —
stiff
O — V 5-7-10
20— /\ N=17 ,
m
Li,
(9
m —
m
z —
° - �/ 5-8-14
M 25.0 777+/- 25 /` N=22 ,
N Boring Terminated at 25 Feet
N
17
J
J
w
0
Z
(9
O
J
f e
m
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O
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0
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0
O
w
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z
Z
a
0
o
0
O
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w
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
w
�
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
O Abandonment Method: symbols and abbreviations.
co Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O National Elevation Dataset.—
SI WATER LEVEL OBSERVATIONS
z Not encountered while drilling Boring Started:08-16-2022 Boring Completed:08-16-2022 1
m m At completion of drilling lierracon
Drill Rig:CME 550X Driller:D.Price
w 2701 Westport Rd
Wet Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-15 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
o LOCATION See J m w ATTERBERG w
LIMITS _1 w
} 0J LL a Cl_ 0)rn z
U Latitude:35.6013°Longitude:-80.5213° LU Q F w w Z F
W d = �> J p� Qw Z
o a w H w a W w Z LL-PL-PI U
CC Approximate Surface Elev.:804(Ft.)+/- o <O Q w 0OU CC
a
DEPTH ELEVATION(Ft.)
1 "..• 0.8 TOPSOIL, 9-inches 803.2+/-
M SANDY SILT(ML),dark brown,stiff to hard,residual - 5-7-8
N=15 ,
a • Brown and light brown - 4-5-7
o 5_ N=12 ,
w
a With dark brown 7-7-9
2 - N=16 17.9 43 31 12 60
w
1- —
a .
I., Brown and grayish brown - v 4-9-11
Z, 10—
L� N=20 ,
0
0 -
K -
F 3 —
a_ Brown and light brown - V 3-5-6
15— /\ N=11
a -
o ;; i
Q
o - V/\ 10-16-22
20—ce
N=38 ,
w —
0
m
a
m
z -
o
- V 11-12-13
M 25.0 779+/- 25 /` N=25 ,
N Boring Terminated at 25 Feet
N
N-
J
J
w
0
Z
o
O
J
f-
co
(n
O
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0
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0
0
a
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0
o
0
O
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u_
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
w
Cl) Advancement Method: See Exploration and Testing Procedures for a Notes:
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O — National Elevation Dataset. -
J WATER LEVEL OBSERVATIONS
z0 No free water observed Boring Started:08-16-2022 Boring Completed:08-16-2022
m
lierracon Drill Rig:CME 550X Driller:D.Price
w 2701 Westport Rd
1- MEL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-16 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
W o LOCATION See LLJ
LIMITS 1
J
LL w> O z> a J LL 0 m
w wZ
U Latitude:35.6013°Longitude:-80.5223°
d = �> J W w ZW Hwa w QZ U LL-PL-PI< w W F
0 CC Approximate Surface Elev.:804(Ft.)+/- o <O Q w OU CC
a
DEPTH ELEVATION(Ft.)
1 '°'"• •`'0.7 \TOPSOIL,8-inches / 803-3+/- —
w 2 ELASTIC SILT WITH SAND(MH), brown,stiff, residual — 3-4-5
Is
N 3.0 _ 801+/- — N=9
SILT WITH SAND(ML), brown and grayish brown,very stiff — 4-7-10
a N=17
0 '5.5 798.5+/- 5—
ui
I., SANDY SILT(ML), brown and grayish brown,stiff to very stiff — 12-13-15
w — N=28 ,
I- —
a 6-5-7
m, X N=12
z 10—
o
a • • 12.0 792+/- —
ce
ce SILT WITH SAND(ML),grayish brown,light brown,and white,very
~ stiff
a 3 — u 6-6-9
o
m
15— / \ N=15 ,
a —
J •
03
J —
c~.o — X 8-10-15
1- 20— \ N=25
CC _
W •
m —
a
m
z —
O • Brown and light brown,with manganese and mica — �/ 8-13-16
M '.25.0 779+/- 25 /` N=29 ,
N Boring Terminated at 25 Feet
N
17
J
J
w
0
Z
o
O
J
f
a
m
w
(n
O
w
0
re
0
O
w
w
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z
Z
a
0
o
0
O
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w
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
w
Lu Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
O Abandonment Method: symbols and abbreviations.
z• Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O — National Elevation Dataset.
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:08-16-2022 Boring Completed:08-16-2022 1
E0lierracon Drill Rig:CME 550X Driller:D.Price
m
Cl) 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-17 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
0LOCATION See J m w ATTERBERG m
LIMITS w
w co Latitude:35.6046°Longitude:-80.5186° Z F
d = �> J Qw ZW wF w a w LL-PL-PI Up < W Z
CC Approximate Surface Elev.:824(Ft.)+/- o <O Q w 0OU CC
a
DEPTH ELEVATION(Ft.)
• 4,\TOPSOIL, 5-inches (.823 s+/, —
M ELASTIC SILT WITH SAND(MH), reddish brown,stiff, residual — 3-4-5
o N=9
N 2 —
o •
With manganese — 3-4-6
c7 5.5 818.5+/- 5— N=10 ,
ui
a SILT WITH SAND(ML), reddish brown and yellowish brown,stiff — 3-6-7
w N=13 ,
I-
a —
a 10—
With manganese — v 3-4-6
to L� N=10 ,
•
o
o —
a
w 3
a • — 3-6-6
u
15— / \ N=12 ,
a •
-
o _
m
a
I-
a — > 3-4-5
to N=9
. ••20.0 804+/- 20 /`
ce Boring Terminated at 20 Feet
w
O
m
a
m
z
0
I
m
7,
N
N
17
J
J
w
0
z
0
SiJ
f
a
a
co
co
0
w
0
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0
0
a
w
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a
z
a
0
0
0
O
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w
O
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
w
�
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings and a hole stabilizing
0device upon completion. Approximate elevations obtained from the USGS
Si - National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
00 No free water observed Boring Started:08-22-2022 Boring Completed:08-22-2022
m
lierracon Drill Rig:CME 550X Driller:J.Cain
co 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-18 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
BE
o LOCATION See _1m w ATTE ITS w
LIMITS w
> OJ LL >z0 aim z
U Latitude:35.6038°Longitude:-80.5193° Ui Q F w Z F
W d = �> J p� Qw Z
p ¢ Cl_ LU w a W w Z LL-PL-PI U
CC0 Approximate Surface Elev.:816(Ft.)+/- o <O Q w 0OU CC
a
m
DEPTH ELEVATION(Ft.)
1 .. .8 TOPSOIL, 9-inches 815.2+/-
M ELASTIC SILT(MH),trace sand, reddish brown, medium stiff, 2-3-4
N 3.0 residual 813+/- _ N=7
ELASTIC SILT(MH), reddish brown and yellowish brown,medium —
5 -8
H
2 stiff to very stiff N$16 32.1 71-40-31 98
5
g X 334
w 8.0 808+/- N=7 ,
H SILT(ML),trace sand,reddish brown and yellowish brown, 7 2-2-3
a medium stiff — x N=5 41.6
z
I 10— L �
0
O —
< 12.0 804+/- —
ce
ce W SILT WITH SAND(ML), reddish brown and yellowish brown,
H medium stiff
a — u 2-2-2 49.3
0
N=4
0)
a —
O 3 .. 17.0 799+/- _
a SILT(ML),trace sand,with manganese and mica, reddish brown, —
H light reddish brown,and black, medium stiff
O — 1-2-3
ez 20— X N=5 ,
CC
La —
0
CC —
m 8
0 Yellowish brown and light brown — V 1-2-2
M 25.0 791+/- 25 /` N=4 ,
N Boring Terminated at 25 Feet
N
17
J
J
w
0
Z
o
O
J
f
a
m
w
(n
O
w
0
re
0
O
w
w
ce
z
Z
a
0
o
0
O
ce
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
� Advancement Method: Notes:
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings and a hole stabilizing
0device upon completion. Approximate elevations obtained from the USGS
O — National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z0 No free water observed Boring Started:08-24-2022 Boring Completed:08-24-2022
m
lierracon Drill Rig:CME 550X Driller:J.Cain
w 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-19 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
w o LOCATION See _IV w ATTERBERG
LIMITS 1 w
} OJ LL >O } am z
U Latitude:35.6038°Longitude:-80.5208° Q F F-1 w Z F
W d = �> J a Qw Z
0 < w H w a W w Z LL-PL-PI U
0 EY Approximate Surface Elev.:802(Ft.)+/- ❑ <O Q a 0U a
DEPTH ELEVATION(Ft.)
1 s '0.7 \TOPSOIL,8-inches 801 3+/-/
N 2 III
ELASTIC SILT WITH SAND(MH), reddish brown, medium stiff, — 3-3-3
N 3 0 residual 799+/- — N=6
SILT(ML),trace sand,reddish brown and yellowish brown,
a medium stiff to stiff — 4-5-5
5_ N=10
w
Trace manganese 2-3-4
w X N=7
H —
a Xa a 2-3-3
z
I 10— N=6 ,
O —
O 3
a —
a
w
H
a — u
0o
3 2-2-3
15— / \ N=5
a —
o 17.0 785+/-
a SILT WITH SAND(ML), reddish brown,yellowish brown,and
white,medium stiff
o — V 2-2-3
ce .: .'20.0 782+/- 20 /` N=5
Boring Terminated at 20 Feet
w
0
m
a
m
z
0
I
m
7,
N
N
N-
J
J
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0
z
0
O
J
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0
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0
H
0
0
a
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a
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a
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a
0
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0
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a
a
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1— Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
a71 used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
z Boring backfilled with soil cuttings after delayed water
0levels were measured. Approximate elevations obtained from the USGS
O — National Elevation Dataset-
J WATER LEVEL OBSERVATIONS
00 No free water observed Boring Started:08-15-2022 Boring Completed:08-15-2022
m
lierracon Drill Rig:CME 550X Driller:D.Price
w 2701 Westport Rd
1- MEL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-20 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
w o LOCATION See J w LIMITS w
> 0 LL IL
0)icn z
U Latitude:35.6039°Longitude:-80.5225° Ui Q F-1 w Z
W d = �> J 0� Qw Z
0 < w F w 0_ W w Z LL-PL-PI U
0 CC Approximate Surface Elev.:785(Ft.)+/- o <O Q w OU CC
a
DEPTH ELEVATION(Ft.)
' TOPSOIL, 5-inches (.784 s+/ —
�
2very FAT CLAY WITH SAND(CH),dark brown and black, stiff, 6-7-9
ij/3.0 residual 782+/ N=16
Es_., SANDY LEAN CLAY(CL),with manganese,yellowish brown,
o grayish brown,and black,very stiff — X 8N 286
o 1 5.5 779.5+/- 5— '
Li;
a SANDY SILT(ML),trace manganese,yellowish brown and light — g-g 10
a brown,stiff to very stiff — N=19
Li, '
1 z —
�a — 4-4-8 N=12
zI 10—
v ,
0
a 3 12.0 773+/- —_
W F SANDY LEAN CLAY(CL),yellowish brown,brown,and white,stiff
~ to very stiff
2-3-5
I
15— X N=8 ,
-
U 4.
a
H
a ,�� — 7-12-18
ce S'/�/'/�20.0 765+/- 2 N=30
Boring Terminated at 20 Feet
w
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0
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0
z
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0
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0
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0
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0
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Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
�
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O National Elevation Dataset.
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:12-01-2022 Boring Completed:12-01-2022 1
E0 lierracon
Drill Rig:CME 550X Driller:S.Bledsoe
m
w 2701 Westport Rd
F ISIL D Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-21 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
w C� LOCATION See Exploration Plan ^ J co W AT L LIMITS w
r o LJo 0 CO( z
LL
= Latitude:35.6032°Longitude:-80.5186° _ -< w r j w Z H
p Q w w W d W w Z LL-PL-PI U
0 CC Approximate Surface Elev.:818(Ft.)+/- p <co Q w 0 a
to
DEPTH ELEVATION(Ft.)
I- ' 4 1TOPSOIL,4.5-inches r,817 6+i -
M ELASTIC SILT(MH),trace sand,reddish brown and trace - V 3-5-9
yellowish brown,soft to stiff,residual /\ N=14
C -
o - V 4-6-9
o 5- /\ N=15
w
Brown, reddish brown,and brown light 4-2-4-4
g - X -N 41.3 68-40-28 86
w
1 —
15 2 2-2-3
0, 10- X N=5
z
0
0 -
a
w
w
F
a - u 1-1-1 67.0 65-43-22 96
0 15— / \ N=2
a -
o 17.0 801+/- _
a SILT WITH SAND(MU,reddish brown,yellowish brown,and light -
brown,soft
o - X 0-1-2
1- 20— \ N-3
C
w —
( 22.0 796+/-
m SILT(ML),trace sand,reddish brown,light reddish brown,and light
brown,soft - 0
z 3 - V 0-1-1
"' 25— /\ N=2 ,
7)
N
N -
r
J
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O — V 0-1-1
Z 30.0 788+/- 30 /` N=2 ,
o Boring Terminated at 30 Feet
1-
ce
a
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0
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0
0
0
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z
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0
0
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0
0
U-
w
O
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a
a
w
Cl) Advancement Method: See Exploration and Testing Procedures for a Notes:
`• Hollow Stem Auger description of field and laboratory procedures
071 used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings and a hole stabilizing
o device upon completion. Approximate elevations obtained from the USGS
0 National Elevation natacet
Si WATER LEVEL OBSERVATIONS
c7 Boring Started:08-22-2022 Boring Completed:08-22-2022
z y While drilling
li
m m At completion of drilling �rracon Drill Rig:CME 550X Driller:J.Cain
Cl) 2701 Westport Rd
i= AIL Wet Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-22 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
w o LOCATION See _IV w ATTERBERG
LIMITS 1 w
> OJ LL LJ u~i(n z
U Latitude:35.6034°Longitude:-80.5198° Ui Q w w Z F
W d = �> J p(0 Qw Z
o a w H w 2 W w Z LL-PL-PI U
CY Approximate Surface Elev.:813(Ft.)+/- o <O Q w 0OU CY
a
DEPTH ELEVATION(Ft.)
1 "" ``'0.7 TOPSOIL,8-inches 812 3+/-
3 • SILT WITH SAND(ML),trace rock fragments, brown and reddish — 5-5-6 23.6
N ••3 0 brown,stiff, residual 810+/- — N=11
ELASTIC SILT WITH SAND(MH), red and yellowish brown,stiff to
very stiff — >K 6-8-15 34.0
ui
o 5_ N=23
I
v 5-6-7
w 2 — L� N=13
I- —
a
a 3-4-6 40.1 66-49-17 81
z, N=10
z ,
10—
0
a
m 1. 12.0 801+/-
cc W SILT(ML),trace sand,reddish brown,yellowish brown,and brown, _
H medium stiff
cLRed,white,and light brown,trace manganese — ^V 2-2-3
C
15— /\ N=5
a 3 —
U _
m
a
J
c0 Red, brown,and black,with manganese — V 2-2-3
ce 20.0 793+/- 20 /` N=5
Boring Terminated at 20 Feet
w
0
m
a
m
z
0
I
m
7,
N
N
N-
J
J
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0
z
0
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0
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0
0
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a
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0
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0
O
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u_
0
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
�
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
z Boring backfilled with soil cuttings after delayed water
0levels were measured. Approximate elevations obtained from the USGS
O — National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
00 No free water observed Boring Started:08-15-2022 Boring Completed:08-15-2022
m
lierracon Drill Rig:CME 550X Driller:D.Price
w 2701 Westport Rd
1- MEL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-23 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
o LOCATION See Jco
w ATTERBERG
LIMITS 1 w
} 0J LL IL } 0)(n z
Latitude:35.6035°Longitude:-80.5218° Q F F-I w I:-
0 F
W d = �> J a� Qw Z
a < w F w d W w Z LL-PL-PI U
CY Approximate Surface Elev.:790(Ft.)+/- o <O Q w 0OU CC
a
m
DEPTH ELEVATION(Ft.)
' A'''..‘!"0 4\TOPSOIL, 5-inches (.789 6+1, — i
N
3 SILT WITH SAND(ML), brown,stiff, residual _ 6-5-3
N ,3.0 _ _ 787+/- —
N=8
ELASTIC SILT WITH SAND(MH), brown,stiff — 3-4-5
a 2 o 5.5 784.5+/- 5— N=9 '
ui
a SILT WITH SAND(ML),dark brown and grayish brown,stiff to very — 2-5 10
2 • • stiff — N=15
w '
H
a Brown and reddish brown 2-9-9
z N=18 ,
ZI 10—
L�
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o —
K —
3 •
F —
a •
— u 4-6-6
15— / \ N=12 ,
co
a •
—
J
U _
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co With manganese — V 4-8-9
ce •20.0 770+/- 20 X. N=17
Boring Terminated at 20 Feet
w
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0
I
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7,
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N
N-
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0
z
(9
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0
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0
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0
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a
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Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
a71 used and additional data(If any).
> See Supporting Information for explanation of
O Abandonment Method: symbols and abbreviations.
(o Boring backfilled with auger cuttings and a hole stabilizing
0device upon completion. Approximate elevations obtained from the USGS
O — National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z0 No free water observed Boring Started:08-24-2022 Boring Completed:08-24-2022
m
lierracon Drill Rig:CME 550X Driller:J.Cain
w 2701 Westport Rd
F MEL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-24 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
w o LOCATION See _IV w ATTERBERG
LIMITS 1 w
} 0J LL LJ } �(n z
Latitude:35.6035°Longitude:-80.5237° Q F F-I w 1:-
0 F
W d = �> J a(0 Qw Z
a < w H w a W w Z LL-PL-PI U
ct Approximate Surface Elev.:782(Ft.)+/- o <O Q a 0OU a
m
DEPTH ELEVATION(Ft.)
1 `"':.``-0 5 ,\TOPSOIL,6-inches �.781 5+/, —
M SILT WITH SAND(ML),dark brown,stiff, residual _ 4-5-5
N N=10
N 3.0 779+/- _
i: LEAN CLAY WITH SAND(CL),grayish brown,yellowish brown, 2-2-3
—
and white,medium stiff
5.5 776.5+/- 5— N=5
a SILT WITH SAND(ML), brown and grayish brown, medium stiff — 1-4-4
w _ N=$
a X 2-2-2
10— N=4
z 3 ,
0
o
a
K
W —
w
H
•
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15— /\ N=7
a —
J
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a
co Black,white,and gray V 2-2-4
ce . ••20.0 762+/- 20 /` N=6
Boring Terminated at 20 Feet
w
0
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z
0
I
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7,
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N
N-
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0
z
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0
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0
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Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
a71 used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
(o Boring backfilled with auger cuttings and a hole stabilizing
O device upon completion. Approximate elevations obtained from the USGS
O — National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z0 No free water observed Boring Started:08-24-2022 Boring Completed:08-24-2022
m
lierracon Drill Rig:CME 550X Driller:J.Cain
w 2701 Westport Rd
1- MEL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-25 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
RBE
o LOCATION See _1m w ATTE LIMITS ITS (0w
> 0J ..7. LJ 0)i(n EL F z
U Latitude:35.6021°Longitude:-80.5187° Q F_i w Z F
W d = �> J a Qw Z
0 < w F w Cl_ W w Z LL-PL-PI U
CC Approximate Surface Elev.:806(Ft.)+/- o <O Q w 0OU CC
a
m
DEPTH ELEVATION(Ft.)
lj ` 4 1TOPSOIL, 5-inches (.R056+/r
M / FAT CLAY WITH SAND(CH), reddish brown, medium stiff, — 2-2-3
30.3 87-31-56 71
N residual N=5
N 2 —
H ` With grayish brown — 2-2-2
c7 45.5 800.5+/- 5— N=4 ,
aui SILT WITH SAND(ML), reddish brown,grayish brown,and gray, — 1-3-3
ii medium stiff —
w 8.0 798+/- N=6
HSILT(ML),trace sand,yellowish brown,grayish brown,and white, 1-2-2
a medium stiff
a N=4
I 10—
z
0
0 —
12.0 794+/- _
ce
ce 3 • • SILT WITH SAND(ML),with mica, black and reddish brown,
medium stiff
a — u 1-2-3
a —
J
•
J • -
co • Grayish brown,light brown,and white — V 1-3-3
ez .• 20.0 786+/- 20 /` N=6
H Boring Terminated at 20 Feet
w
O
m
a
m
z
O
I
m
7,
N
N
17
J
J
Lj
z
(9
SiJ
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a
2
co
0
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(9
H
0
0
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a
0
o
0
O
ce
w
a
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H Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
w
m Advancement Method: See Exploration and Testing Procedures for a Notes:
'L Hollow Stem Auger description of field and laboratory procedures
a71 used and additional data(If any).
> See Supporting Information for explanation of
O Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings and a hole stabilizing
0device upon completion. Approximate elevations obtained from the USGS
Si - National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z0 No free water observed Boring Started:08-22-2022 Boring Completed:08-22-2022
m
lierracon Drill Rig:CME 550X Driller:J.Cain
w 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-26 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
W o LOCATION See _IV w ATTE ITS 03
w
LIMITS w
> OJ LL > aim z
U Latitude:35.6006°Longitude:-80.5188° Ui Q w w Z I-
_I
d = �> J p� I-w Z
o a w H w a W w Z LL-PL-PI U
CY0 Approximate Surface Elev.:815(Ft.)+/- o <O Q w 0OU CY
a
DEPTH ELEVATION(Ft.)
1 ..0.8 TOPSOIL, 10-inches 814.2+/-
M ELASTIC SILT(MH),trace sand, red and reddish brown,medium _ 2-3-4
stiff to stiff, residual N=7
N
o With yellowish brown — 3-5-6 42.3 75-42-33 89
o 5_ N=11 ,
w
I
2 v 2-2-2
w L� N=4 ,
I- —
a With manganese — v 2-2-3 58.7 76-45-31 89
10— /� N=5
z ,
0
O —
< 12.0 803+/- —
cc W SILT(ML),trace manganese,trace sand,red and yellowish brown,
~ medium stiff to stiff
ci_ — 233
o
15— N=6
a 3 —
U _
m
a
J
c0 Light brown and black V 4-6-8
< 20.0 795+/- 20 /` N=14
I-
CY Boring Terminated at 20 Feet
w
O
m
a
m
z
O
I
m
7,
N
N
N-
J
J
w
0
z
o
O
J
f-
a
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co
O
w
0
ce
0
O
a
w
J
a
z
a
0
o
0
O
ce
w
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
z Boring backfilled with soil cuttings after delayed water
O levels were measured. Approximate elevations obtained from the USGS
— National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
00• No free water observed Boring Started:08-15-2022 Boring Completed:08-15-2022
m
lierracon Drill Rig:CME 550X Driller:D.Price
w 2701 Westport Rd
1- MEL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-27 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
w o LOCATION See J w LIMITS w
> 0 LL IL
u~i(n z
U Latitude:35.6008°Longitude:-80.5199° Ui Q w w Z F
W d = �> J p(0 Qw Z
0 a w H w a W w Z LL-PL-PI U
CY Approximate Surface Elev.:809(Ft.)+/- o <O Q w 0OU CC
a
m
DEPTH ELEVATION(Ft.)
1 °! ``-0 5 ,\TOPSOIL,6-inches T.ROR 5+/, —
2 • ELASTIC SILT WITH SAND(MH),with manganese, brown and 3-3-5
N 3 0 black,stiff,residual 806+/ _ N=8 ,
SILT WITH SAND(ML),with manganese, light brown and brown, —
-8
medium stiff to stiff N 715 31.5
o(it 5—
'
•
a — X 3-3-6 35.8
w N=9
—
0 •
a 2-4-5
z
I
10— N=9 ,
o .
•
am 3
•
a — ^u 245
w
15— / \ N=9
a —
O —
CO
a
J
0V 2-3-3
Boring Terminated at 20 Feet
w
0
m
a
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z
0
I
m
7,
N
N
N-
J
J
w
0
z
0
O
J
f-
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(n
0
w
0
ce
0
0
a
w
ce
a
z
a
0
o
0
O
ce
w
0
w
1- Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
�
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
071 used and additional data(If any).
> See Supporting Information for explanation of
O Abandonment Method: symbols and abbreviations.
z• Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O — National Elevation Dataset.
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:08-16-2022 Boring Completed:08-16-2022 1
E0lierraco n Drill Rig:CME 550X Driller:D.Price
m
w 2701 Westport Rd
1- MEL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-28 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG o LOCATION See _1 LU
w
0 > . ITS
} J LLp m
F wZ
U Latitude:35.6006°Longitude:-80.5217°
Wd = �> J a� w Z wF w a W w QZLL-PL-PI 0 < UF
0 CC
CC Approximate Surface Elev.:801(Ft.)+/- o <O Q w OU a
m
DEPTH ELEVATION(Ft.)
1 s '0.7 \TOPSOIL,8-inches / 800 3+/- — 1
M 2 1113.0
ELASTIC SILT(MH),trace sand,yellowish brown and light brown, — 2-2-3
N medium stiff, residual 7gg+/_ _ N=5 ,
SILT WITH SAND(ML),trace mica, brown and light brown,stiff — 5-6-7
a N=13
0 'S.5 795.5+/- 5—
ui
a SILT(ML),trace sand,with manganese,yellowish brown and light — 3-4-6
a_ brown,stiff —
F SILT WITH SAND(ML),yellowish brown and light brown,stiff _ �J 3-4-6
a /�
°, N=10
z 10—
o —
o 3
m •
—
W •
White and grayish brown — V 3-4-7
15—
o
a • •
—
o _
o V 4-6-8
ez • ••20.0 781+/- 20 /` N=14
ce Boring Terminated at 20 Feet
w
O
m
a
m
z
0
I
m
7,
N
N
17
J
J
w
0
z
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F
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co
0
w
(9
0
0
a
w
ce
a
z
a
0
0
0
O
ce
U_
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
a71 used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O — National Elevation Dataset.
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:08-16-2022 Boring Completed:08-16-2022 1
F0elierracon Drill Rig:CME 550X Driller:D.Price
m
w 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-29 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
CY o LOCATION See J m w ATTERBERG
LIMITS 1 w
} 0J LL IL Cl_ �m z
U Latitude:35.6009°Longitude:-80.5238° Ui Q F w w Z F
W d = �> J a Qw Z
0 < w H w a W w Z LL-PL-PI U
CC0 Approximate Surface Elev.:795(Ft.)+/- o <OmQ w 0OU CC
a
CO
DEPTH ELEVATION(Ft.)
1 '•``-0 a ,\TOPSOIL,6-inches ,, 794 5+1 — i
N
2 ELASTIC SILT(MH),trace sand, brown,stiff, residual — 6-4-5
N 3.0 792+/- — N_9
SILT WITH SAND(ML),yellowish brown and light brown,stiff to
o very stiff — 7-9-11
5— N=20
Li;
J 6-9-11
w X N=20 ,
� —
� •
—
a v 8-6-7
zI /� N=13 ,
Z 10—
o _
o
3 ce —
w
F
cLBrown and black,with manganese — V 4-7-6
15— /\ N=13
a —
o _
m
a
J —
c~i 4-5-6
20.0 775+/- 20 X N=11
Boring Terminated at 20 Feet
w
0
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a
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z
0
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7,
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Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
a71 used and additional data(If any).
> See Supporting Information for explanation of
0 Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
0 - National Elevation Dataset.
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:08-16-2022 Boring Completed:08-16-2022 1
E0lierraco n Drill Rig:CME 550X Driller:D.Price
m
w 2701 Westport Rd
1- MEL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-30 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
w 0 LOCATION See J w LIMITS w
j 0J LL >p } 0)i(n z
Latitude:35.5991°Longitude:-80.5237° Q F F_i w I:-
0 F
W d = �> J a Qw Z
a < w I-w a W w Z LL-PL-PI U
CC0 Approximate Surface Elev.:785(Ft.)+/- o <OmQ w 0OU CC
a
CO
DEPTH ELEVATION(Ft.)
' A 1.`.`41 4\TOPSOIL,4.5-inches (.7134 6+1, — i
M SILT WITH SAND(ML), light brown and yellowish brown,medium — 2-2-4
3.o stiff, residual 782+/- N=6 ,
N —
SANDY SILT(ML),grayish brown,medium stiff — X 2-3-4
a N=7
0 5.5 779.5+/- 5—
ui
a SILT WITH SAND(ML), reddish brown and grayish brown,stiff — 3-4-5
w XN=9
a —
a • With black,with manganese — v 3-5-5
a L� N=10
z 3 10-
0
O —
O 12.0 773+/- —
ce W SANDY SILT(ML),with manganese,grayish brown and light
H brown,stiff
a — u 3-7-8
a —
J
O _
cotEE
•
O V 3-4-8
cc 20.0 765+/- 20 X. N=12
Boring Terminated at 20 Feet
w
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0
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Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
a used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
(o Boring backfilled with auger cuttings and a hole stabilizing
0device upon completion. Approximate elevations obtained from the USGS
— National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z While drilling Boring Started:08-23-2022 Boring Completed:08-23-2022
li
m m At completion of drilling �rraeon Drill Rig:CME 550X Driller:J.Cain
co 2701 Westport Rd
IT ISigg Wet Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-31 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
o LOCATION See J w ATTERBERG
LIMITS w
U Latitude:35.6007°Longitude:-80.5247° Q F_i w Z F
W d 1- > J p� Qw Z
p < w H w a w Z LL-PL-PI U
0 CY Approximate Surface Elev.:793(Ft.)+/- p <O Q w O a
CO0
DEPTH ELEVATION(Ft.)
1 •t •••—`0.8 TOPSOIL, 9-inches 792.2+/-
M • SILT WITH SAND(ML),dark brown,medium stiff to stiff, residual — 2-3-4
o N=7
•
o Grayish brown and yellowish brown — 3-4-6
c7 5.5 787.5+/- 5— N=10
Li;
a • SANDY SILT(ML), light brown,very stiff — 7
3-7-11
w 8.0 785+/- N=18
F SILTY SAND(SM),fine to coarse grained,light brown,medium 7-10-11
dense
10—
N=21
0 3
ce
W
w •
— u 8-10-12
15— / \ N=22
o •17.0 776+/-
a • SILT WITH SAND(ML),with manganese,dark brown and black,
• very stiff
O — V 7-14-16
.'20.0 773+/- 20 / N=30
Boring Terminated at 20 Feet
w
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Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
Advancement Method: Notes:
See Exploration and Testing Procedures for a
Hollow Stem Auger description of field and laboratory procedures
used and additional data(If any).
See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
Boring backfilled with auger cuttings and a hole stabilizing
co
O device upon completion. Approximate elevations obtained from the USGS
_ National Elevation Dataset.
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:08-23-2022 Boring Completed:08-23-2022
0lierracon Drill Rig:CME 550X Driller:J.Cain
m
2701 Westport Rd
1- MEL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-32 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
o LOCATION See J w ATTER
BERG
LIMITS w
} OJ LL >p } u�iw z
g p FJ FpW_i wU Latitude:35.6021°Longitude:-80.5247° Z F= > (i) QwW 0_ w a LL-PL-PI F w Z Z U
0 CC Approximate Surface Elev.:798(Ft.)+/- p <O Q w 0 a
CO0
DEPTH ELEVATION(Ft.)
A L. NI 4\TOPSOIL, 5-inches (.797 6+1, —
M ELASTIC SILT(MH),trace sand, red and reddish brown,stiff, — 2-4-5
residual N=9
C —
O 2 Trace yellowish brown — 3-5-5
5_ N=10
w
v 2-4-5
w 8.0 790+/- _ L� N=9
FSILT(ML),trace sand,with manganese, reddish brown,light 2-4-4
brown,and black,stiff
z
10— N=8
0
ce
K —
W
w
F —
a 3 — u 3-3-5
15— / \ N=8
17.0 781+/-
a SILT WITH SAND(ML), light brown and yellowish brown,stiff
o >20.0 778+/ 12
20 /` N=12
Boring Terminated at 20 Feet
ce
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Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
Advancement Method: Notes:
See Exploration and Testing Procedures for a
Hollow Stem Auger description of field and laboratory procedures
used and additional data(If any).
See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
Boring backfilled with auger cuttings and a hole stabilizing
co
0device upon completion. Approximate elevations obtained from the USGS
0 National Elevation Dataset.-
J WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:08-23-2022 Boring Completed:08-23-2022
0lierracon Drill Rig:CME 550X Driller:J.Cain
2701 Westport Rd
ISIL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-33 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
W 0 LOCATION See LLJ
J
wj 0 > .J LLp m
w-1 wZLIMITS 1
U Latitude:35.6037°Longitude:-80.5245°
d = �> J � w ZW Hwa w QZ U LL-PL-PI< w W F
0 CC Approximate Surface Elev.:789(Ft.)+/- o <O Q w OU CC
a
DEPTH ELEVATION(Ft.)
1 °''•ID 5 ,\TOPSOIL,6-inches l.788 5+/ — i
M 2 ELASTIC SILT WITH SAND(MH), brown and grayish brown,stiff, 4-7-7
N 3 0• residual 786+/- N=14
SANDY SILT(ML),grayish brown,hard — 11-20-22
N=42
o 5.5 783.5+/- 5— '
a SILTY SAND(SM),fine to coarse grained,gray and grayish brown, — 18-29-39
very dense — N=68
w _
I —
a X 173128
0, N=59
z 10—
o —
O 3 .
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W
w
F
a — u 19-33-28
15— / \ N=61 ,
0)
a —
0 17.0 772+/- _
a • SANDY SILT(ML),with rock fragments,grayish brown and light
brown, hard
0 — V 15-30-40
< 20.0 769+/- 20 /` N=70
ce Boring Terminated at 20 Feet
w
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z
0
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7,
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N
17
J
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1- Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
• Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings and a hole stabilizing
O device upon completion. Approximate elevations obtained from the USGS
Si - National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
00• No free water observed Boring Started:08-24-2022 Boring Completed:08-24-2022
m
lierracon Drill Rig:CME 550X Driller:J.Cain
w 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-34 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
w o LOCATION See _IV w ATTERBERG
LIMITS 1 w
} 0J LL a } ern z
U Latitude:35.6046°Longitude:-80.5242° Q F F-I w Z F
W d = �> J a Qw Z
0 < w H w a W w Z LL-PL-PI U
0 ct Approximate Surface Elev.:783(Ft.)+/- ❑ <O Q w OU a
m
DEPTH ELEVATION(Ft.)
LEAN CLAY WITH SAND(CL), brown and yellowish brown,stiff, _
•
•. residual 2-4-6
�
M _
N
—
SANDY SILT(ML),yellowish brown,grayish brown,and light
a brown,very stiff — 6 8 12
5— N=20
Li; _
Trace manganese and mica 8-9-12
w X N=21
1- —
X 7-8-9
Z, 3 10— N=17 ,
0
a —
ce
—
w
a — u 3-7-19
0 / \
w 15— N=26 ,
a
O . 17.0 766+/- _
a SANDY LEAN CLAY(CL),trace manganese,yellowish brown,
. . grayish brown,and light brown,stiff
o 3-6-7
20.0 763+/- 20 X N=13
Boring Terminated at 20 Feet
w
0
m
a
m
z
0
I
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7,
N
N
N-
J
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0
z
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a
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1- Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
a71 used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O - National Elevation Dataset.
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:12-01-2022 Boring Completed:12-01-2022 1
E0lierraco n Drill Rig:CME 550X Driller:S.Bledsoe
m
co 2701 Westport Rd
1- MEL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-35 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
w 0 LOCATION See J w LIMITS w
j 0 LL > } u/i(n z
U Latitude:35.6054°Longitude:-80.5235° Ui Q F w w Z
W d = �> J 0 Qw Z
p < w H w a W w Z LL-PL-PI U
oct Approximate Surface Elev.:793(Ft.)+/- o <O Q w OU a
DEPTH ELEVATION(Ft.)
r
s i\TOPSOIL,4-inches f7927+t,
M 2 FAT CLAY(CH),trace sand,yellowish brown,medium stiff, — 2-2-3
N 3 0 residual 790+/- — N=5
SANDY LEAN CLAY(CL),yellowish brown,light brown,and
©. grayish brown,very stiff — 5-2115
o • 5.5 787.5+/- 5— N8 '
Li; •
I., SANDY SILT(ML),with manganese, light brown,yellowish brown, — 12-15-18
a_ • and black,very stiff to hard — N=33
w _
a a —
X 5-10-13
0,
Z N=23
10—
o _
o •
3 •a —
a
w
H —
a — u 6-14-16
( / \
w 15— N=30 ,
a
J
U _
m
a •
J —
I- . ' ' Dark brown,grayish brown,and black V 11-18-23
20.0 773+/- 20 /` N=41
Boring Terminated at 20 Feet
w
0
m
a
m
z
0
I
m
7,
N
N
N-
J
J
w
0
z
0
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2
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0
w
0
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0
0
a
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a
0
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0
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w
0
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Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
(o Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O — National Elevation Dataset.
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:12-02-2022 Boring Completed:12-02-2022 1
E0lierraco n Drill Rig:CME 550X Driller:S.Bledsoe
m
co 2701 Westport Rd
1- MEL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-36 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
0LOCATION See J w ATTERBERG
LIMITS w
>- LL >p 0_ �(n z
U Latitude:35.6048°Longitude:-80.5235° Q F CCZ I
W 0_ = �> J p� Qw z
o < w H w o_ W w Z LL-PL-PI U
0 CC Approximate Surface Elev.:791(Ft.)+/- o <Om
w OU a
DEPTH ELEVATION(Ft.)
SANDY SILT(ML)
N
N
N —
1— 2 • -
0
O 5—
u;
g • —
• —
w •
8.0 783+/- _
F SILT WITH SAND(ML), brown —
3 34.9 42-32-10 82
of 10.0 781+/- ,�0—
o Boring Terminated at 10 Feet
U
w
H
a
C7
in
J
U
ao
H
QU
H
w
U
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z
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2
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0)
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0
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a
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J
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a
O
U-
w
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
cn Advancement Method: Notes:
See Exploration and Testing Procedures for a
Hollow Stem Auger description of field and laboratory procedures
used and additional data(If any).
See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
(o Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O _ National Elevation Dataset.
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:12-01-2022 Boring Completed:12-01-2022 1
lierraco n Drill Rig:CME 550X Driller:S.Bledsoe
0
co 2701 Westport Rd
Cave-In not recorded Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-37 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
o LOCATION See J m w ATTERBERG
LIMITS w
U Latitude:35.6005°Longitude:-80.5237° Q F w w Z F
W d > J p0 Qw Z
o ¢ w H w a w Z LL-PL-PI U
0 rt Approximate Surface Elev.:790(Ft.)+/- o <O Q w OU co 0-
DEPTH ELEVATION(Ft.)
' . �5 ,\TOPSOIL,6-inches /.789 5+/ — 2-3-2-2
•.2.0 SILT WITH SAND(ML), brown,medium stiff, residual 788+/- N=5
—
LEAN CLAY WITH SAND(CL), brown and yellowish brown,stiff 2-3-6-9
N � —
//%/4.0 786+/- N=9
o SANDY SILT(ML),with manganese,white and light brown,stiff to 5-10-13-15
F • very stiff 5 _ N=23
With yellowish brown _ 5-6-8-10
w N=14 40.0
_ 4-6-8-9
O 10— N=14
z' 3
ce
O
U —
ce
w
F —
a — u 377o 24.5
0
15— / \ N=14
a —
0
U •
m
O - I 3-5-7 30.0 37-32-5 62
•• 20.0 770+/- 20 N=12
•
Boring Terminated at 20 Feet
ce
O
0
0
0
x
M
a,
N
N
N-
J
J
w
0
z
C7
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a
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Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
w
m Advancement Method: See Exploration and Testing Procedures for a Notes:
Hollow Stem Auger description of field and laboratory procedures
used and additional data(If any). Shelby tube taken from 18 feet to 20 feet.
See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
Boring backfilled with auger cuttings and a hole stabilizing
co
0device upon completion. Approximate elevations obtained from the USGS
_ National Elevation Dataset. _
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:08-23-2022 Boring Completed:08-23-2022
0lierracon Drill Rig:CME 550X Driller:J.Cain
m
w 2701 Westport Rd
1- MEL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-38 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
W o LOCATION See _IV w ATTERBERG w
LIMITS 1 w
} 0J LL >p } (0(n z
U Latitude:35.5995°Longitude:-80.5234° LU Q F w w Z F
W d 2 Ct> J p(0 Qw Z
0 a w H w a W w Z LL-PL-PI U
ce Approximate Surface Elev.:792(Ft.)+/- o <° Q w 0OU a
DEPTH ELEVATION(Ft.)
I N 4. 0.8 TOPSOIL, 9-inches 791.2+/- 1-1-1-3 1
M X 2.0 LEAN CLAY(CL),trace sand,with manganese, light brown and 790+/- _ N=2
• black, residual _ 4-5-7-11
Ncq SILT WITH SAND QVIL),trace mica, brown and light brown,stiff to N=12
-
o • very stiff 5_ 23 9
4-6-8-10
w With manganese N=14
1 -
a _ 4-6-9-10
w N=15
1- -
- 2-5-7-9
of 1 N=12
z 3
O —
o
w
F .
•
a - V 5-9-11 21.8
w 15— /\ N=20 ,
. 16.0 776+/-
o I ELASTIC SILT WITH SAND(MH),trace manganese and mica, — '_ I 42.4 58 42-16 80
a i . 18.0 fine to coarse grained, brown, reddish brown,and grayish brown 774+/-
SILTY SAND(SM),trace manganese and mica,fine to coarse _
< 20.0 grained, brown,reddish brown,and grayish brown,dense 772+/_ 20 1 N1_34 8 16.7 37-25-12 50
•
Boring Terminated at 20 Feet
w
O
m
a
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I
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(17.
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1— Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
w
w
m Advancement Method: See Exploration and Testing Procedures for a Notes:
'L Hollow Stem Auger description of field and laboratory procedures
0
used and additional data(If any). Shelby tube taken from 16 feet to 18 feet.
1- See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
(o Boring backfilled with auger cuttings and a hole stabilizing
O device upon completion. Approximate elevations obtained from the USGS
O — National Elevation Dataset. -
J WATER LEVEL OBSERVATIONS
z0 No free water observed Boring Started:08-23-2022 Boring Completed:08-23-2022
m
lierracon Drill Rig:CME 550X Driller:J.Cain
w 2701 Westport Rd
1- MEL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-39 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
o LOCATION See _IV w ATTE LIMITSBE
w
} LL >O } u/icn z
U Latitude:35.5994°Longitude:-80.5245° LU Q F w Z F
W 0_ > J p� Qw z
Q w F w 0_ W w Z LL-PL-PI U
o ct Approximate Surface Elev.:782(Ft.)+/- p <° Q w OU
DEPTH ELEVATION(Ft.)
>" —`0.8 TOPSOIL, 9-inches 781.2+/- — 2 1 2 4
M • SILTY SAND(SM), light brown and yellowish brown,very loose to — N3
medium dense, residual 3-4-5-6
C Brown and light brown — N=9 24.4
w 3 5 2-5-6-5a N=111
a —
2 — 3-5-7-8
22.6 36-32-4 35
w8.0 774+/- — N=12
/ CLAYEY SAND(SC),fine to coarse grained, brown,light brown, — 3-8-7-8 14.4 32-22-10 29
o10.o and grayish brown, medium dense 772+/-fs9N=15
10—
o Boring Terminated at 10 Feet
U
LU
w
H
a
in
J
U
H
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H
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0
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0
2
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N
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O
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0
w
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0
O
a
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J
z
a
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U-
w
a
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▪ Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
w
0) Advancement Method: See Exploration and Testing Procedures for a Notes:
Hollow Stem Auger description of field and laboratory procedures
used and additional data(If any). Shelby tube taken from 6 feet to 8 feet.
See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
Boring backfilled with auger cuttings and a hole stabilizing
co
0device upon completion. Approximate elevations obtained from the USGS
_ National Elevation Dataset. _
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:08-23-2022 Boring Completed:08-23-2022
0lierracon Drill Rig:CME 550X Driller:J.Cain
2701 Westport Rd
F MEL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-40 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
W o LOCATION See al
LIMITS 1
J
wj 0
Lt. >p un
w wZU Latitude:35.6030°Longitude:-80.5233°
Wd = �> J W Qw Z 0_ La W w UZ LL-PL-PIo < H F
0 CC Approximate Surface Elev.:788(Ft.)+/- o <O a w OU CC
a
DEPTH ELEVATION(Ft.)
1 I':``-11 a ,\TOPSOIL,6-inches l.787 5+i —
M • ELASTIC SILT WITH SAND(MH), brown and reddish brown,stiff, — 3-3-6
residual N=9
N 2 —
0 • •.•
Reddish brown,white,and dark brown — 3-4-5
o
Li;
782.5+/- 5— N=9
a SILT WITH SAND(ML), light brown and yellowish brown,stiff — 4-5-7
w X N=12 ,
I-
aI- .
•
X 3-4-6
a, N=10
z 10—
o
o —
a
W
w
F
With white — V 2-3-5
o
15— /\ N=8
a —
•
Q]
a 3 -
I-
o Black,white,and brown — 3-6-9
ez 20- X N=15
CC
La -
_: 22.0 766+/- —
m SANDY SILT(ML),gray and grayish brown,hard
z —
•. — X 11-15-15
25— N=30 ,
N
• —
•
r
J
o With brown — X 9-17-24
Z• . '_ • 30.0 758+/- 30 N=41
o Boring Terminated at 30 Feet
1-
ce
a
m
w
0
w
0
re
0
0
a
w
ce
a
z
a
0
0
0
0
ce
w
13
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
w
Lu Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
O Abandonment Method: symbols and abbreviations.
co• Boring backfilled with auger cuttings and a hole stabilizing
device upon completion. Approximate elevations obtained from the USGS
• - National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z Not encountered while drilling Boring Started:08-23-2022 Boring Completed:08-23-2022
li
m m At completion of drilling �rraeon Drill Rig:CME 550X Driller:J.Cain
Cl) 2701 Westport Rd
IT ISigg Wet Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-41 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
LIMITS ww o LOCATION See J w
j 0 > 0-
tpF (0(0
w wU Latitude:35.6030°Longitude:-80.5241° Z
d = �> J 0 Qw ZW wa w UZ LL-PL-PI< wH W F
0 CY Approximate Surface Elev.:789(Ft.)+/- o <O Q w aU CY
a
DEPTH ELEVATION(Ft.)
1 °! ``-0 a ,\TOPSOIL,6-inches /.788 5+i — i
M 2 • ELASTIC SILT WITH SAND(MH), reddish brown and yellowish 5-7-12
N3 o brown,very stiff, residual 786+/- _ N=19 ,
SILT WITH SAND(ML),yellowish brown and light brown,stiff to
very stiff — 7-9-10
o 5— N=19
W
With gray 3-6-10
w — N=16
1- —
4-6-7—
O N=13
Z, 10—
v ,
0
a0 —
ce —
W
w
a_ White,brown,and grayish brown — 3-4-6
iii 3 15— X N=10
m
a -
J
o _
CO
a •
J -
•
I-0 - V 7-11-13
1 20— /\ N=24
w •
C9
a •
—
m
z —
o — X/ 9-8-13
25— �\ N=21 ,
N
N —
r I :27.0 762+/- _
PARTIALLY WEATHERED ROCK(PWR),sampled as grayish
3 brown and yellowish brown,SILT with sand _ L
o x q 3� 15 37 50/6"
0
J —
m 32.0 757+/- _
2 SILT WITH SAND(ML), brown and grayish brown,very stiff, — 0
residual ""
o 3 — V 9-11-13
.'35.0 754+/- 35 /` N=24
•
o Boring Terminated at 35 Feet
a
w
ce
J
a
z
a
0
0
2
0
ce
w
0
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
�
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g used and additional data(If any).
> See Supporting Information for explanation of
z0 Abandonment Method: symbols and abbreviations.
(o Boring backfilled with auger cuttings and a hole stabilizing
device upon completion. Approximate elevations obtained from the USGS
O• — National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z While drilling Boring Started:08-24-2022 Boring Completed:08-24-2022
li
m m At completion of drilling erracon Drill Rig:CME 550X Driller:J.Cain
rn 2701 Westport Rd
Wet Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-42 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG o LOCATION See _1 LU
w> O z> a ITS
J LL 0 m
F wZ
U Latitude:35.6024°Longitude:-80.5223°
Wd = �> J a� w Z wF w a W w QZLL-PL-PI 0 < UF
0 CC0 Approximate Surface Elev.:796(Ft.)+/- o <O Q w OU CC
a
m
DEPTH ELEVATION(Ft.)
1 ''``-0 a ,\TOPSOIL, 5.5-inches ,, 795 5+1 — i
N
2 ELASTIC SILT(MH),trace sand, brown and white,stiff, residual — 4-5-6
c 3.0 793+/- N=11
N —
SILT WITH SAND(ML), brown and reddish brown,stiff to very stiff — 6 8 11
a 5_ N=19 ,
w
Light brown and white _ v 4-6-7
w 8.0 788+/- L� N=13 ,
F SANDY SILT(ML), brown and light brown,stiff v 4-7-8
o • L� N=15
z • 10—
o _
O 3 • 12.0 784+/- —
ce SILT(ML),trace sand,with manganese, brown and light brown,
~ stiff
a — u 2-6-7
o 15— / \ N=13 ,
o
a —
o 17.0 779+/- _
a SILT WITH SAND(ML),trace manganese,white and brown,very
stiff
o V 2-7-9
ez : .'20.0 776+/- 20 /` N=16
ce Boring Terminated at 20 Feet
w
O
m
a
m
z
0
I
m
7,
N
<V
17
J
J
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0
z
0
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0
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a
z
a
0
o
0
O
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a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
�
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
a71 used and additional data(If any).
> See Supporting Information for explanation of
O Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings and a hole stabilizing
0device upon completion. Approximate elevations obtained from the USGS
- National Elevation Dataset.
J WATER LEVEL OBSERVATIONS
z0 No free water observed Boring Started:08-23-2022 Boring Completed:08-23-2022
m
lierracon Drill Rig:CME 550X Driller:J.Cain
w 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131

BORING LOG NO. B-43 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
W o LOCATION See J w LIMITS w
> 0J Lt. >z0 aim z
U Latitude:35.6051°Longitude:-80.5220° Ui Q w w Z
W d = �> J OW Qw Z
a < w H w Cl_ W w Z LL-PL-PI U
0 CC
CC Approximate Surface Elev.:795(Ft.)+/- o <O Q w OU a
DEPTH ELEVATION(Ft.)
1 AU
TOPSOIL,6-inches l7945+/ —FAT CLAY(CH),trace sand, light brown and yellowish brown, _ 2-2-4
medium stiff, residual 792+/- — N=6 ,
• LEAN CLAY WITH SAND(CL), light brown and grayish brown,stiff 4-5-6
m � —
N=11
c7 5.5 789.5+/- 5
Li,
a SILT WITH SAND(ML),trace manganese,yellowish brown,light — 4-5-7
brown,and grayish brown,stiff — N=12
w • _
a •
5-7-8
m, X N=15
z 10—
o •
o —
ce
.12.0 783+/- '
W SANDY SILT(ML),yellowish brown,grayish brown,and white,stiff
F- .. —
w 3 — u 4-4-4
o 15— / \ N=8
'
m
J
O _
m
J
o — 4-5-6
1- 20— X N=11 ,
m _
0
m —
m
m
z -
- V 5-5-6
M •' 25.0 770+/- 25 /` N=11 ,
N Boring Terminated at 25 Feet
N
17
J
J
w
0
Z
(9
O
J
f
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m
(n
O
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0
O
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z
Z
a
0
o
0
O
w
w
a
w
1- Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
w
Lu Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
O Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O - National Elevation Dataset.
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:11-28-2022 Boring Completed:11-28-2022 1
E0lierraco n Drill Rig:CME 550X Driller:D.Price
m
w 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-44 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
W o LOCATION See J m w ATTE ITS w
LIMITS 1 w
> 0J Lt. a aim z
U Latitude:35.6052°Longitude:-80.5228° Q F-, w Z F
W d = �> J p� Qw Z
0 ¢ w H w a W w Z LL-PL-PI U
0 CC Approximate Surface Elev.:795(Ft.)+/- o < 0
O Q w CC
a
CO
DEPTH ELEVATION(Ft.)
1 `"":.``-0 5 ,\TOPSOIL,6-inches l.794 6+1 — i
M . •. LEAN CLAY WITH SAND(CL), brown,trace black, medium stiff, — 3-3-4
// 3.0 residual 792+/- N=7
N —
SILT WITH SAND(ML),trace manganese,yellowish brown and —
light brown,trace black,very stiff 4-7-9
5.5 789.5+/- 5— N=16
a SANDY SILT(ML),with manganese,grayish brown,white,and — v 11 13 16
a • black,very stiff to hard — L� N=29
w
a • — �/ 16-16-17
Z 10 ,=a/\ N=33
o
o —
Q
w 3
•
a •
— u 16-22-30
15— / \ N=52 ,
m
a —
J
o _
•
Q
J —
I-
co Dark brown,grayish brown,and black — X 15-22-24
w •
(9
m —
m •
z —
•
— V 12-16-34
M • .25.0 770+/- 25 /` N=50 ,
N Boring Terminated at 25 Feet
N
17
J
J
w
0
Z
(9
O
J
f
a
m
(n
O
w
(9
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0
O
w
w
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z
Z
a
0
o
0
O
w
w
o
HStratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
w
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
coBoring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O - National Elevation Dataset.
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:11-28-2022 Boring Completed:11-28-2022 1
E0lierraco n Drill Rig:CME 550X Driller:D.Price
m
w 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-45 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
W 0 LOCATION See J w 7,7 LIMITS w
> 0 Lt. >z0 11 aim z
U Latitude:35.6048°Longitude:-80.5224° Ui Q F-1 w Z
W d = �> J 0� Qw Z
o < w F w d W w Z LL-PL-PI U
0 CC
CC Approximate Surface Elev.:792(Ft.)+/- o <O Q w OU a
DEPTH ELEVATION(Ft.)
' pr:s. 4^TOPL, 5-inches (.791 s+/,FAT CLAY WITH SAND(CH),dark brown and black,very stiff, 4-6-10
NM2 3 o residual 789+/- _ N=16
SANDY SILT(ML),grayish brown and light brown,stiff _ 4-6-7
a • N=13
ui
5.5 786.5+/- 5—
a
J SILT WITH SAND(ML),yellowish brown and light brown,stiff — 5-5-6
w 8.0 784+/- N=11 ,
F .•• LEAN CLAY WITH SAND(CL),with manganese,trace mica, —
o /•••'.• yellowish brown,black,and light brown, medium stiff 3-3-5
z
j. 1 N=8 ,
o • —
o
12.0 _ 780+/- —
re SILTY SAND(SM),fine to coarse grained,yellowish brown and
H white,medium dense to dense
a — u 14-18-17
m
15— / \ N=35 ,
a —
o
3
J -
c0 Dark brown and grayish brown — V 6-10-15
20— /\ N=25 ,
m
Li, —
O 22.0 770+/- —
m SANDY SILT(ML),with manganese,grayish brown,dark brown,
oz
and light brown,very stiff —
. — V 8-10-17
25— /\ N=27 ,
N
'. —
•
r
J
w • • -
X/ 6-8-10
Z . _ • 30.0 762+/- 30 N=18 ,
o Boring Terminated at 30 Feet
1-
ce
a
m
m
0
w
0
re
0
0
w
w
ce
z
Z
a
0
o
0
O
ce
w
a
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
o_
• Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
071 used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O — National Elevation Dataset.
o WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:12-01-2022 Boring Completed:12-01-2022 1
E0lierraco n Drill Rig:CME 550X Driller:S.Bledsoe
m
w 2701 Westport Rd
F ISIL Dry Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-46 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
o LOCATION See J w LIMITS w
> 0J Lt. >z0 .. z
U Latitude:35.6044°Longitude:-80.5220° Ui Q F w Z
W d = �> J p� QW Z
p < w F w a W w Z LL-PL-PI U
0 Ct Approximate Surface Elev.:791(Ft.)+/- o <OmQ w OU CC
a
DEPTH ELEVATION(Ft.)
prs. 4^TOP , 5-inches ,.790 6+/,2 FAT CLAY WITH SAND(CH),dark yellowish brown, medium stiff, 3-3-4
N *3 0 residual 788+/- — N=7
LEAN CLAY WITH SAND(CL),trace manganese,yellowish brown 2-3-4
15 V. and grayish brown, medium stiff
5_ N=7
J 2-4-4
w 8.0 783+/- N=8 '
F SILT WITH SAND(ML),with manganese,grayish brown,white, 2-2-3
a • and black, medium stiff
z •
I10— N=5
o
o —
< _••.•.12.0 779+/- —
W SANDY SILT(ML),yellowish brown,grayish brown,and black,
H medium stiff to very stiff
a — u 2-4-4
o 15— / \ N=8
0
a —
J
0 _
Q]
J
c~i 3 — 333
20— X N=6 ,
o —
Q
oci
z —
o Yellowish brown,grayish brown,and white — V 3-5-6
7 25— /\ N=11 ,
N
N —
r .
J
W —=X
'
o — 5-7-12
coy 30— N=19 ,
o —
ir 32.0 759+/- —
< SILTY SAND(SM),fine to coarse grained,grayish brown,dense
—
W — V 11-20-28
35.0 756+/- 35 /` N=48
H
Boring Terminated at 35 Feet
a
w
a
J
z
Z
a
E
o
m
o
ce
w
0
W
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
�
Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
g71 used and additional data(If any).
> See Supporting Information for explanation of
z Abandonment Method: symbols and abbreviations.
co Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
0 National Elevation Dataset.-
SI WATER LEVEL OBSERVATIONS
z Not encountered while drilling Boring Started:12-01-2022 Boring Completed:12-01-2022 1
m m At completion of drilling lierraco
n Drill Rig:CME 550X Driller:S.Bledsoe
w 2701 Westport Rd
IT ISigg Wet Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-47 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
8-7,7 LIMITS ww o LOCATION See _1z w
> O > ~J LLp uicn
F-,
U Latitude:35.6044°Longitude:-80.5229° w Z
d = �> J 0� Qw ZW Hwa w LL-PL-PI Um a w W Z F
0 o Approximate Surface Elev.:789(Ft.)+/- o <O Q w CC
0 co a
DEPTH ELEVATION(Ft.)
4\TOPSOIL, 5-inches (.788 6+/, —
2 FAT CLAY WITH SAND(CH), brown and yellowish brown,very — 4-8-12
N 3.0 stiff, residual 786+/- N=20
SANDY SILT(ML),yellowish brown and grayish brown,hard _ 7-12-18
o 5— N=30 ,
w
.
J 9-14-22
w — N=36
F —
a Brown and light brown — v 6-14-18
0, L� N=32
z 10—
,
o —
a •12.0 777+/- _
ce SILT WITH SAND(ML),yellowish brown and light brown,very stiff
H —
a — u 6-10-12
ii 3 15— / \ N=22
c
a —
O .l 17.0 772+/- —
co
SANDY SILT(ML),yellowish brown,light brown,and grayish —
I brown,very stiff
O — X 7-10-18
20— \ N=28 ,
w
o 22.0 767+/- —
m SILTY SAND(SM),with rock fragments,fine to coarse grained, _
o dark brown,dense _ 10 18 20
25—
X N=38
N
N —
r` 27.0 762+/- _
PARTIALLY WEATHERED ROCK(PWR),sampled as grayish
brown and white,siltySAND
3 ♦ —
0 /♦ — X 31-50/4"
o 30—
'♦
J -
0 4 '♦ —
0
Li9j '♦ X 30 36 50/6"
0 '♦ 35—
o —
a
'♦a —
a —
z
O 39.5 749.5+/- — x 23-50/6"
o Boring Terminated at 39.5 Feet
0
0
ce
w
0
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
a
w
Cl) Advancement Method: See Exploration and Testing Procedures for a Notes:
'L Hollow Stem Auger description of field and laboratory procedures
g used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
co Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O National Elevation Dataset.—
WATER LEVEL OBSERVATIONS
z While drilling Boring Started:12-01-2022 Boring Completed:12-01-2022 1
m m At completion of drilling lierracon
Drill Rig:CME 550X Driller:S.Bledsoe
co 2701 Westport Rd
F Wet Cave-In Charlotte,NC Project No.:71225131
J

BORING LOG NO. B-48 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC
Atlanta, GA
SITE: Lane Parkway
Salisbury, NC
ATTERBERG
0 LOCATION See J w LIMITS w
j 0J Lt. >p - .. z
Latitude:35.6056°Longitude:-80.5236° Ui Q F w w,---
0
W d = �> J p� Qw Z
0 < w H w a W w Z LL-PL-PI U
0 CC Approximate Surface Elev.:792(Ft.)+/- o <O Q w OU CC
a
DEPTH ELEVATION(Ft.)
1 AU
TOPSOIL,6-inches l791 5+/. —FAT CLAY(CH),trace sand, brown andyellowish brown, medium _ 2-2-4
stiff, residual 789+/- — N=6
/..: LEAN CLAY WITH SAND(CL),yellowish brown and light brown,hard — 11-21-26
8. 5.5 N=47 ,
Li, 786.5+/- 5—
I., SANDY SILT(ML),with manganese, black,white,and grayish — v 11-16-17
a_ • brown, hard — L� N=33
Li, _ '
I- _
a X 11-13-30
ZI 3 • 10— N=43
o
12.0 780+/- —
W SILTY SAND(SM),fine to coarse grained,yellowish brown and
~ white,medium dense
a — u 5-6-11
15— ,/ ` N=17 ,
a —
o 17.0 775+/- _
a PARTIALLY WEATHERED ROCK(PWR),sampled as dark brown —
- 4 and grayish brown,silty SAND
0 19.5 772.5+/- — x 16-50/6"
Boring Terminated at 19.5 Feet
m
w
O
m
m
z
0
I
m
7,
N
N
17
J
J
w
0
z
0
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f
a
Q
co
co
0
w
0
ce
0
0
w
w
ce
z
z
a
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o
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ce
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Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
a
• Advancement Method: Notes: r
See Exploration and Testing Procedures for a
'L Hollow Stem Auger description of field and laboratory procedures
071 used and additional data(If any).
> See Supporting Information for explanation of
z• Abandonment Method: symbols and abbreviations.
z Boring backfilled with auger cuttings upon completion.
Approximate elevations obtained from the USGS
O — National Elevation Dataset.
WATER LEVEL OBSERVATIONS
z No free water observed Boring Started:12-01-2022 Boring Completed:12-01-2022 1
E0lierraco n Drill Rig:CME 550X Driller:S.Bledsoe
m
co 2701 Westport Rd
1- ISIL Dry Cave-In Charlotte,NC Project No.:71225131
J

DMT LOG NO. DMT-01 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 799 ft+/-
8 SITE: Lane Parkway Latitude: 35.60508925°
Q Salisbury, NC Longitude: -80.52116744°
J
w
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
Lc (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o 4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
<- 0 -
u - - - -
I-
a
O -
- —795-
co
_1 - 5 —
m - - - - -
a
J
O - - - - -
a
H - - - - - —790-
cc
10 — -
c, -
a
z - - - - - —
0 •
I _ _- - - - •
—
•
"' - - - —785-
N
� 15 —.... ..... ..... .... .... .......... .... .... ••••
F •
K - - - -
O
a
w -
ce
~ - — 1 - - —780-
20 DMT Terminated at 20.0 Feet
0
LL - - - - -
w
ce - - - -
z - - - - - —775-
E - 25 — -
0 . - - - -
2
ce
LL
o - - - -
a - T - - - —770-
Q - 30 — -
a-
w - - - - -
LL_ - - - - - - -
0
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.2 bar;LB-0.4 bar;Zm-0 bar DMT Started:8/17/2022 DMT Completed:8/17/2022
m p Blade no.5 lierracon
Rig: g p
1 20 ft estimated water depth Pagani TG73-200 Operator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-49

DMT LOG NO. DMT-04 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 802 ft+/-
8 SITE: Lane Parkway Latitude: 35.60470488°
Q Salisbury, NC Longitude: -80.52074721°
J
a
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
Lc (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o
<_ 0
4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
u - - - - -
w
_,o.
- - - - —800
C9 - - -
F -
0)
a - 5 —
o
oc
a - - - - - —795-
0 . - -
cc
cc
- 10 —
cc -
a •
z - - - - —790-
0
\\''' ''..." ..
_ - - - - - - -
7)R - 15 —
)\.*: .•
o - - - —785-
a
w -
ce
~ - 1 -
20 —DMT Terminated at 20.0 Feet
H
- - - - —780-
ce - - - - - - -
z - - - - - - -
E - 25 — -
0 . - - - -
2
0 - — — — — —775-
ce
- _ _ -
o
W
Q -
a - 30 — -
a-
w - - - - - -
0
u_ - - - - - —770-
0
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.2 bar;LB-0.4 bar;Zm-0 bar DMT Started:8/17/2022 DMT Completed:8/17/2022
m 20 ft estimated water depth
th Blade no.5 1 lerracon Rig:Pa an gi TG73-200 Operator 1 erator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-50

DMT LOG NO. DMT-05 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 796 ft+/-
8 SITE: Lane Parkway Latitude: 35.60476383°
Q Salisbury, NC Longitude: -80.52157526°
J
w
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
o (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o
<_ 0
4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
w
- - - - —795-
H .
a
C9 - - -
to
-
•
a - 5
U
00 _ - _
a —790-
•
•
0 .
O
- 10 — •o
a - - - —785-
m
z - - - -
0
_ - - - - • -
V) -
R_ 15 —
r _ - - - —780
F
ce
a
w -
ce
o - 20 —.1 _
- - - - —775-
0
o- - - - -
w
ce - - - -
it 25 DMT Terminated at 25.0 Feet ••
o —770-
0 - - - - - -
ce
w
o
w
Q -
a - 30 —
w - - - - —765-
w - - - - - -
0
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.2 bar;LB-0.4 bar;Zm-0 bar DMT Started:8/18/2022 DMT Completed:8/18/2022
m 20 ft estimated water depth
th Blade no.5 1 lerracon Rig:Pa an gi TG73-200 Operator 1 erator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-51

DMT LOG NO. DMT-07 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 805 ft+/-
8 SITE: Lane Parkway Latitude: 35.60427556°
Q Salisbury, NC Longitude: -80.52041296°
J
a
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
Lc (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o 4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
g0 I ' ' , ' , , ' 805-
w
a
O -
cn
- 5 — ••—800-
a
J
I-
U - _ _
•
K
Lu - 10 — —795-
cc -
a
m
z - - - - -
0
_ - - — — — —
N
O
a
w -
ce
F -
o - 20 fi _ —785-
0
LL - - -
w
•
•
z - -
-
ix 25 DMT Terminated at 25 0 Feet • I"' -780
0
2
CC
LL
- _
o
W
Q - T
a 30 — . . . . . . —775-
a
w - - - - -
0
LL - - - - - - -
0
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.2 bar;LB-0.4 bar;Zm-0 bar DMT Started:8/17/2022 DMT Completed:8/17/2022
m1 20 ft estimated water depth Blade no.5 1 lerracon Rig:Pa an gi TG73-200 Operator erator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-52

DMT LOG NO. DMT-08 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 799 ft+/-
8 SITE: Lane Parkway Latitude: 35.60433141°
Q Salisbury, NC Longitude: -80.52122575°
J
w
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
Lc (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o 4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 6 7
<- 0 -
u - - - - -
w •
a _.
U 795-
co
a - 5 —
U •
a
I-- •
•
U -
Q
H . _ _ _ _ • —790-
occ
10 —
cc - •
a
m
z - - - - - • -
o •
_ - — — — — —
"' - - - —785-
V)
R - 15 — -
F
K _ - _ _
O
a
w -
c
~ - — 1 - - - —780-
20 DMT Terminated at 20.0 Feet
0
LL - - - - -
w
ce - - - -
z - - - - - —775-
E - 25 — -
0 . - - - -
2
ce
LL
- _ _ - -
o
a - T - - - —770-
w - 30 —
a-
w - - - - -
o
LL_ - - - - - - .
0
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 Clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.2 bar;LB-0.4 bar;Zm-0 bar DMT Started:8/17/2022 DMT Completed:8/17/2022
m p Blade no.5 1 lerracon g g p
1 20 ft estimated water depth Rig:Pagani TG73-200 Operator A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-53

DMT LOG NO. DMT-11 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 791 ft+/-
8 SITE: Lane Parkway Latitude: 35.60300628°
Q Salisbury, NC Longitude: -80.52128445°
J
a
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
o (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o 4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
w - - - - • —790-
1-
a
o. -
- -
_1 - 5 —
a - - - - - —785-
U .
Q
K
cc
o
a —780-
m
z - - - - -
0
N
R - 15 —.... .... ..... .... .... .......... .... .... ...._.... .... ..... .... .... .......... .... .... ...._ .... .. ....... .... .... .......... .... .... .... ...... ..—
- -
1-
- - —775-
ix - - -
o -
w •
w -
ce
F
o - 20T..1 -
H - •- - - —770-
0
w
�' 25 •
—
i
• —765—
ce
LL
o
F -
a
w - 30 —
a 1
wn DMT Terminated at 31.0 Feet - —760
0
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 clay
o See Supporting Information for explanation of symbols and abbreviations. a Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
0 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.1 bar;LB-0.7 bar;Zm-0 bar DMT Started:8/23/2022 DMT Completed:8/23/2022
m p Blade no.5 1 IC rracon g g
1 20 ft estimated water depth Ri Pagani TG73-200 Operator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-54

DMT LOG NO. DMT-12 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 790 ft+/-
8 SITE: Lane Parkway Latitude: 35.60301559°
Q Salisbury, NC Longitude: -80.52226511°
J
w
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
o (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
ag- 0 - -790-
r' - - -
w
F
a
-
- 5 — —785-
m - - - -
a
H — — — —
K
cc
Lu - 10 — —780-
cc —
a
m
z -
_ - — — — — -
•
7) •
R - 15 —.... ........ .:.... .... .......... .... .... ...._.... ......... .... ...... —775—
r _ _ T _
cc _
O • •
a
w
z
0 20 —_ 770
•
ix
a - — — — — —
w
— — — — •
25 — —765
ix
ailO .
•? •
'L - — — — — ll� —
0 •
Lu
F — —
a
as 30 — —760-
wn DMT Terminated at 31.0 Feet
w - - - - - .
0
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 Clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.1 bar;LB-0.7 bar;Zm-0 bar DMT Started:8/22/2022 DMT Completed:8/22/2022
m depth Blade no.5 lierracon
Rig: g p
1 20 ft estimated water Pagani TG73-200 Operator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-55

DMT LOG NO. DMT-15 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 796 ft+/-
8 SITE: Lane Parkway Latitude: 35.6024199°
Q Salisbury, NC Longitude: -80.52025036°
J
w
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
Lc (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o 4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
<- 0
w - - - -795-
1
a
co
_ - 5 —
'C. •••• gl ....:. . _
F
0 .
Q
o_
Lo - 10 —
a -785-
oo
z - - - - - -
0
_ - — — — —
-
_
r —780-
O •
a
a_
ce
20 DMT Terminated at 20.0 Feet
ix - - - - - —775-
0
o- - - - - -
uJ
ix
- - - - -
z - - - - - -
E - 25 — -
o 0 . - - - —770-
0 - - - - - -
ce
LL
o
W
Q -
a - 30 —
w - - - - —765-
fn
yr - - - - - -
0
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.1 bar;LB-0.7 bar;Zm-0 bar DMT Started:8/23/2022 DMT Completed:8/23/2022
m p Blade no.5 lierracon
Rig: g p
1 20 ft estimated water depth Pagani TG73-200 Operator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-56

DMT LOG NO. DMT-16 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 792 ft+/-
8 SITE: Lane Parkway Latitude: 35.60243542°
Q Salisbury, NC Longitude: -80.52130352°
J
a
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
Lc (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o
<_ 0
4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
u - - -
Lii
~ - - - - -790-
a
-
Q
_1 - 5 —
m - - - - -
a
F —785-
O . - - - •
- -
a
cc
Lu - 10 —
cc -
co
z - - - - - —780-
0
_ - — — — — — -
7)
r - _ _
F •
o - - - - —775-
•
w -
cc
~ - — 1 - - - -
20 DMT Terminated at 20.0 Feet
° - - - - —770-
i2e - - - - - - -
z - - - - - - -
25 — - -
0 . - - - - -
2
0 - - - - - —765-
ce
o
w
Q -
a - 30 — _ -
O
w - - - - - -
0
u_ - - - - - —760-
0
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.2 bar;LB-0.3 bar;Zm-0 bar DMT Started:8/19/2022 DMT Completed:8/19/2022
m p Blade no.5 lierracon
Rig: g p
1 20 ft estimated water depth Pagani TG73-200 Operator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-57

DMT LOG NO. DMT-18 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 794 ft+/-
8 SITE: Lane Parkway Latitude: 35.60245714°
Q Salisbury, NC Longitude: -80.52328775°
J
a
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
Lc (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o
<_ 0 i
4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
Lii
U
- —790
co
`3 - 5 — '\714. -
-
m - - - -
a
J
0 . — — — — -
-41
a
H - - - - - —785-
cc
o
cc -
m
z - - - - -
0
_ - — — — —
"' —780-
V)
i—
ce
0
a
w -
ce
~ - — 1 - - —775-
20 DMT Terminated at 20.0 Feet
i
0
a - - - - -
w
ce - - - - - -
z - - - - - —770--
--5 25 —ix
-
0 . - - - -
2
ce
w
o
a - T - - - —765-
a - 30 — -
a
w - - - - - -
o
_ - — — — — -
w 0
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.2 bar;LB-0.3 bar;Zm-0 bar DMT Started:8/19/2022 DMT Completed:8/19/2022
m p Blade no.5 lierracon
Rig: g p
1 20 ft estimated water depth Pagani TG73-200 Operator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
H see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-58

DMT LOG NO. DMT-19 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 797 ft+/-
8 SITE: Lane Parkway Latitude: 35.60184362°
Q Salisbury, NC Longitude: -80.52025666°
J
w
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
Lc (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o
<_ 0 l
4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
x - - - - -
w
~ - - -795-
a
C9 - - - - -
- - - -
to
Q
_1 - 5 —
m . - - - - -
-790-
O - - - - - -
cc -
a •
•
z - - - - - —785-
0
_ - - - - - - -
•
V)
R - 15 —.... ....... .. .... .... .......... .... .... ...._.... ..... .... .
o - _ _ _ _ —780-
a •
w -
ry
0 - 20 -..1
a -DMT Terminated at 21.0 Feet - - -
w -
—775-
r` - - - - - -
a
z - - - - - - -
25 —ix
- -
0 . - - - - -
2
re
o
w
Q -
a - 30 — - -
a
w - - - - - -
cn
u_ - - - - - —765-
0
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.2 bar;LB-0.3 bar;Zm-0 bar DMT Started:8/18/2022 DMT Completed:8/18/2022
m p Blade no.5 lierracon
Rig: g p
1 20 ft estimated water depth Pagani TG73-200 Operator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-59

DMT LOG NO. DMT-20 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 797 ft+/-
8 SITE: Lane Parkway Latitude: 35.60186793°
Q Salisbury, NC Longitude: -80.52132537°
_,
a
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx
o (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o
4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
0
•
w •- - - _ - -
•
~ - - - - . -795-
a
C9 - - - - - -
co
•
Q - 5 •
—
U
L
cc
- 10 .7
—
Q - - -
z - - - - —785-
o •
•
_ - - - • — — —
V) -
R - 15 —.... ..... .... .... .... .......... .... .... ...._.... .... ...... .... .... .......... .... .... ...._
F
o - - - - —780-
LL
cc
20 DMT Terminated at 20.0 Feet
- —775-
iii
E - 25 — -
-
2
ce
o
Q -
a - 30 —
o-
w - - - -
0
u_ - - - - - —765-
o
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
o 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.2 bar;LB-0.4 bar;Zm-0 bar DMT Started:8/18/2022 DMT Completed:8/18/2022
m p Blade no.5 1 IC rracon g g p
1 20 ft estimated water depth Ri Pagani TG73-200 Operator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
H see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-60

DMT LOG NO. DMT-21 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
cq
Atlanta, GA ' Approx. Surface Elev: 801 ft+/-
8 SITE: Lane Parkway Latitude: 35.60187704°
w Salisbury, NC Longitude: -80.52230066°
J
a_
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
Lc (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o_ 0 7
4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
w - - _ _800
~ Ke-
a
0)
-
_1 - 5 -
a - - - - - -795-
F
0 . - - - - - -
a
K
ry
LIJ - 10 -
-
o
a -r -790-
m
z - - - -
0
_ - - - - — -
V)
R - 15 - - :. ........ .... .... .......... .... .... ••••- ......... .. -
- - - - ---785-
0 •
a •
w -
ry
o - 20 -1 - -
x - - - - —780-
0
LL - - - - - - -
w
- - - -
o
•
it 25 DMT Terminated at 25 0 Feet
o —775-
0 - - - - - - -
ce
LL
o — - - -
W
Q -
a 30 - . - -
w - - - - —770-
cn
LL - - - - - —
O
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 Clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.2 bar;LB-0.4 bar;Zm-0 bar DMT Started:8/18/2022 DMT Completed:8/18/2022
m 20 ft estimated water depth
th Blade no.5 lierracon
Rig:Pa an gi TG73-200 Operator:1 erator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-61

DMT LOG NO. DMT-22 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 796 ft+/-
8 SITE: Lane Parkway Latitude: 35.60190439°
Q Salisbury, NC Longitude: -80.52330958°
J
a
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
o (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o
<_ 0
4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
x - - -ui
- —795-
a
Q
5 — -
a . - - - - —790-
0
cc
10 •
—
o
a ` _ » 2 —785-
co
z -
p DMT Terminated at 12.0 Feet
_ - - - - - - — -
V)
N - 15 — •• -
- — — — — —780-
F
K - - - - -
0
a
w -
ce
o - 20 —•-7 =
ix - - - - - —775-
0
o_ - - - - - - -
w
U- - - - - - -
25 — ••o -
ix
0 . - - - - - —770—
0 - — — — — — — -
ce
u_
O — — — — —
W
Q -
a - 30 — -
w - - - - - —765-
U,
-
- - - - - -yr 0
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.3 bar;LB-0.2 bar;Zm-0 bar DMT Started:8/19/2022 DMT Completed:8/19/2022
m p Blade no.5 1 lerracon g g p
1 20 ft estimated water depth Rig:Pagani TG73-200 Operator A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-62

DMT LOG NO. DMT-23 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 794 ft+/-
8 SITE: Lane Parkway Latitude: 35.60191729°
Salisbury, NC Longitude: -80.52416538°
J
a
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
o (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720•
1 2 3 4 5 6 7
L.„
- - - -
- - —790-
co
- 5 -
- - - -
a
I-
U - _ - - •
-
•
•
H - - - - - —785-
cc
- 10 — •
-
a
-
0
_ - — — — — ——•
•
780-
N
- 15 —.... .......... •• ....... ..:.... .... .......... .... .... ••••
_
F
0
a
w
~ - 20 — 1 - - - —775
DMT Terminated at 20.0 Feet
0
w
z - - - - —770-
E - 25 — -
- — — —
2
LL
a - T - - - —765-
a - 30 —
a
w - - - - - -
1 Muck/peat
j• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 Clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.1 bar;LB-0.8 bar;Zm-0 bar DMT Started:8/22/2022 DMT Completed:8/22/2022
m 20 ft estimated water depth
th Blade no.5 lierracon
Rig:Pa an gi TG73-200 Operator:1 erator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-63

DMT LOG NO. DMT-24 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
Atlanta, GA ' Approx. Surface Elev: 798 ft+/-
8 SITE: Lane Parkway Latitude: 35.60134642°
Q Salisbury, NC Longitude: -80.52331446°
J
a
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
o (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o 4 8 12 16 8 16 24 32 2I I 0 40 60 80 180 360 540 720 1 2 3 4 5 6 7
a_ 0 I I I
w
- -ix - -
1"."4.%Nk\
0 - 11 -795-
-
o - 5 -
1.-*-------- n"
m - - - -
a
a . -
I-
—790
_ _ _ix _
~ DMT Terminated at 9.0 Feet
Lu - 10 -
cc
a
m
z - - - - - -
o - - - - - -785-
N
R - 15 — •• -
F
O
w - —780-
i
o - 20 —•-7 _
H
0
o- - - - - - - -
w
- - - - - —775-
a
25 — •• -
0 . - - - - - -
2
ce
o - - - - - - —770-
w
a -
a - 30 — -
a
w - - - - - - -
0
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 Clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.1 bar;LB-0.9 bar;Zm-0 bar DMT Started:8/22/2022 DMT Completed:8/22/2022
m 20 ft estimated water depth
th Blade no.5 1 lerracon Rig:Pa an gi TG73-200 Operator 1 erator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-64

DMT LOG NO. DMT-25 Page 1 of 1
PROJECT: Honbarger Tract CLIENT: RP Salisbury Partners, LLC TEST LOCATION: See Exploration Plan
cq
Atlanta, GA ' Approx. Surface Elev: 797 ft+/-
8 SITE: Lane Parkway Latitude: 35.60134952°
Q Salisbury, NC Longitude: -80.5241692°
J
w
w Material
Depth Contact Stress,p0 Expansion Stress,p1 Dilatometer Horizontal Dilatometer Modulus,ED Description Approx.
Lc (ft) (tsf) (tsf) Stress Index,KD (tsf) DMT Soil Elev.
ZI Behavior Type (ft)
o
<_ 0
4 8 12 16 8 16 24 32 20 40 60 80 180 360 540 720 1 2 3 4 5 6 7
u - - - -
w
~ - - - -795-
a
0 •
-
a - 5 —
0
a
F •- • —790-
0 . _ • _ _ _
a
K
Lu - 10 — •
cc -
a
z - - - - —785-
0
_ - - - - —
V)
R - 15 —.... .......... • .....
F
o _ _ _ _ —780-
a
w -
w
0 - 20 —.1
- - - - -775-
r` - - - -
a
- - 25 —
ix DMT Terminated at 25 0 Feet
0
2
ce
o
w
Q -
a - 30 —
a
w - - - - -
cn
u_ - - - - - —765-
o
1 Muck/peat
• See Exploration Results for description of field procedures. DMT specification reports available upon request. 2 Clay
o See Supporting Information for explanation of symbols and abbreviations. 3 Silty clay
4 Clayey silt
Z Approximate elevations obtained from the USGS National Elevation Dataset. 5 Silt
6 Sandy silt
O 7 Silty sand
O 8 Sand
z WATER LEVEL OBSERVATION Calibrations:LA-0.1 bar;LB-0.8 bar;Zm-0 bar DMT Started:8/22/2022 DMT Completed:8/22/2022
m 20 ft estimated water depth
th Blade no.5 lierracon
Rig:Pa an gi TG73-200 Operator:1 erator:A.Michael
co (used in normalizations and correlations; 2701 Westport Rd
1- see Appendix C) Charlotte,NC Project No.: 71225131 Exhibit:A-65

3
w
C-
a
a
SUMMARY OF LABORATORY RESULTS PAGE 1 OF 2
a
a
zz' BORING Soil Classification Water Plastic Liquid Plasticity Proctor
pct)/
O ID Depth(Ft.) %Fines Dry DensityUSCS Content(%) Limit Limit Index
Opt.Moisture(%)
a
a
a B-01 1-2.5 SANDY FAT CLAY(CH) 22.1 31 92 61 62.3
c7
in'
B-01 3.5-5 29.9
U B-01 6-7.5 18.8
m
B-01 8.5-10 16.6
U SANDY LEAN CLAY(CL)
B-01 10-15 20.2 21 44 23 59.1 116.2/15.4
w B-01 13.5-15 24.5
(5
ELASTIC SILT(MH)
m B-02 3.5-5 30.2 37 69 32 90.5
z
2 B-02 8.5-10 ELASTIC SILT with SAND(MH) 34.4 37 58 21 84.9
Mro B-04 3.5-5 CLAYEY SAND(SC) 15.4 22 32 10 37.7
N
N
B-04 6-7.5 15.8
w' B-04 8.5-10 10.9
a
v ELASTIC SILT(MH)
co
B-05 3.5-5 36.7 42 77 35 98.1
0
a B-06 3.5-5 33.7
a B-06 6-7.5 35.8
ELASTIC SILT(MH)
B-06 10-15 47.0 37 54 17 85.4 95.7/21.8
co
a B-06 18.5-20 ELASTIC SILT(MH) 57.7 42 56 14 87.3
J
1- FAT CLAY with SAND(CH)
ce B-07 3.5-5 28.5 27 52 25 77.6
2
co B-07 6-7.5 24.9
ce ELASTIC SILT with SAND(MH)
0 B-08 6-7.5 45 59 14 84.6
w
ce B-08 8.5-10 43.1
J
a
z B-08 10-15 ELASTIC SILT with SAND(MH) 47.0 43 59 16 84.5 90.6/23.2
re
O B-12 1-2.5 29.2
2
0
a B-12 3.5-5 33.2
LL
wo FAT CLAY with SAND(CH)
B-13 3.5-5 30.7 25 67 42 84.0
B-13 5-10 FAT CLAY with SAND(CH) 31.5 26 56 30 79.4 102.4/20.8
Cou) SANDY SILT(ML)
,L B-15 6-7.5 17.9 31 43 12 59.9
o B-18 3.5-5 ELASTIC SILT(MH) 32.1 40 71 31 98.3
~o B-18 8.5-10 41.6
z -
D PROJECT: Honbarger Tract PROJECT NUMBER: 71225131
0
Terracon
2 SITE: Lane Parkway CLIENT: RP Salisbury Partners LLC
o
2701 Westport Rd
Salisbury, NC Atlanta, GA
m Charlotte,NC
Cl)x PH.704-509-1777 FAX.[phone]

3
w
C-
a
a
SUMMARY OF LABORATORY RESULTS PAGE 2 OF 2
a
a
zProctor
z' BORING p Soil Classification Water Plastic Liquid Plasticity %Fines Dry Density(pct)/
O ID Depth(Ft.) USCS Content(%) Limit Limit Index
Opt.Moisture(%)
a
a
1-
n
a B-18 13.5-15 49.3
B-21 6-7.5 ELASTIC SILT(MH) 41.3 40 68 28 85.8
U B-21 13.5-15 ELASTIC SILT(MH) 67.0 43 65 22 96.3
m
B-22 1-2.5 23.6
0
I-
B-22 3.5-5 34.0
ce w B-22 8.5-10 ELASTIC SILT with SAND(MH) 40.1 49 66 17 81.2
0
FAT CLAY with SAND(CH)
m B-25 1-2.5 30.3 31 87 56 70.7
z
= B-26 3.5-5 ELASTIC SILT(MH) 42.3 42 75 33 89.3
Mro B-26 8.5-10 ELASTIC SILT(MH) 58.7 45 76 31 88.6
N
N
B-27 3.5-5 31.5
w' B-27 6-7.5 35.8
a
v
SILT with SAND(ML)
0 B-36 8-10 34.9 32 42 10 82.4
0
a B-37 6-8 40.0
m B-37 13.5-15 24.5
SANDY SILT(ML)
B-37 18-20 30.0 32 37 5 62.1
co
a B-38 4-6 23.9
J
H
ce B-38 13.5-15 21.8
co B-38 16-18 ELASTIC SILT with SAND(MH) 42.4 42 58 16 80.0
ce SILTY SAND(SM)
ao B-38 18.5-20 16.7 25 37 12 49.6
w
ce B-39 2-4 24.4
J
a
z B-39 5.99-7.99 SILTY SAND(SM) 22.6 32 36 4 34.9
re CLAYEY SAND(SC)
0 B-39 8-10 14.4 22 32 10 29.3
0
K
LL
0
w
QH
a
w
LL_
0
J
a
I-
0
z
D PROJECT: Honbarger Tract PROJECT NUMBER: 71225131
o
Terracon
2 SITE: Lane Parkway CLIENT: RP Salisbury Partners LLC
oSalisbury, NC 2701 Westport Rd Atlanta, GA
0 Charlotte,NC
Cl)x PH.704-509-1777 FAX.[phone]

ATTERBERG LIMITS RESULTS
ASTM D4318
60 V x A
50
P
L
A 0
s 40
T O§
I0
A
C G� •
30 a
■
M I * ♦
N 20 0
D
▪ E ON/ 0 ❑ 111 i or OH
° x A
ui
10 a •
a
a _ - 7///CL-PAC ML or OL
0
0 0 20 40 60 80 100
LIQUID LIMIT
a Boring ID Depth(Ft) LL PL PI Fines USCS Descriptiond
• • B-01 1 -2.5 92 31 61 62.3 CH SANDY FAT CLAY
m B-01 10- 15 44 21 23 59.1 CL SANDY LEAN CLAY
J
- A B-02 3.5-5 69 37 32 90.5 MH ELASTIC SILT
• * B-02 8.5- 10 58 37 21 84.9 MH ELASTIC SILT with SAND
• ® B-04 3.5-5 32 22 10 37.7 SC CLAYEY SAND
° 0 B-05 3.5-5 77 42 35 98.1 MH ELASTIC SILT
N• 0 B-06 10- 15 54 37 17 85.4 MH ELASTIC SILT
co▪ 0 B-06 18.5 -20 56 42 14 87.3 MH ELASTIC SILT
om• ® B-07 3.5 -5 52 27 25 77.6 CH FAT CLAY with SAND
ce
® B-08 6 -7.5 59 45 14 84.6 MH ELASTIC SILT with SAND
a ❑ B-08 10- 15 59 43 16 84.5 MH ELASTIC SILT with SAND
•
o e B-13 3.5-5 67 25 42 84.0 CH FAT CLAY with SAND
a
ce • B-13 5- 10 56 26 30 79.4 CH FAT CLAY with SAND
Z
* B-15 6 -7.5 43 31 12 59.9 ML SANDY SILT
0
o F3 B-18 3.5-5 71 40 31 98.3 MH ELASTIC SILT
ce
LL
W ■ B-21 6 -7.5 68 40 28 85.8 MH ELASTIC SILT
a • B-21 13.5- 15 65 43 22 96.3 MH ELASTIC SILT
LL O B-22 8.5- 10 66 49 17 81.2 MH ELASTIC SILT with SAND
X B-25 1 -2.5 87 31 56 70.7 CH FAT CLAY with SAND
Z▪ N B-26 3.5-5 75 42 33 89.3 MH ELASTIC SILT
it - - - -
I
CO PROJECT: Honbarger Tract PROJECT NUMBER: 71225131
0
O lierracon
SITE: Lane Parkway 2701 Westport Rd CLIENT: RP Salisbury Partners LLC
m Salisbury,NC Charlotte,NC Atlanta,GA
I

ATTERBERG LIMITS RESULTS
ASTM D4318
60 /
50
P
L
A O+
s 40
T O�
G.
30 _ •
ON'
N 20
N D
E G�' * MH or OH
O• x
10 • J •
m
a _--- 7///CL-ML7 Me or OL
0
0 20 40 60 80 100
LIQUID LIMIT
Boring ID Depth(Ft) LL PL PI Fines USCS Description
• B-26 8.5- 10 76 45 31 88.6 MH ELASTIC SILT
Q I B-36 8- 10 42 32 10 82.4 ML SILT with SAND
J
A B-37 18-20 37 32 5 62.1 ML SANDY SILT
• * B-38 16- 18 58 42 16 80.0 MH ELASTIC SILT with SAND
• o B-38 18.5-20 37 25 12 49.6 SM SILTY SAND
03
° 0 B-39 6 -8 36 32 4 34.9 SM SILTY SAND
0 B-39 8- 10 32 22 10 29.3 SC CLAYEY SAND
r
ce
ce
fL
K
W
Q
H
0
0
a
ce
Z
3
O
U-
LL
cn
LL_
cc
_
Q
CO▪ PROJECT: Honbarger Tract PROJECT NUMBER: 71225131
0
O lierracon
SITE: Lane Parkway 2701 Westport Rd CLIENT: RP Salisbury Partners LLC
m Salisbury,NC Charlotte,NC Atlanta,GA
I

MOISTURE-DENSITY RELATIONSHIP
ASTM D698/D1557
135
Source of Material B-01 a@ 10-15 feet
Description of Material SANDY LEAN CLAY(CL)
130
Remarks:
125
Test Method ASTM D698 Method B
TEST RESULTS
o 120 Maximum Dry Density 116.2 PCF
Optimum Water Content 15.4
Percent Fines 59.1
J
a
115 ATTERBERG LIMITS
al
LL PL PI
o 44 21 23
110
0 a
a
O }
H
a z
Z
U w
g 105
I-
a
w
Z
100
co
x
95
>
Z
0
U
a
O 90
H
0
a
w
J
Z 85
0
0
O 9L
o
0
80
0
w
U �?
0
75
0 5 10 15 20 25 30 35 40 45
0
w WATER CONTENT,%
ce
PROJECT: Honbarger Tract lierracon
PROJECT NUMBER: 71225131
I-
0
2701 Westport Rd
SITE: Lane Parkway Charlotte,NC CLIENT:RP Salisbury Partners LLC
Salisbury,NCAtlanta,GA

MOISTURE-DENSITY RELATIONSHIP
ASTM D698/D1557
135
Source of Material B-06 @ 10 - 15 feet
Description of Material ELASTIC SILT(MH)
130
Remarks:
125
Test Method ASTM D698 Method A
TEST RESULTS
°' 120 Maximum Dry Density 95.7 PCF
Optimum Water Content 21.8
Percent Fines 85.4
J
a
w 115 ATTERBERG LIMITS
Z LL PL PI
o 54 37 17
b 110
a
Q
O >:
H
a
Z
U w
g 105
I-
w
100
co
0
x
4
95 N
•
0
0
a
0
90
H
0
a
ca
Z 85
0
0
0 N
o
w 80 , \2cP
w
U
a 75 s
0 5 10 15 20 25 30 35 40 45
0
w WATER CONTENT,%
w PROJECT: Honbarger Tract PROJECT NUMBER: 71225131
>- -0 lierracon
2701 Westport Rd
SITE: Lane Parkway CharlotteN C CLIENT: RP Salisbury Partners LLC
Salisbury,NC Atlanta,GA

MOISTURE-DENSITY RELATIONSHIP
ASTM D698/D1557
135
Source of Material B-08 @ 10 - 15 feet
Description of Material ELASTIC SILT with SAND(MH)
130
Remarks:
125
Test Method ASTM D698 Method A
TEST RESULTS
120 Maximum Dry Density 90.6 PCF
Optimum Water Content 23.2 %
Percent Fines 84.5 %
J
a
w 115 ATTERBERG LIMITS
al
LL PL PI
o 59 43 16
b 110
a
Q
O >:
H
a
Z
U w
g 105
I-
w
100
Z
0
x
95
>
Z
0
0
a
O 90 47111r—e---
H
0
a
ca
Z 85
0
0
0 N
o
w80 a_ sc9
w
0
a 75
0 5 10 15 20 25 30 35 40 45
0
w WATER CONTENT,%
PROJECT: Honbarger Tract PROJECT NUMBER: 71225131
o -
O lierracon
2701 Westport Rd
SITE: Lane Parkway CharlotteN C CLIENT: RP Salisbury Partners LLC
Salisbury,NC Atlanta,GA

MOISTURE-DENSITY RELATIONSHIP
ASTM D698/D1557
135
Source of Material B-13 @ 5- 10 feet
Description of Material FAT CLAY with SAND(CH)
130
Remarks:
125
Test Method ASTM D698 Method B
TEST RESULTS
o 120 Maximum Dry Density 102.4 PCF
Optimum Water Content 20.8
Percent Fines 79.4
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PROJECT: Honbarger Tract 1 ierracon PROJECT NUMBER: 71225131
I-
0
2701 Westport Rd
SITE: Lane Parkway Charlotte,NC CLIENT: RP Salisbury Partners LLC
Salisbury,NCAtlanta,GA

r --.
MEASUREMENT OF HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MATERIALS
USING A FLEXIBLE WALL PERMEAMETER
ASTM D 5084-90 METHOD C TEST WITH INCREASING TAILWATER LEVEL
PROJECT: Honbarger Tract TERRACON JOB#: 71225131
SAMPLE B-36 @(8.0-10.0)' DATE: 12/13/2022
ID: 1.00
DESCR.: Tannish Brown SILT with sand-ML BURETTE Area 0.985 cm"2
INITIAL
MOISTURE% DENSITY
W&T,g 318.96 WET WT,g 853.4 SPEC GRAV: 2.650 REMOLD(Y/N): N
D&T,g 240.56 DIA,in 2.89 7.33 cm POROSITY,%: 46.6 PROCTOR: NA
T,g 15.90 HT,in 4.17 10.58 cm SATURATION,%: 106.1 OPTIMUM: NA
AREA 42.23 cm^2 VOID RATIO: 0.87 COMPACTION,%:
MOIST- DENSITY: 119.2 PCF WET OVER OPTIMUM,%:
URE,% 34.9 DENSITY: 88.4 PCF DRY
SATURATION: CHAMBER PRESS.: 73.0 psi BACK PRESSURE(=UPPER=LOWER): 70.0 psi
TEST: CHAMBER PRESS.: 80.0 psi UPPER: 70.0 psi LOWER: 70.0 psi
EFFECT.CONSOL.STRESS: 10.0 psi BIAS PRESSURE(=LOWER-UPPER) 0.0 psi
Burette Reading ELAPSED DELTA OUT IN
Upper Lower TIME. H Ln HYD CON FLOW FLOW OUT/IN HYD %FROM TEMP.: TEMP.
cm cm min cm H1/H2 k,cm/sec cm^3 cm^3 RATIO GRAD MEAN k C CORR.:
0.0 27.0 0.00 27.0
0.6 26.4 35.00 25.9 0.042560 2.45E-06 0.6 0.6 1.00 2.4 7 21 0.980
1.2 25.8 75.00 24.5 0.053584 2.70E-06 0.7 0.7 1.00 2.3 3 21 0.980
1.5 25.5 89.00 24.1 0.018519 2.67E-06 0.2 0.2 1.00 2.3 1 21 0.980
1.7 25.3 103.00 23.6 0.018868 2.72E-06 0.2 0.2 1.00 2.2 3 21 0.980
HYDRAULIC CONDUCTIVITY(k)= AVERAGE 2.6E-06 cm/sec
MAXIMUM 1.0E-03 TO 1.0E-04 2 0.75< %<25 AT
HYDRAULIC 1.0E-04 TO 1.0E-05 5 RATIO >1.0E-8
GRADIENT 1.0E-05 TO 1.0E-06 10 <1.25 OR
1.0E-06 TO 1.0E-07 20 %<50 AT
1.0E-07 TO 1.0E-10 30 <1.0E-8
NUMBER OF PORE VOLUMES PASSED= 0.0080
C 1.0E-04 -
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0.00 20.00 40.00 60.00 80.00 100.00 120.00
TIME,minutes
lierracon
hops://terracon4-mysharepoint.com/personal/mrgrabski_terracon_com/Documents/Desktop/Permeability/[71225131(B-36@8.0-10)'.xlsx]REPORT

I
MEASUREMENT OF HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MATERIALS
USING A FLEXIBLE WALL PERMEAMETER
ASTM D 5084-90 METHOD C TEST WITH INCREASING TAILWATER LEVEL
PROJECT: Honbarger Tract TERRACON JOB#: 71225131
SAMPLE B-37 DATE: 9/2/2022 _
ID: @(18.0-20.0)'
DESCR.: Light Brown Sandy SILT-ML BURETTE Area 0.985 cm^2
INITIAL
MOISTURE% DENSITY
W&T,g 288.48 WET WT,g 1033.2 SPEC GRAV: 2.650 REMOLD(Y/N): N
D&T,g 225.05 DIA,in 2.88 7.30 cm POROSITY,%: 44.9 PROCTOR: NA
T,g 13.28 HT,in 5.11 12.99 cm SATURATION,%: 97.6 OPTIMUM: NA
AREA 41.88 cm^2 VOID RATIO: 0.81 COMPACTION,%:
MOIST- DENSITY: 118.6 PCF WET OVER OPTIMUM,%:
URE,% 30.0 DENSITY: 91.2 PCF DRY
SATURATION: CHAMBER PRESS.: 63.0 psi BACK PRESSURE(=UPPER=LOWER): 60.0 psi
TEST: CHAMBER PRESS.: 70.0 psi UPPER: 60.0 psi LOWER: 60.0 psi
EFFECT.CONSOL.STRESS: 10.0 psi BIAS PRESSURE(=LOWER-UPPER) 0.0 psi
Burette Reading ELAPSED DELTA OUT IN
Upper Lower TIME, H Ln HYD CON FLOW FLOW OUT/IN HYD %FROM TEMP.: TEMP.
_ cm cm min cm H1/H2 k,cm/sec cm^3 cm^3 RATIO GRAD MEAN k C CORR.:
0.0 27.0 0.00 27.0
0.6 26.4 6.00 25.9 0.042560 1.77E-05 0.6 0.6 1.00 2.0 7 21 0.980
1.1 25.9 12.00 24.8 0.044452 1.85E-05 0.6 0.6 1.00 1.9 3 21 0.980
1.7 25.3 17.83 23.6 0.046520 1.99E-05 0.6 0.6 1.00 1.8 5 21 0.980
2.3 24.8 23.88 22.5 0.048790 2.01E-05 0.6 0.6 1.00 1.7 6 21 0.980
HYDRAULIC CONDUCTIVITY(k)= AVERAGE 1.9E-05 cm/sec
MAXIMUM 1.0E-03 TO 1.0E-04 2 0.75< %<25 AT
HYDRAULIC 1.0E-04 TO 1.0E-05 5 RATIO >1.0E-8
GRADIENT 1.0E-05 TO 1.0E-06 10 <1.25 OR
1.0E-06 TO 1.0E-07 20 %<50 AT
1.0E-07 TO 1.0E-10 30 <1.0E-8
NUMBER OF PORE VOLUMES PASSED= 0.0091
C 1.0E-04 -
O
N
D •
U
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Y T
D V ■ ■
R
A T 1.0E-05
U Y .
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0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00
TIME,minutes
lierracon
https://terracon4-my.sharepoint.comlpersonallmrgrabski terracon com/Documents/Desktop/Permeability/171225131(B-37).xlsx)REPORT

(--- --..
MEASUREMENT OF HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MATERIALS
USING A FLEXIBLE WALL PERMEAMETER
ASTM D 5084-90 METHOD C TEST WITH INCREASING TAILWATER LEVEL
PROJECT: Honbarger Tract TERRACON JOB#: 71225131
SAMPLE B-38 DATE: 9/2/2022
ID: @(16.0-18.0)'
DESCR.: Light Brown Grayish Elastic SILT with sand-MH BURETTE Area 0.985 cm^2
INITIAL
MOISTURE% DENSITY
W&T,g 334.00 WET WT,g 1103.5 SPEC GRAV: 2.650 REMOLD(Y/N): N
D&T,g 238.42 DIA,in 2.87 7.30 cm POROSITY,%: 45.8 PROCTOR: NA
T,g 13.18 HT,in 5.08 12.90 cm SATURATION,%: 133.0 OPTIMUM: NA
AREA 41.82 cm^2 VOID RATIO: 0.85 COMPACTION,%:
MOIST- DENSITY: 127.7 PCF WET OVER OPTIMUM,%:
URE,% 42.4 DENSITY: 89.7 PCF DRY
SATURATION: CHAMBER PRESS.: 63.0 psi BACK PRESSURE(=UPPER=LOWER): 60.0 psi
TEST: CHAMBER PRESS.: 70.0 psi UPPER: 60.0 psi LOWER: 60.0 psi
EFFECT.CONSOL.STRESS: 10.0 psi BIAS PRESSURE(=LOWER-UPPER) 0.0 psi
Burette Reading ELAPSED DELTA OUT IN
Upper Lower TIME, H Ln HYD CON FLOW FLOW OUT/IN HYD %FROM TEMP.: TEMP.
_ cm cm min cm H1/H2 k,cm/sec cm^3 cm^3 RATIO GRAD MEAN k C CORR.:
0.0 27.0 0.00 27.0
0.6 26.4 10.42 25.9 0.042560 1.01E-05 0.6 0.6 1.00 2.0 2 21 0.980
1.1 25.9 21.00 24.8 0.044452 1.04E-05 0.6 0.6 1.00 1.9 5 21 0.980
2.3 24.8 46.00 22.5 0.095310 9.46E-06 1.1 1.1 1.00 1.7 5 21 0.980
2.8 24.2 59.00 21.4 0.051293 9.79E-06 0.6 0.6 1.00 1.7 2 21 0.980
HYDRAULIC CONDUCTIVITY(k)=[VERAGE 1.0E-05 cm/sec
MAXIMUM 1.0E-03 TO 1.0E-04 2 0.75< %<25 AT
HYDRAULIC 1.0E-04 TO 1.0E-05 5 RATIO >1.0E-8
GRADIENT 1.0E-05 TO 1.0E-06 10 <1.25 OR
1.0E-06 TO 1.0E-07 20 %<50 AT
1.0E-07 TO 1.0E-10 30 <1.0E-8
NUMBER OF PORE VOLUMES PASSED= 0.0112
C 1.0E-04
0
N
D
U
H C
Y T
I
D
R V
I
AT 1.0E-05 I NEW - 0- _p
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1.0E-06
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00
TIME,minutes
lierracon
hops://terracon4-my.sharepoint.com/personal/mrgrabski terracon com/Documents/Desktop/Permeability/[71225131(B-38).xlsx]REPORT

(--- --..
MEASUREMENT OF HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MATERIALS
USING A FLEXIBLE WALL PERMEAMETER
ASTM D 5084-90 METHOD C TEST WITH INCREASING TAILWATER LEVEL
PROJECT: Honbarger Tract TERRACON JOB#: 71225131
SAMPLE B-39 DATE: 9/8/2022
ID: @(6.0-8.0)'
DESCR.: Light Gray-White Silty SAND-SM BURETTE Area 0.985 cm^2
INITIAL
MOISTURE% DENSITY
W&T,g 316.95 WET WT,g 1254.7 SPEC GRAV: 2.650 REMOLD(Y/N): N
D&T,g 260.95 DIA,in 2.87 7.30 cm POROSITY,%: 37.3 PROCTOR: NA
T,g 13.20 HT,in 5.80 14.73 cm SATURATION,%: 100.6 OPTIMUM: NA
AREA 41.82 cm^2 VOID RATIO: 0.60 COMPACTION,%:
MOIST- DENSITY: 127.1 PCF WET OVER OPTIMUM,%:
URE,% 22.6 DENSITY: 103.7 PCF DRY
SATURATION: CHAMBER PRESS.: 63.0 psi BACK PRESSURE(=UPPER=LOWER): 60.0 psi
TEST: CHAMBER PRESS.: 70.0 psi UPPER: 60.0 psi LOWER: 60.0 psi
EFFECT.CONSOL.STRESS: 10.0 psi BIAS PRESSURE(=LOWER-UPPER) 0.0 psi
Burette Reading ELAPSED DELTA OUT IN
Upper Lower TIME, H Ln HYD CON FLOW FLOW OUT/IN HYD %FROM TEMP.: TEMP.
_ cm cm min cm H1/H2 k,cm/sec cm^3 cm^3 RATIO GRAD MEAN k C CORR.:
0.0 27.0 0.00 27.0
0.2 26.8 8.30 26.6 0.016807 5.74E-06 0.2 0.2 1.00 1.8 13 21 0.980
0.5 26.6 17.50 26.1 0.017094 5.26E-06 0.2 0.2 1.00 1.8 4 21 0.980
1.0 26.0 45.00 25.0 0.044060 4.54E-06 0.6 0.6 1.00 1.7 10 21 0.980
1.2 25.8 56.00 24.5 0.018182 4.68E-06 0.2 0.2 1.00 1.7 7 21 0.980
HYDRAULIC CONDUCTIVITY(k)=[VERAGE 5.1E-06 cm/sec
MAXIMUM 1.0E-03 TO 1.0E-04 2 0.75< %<25 AT
HYDRAULIC 1.0E-04 TO 1.0E-05 5 RATIO >1.0E-8
GRADIENT 1.0E-05 TO 1.0E-06 10 <1.25 OR
1.0E-06 TO 1.0E-07 20 %<50 AT
1.0E-07 TO 1.0E-10 30 <1.0E-8
NUMBER OF PORE VOLUMES PASSED= 0.0053
C 1.0E-04
0
N
D
U
H C
Y T
l
D
R V
A
T 1.0E-05
U
Y I
I ' ■- U
C . U
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m
s
e
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1.0E-06
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00
TIME,minutes
lierracon
hops://terracon4-my.sharepoint.com/personal/mrgrabski terracon com/Documents/Desktop/Permeability/[71225131(B-39).xlsx]REPORT

SUPPORTING INFORMATION
Contents:
General Notes
Unified Soil Classification System
Willcox & Mabe Soil Solutions (8 pages)
"Seasonal High Water Table (SHWT) Evaluation"
dated August 24, 2022
Note: All attachments are one page unless noted above.

GENERAL NOTES lierracon
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Honbarger Tract — Salisbury, NC GeoReport
Terracon Project No.71225131
SAMPLING WATER LEVEL FIELD TESTS
N Standard Penetration Test
0 Water Initially Resistance(Blows/Ft.)
Encountered
Auger Auger w Water Level After a (HP) Hand Penetrometer
Cuttings Cuttings Specified Period of Time
- Water Level After (T) Torvane
Standard a Specified Period of Time
IShelby Penetration .•. Cave In
Tube Test Encountered (DCP) Dynamic Cone Penetrometer
Water levels indicated on the soil boring logs are uC Unconfined Compressive
the levels measured in the borehole at the times Strength
indicated. Groundwater level variations will occur
over time. In low permeability soils,accurate (PID) Photo-Ionization Detector
determination of groundwater levels is not
possible with short term water level
observations. (OVA) Organic Vapor Analyzer
DESCRIPTIVE SOIL CLASSIFICATION
Soil classification as noted on the soil boring logs is based Unified Soil Classification System.Where sufficient laboratory
data exist to classify the soils consistent with ASTM D2487"Classification of Soils for Engineering Purposes"this
procedure is used.ASTM D2488"Description and Identification of Soils(Visual-Manual Procedure)"is also used to
classify the soils, particularly where insufficient laboratory data exist to classify the soils in accordance with ASTM D2487.
In addition to USCS classification, coarse grained soils are classified on the basis of their in-place relative density, and
fine-grained soils are classified on the basis of their consistency. See"Strength Terms"table below for details.The ASTM
standards noted above are for reference to methodology in general. In some cases,variations to methods are applied as a
result of local practice or professional judgment.
LOCATION AND ELEVATION NOTES • •
Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude
and Longitude are approximate. See Exploration and Testing Procedures in the report for the methods used to locate the
exploration points for this project. Surface elevation data annotated with+/-indicates that no actual topographical survey
was conducted to confirm the surface elevation. Instead,the surface elevation was approximately determined from
topographic maps of the area.
STRENGTH TERMS
RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS
(More than 50%retained on No.200 sieve.) (50%or more passing the No.200 sieve.)
Density determined by Standard Penetration Resistance Consistency determined by laboratory shear strength testing,field visual-manual
procedures or standard penetration resistance
Descriptive Term Standard Penetration or Descriptive Term Unconfined Compressive Strength Standard Penetration or
(Density) N-Value (Consistency) Qu,(tsf) N-Value
Blows/Ft. Blows/Ft.
Very Loose 0-3 Very Soft less than 0.25 0-1
Loose 4-9 Soft 0.25 to 0.50 2-4
Medium Dense 10-29 Medium Stiff 0.50 to 1.00 4-8
Dense 30-50 Stiff 1.00 to 2.00 8-15
Very Dense >50 Very Stiff 2.00 to 4.00 15-30
Hard >4.00 >30
RELEVANCE OF SOIL BORING LOG
The soil boring logs contained within this document are intended for application to the project as described in this
document. Use of these soil boring logs for any other purpose may not be appropriate.

1 ierracon
UNIFIED SOIL CLASSIFICATION SYSTEM GeoReport
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Group Group Name B
Symbol
Clean Gravels: Cu>>4 and 1<Cc<3 GW Well-graded gravel F
Gravels: Less than 5%fines c Cu<4 and/or[Cc<1 or Cc>3.0] GP Poorly graded gravel F
More than 50%of
coarse fraction Fines classifyas ML or MH GM Siltygravel
retained on No.4 sieve Gravels with Fines:
F,G,H
Coarse-Grained Soils: More than 12%fines c Fines classify as CL or CH GC Clayey gravel F,G,H
More than 50%retained
on No.200 sieve Clean Sands: Cu>>6 and 1<Cc<3 SW Well-graded sand 1
Sands: Less than 5%fines o Cu<6 and/or[Cc<1 or Cc>3.0] SP Poorly graded sand
50%or more of coarse
fraction passes No.4 Fines classify as ML or MH SM Silty sand G,H,I
sieve Sands with Fines:
More than 12%fines o Fines classify as CL or CH SC Clayey sand G,H,I
PI>7 and plots on or above"A" CL Lean clay K,L,M
Inorganic: --
Silts and Clays: PI<4 or plots below"A"line J ML Silt K,L,M
Liquid limit less than 50 Liquid limit-oven dried Organic clay K,L,NI,N
Fine-Grained Soils: Organic: <0.75 OL
50%or more passes the Liquid limit-not dried Organic silt K,L,M,o
PI plots on or above"A"line CH Fat clay K,L,M
No.200 sieve Inorganic:
Silts and Clays: PI plots below"A"line MH Elastic Silt K,L,M
Liquid limit 50 or more Liquid limit-oven dried Organic clay K,L,M,P
Organic: <0.75 OH
Liquid limit-not dried Organic silt K,L,M,0
Highly organic soils: Primarily organic matter,dark in color,and organic odor PT Peat
A Based on the material passing the 3-inch(75-mm)sieve. H If fines are organic,add"with organic fines"to group name.
B If field sample contained cobbles or boulders,or both,add"with cobbles I If soil contains>_15%gravel,add"with gravel"to group name.
or boulders,or both"to group name. J If Atterberg limits plot in shaded area,soil is a CL-ML,silty clay.
c Gravels with 5 to 12%fines require dual symbols: GW-GM well-graded K If soil contains 15 to 29%plus No.200,add"with sand"or"with
gravel with silt,GW-GC well-graded gravel with clay,GP-GM poorly gravel,"whichever is predominant.
graded gravel with silt,GP-GC poorly graded gravel with clay.
L o Sands with 5 to 12%fines require dual symbols: SW-SM well-graded If soil contains>_3am plus No.200 predominantly sand,add
sand with silt,SW-SC well-graded sand with clay,SP-SM poorly graded
"sandy"to group name.
sand with silt,SP-SC poorly graded sand with clay. MY soil contains>>30%plus No.200,predominantly gravel,add
z "gravelly"to group name.
(D30) N PI>_4 and plots on or above"A"line.
E Cu=D6o/D10 Cc= o PI<4 or plots below"A"line.
D10 x D60 P PI plots on or above"A"line.
F If soil contains>_15%sand,add"with sand"to group name. o PI plots below"A"line.
G If fines classify as CL-ML,use dual symbol GC-GM,or SC-SM.
60 I I I I ,"
For classification of fine-grained
soils and fine-grained fraction
50 —of coarse-grained soils � . ,' , .0)
Equation of"A"-line .J, ..10-
FL Horizontal at P1=4 to LL=25.5.
X 40 — then PI=0.73(LL-20) / 0+
p Equation of"U"-line G�O`Z Vertical at LL=16 to P1=7, ,"
H 30 — then PI=0.9(LL-8)
C.) ,/ ON'Al
P
20 c>'
a
MH or
,
10 '
-CL ML
4 -- ML or OL
l
0
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(LL)

willcox&mabe
SOIL SOLUTIONS
August 24, 2022
Terracon Consultants, Inc.
2701 Westport Road
Charlotte,North Carolina 28208
Attention: Ms. Janette M. Prosser, P.E.
Transmitted by e-mail:[e-mail]
Reference: Stormwater Control Measure (SCM) Soil Testing
Seasonal High Water Table (SHWT)Evaluation
Proposed SCMs
Honbarger Tract/ Salisbury Site—Rowan County,N.C.
Willcox &Mabe Soil Solutions, PLLC Project No. 21-04; Phase: 24
Dear Ms. Prosser:
Willcox &Mabe Soil Solutions, PLLC (WMSS) has conducted Stormwater Control
Measures (SCM) Soil Testing in accordance with Terracon Consultants, Inc. (Terracon)
Subcontract Master Services Agreement dated March 23, 2021, and WMSS Subcontract
Work Authorization No. 20-22 dated August 15, 2022. The SCM Soil Testing was
performed to provide information for technical assistance with the design of proposed
SCMs. A soil scientist investigation was conducted to evaluate the soil properties at four
(4)proposed SCM locations, to determine suitability for stormwater management
systems. The soil scientist investigation was conducted to evaluate: seasonal high water
table (SHWT) elevations below existing ground surface (bgs). A "Site Plan"was
provided to WMSS by Terracon that identified relative site features and potential location
for the proposed SCMs.
PROJECT BACKGROUND
The areas evaluated were located within the areas associated with the planned SCMs.
The SCMs are planned in conjunction with proposed site improvements associated with
the Honbarger tract in Rowan County,North Carolina(N.C.). The proposed SCM
locations (Boring location B-36) was located in an existing crop field, and (Boring
locations B-37 thru B-39)were located in existing pastures. The site is located east of
Interstate 85 and south of Lane Parkway in Salisbury,N.C. (Figure 1).
Use of on-site stormwater management systems, is being considered to comply with
stormwater management requirements. The use of stormwater SCMs is subject to the
suitability of site soils and regulatory approval. Regulatory guidance on requirements for
Willcox&Mabe Soil Solutions,PLLC/7231 B Summerfield Road/Summerfield,NC 27358/Rob 336.339.9128 or
Martin 336.312.1396/www.willcoxmabesoil.com

SHWT Evaluation WMSS Project No. 21-04; Phase: 24
Honbarger Tract August 24, 2022
permitting of stormwater SCMs is provided in the North Carolina Department of
Environmental Quality(NCDEQ), Division of Energy, Mineral and Land Resources
(DEMLR)—Stormwater Design Manual (NCDEQ-DEMLR-SDM), (Revised, 2017).
The NCDEQ-DEMLR-SDM requires that the SHWT shall be taken into consideration for
the design of most SCMs.
A WMSS soil scientist conducted an evaluation of the soils through the review of a hand
auger boring(B-36) and drill rig borings (B-37 thru B-39) within the areas identified on a
base map provided by Terracon, and were located in the field by Terracon. Maps were
prepared using Arcview 10.8 a Geographic Information System (GIS). Base maps were
generated using information from the ESRI Web site and maps provided by Terracon
(Figures 1 and 2).
FINDINGS
Seasonal High Water Table Evaluation
The SHWT evaluation was performed on August 23, 2022 by evaluating 1 hand auger
boring (B-36) and 3 drill rig borings (B-37 thru B-39), to depths ranging from
approximately 120 to 240 inches bgs (Figure 2). The soils were evaluated by a NC
Licensed Soil Scientist for evidence of seasonal high water table influence. This
evaluation involved observing the actual moisture content in the soil and observing the
matrix and mottle colors. Depending on the soil texture, the soil color will indicate
processes that are driven by SHWT fluctuations such as iron reduction and oxidation and
organic matter staining.
B-36 was observed to consist of dark yellowish brown sandy clay loam in the upper soil
horizon, to yellowish brown clay in the subsurface horizon. B-36 transitioned into
yellowish brown clay with massive structure at approximately 18 inches bgs followed by
multicolored clay and clay loam and multicolored clay loam and sandy loam. No
evidence of a SHWT was identified, and no apparent water table (AWT)was observed
prior to the boring being terminated at 120 inches bgs.
B-37 was observed to consist of brown sandy clay loam in the upper soil horizon, to dark
yellowish brown sandy clay loam and yellowish brown clay in the subsurface horizons.
B-37 transitioned into yellowish brown clay with massive structure at approximately 28
inches bgs, followed by multicolored clay loam and multicolored sandy loam and silt
loam. Evidence of a SHWT was identified at approximately 172 inches bgs, and no
AWT was observed prior to the boring being terminated at 240 inches bgs.
B-38 was observed to consist of yellowish brown sandy clay loam in the upper soil
horizon, to yellowish brown clay in the subsurface horizon. B-38 transitioned into
multicolored clay with massive structure at approximately 12 inches bgs, followed by
multicolored silt loam. Evidence of a SHWT was identified at approximately 105 inches
bgs, and no AWT was observed prior to the boring being terminated at 240 inches bgs.
2

SHWT Evaluation WMSS Project No. 21-04; Phase: 24
Honbarger Tract August 24, 2022
B-39 was observed to consist of dark brown sandy clay loam in the upper soil horizon, to
yellowish brown sandy clay loam and multicolored clay in the subsurface horizons. B-39
transitioned into multicolored silt loam and silty clay loam with massive structure at
approximately 20 inches bgs, followed by multicolored silty clay loam and silt loam.
Evidence of a SHWT was identified at approximately 55 inches bgs, and no AWT was
observed prior to the boring being terminated at 120 inches bgs. Reference attached
Figure 2 for the approximate SHWT test locations, and Table 1 and the attached soil
profile descriptions for the approximated SHWT depths.
Please note that SHWT evaluations are based on secondary evidence and not on direct
groundwater level measurements. Groundwater levels fluctuate for numerous reasons
and these findings do not indicate that groundwater levels have not or will not rise above
the noted depths.
Table 1: Approximated SHWT and AWT Depths
Seasonal High Apparent Water
Boring Water Table Table Depth Boring
Location (SHWT) (AWT) Terminated
(inches bgs) (inches bgs) (inches bgs)
B-36 >120 >120 120
B-37 172 >240 240
B-38 105 >240 240
B-39 55 >120 120
CONCLUSIONS
Based upon our findings associated with the locations evaluated, a SHWT was identified at
boring location B-37 at approximately 172 inches bgs, and at boring location B-38 at
approximately 105 inches bgs, and at boring location B-39 at approximately 55 inches bgs.
These findings should be taken into careful consideration when designing appropriate SCMs
for the proposed locations. If the proposed SCM locations change from the locations
evaluated, further evaluation may be necessary.
3

SHWT Evaluation WMSS Project No. 21-04; Phase: 24
Honbarger Tract August 24, 2022
CLOSING
Willcox & Mabe Soil Solutions appreciates the opportunity to provide these services to
you. If you have any questions, please contact us.
Sincerely,
Willcox & Mabe Soil Solutions, PLLC
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Martin Mabe Rob Willcox, L.S.S.
Partner/Agronomist Partner/ Soil Scientist
Tables: Approximated SHWT and AWT Depths
Attachments: Figure 1 —Vicinity Map
Figure 2—Boring Location Map
Boring Profile Sheets
Shared\WMSS Projects\2021\21-04 Terracon Consultants\Phase 24-Honbarger Site SHWT\21-04 Honbarger Site Stormwater SCM
Soil Report.doc
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DRAWN BY: MEM • illco ^mabe 1
PROJECT NO: SOIL SOLUTIONS HONBARGER TRACT
21-04 Ph:24 ROWAN COUNTY, NORTH CAROLINA

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' GUARANTEES ABOUT ITS ACCURACY. WMSS,PLLC ASSUMES NO RESPONSIBILITY FOR ANY DECISION N
MADE OR ANY ACTIONS TAKEN BY THE USER BASED UPON THIS INFORMATION. N
SCALE: 1 „_ 600, FIGURE NO. y
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DATE: 08-24-22 �/��/R yy� BORING LOCATION MAP f'/� 3
DRAWN BY: MEM llcox&I 11� `
PROJECT NO: SOIL SOLUTIONS HONBARGER TRACT
21-04 Ph:24 ROWAN COUNTY, NORTH CAROLINA

WILLCOX & MABE SOIL SOLUTIONS, PLLC PkOf / OF a
SITE/SOIL EVALUATION
Project No. 2I D4� SASE 24'Phone No. Date: 0 2312Z
Location 46N 0„fox'.
TIZACTPin County: ,7DIAJA4 ti Property Size
Proposed Facility: S7-D/MWA7 K 844P Water Supply: On-Site Well ❑ Evaluation: Auger Boring ,®.
Community ❑ Pit 0
Described By: Z r3 1'✓/LL(U',L Public ❑ Cut ❑
Weather: ,>urvAl ' j4Je9 2M Antecedent Moisture �/Yi6►ST Surface Water: A- ) 4
CLL
FACTORS PROFILE PROFILE PROFILE PROFILE
3� 3- 3��Can �- 3� 3- 3q/c�+)
Landscape Position% /�- '1_ 2 76 L - Z_ �� LEGEND
Horizon Depth I _2 0 - 5 LANDSCAPE POSITION
Color Munsell /G y2 314- /D tc ¢13 R Ridge Interfluve
Texture SG J Y.S'C I S Shoulder
Structure ws.b h/sb/e_ L Linear Slope
Consistence ,SS S D {-( S5 Sp .cy FS Foot Slope
I f N Nose Slope
H Head Slope
Cc Concave Slope
Boundary Cv Convex Slope
Horizon Depth II 2-- i g 45- 12o t _S — It 4-0- 50 T Terrace
Color-Munsell /Q YK Si C., /Y2,4� 4-11 /d NR 4/4 rn L.,I-I-( P Flood Plain
Texture G C ( $ 1 (5 , I C I TEXTURE
Mottles - — _ — s sand
Structure VI/Gibe plossi✓e rr Sb IC/wabk /Oss/La' Is loamy sand
Consistence 5 p -P : SS S p P, S$ St .Cc SS S P 'P i' sl sandy loam
1 loam
si silt
sil silt loam
Boundary sicl silty clay loam
Horizon Depth III / - 2g /g - 2 2 SO - 240 cl clay loam
Color-Munsell JQ(/2 S/6 /D we s/. put/4 )1 scl sandy clay loam
Texture /C _ erk She5 iv 5115,9 sc sandy clay
Mottles /1�-Sqp 'i nC, — sic silty clay
Structure rnq SS i v e A/Sb1 IbkJetb,k MAc5/✓ c clay
Consistence s p v P, S p 4; SS sp 4;1 ✓ CONSISTENCE WET
r Ns non-sticky
72 rr, re ie,„LyiA4 c Ss slightly sticky
- .4%,;/(res/ S sticky
Boundary we/11tS 5 Vs very sticky
Horizon Depth IV 28— 4S ?_g - 4O Np non-plastic
Color-Munsell /y u 14; 10 I ie CJ; Sp slightly plastic
Texture C C I P plastic
Mottles /4, /ape- (/' c sop, loc Vp very plastic
Structure Mfg si ve /y)q SS'/Ve MOIST
Consistence S !r g; s P �; vfr Very friable
fr friable
fi firm
vfi Very firm
Boundary STRUCTURE
Soil Wetness . 12O l' 117 211 sg single grain
Restrictive Horizon m massive
Saprolite j g' • ro_ ; :Je ''
2g - /YIGSSr vP cr crumb
LTAR gr granular
Classification sbk subangular blocky
abk angular blocky
p1 platy
pr prismatic

WILLCOX & MABE SOIL SOLUTIONS, PLLC ri 2 of 2-
SITE/SOIL EVALUATION
Project No. 2/-04-�P1{AcE 24-Phone No. Date: g/ 23) 22
Location #i$i ?� ,f /,eAcr Pin County: % bt,0141 N Property Size
Proposed Facility: S7O,E'M(,t/A1Ef BMP Water Supply: On-Site Well ❑ Evaluation: Auger Boring 0
Community ❑ Pit ❑
Described By: 03 14//LLCo X Public ❑ Cut ❑
Weather: Smutty; WA(?rn Antecedent Moisture /45 j Surface Water: r -I
O f(iLL
FACTORS PROFILE PROFILE PROFILE PROFILE
13- 3 pq 3 .39` -3i(6111)
Landscape Position% :E7 I_. 2% l - 3. 4,o LEGEND
Horizon Depth I (cD - 5 LANDSCAPE POSITION
Color Munsell /U t/r/ /4 ID ye 313 R Ridge Interfluve
Texture 37' ( SC/ S Shoulder
Structure i/Sb/C w5b// L Linear Slope
Consistence sS d`' 55 S? Y FS Foot Slope
N Nose Slope
H Head Slope
Cc Concave Slope
Boundary Cv Convex Slope
Horizon Depth II ( - I Z 5- I S 3 0- (,5 T Terrace
Color-Munsell �� ie 51 et 1- P Flood Plain
� � /D lK �;'�- mtti( �i
Texture C SC-f 5; 1 TEXTURE
Mottles 7f SAp I(>( .L'_- c``C SS fl - f ed J X s sand
Structure rl/abk,1 i'),. 'Je VJ g.b4 %rNt SlIJP Is loamy sand
Consistence $s SF l, 55 5? .r; ss S p -PI sl sandy loam
/ l loam
si silt
sil silt loam
Boundary sicl silty clay loam
Horizon Depth III I Z.— 2- /5 _ 2() (D S _ i 2 0 cl clay loam
Color-Munsell M14 1 i /A A 1-t ii rye I scl sandy clay loam
Texture C G S 1/ sc sandy clay
Mottles rn_/Dui (0/3 Ai, / )t $I? m. // y 6/2 sic silty clay
Structure Met S'S'tJe i'tyab/ /o? s-iie /haSi lie c clay
Consistence 5 e 4 .S p . S
+ SS 5 p f i CONSISTENCE WET
/Yl- Sgz 4/(0 /4- SGtO /PC Ns non-sticky
!! / Ss slightly sticky
S sticky
Boundary Vs very sticky
Horizon Depth IV Z4- 2 !-0. ZD-3D Np non-plastic
Color-Munsell OW 14- l /i u f f!. Sp slightly plastic
Texture c, I 5; / ' S l C-I P plastic
Mottles — — Vp very plastic
Structure /!2!/551 ✓a #10“S I Ve MOIST
Consistence ,SS SP .P,' 5 p ,C, vfr Very friable
/051 1- //Pdo?C 2 CVI.I DMA fr friable
//2 ti- 7 G'hlwe, ll�ilocb,/cdr\)c fi firm
Mal MaFfi Y vfi Very firm
Boundary STRUCTURE
Soil Wetness 5l{WT.- /OS Ii S(W 7- SS" sg single grain
Restrictive Horizon m massive
Saprolite 12'I- Massive 2U''- 1 p✓� cr crumb
,tri,tss,dP
LTAR gr granular
Classification sbk subangular blocky
abk angular blocky
pl platy
pr prismatic