SWA000231_Soils/Geotechnical Report_20231128

CES$
Civil — Geotechnical — Surveying
June 20, 2022
Wake Hamilton
Tectonic, LLC
101 South Kings Drive
Suite 200
Charlotte, North Carolina 28204
Reference: Geotechnical Engineering Evaluation
Proposed Rusher 80 Acre Site Development
East Spencer, North Carolina
CESI Project Number: 220396.000
Mr. Hamilton,
Concord Engineering &Surveying, Inc. (CESI) has performed a geotechnical engineering test
boring and test pit evaluation of the above referenced site located at the end of Robinson
Road in East Spencer, North Carolina. Our evaluation was performed within general
accordance with our proposal number 220477.P00 dated May 25, 2022.
On June 8, 2022, a CESI field engineer cleared to and observed 8 test pit excavations within
the proposed roadways (that fell within the wooded portions of the property). Minor clearing
along the woodline for 3 test boring locations was also performed. The test pits were
performed to evaluate subsurface soil conditions and to determine the presence of topsoil,
suitable and unsuitable soils, shallow rock, and groundwater. Starting on June 13, 2022, 27
soil test borings were performed advanced at the previously located soil test boring locations
as follows:
• Fifteen (15) soil test borings 20 feet deep within the proposed 365,040 SF
warehouse location,
• Nine (9) soil test boring 20 feet deep within the proposed 131,040 SF warehouse
building location,
• Two (2) soil test borings 10 feet deep within the proposed roadway, and
• One (1) soil test boring 10 feet deep within the proposed future commercial /
retail building location.
45 Spring Street, SW P.O. Box 268 Concord, N.C. 28026-0268 704-786-5404
www.cesicgs.com N.C. License Number C-0263

EXPLORATION AND FINDINGS
The proposed development area will consist of three parcels identified as Rowan County
Parcel Identification Numbers (PIN) 5780-01-07-3164 (75.31 acres, 440 Robinson Road),
5770-08-98-7853 (3.34 acres, no address), 5770-12-96-4341(0.59 acres, 721 Andrews
Road), and 5770-12-95-1830 (0.8 acres, no address). Currently the parcels are undeveloped
and farmed. An abandoned farmhouse with existing utilities with a well and possible septic
tank, and multiple barns were observed on Parcel 5780-01-07-3164.
The procedures used by CESI for field sampling and testing are in general accordance with
established geotechnical engineering practice. Each of the test pits were excavated using
a CAT 320 tracked excavator owned and operated by Mid Carolina Construction Services
LLC of Salisbury, NC at the locations shown on the enclosed "Soil Test Pit/ Boring Location
Plan". The soil test borings were advanced using a truck mounted Mobile B47 drill rig at the
locations shown on the enclosed "Soil Test Location Plan". Test pit and test boring
locations were created based on site features and preliminary development plans provided
by the developer.
NRCS has listed the site as having the following primary soils series: Cecil sandy clay loam
(CeC2), Pacolet sandy clay loam (PcC2), and Pacolet sandy loam (PaD). Based on NRCS
published documents, the Mecklenburg fine sandy loam soil series are known to contain
ELASTIC SILT (MH) soils between 6" and 40" below the existing ground surface (BGS).
However, no ELASTIC SILT (MH) soils were directly encountered at any of the test pit or soil
test boring locations. Please note the presence of ELASTIC SILT (MH) soils may be
encountered at other unexplored areas of the site. ELASTIC SILT(MH) soils have a high
shrink swell potential and are unsuitable for direct footing, slab, and pavement
support.
Soil Test Pit Investigation Findings
Soil strata in each test pit was observed, identified, and recorded by our field engineer.
Presented in Table 1, below, is a summary of the test pit excavation findings.
Table 1: Summary of Test Pit Data
Topsoil, Leaf Litter, Groundwater Test Pit Termination /
Test Pit and Organic Debris Depth Refusal Depth
No. (Inches below Existing (Inches below Existing (Inches below Existing Ground
Ground Surface) Ground Surface) Surface)
TP-1 12" Not Encountered Terminated at 156"
TP-2 10" Not Encountered Terminated at 170"
TP-3 5" Not Encountered Terminated at 173"
TP-4 10" Not Encountered Terminated at 188"
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 2

TP-5 8" Not Encountered Terminated at 188"
TP-6 10" Not Encountered Terminated at 190"
6
TP-7 Not Encountered Terminated at 187"
Organic stained until 20"
TP-8 6" Not Encountered Refusal at 140"
A layer of organic debris, leaf litter, and topsoil with roots measuring 5"to 12" in thickness was
present at the surface of test pit locations. These organic laden soils are not suitable for
structural fill or structure support and should be stripped and stockpiled for later use in non-
structural areas of the site. Organic stained soils were encountered at test pit location TP-7
up to 20" BGS. This test pit was performed within a naturally formed drainage feature.
Beneath the surface organic layer, we encountered weathered in place, residual soils
consisting of SILT (ML) with varying amounts of fine to coarse SAND (SM), CLAY (CL),
fine to coarse GRAVEL, and few COBBLES up to 12".
Groundwater was not encountered at any of the test pit or soil test boring locations. However,
based on the relatively low-lying topography of the eastern portion of the site, and presence
of fine-grained soils on the site, minor complications due to groundwater should be anticipated
during grading and utility installation operations after periods of rainfall.
Weathered Rock was encountered at one test pit locations, specifically test pit TP-8 at
110" BGS. Please refer to the attached Record of Test Pit Excavations for further
information on the depths WEATHERED ROCK was encountered. Texturally the
weathered rock consisted of fine to coarse sandy SILT (ML).
Track Hoe Refusal Rock was encountered one of the test pit locations, specifically test pit
TP-8 at 140" BGS. We anticipate the rock at this location can be excavated further using
larger conventional equipment, if required. Based on our observations, we do not anticipate
complications due to track hoe refusal rock during construction phases. However, minor
complications due to the presence of track hoe refusal rock should be anticipated during
mass grading operations if borrow / swap operations are performed within the proposed
stormwater BMP structure (TP-8) location.
Soil Test Boring Investigation Findings
Soil strata at each soil test boring location was observed, identified, and recorded by our
field engineer. Presented in Table 2, below, is a summary of the test boring data
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 3

Table 2: Summary of Soil Test Boring Data
Topsoil and / Groundwater Depth To Test Boring
Test or PLOW Depth WEATHERED Termination Depth
Boring ZONE Depth ROCK
No, (Feet below Existing (Feet below Existing Ground
(Inches below Existing Ground Surface) (Feet below Existing Surface)
Ground Surface) Ground Surface)
B-1 10" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-2 5"Topsoil Not Encountered Not Encountered Terminated at 20'
B-3 10" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-4 8" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-5 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-6 6" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-7 6" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-8 12" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-9 4"Topsoil Not Encountered Not Encountered Terminated at 20'
B-10 2" Plow Zone Not Encountered Not Encountered Terminated at 10'
B-11 4"Topsoil Not Encountered Not Encountered Terminated at 20'
B-12 4"Topsoil Not Encountered Not Encountered Terminated at 20'
B-13 8"Topsoil Not Encountered Not Encountered Terminated at 20'
B-14 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-15 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-16 3" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-17 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-18 3"Topsoil Not Encountered Not Encountered Terminated at 20'
B-19 8" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-20 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-21 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-22 10" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-23 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-24 3" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-25 8" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-26 8" Plow Zone Not Encountered Not Encountered Terminated at 10'
B-27 6" Plow Zone Not Encountered Not Encountered Terminated at 10'
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 4

A layer PLOW ZONE soils with roots measuring 3" to 12" in thickness was present at the
surface of the test boring locations with exception of test borings B-2, B-9, B-11, B-12, B-13,
and B-18. A layer of topsoil and rootlets was observed at these soil test boring locations
measuring between 3" and 5" thick. These organic laden soils are not suitable for structural
fill or structure support and should be stripped and stockpiled for later use in non-structural
areas of the site. We anticipate any PLOW ZONE soils remaining after stripping operations
may be mixed with underlying residual soils and be used as structural fill.
Beneath the surface organic PLOW Zone and topsoil layer, we encountered weathered in
place, residual soils consisting of:
• SILT (ML) with varying amounts of fine to coarse SAND (SM) and CLAY (CL),
• CLAY (CL) with varying amounts of SILT (ML), and fine to medium SAND (SM),
and
• Silty fine to coarse SAND (SM)
Groundwater was not encountered at any of the test boring locations. However, based on
the relatively low-lying topography of the eastern portion of the site, and presence of fine-
grained soils on the site, minor complications due to groundwater should be anticipated during
grading and utility installation operations after periods of rainfall.
Weathered Rock or Auger Refusal Rock was not encountered at any of the test boring
locations. We do not anticipated complications due to weathered rock during grading
operations for the warehouse structure locations.
RECOMMENDATIONS
Before grading all conflicting utilities removed, protected or properly abandoned. Water
wells, if encountered, should be properly abandoned by a certified well driller licensed in
the state of North Carolina. An abandoned residence with existing utilities, a well and
possible septic tank, as well as multiple barns were observed on the large parcel (PIN 5780-
01-07-3164). These structures should be evaluated for the presence of Recognized
Environmental Conditions (RECs) and removed prior to construction operations.
Topsoil, root zones, stumps, organics, household debris and any other unsuitable materials
should be stripped beyond the proposed structural and pavement envelopes. We anticipate
any PLOW ZONE soils remaining after stripping operations may be mixed with underlying
residual soils and be used as structural fill. It was noted that small amounts of household
debris and trash were observed on the surface near test pit location TP-3. In fill sections,
the area should be stripped an additional width to accommodate a minimum 1:1 structural
fill slope plus 5 feet. It was also noted that organic stained soils were encountered beneath
the surface organics at test pit location TP-7 up to 20" BGS. We anticipate any organic
stained soils remaining after stripping operations can be satisfactorily mixed with on-site or
imported soils and be used as structural fill. Organic stained soils remaining at areas to
receive fill placement or are at subgrade elevation should be closely monitored or removed.
Currently grading plans and proposed design elevations are unknown. However, we
anticipate soils from the central parts of the site will be cut down and used to fill on the
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 5

perimeter of the site. Regardless, below are our general recommendations for the cut and
fill areas on the site:
Cut Areas — Once the surface organic soils are removed, we anticipate the underlying
residual soils will be sufficient to be used as structural fill for building, parking lots, and
roadway support. The excavated soils should be evaluated for the presence of household
debris, and ELASTIC SILT (MH). If slightly elastic SILT(ML), or small amounts of ELASTIC
SILT (MH) are encountered in the cut areas, we anticipate it could be mixed with suitable
on-site material and used as structural fill as long as they can remain stable during grading
operations. After reaching final grade elevation the finished surface should be evaluated by
proofrolling to identify areas of instability.
Fill Areas —After stripping, areas receiving fill soils to provide support should be carefully
evaluated for the presence of soft surficial soils by proofrolling with a 25-ton, four-wheeled,
rubber-tired roller, a loaded dump truck, or similar approved equipment. The proofroll
operation should be carefully monitored by our Engineer. Areas that wave, rut, or deflect
excessively and continue to do so after several passes of the proofroller may need to be
undercut to stiffer soils. The undercut areas should be backfilled in thin lifts with approved,
compacted fill materials, preferably granular soils or aggregate base course stone. Areas
containing ELASTIC SILT (MH) not discovered during our investigation should be
thoroughly evaluated prior to structural fill placement. If undercutting and replacing
with satisfactory fill soils is not feasible, chemical or mechanical subgrade stabilization
methods may be implemented under direction of our Engineer. Recommendations for
mechanical or chemical soil stabilization can be provided by CESI if required during grading
operations.
Due to the presence of fine-grained soils on the site, it is imperative that positive surface
drainage be maintained during grading operations to prevent water from ponding on the
surface. The surface should be rolled smooth and sloped away from structural areas to
enhance drainage if precipitation is expected. Subgrades damaged by construction
equipment should be immediately repaired to avoid further degradation in adjacent areas
and to help prevent water ponding.
Fill Material and Placement
Recommended criteria for soil fill characteristics and compaction procedures are listed
below. The project design documents should include the following recommendations to
address proper placement and compaction of project fill materials. We do not recommend
the use of soils of high plasticity, with a PI greater than 25 as structural fill. Earthwork
operations should not begin until representative borrow soil samples are collected and
tested (allow 3 to 4 days for sampling and testing).
Earth Fill Materials
❑ General guidelines for project fill should control properties such as Plasticity Index
(PI), gradation, and organic content. The use of the following USCS soil types, as
defined by ASTM D 2487, should be satisfactory for use as project fill: GW, GP,
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 6

GM, GC, SW, SP, SM, SC, ML, MH (provided the PI is 25 percent or less for MH
soils), or combinations thereof.
❑ Organic content should be no greater than 5 percent by weight, and no large roots
should be allowed. Additionally, maximum particle sizes should be limited to 4
inches or less.
Compaction Recommendations
❑ One standard Proctor compaction test and one Atterberg limits test for each soil
type used as project fill. Gradation tests may be necessary and should be
performed at the Project Geotechnical Engineer's discretion.
❑ Maximum loose lift thickness — 8 inches.
❑ Compaction requirements — 95 percent of the maximum dry density to a depth of
1 foot below subgrade, and 100 percent within the upper 1 foot as determined by
the standard Proctor compaction test.
❑ Soil moisture content at time of compaction — within plus 3 percent to minus 3
percent of the optimum moisture content.
❑ One density test every 2,500 square feet for each lift or two tests per lift, whichever
is greater (for preliminary planning only; the test frequency should be determined
by our geotechnical engineering staff).
❑ Trench fill areas—one density test every 75 linear feet at vertical intervals of 2 feet
or less.
Sitework construction should be monitored by our Construction Materials Testing Engineer.
Our Construction Materials Testing Engineer's (or technician) duties should include
observation of proofrolling activities, evaluating soil subgrades prior to fill placement,
density testing of the soil backfill and density testing of the aggregate base course stone.
Field observations, monitoring, and quality assurance testing during earthwork and
pavement construction are an extension of this analysis.
Shallow Foundation Construction
The building foundations should be sized for a maximum net allowable bearing pressure of
2,500 pounds per square foot. The exploration findings indicate the structures may be
supported by shallow spread footings bearing on approved stiff residual soil, or newly
placed structural FILL. We anticipate the total settlement potential of the footings to be less
than 1" and maximum differential settlement to be less than a 1/2". All footings should bear
at a minimum depth of 12 inches below exterior grades for frost protection. Properly
reinforced building footings with adequate slab control joints are recommended to handle
slight differential settlements, if they occur.
CESI recommends a thorough foundation bearing surface evaluation be performed and the
footing approved prior to concrete placement. Foundation bearing surfaces should be
inspected by our Engineering Technician under our Engineer's review prior to concrete
placement to confirm that suitable soils are present at the bearing elevation. We
recommend that bearing surfaces be evaluated by hand auger borings with Dynamic Cone
Penetrometer (DCP) testing equipment prior to concrete placement to determine whether
the foundation bearing soils encountered during construction are similar to those found
during our geotechnical exploration.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 7

DCP testing is a verification tool to be used for an economical bearing grade evaluation
during construction. It will help detect isolated areas of soft residual soils or loosely
compacted soils. Unsuitable soil detected during this evaluation should be repaired as
directed by the geotechnical engineer. Footing bearing grades identified as having soft
soils should be undercut and replaced with properly compacted structural fill soils or
crushed aggregate. The depth and width of undercutting should be recommended by our
Engineer.
Bearing surfaces for shallow spread foundations should not be disturbed or left exposed
during inclement weather. Saturation of the on-site soils will cause a loss of strength and
increased compressibility. Excavations for footings in stiff residual soils or newly placed
structural fill should be completed with a toothed bucket backhoe following excavation to
reduce disturbance of the subgrade soils. Confined excavations should conform to
applicable OSHA regulations and North Carolina State Building Codes. Upon their
exposure, bearing grades should have excess and loosened material removed. The final
grades should be firm and stable, and free of loose soil, rock, mud, water, or frost. If
construction occurs during inclement weather and concreting of the foundation is not
possible at the time it is excavated, a layer of lean concrete should be placed on the over
excavated bearing surface subsequent to testing for protection. Also, concrete should not
be placed on frozen subgrades.
General Mass Rock Excavation:
Track hoe refusal rock was encountered at one of the test locations, between at 140" BGS.
Based on our findings, and anticipated grades, we do not anticipate complications due to
track hoe refusal rock on the site unless deep cuts are made for mass grading or borrow/
swap areas. However, for contractual purposes, CESI recommends that Rock be defined
as the following:
Any material which cannot be excavated with a single-tooth ripper drawn by a crawler
tractor having a draw bar pull rated at not less than 56,000 pounds (Caterpillar D8K or
equivalent) or excavated by a trackhoe having a bucket curling force rated at not less than
33,000 pounds (Caterpillar 315C or equivalent).
Trench Rock Excavation:
Any material which cannot be excavated with a backhoe having a bucket curling force rated
at not less than 33,000 pounds (Caterpillar 315C or equivalent). If these rock excavation
conditions are encountered, CESI should be notified for verification and quantification.
Excavation of trench rock will then require fracturing using jack hammering or blasting.
Seismic Information
In accordance with the International Building Code (IBC) as adapted by North Carolina and
Chapter 20, Table 20.3-1 of the American Society of Civil Engineers (ASCE) 7-16 Design
Standards, a Site Class "D" should be assigned to the site for seismic design purposes of
the proposed barn location. Site specific subsurface data was determined to the boring
termination depth of up to 20 feet below existing grade. The Seismic Site Class is derived
from the standard penetration test data recorded during drilling.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 8

FOLLOW-UP SERVICES
Field observations, monitoring, and quality assurance testing during earthwork, foundation
installation and building construction are an extension of the geotechnical design. As a
result, we recommend the following:
• Verification of removal of topsoil, root zones, stumps, organics and household
debris;
• Proofroll observations of areas to receive structural fill,
• Density testing during fill soil placement within structural pad areas and streets;
• Utility trench backfill (storm, sanitary, and water placed within structural areas);
• Foundation bearing evaluation within excavated footings;
• Structural reinforced concrete testing and inspections;
• Proofroll observations within the pavement areas prior to concrete curb, aggregate
base course stone, asphalt and concrete placement.
We appreciate the opportunity to be of service to Tectonic, LLC in this phase of the Rusher
80 Acre Property Development project in East Spencer, North Carolina. We look forward to
helping you through project completion. If you have any questions, please feel free to call.
Respectfully submitted,
CESI 0111111111
)% CAfRp''
QcfZj)2
17-* Glij0/
'��rrrrn n l .\
Thomas Gray James G. (Jay) Eaves III, PE
Project Engineer Division Manager
ATTACHED:
SOIL TEST LOCATION PLAN
SOIL TEST LOCATION PLAN(with conceptual overlay)
SOIL TEST TERMINATION/REFUSAL DEPTH PLAN
SOIL TEST TERMINATION/REFUSAL DEPTH PLAN(with conceptual overlay)
RECORD OF TEST PIT EXCAVATION
KEY TO BORING SYMBOLS
LOGS OF AUGER BORING
SOIL TEST BORING PROCEDURE
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 9

/l/o,Tti
TP-4
B-12
B-13 TP-5
TP-1 TP-2 TP-3
B-22 B-23 B-24 B-25 B-15
B-18 vik
B-14
B-16 TP-6
B-1 B-2 B-21 B-20 B-19 B-17
TP-7
B-11
B-3 B-4 B-5 B-6 B-7
B-10 B-8 B-9
TP-8
i
%e'Y B126
TP-1 Griffin Const Jc ion Carolina SF dworks
O Test Pit Location B-27
iy
Test Boring Location , .; .. . • -Ai --,,,
DATE: 6-17-22
CESF SOIL TEST LOCATION PLAN DRAWN BY: TKG/JT
Proposed Rusher 80 Acre Site Development PROJECT#:220396.000
45 Spring Street SW
PO Box 268
Concortl,North Carolina,28026-OTfiB East Spencer, North Carolina SCALE: NTS
Phone:(]Od)]86-5400
Fax:(]Od)]6fi-]454 DRAWING NO.: 1
www.cesicgs.com License C-0263

I"'-•r„_ )
;r -
TP-4 _
_ i - ',B-13 B-12 TP-
.. TP-1 TP-2 TP-3 ' -
• . -24lit..• B-25 B-18 B-14 B-15
,- t•. TP-6 . ,
� a' i _ II = -1 • ; ,
,
III
t, S6S DSO S . - 1 - J�r •
a - -- 1 , . I:07 : AO • PitoPosto Pi - TP-7 •�,
11 •
'
B-3 B 4-4 B-5 B-. — !f_ / •,,C
B-10 TP-8 �. ) %.
B-9 ` 1:�
_ - - I B-,26 `\
B-27 ,-- 7cMOiROOD I
• •a eiina - ,wor .s
Gr�iffin'Constr�o ion • � - � 'UIN
• ' WETLANDS—- 1 •
L. a, It
Test Pit Location r ' ' ,
B-1 Test BoringLocation -� r �,-, ���� '+� ' -_ _-• —.•_ .-ill • _ _ --. ���
*
SOIL TEST LOCATION PLAN DATE: 6-17-22
CEST With Conceptual Overlay DRAWN BY: TKG/JT
PROJECT#:220396.000
45 Spring Street SW Proposed Rusher 80 Acre Site Development
PO Box 268 SCALE: NTS
Concord,North Carolina,28026-0268
phone: )7886-5400
04
Fax East Spencer, North Carolina DRAWING NO.: 2
:((70)76-540
www.cesicgs.com License C-02fi3

%
ii=Tti
188"
240"
156" 170" 173" 240" 188"
240" 240" 240" 240" 240" -
240" 240" 190"
240"
240" 240" 240" 240" 240" 240" v
187" it
240"
240" 240" 240" 240" 240"
120" 240" 240" 140"
1
..
190" Termination Depth • Griffin Const .c Ion Carolina Sp dworks 120"
(Test Pit, Inches BGS)
240" Termination Depth ,, i r ,f
r �y
(Test Boring,Inches BGS)
Note:Values highlighted in yellow indicate REFUSAL depth
DATE: 6-17-22
CESF SOIL TEST TERMINATION/REFUSAL DEPTH PLAN DRAWN BY: TKG/JT
Proposed Rusher 80 Acre Site Development PROJECT#:220396.000
95 Spring Street SW
PO Box 268
Concord,hoeNorth 704)Carolina, East Spencer, North Carolina
SCALE: NTS
Phone:(Carolina,200
Fax (704)78fi-7959 DRAWING NO.: 3
www.cesicgs.com License C-0203

/''`•r„_• ) I, ^,
i ,
188" i _ _
- 240"- 240 j
188
156" 170" 173" ' '`' - -
240"w�-1 240" 240' 240" 240"
- 190"
ii0/cF / � ...upW I l - - _ ',it,t y��. - - ,. ,
166DO - ; , ) it - =� 187" -
rr woe
240 "2A6 ,
" 240" 240" i
120" 1. 140" 1
40' 240" L L-01%.1.:f ..„, ; — r— ,
.
� .
i 12,0"
• •a elina ,wor's 1 } Fx><Nr o,R000
Gr,ffin'Constrio ion • c ti • ' 'UIN .
' ,� v� rnroc wrntivcs—
1so" Termination Depth L-•-;:�
(Test Pit, Inches BGS) '
240" Termination Depth '"
— ,.
(Test Boring,Inches BGS) ? r '`10 • ~`•.
Note:Values highlighted in yellow indicate REFUSAL depth
SOIL TEST TERMINATION/REFUSAL DEPTH PLAN DATE: 6-17-22
CESt With Conceptual Overlay DRAWN BY: TKG/JT
PROJECT#:220396.000
45 Spring Street SW Proposed Rusher 80 Acre Site Development SCALE NTS
PO Box 268
Concord,North Carolina,28026-0268
phone: [phone] East Spencer, North Carolina DRAWING NO.: 4
Fax:((70)786-540
www.cesicgs.com License C-02fi3

C ESF RECORD OF TEST PIT EXCAVATION
PROJECT: Rusher 80 Acre Parcel EXCAVATOR: Cat 320E
CLIENT: Tectonic DATE: 6/8/22
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220396.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-1 0 12 Leaf litter, organic debris, topsoil, rootlets
12 36 Light brown and light reddish brown slightly clayey SILT (ML) with little fine SAND (SM)
36 80 Moist red, reddish brown, and yellowish red clayey SILT (ML) with little fine SAND (SM)
80 120 Moist yellowish red, yellowish brown, and light brown clayey SILT (ML) with pockets of yellow SILT
(ML)
120 156 Moist white, light red, light brown, and yellow SILT (ML) with little fine to medium SAND (SM)
Terminated at 156"
TP-2 0 10 Leaf litter, organic debris, topsoil, rootlets
10 36 Light brown and reddish brown slightly clayey SILT (ML) with little fine SAND (SM)
36 72 Moist red and reddish brown clayey SILT (ML) with little fine to coarse SAND (SM)
72 115 Moist yellowish red, red, white, and light brown SILT (ML) with little fine to coarse SAND (SM)
115 170 Light brown, white, gray, and red SILT (ML)with little fine to coarse SAND (SM)
Terminated at 170"

CESI RECORD OF TEST PIT EXCAVATION
PROJECT: Rusher 80 Acre Parcel EXCAVATOR: Cat 320E
CLIENT: Tectonic DATE: 6/8/22
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220396.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-3 0 5 Grass, leaf litter, organic debris, topsoil, rootlets, and little household debris on surface in area
5 48 Moist red to reddish brown clayey SILT (ML), becoming damp after 36"
48 100 Moist to damp reddish brown, yellowish brown, and yellowish red clayey SILT (ML)with little fine to
coarse GRAVEL
100 120 Moist light bluish gray fine to medium sandy silty CLAY (CL) with seams of yellowish brown clayey fine
to medium sandy SILT (ML)with fine to coarse GRAVEL
120 160 Moist light bluish gray and light brown slightly clayey fine to medium sandy SILT (ML) with little fine to
coarse GRAVEL
160 173 Moist light brown fine to medium sandy SILT (ML)
Terminated at 173"
TP-4 0 10 Leaf litter, organic debris, topsoil, rootlets
10 22 Pale light brownish gray clayey moderately elastic SILT (ML)
22 64 Light brown and light gray slightly elastic SILT (ML)
64 188 Moist light gray and light yellowish brown and olive SILT (ML)with very fine GRAVEL, little fine to
medium SAND (SM), and pockets of WEATHERED ROCK sampled as the same
Terminated at 188"

C ESF RECORD OF TEST PIT EXCAVATION
PROJECT: Rusher 80 Acre Parcel EXCAVATOR: Cat 320E
CLIENT: Tectonic DATE: 6/8/22
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220396.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-5 0 8 Leaf litter, organic debris, topsoil, rootlets
8 32 Moist reddish brown to red clayey SILT (ML) with little fine to coarse SAND (SM) and pockets of
brownish yellow slightly clayey SILT (ML) with little fine to medium SAND (SM)
32 88 Moist reddish brown, red, and brownish yellow slightly clayey SILT (ML) with little fine to medium
SAND (SM) and fine GRAVEL
88 170 Moist brownish yellow, yellow, and light brown SILT (ML) with little fine to coarse SAND (SM), fine to
coarse GRAVEL, and few COBBLES up to 12"
170 188 Light brown and light yellow SILT (ML) with little fine to coarse SAND (SM) and pockets of HEAVILY
WEATHERED ROCK sampled as the same
Terminated at 188"
TP-6 0 10 Leaf litter, organic debris, topsoil, rootlets
10 45 Moist reddish brown to red clayey SILT (ML)
45 112 Moist light brown, yellow, and reddish brown SILT (ML) with little fine to medium SAND (SM) and little
fine GRAVEL
112 190 Moist light brown, white, gray, light red, and black SILT (ML) with little fine to coarse SAND (SM), fine
GRAVEL, and few COBBLES up to 12"
Terminated at 190"

C ESF RECORD OF TEST PIT EXCAVATION
PROJECT: Rusher 80 Acre Parcel EXCAVATOR: Cat 320E
CLIENT: Tectonic DATE: 6/8/22
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220396.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-7 0 20 6" Leaf litter, organic debris, topsoil, and rootlets, organic stained slightly clayey fine sandy SILT (ML)
6" to 20"
20 36 Moist to damp reddish brown fine to medium sandy clayey SILT (ML) with little coarse SAND (SM)
36 88 Moist light brown, yellow, and white slightly elastic SILT (ML) with little fine to medium SAND (SM)
88 187 Moist to damp light brown, gray, and white SILT (ML) with little fine to coarse SAND (SM)
Terminated at 187", performed within natural drainage feature / swale
TP-8 0 6 Grass, topsoil, rootlets
6 38 Moist reddish brown clayey SILT (ML) with little fine to medium SAND (SM)
38 72 Moist light brown, white, reddish brown, and light gray clayey SILT (ML) with little fine to coarse SAND
(SM) and fine GRAVEL
72 110 Light brown, brown, yellow, light gray, and light red slightly micaceous fine to medium sandy SILT (ML)
with little coarse SAND (SM) and fine GRAVEL
110 140 WEATHERED ROCK sampled as brown, light brown, reddish brown, black, and white slightly
micaceous fine to coarse sandy SILT (ML)
Refusal at 140"

SOIL CLASSIFICATION CHART CORRELATION OF
MAJOR DIVISIONS SYMBOLS TYPICAL
GRAPH LETTER DESCRIPTIONS STANDARD PENETRATION RESISTANCE
■wo■s WITH
CLEAN ' GW WELL-GRADED
NoG ADRESRA GRAVELS, - RELATIVE DENSITY AND CONSISTENCY
GRAVEL GRAVELS ......1. FINES
AND o`?LS o`?LS
GRAVELLY I Qo Qo POORLY-GRADED GRAVELS,
SOILS (LITTLE OR NO FINES))o D�o DC GP GRAVEL-SAND MIXTURES,LITTLE
DO n/Oe O O OR NO FINES
COARSE 0 I U
GRAINED GRAVELS WITH j(3 �O''C GM SILTY GRAVELS,GRAVEL-SAND- Sand and Gravel
SOILS MORE THAN 50% FINES lb
SILT MIXTURES
OF COARSE DO o Q
FRACTION !r Standard Penetration Resistance Approximate
RETAINED ON NO. AVBlowSper Foot Relative Density
AMOUNT OF FINES) f�� � " 0-4 Very Loose
- '� s 5-10 Loose
CLEAN SANDS G WELL-GRADED SANDS,GRAVELLY 11-20 Firm
MORE THAN 50% SAND I SW SANDS,LITTLE OR NO FINES 21-30 Very Firm
OF MATERIAL IS AND
LARGER THAN SANDY `" 31-50 Dense
NO.200 SIEVE SOILS POORLY-GRADED SANDS,
SIZE (LITTLE OR NO FINES)::.:::::.:::.:::::::.. SP GRAVELLY SAND,LITTLE OR NO Over 50 Very Dense
FINES
SANDS WITH SILTY SANDS,SAND-SILT
MORE THAN 50% FINES SM MIXTURES Silt and Clay
OF COARSE
FRACTION
PASSING ON NO. Standard Penetration Resistance Approximate
4 SIEVE AMOUNT OF FINES) :.; SC MIXTURES CLAYEY SANDS,SAND-CLAY Blows per Foot Consistency
0-1 Very Soft
INORGANIC SILTS AND VERY FINE 2-4 Soft
ML R CLAYEY FIINEK FLOUR, OR SANDS OR CLAYEY 5-8 Firm
SILTS WITH SLIGHT PLASTICITY 9-15 Stiff
SILTS INORGANIC CLAYS OF LOW TO
FINE AND LIQUID LIMIT `L MEDIUM PLASTICITY,GRAVELLY £t-! 0
GRAINED CLAYS SANCLAYS ] Very Hard
___ OL ORGANIC SILTS AND ORGANIC
— — — SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50% INORGANIC SILTS,MICACEOUS OR
OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR
SMALLER THAN SILTY SOILS CES$
NO.200 SIEVE
SIZE SILTS
AND LIQUID LIMIT CH INORGANIC CLAYS OF HIGH
CLAYS GREATER THAN 50 l� PLASTICITY
OH ORGANIC CLAYS OF MEDIUM TO
,,.., HIGH PLASTICITY,ORGANIC SILTS
Key to Symbols and Descriptions
HIGHLY ORGANIC SOILS ,, ,,„ ���' ,,I' = PT PEAT,HUMUS,SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

Log of Auger Boring No. B-1 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L I I T I BLOWS 0 0 0
LE T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
- 10" PLOW ZONE -
- - Moist very stiff light brown and red clayey SILT X_ _ (ML) 6-8-9
- - Moist stiff light brown and light red SILT (ML) x
4-5-6
— 5 —
Moist stiff light brown and light red SILT (ML) x
5-6-6
- - Moist stiff light brown and white SILT(ML)with
little fine SAND (SM) X 3-6-8
— 10—
N
N
H
U'
Z_
K _ _
W
W _
z - - Moist stiff light brown and white SILT(ML)with
Li, little fine SAND (SM) 5-6-5
X
o — 15—
o
z
O - -
O
a
o
o - -
O - _
o - - Moist very stiff light brown, light gray,white, and
co light red SILT(ML)with little very fine SANDX 8-10-12
7• -207(SM) I-
Q
- _ Boring terminated at 20'
co
J
W
O - -
K
Q
a
W - -
0
0
Q
o - -
co
0
0
z
o Key to Abbreviations
co
W
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-2 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina - Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- \5"Topsoil
- - Moist very stiff red and reddish brown clayey X
_ _ SILT (ML) 6-7-9
- - Moist stiff reddish brown slightly to moderately \/
elastic SILT(ML) J� 4-5-10
— 5
Moist stiff light brown, yellowish brown, red, and
- - black slightly elastic SILT (ML) 5-6-8 •
- - Moist stiff brown, reddish brown, and black Xslightly elastic SILT (ML) 4-6-8
10—
N
N
0
Z_
W
W _
z - - Moist very stiff light brown SILT(ML)with
seams of fine to coarse GRAVEL 7-9-11
o — 15—
• - -
U
a
o - -
o - - Moist very stiff light brown, gray, and brown
SILT(ML)with little fine SAND (SM) 7 10-12
—20 —
Boring terminated at 20'
- -
U - -
K
a
_ -
U
_ -
co
O
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-3 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L I I T I BLOWS 0 0 0
L PE T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
- 10" PLOW ZONE -
Moist very stiff clayey SILT(ML)with some silty
_ _ CLAY(CL) X 8-9-12
- - Moist stiff mottled reddish brown, light brown,
and white SILT(ML)with little very fine SANDX 8-6-8
— 5 — (SM)
Moist stiff mottled reddish brown, light brown, X
- - and white SILT(ML)with seams of light gray 3-4-6
CLAY(CL)
- - Moist stiff white, yellowish red, and light brown
very fine sandy SILT (ML) X 5-6-8
— 10—
N
N
H
U'
Z_
K - -
W
W -
z - - Moist stiff white, yellow, light red, and light gray
Li, very fine sandy SILT (ML) 5-6-9
X
1\
o — 15—
o
z
O - -
O
a
o
o - -
O - _
o - - Moist hard light brown, light gray, and white
X
co slightly micaceous very fine sandy SILT(ML) 16-18-24 •
cK
• -20 Boring terminated at 20'
J
Q - -
U,
J
W
0 - -
K
Q
a
w - -
0
0
Q
o - -
co
0
0
J
0
z
o Key to Abbreviations
co
0,• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-4 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I I T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
—
8" PLOW ZONE '-
- Moist very stiff reddish brown silty CLAY(CL)
_ with little fine to medium SAND (SM) X11-12-12
- - Moist stiff light brown, reddish brown, brown,
and white SILT(ML)with little fine to medium X 5-7-8
— 5 — SAND (SM)
Moist stiff light brown, reddish brown, brown, \/
- - and white SILT(ML)with seams of yellowish /J�\ 3-5-6
brown and reddish brown slightly elastic SILT
- - (ML)
- - Moist stiff yellowish red, light brown, and white X
SILT(ML)with little fine SAND (SM) 4-5-7 •
—10—
N
0
Z_
w
w _
z - - Moist stiff yellowish red, light brown, and white
SILT(ML)with little fine SAND (SM) 6-7-8
o —15—
U
Z
O - -
a
0 - -
o - - Moist hard light brown,white, and light red SILT
X
co (ML)with little fine to medium SAND (SM) 11-14-20
-20 Boring terminated at 20'
J
• - -
J
w
0 - -
a
w _ _
0
U
o _ _
U
U
O
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-5 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- \4" PLOW ZONE "T
- - Damp to moist very stiff reddish brown clayey
_ SILT(ML) X 7-9-11
- - Damp to moist stiff reddish brown slightly clayey
slightly elastic SILT (ML) 4-5-7
— 5
Moist stiff reddish brown, yellow, and light \/
- - brown slightly to moderately elastic SILT (ML) /J�\ 4-4-7
- - Moist stiff reddish brown, yellow, and light
brown slightly to moderately elastic SILT (ML) 6-6-7
— 10— with seams of light brown and black slightly
clayey SILT(ML)
-
0
Z
w
• -
z — — Moist stiff light brown, yellowish brown, brown,
and black SILT(ML) 4-5-5
o — 15—
U
Z
O - -
a
c� - -
o - -
o - - Moist very stiff brown, yellowish brown, and
co black fine to medium sandy SILT(ML) 6-8-10
-20 Boring terminated at 20'
- -
U - -
K
a
- -
U
_ _
co
J
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-6 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- i 6" PLOW ZONE
- Moist very stiff reddish brown and brown silty X
_ CLAY(CL) 9-9-9 •
- - Moist very stiff red, reddish brown, and black
slightly clayey SILT(ML)with little fine to X 5-6-10 •
— 5 — medium SAND (SM)
Damp to moist very stiff red, reddish brown, and X- - black SILT (ML)with little fine to medium SAND 6-8-9 •
(SM)
- - Damp to moist very stiff red, reddish brown, and
black SILT(ML)with little fine to medium SAND 7-8-9 •
— 10— (SM)
N
0
Z_
w
w -
z - - Moist stiff olive, light brown, yellowish brown,
and black SILT(ML)with little coarse SAND 5-6-8
— 15— (SM)
U
Z
O - -
a
o - -
o - - Moist very stiff brown, black, gray, and light
co brown slightly micaceous SILT(ML)with little 4-6-10 •
>-
-20 7 medium to coarse SAND (SM)
co
Q _ - Boring terminated at 20'
J
w
O - -
a
w• - -
0
U
o - -
J
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-7 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L T BLOWS O 0 0
E T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
-- i6" PLOW ZONE �'-
- - Moist stiff reddish brown clayey SILT(ML)with X
_ little fine to medium SAND (SM) 6-5-6
- - Moist stiff reddish brown and yellow slightly
— X
micaceous slightly elastic SILT(ML) 4-4-6
— 5 —
Moist firm light reddish brown, light brown, X
- - white, and olive SILT (ML)with little slightly 3-3-5
micaceous fine to medium SAND (SM)
- - Moist stiff brown, olive, light brown,white, and X
reddish brown SILT(ML)with little slightly 4-4-5
10— micaceous fine to medium SAND (SM)
N
I\I
N
H
Z_
K - -
W
W -
- - Moist stiff brown, olive, light brown,white, and X
W reddish brown SILT(ML)with little slightly 4-5-6
o —15— micaceous fine to medium SAND (SM)
U
Z
O - -
O
a
H
o - - Moist stiff yellow, brown,white, and gray SILT
co (ML)with little slightly micaceous medium to 5-5-6 •
cK
• -20 7 coarse SAND (SM) I—
co
_ - Boring terminated at 20'
co
J
W
U - -
K
Q
a
w _ -
z
U
Q
o _ -
co
O
O
J
Z
o Key to Abbreviations
m
Li,
• -Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-8 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L I I T I BLOWS 0 0 0
L E T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
— 12" PLOW ZONE '-
Moist stiff brown and reddish brown slightly X- - clayey fine sandy SILT(ML) 6"7"7
- - Moist stiff reddish brown and yellow clayey SILT X
(ML)with little fine GRAVEL 4-5-7
— 5 —
Moist stiff light brown, yellowish brown, light X
- - reddish brown SILT(ML)with little fine SAND 4-5-6
(SM)
- - Moist firm light brown, yellowish brown, light
reddish brown SILT(ML)with little fine SANDX 2-3-4
— 10— (SM)
N
N
H
o
U'
Z_
K _ _
W
W _
z - - Moist to wet firm light brown, brown,white, and
Li, black slightly micaceous SILT(ML) 2-2-4
X
I\
o — 15—
o
z
O - -
O
a
H
0 - -
O - _
o - - Moist stiff light brown, brown, and olive SILT
X
co (ML) 358
0• —20_
Boring terminated at 20'
J
Q _ _
J
W
O - -
K
Q
a
w _ _
0
0
Q
o _ _
Ui
J
0
z
o Key to Abbreviations
co
0,• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-9 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I I T I BLOWS 0 O
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90 _
\4"Topsoil "
- - Moist to wet firm reddish brown slightly clayey X
_ fine sandy SILT(ML) 2-3-4
- - Moist very stiff light brown and reddish brown X
clayey SILT(ML)with little fine to medium 7-7-9
— 5 — SAND (SM)
Moist very stiff light brown, light gray, and \/
- - yellowish brown clayey fine sandy SILT(ML) /J�\ 7"7"11
- - Moist very stiff light brown, yellow, gray,white,
and black SILT(ML)with little fine to coarse 8-11-12
— 10— SAND (SM)and little fine GRAVEL
N
0
Z_
w
w _
z - - Moist hard brown, gray,yellow, and white SILT
X
(ML)with little fine to coarse SAND (SM) 11-13-18
o — 15—
U
Z
O - -
a
o - -
o - - Moist hard brown, gray, light brown,yellowish
X
co brown, and white fine to coarse sandy SILT 12-14-22
-207(ML)
Q _ _ Boring terminated at 20'
J
w
O - -
a
w - -
0
U
o _ _
U
J
0
Z
o Key to Abbreviations
m
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-10 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L O 0 0
T BLOWS
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- 0 2" PLOW ZONE "T
Moist stiff reddish brown slightly micaceous
- - clayey SILT(ML)
4-6-7 •
-
Moist stiff reddish brown, light brown, and gray
- - SILT (ML)with fine SAND (SM)
4-5-6
— 5 —
N Moist stiff reddish brown and light brown slightly
micaceous SILT(ML)
3-4-6
w
- -
z
Moist stiff reddish brown, grayish brown, light
o - - brown, and black SILT(ML)with slightly
micaceous medium to coarse SAND (SM) 5-6-7
0_ - 10— Boring terminated at 10'
0
z
m
m
_ _
U
a
- -
co
O
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-11 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- \4"Topsoil
- Moist stiff reddish brown silty CLAY(CL)with 0 X
_ _ little fine to medium SAND (SM) 5-5-5
- - Moist stiff reddish brownslightly clayey SILT
(ML)with little to trace fine SAND (SM) 4-4-5
— 5 —
Moist stiff reddish brownslightly clayey SILT \/
- - (ML)with little to trace fine SAND (SM) x 4-5-6
- - Moist stiff light grayish brown, yellow, and
reddish brown SILT(ML)with little to some fine 3-5-6
— 10— to coarse SAND (SM)
N
W
W _
z - - Moist stiff light grayish brown, yellow, and \/
reddish brown SILT(ML)with little to some fine J� 3-5-7
• — 15— to coarse SAND (SM)
• - -
U
a
o -
• - - Moist to wet stiff light brownish gray, light brown,
co
I black, and white SILT (ML)with little fine to 3-4-6
-20— medium SAND (SM)
co
_ _ Boring terminated at 20'
U - -
K
a
-
- _
co
O
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-12 Page 1 of 1
CES� Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- \4"Topsoil
- Moist stiff reddish brown slightly micaceous X
_ clayey SILT(ML)with little fine to medium 4-5-6
SAND (SM)
- - Moist stiff reddish brown slightly micaceous
SILT (ML)with little fine to medium SAND (SM) 3-3-6
— 5
Moist firm reddish brown slightly micaceous
- - SILT (ML)with little fine to coarse SAND (SM) 3-4-4
- - Moist firm light grayish brown, light brown, and
reddish brown slightly micaceous SILT(ML) 3-3-4
— 10— with little fine to coarse SAND (SM)
N
W
W _
z - - Moist stiff light grayish brown, light brown, and
reddish brown slightly micaceous SILT(ML) 3-4-5
— 15— with little fine to coarse SAND (SM)
• - -
U
a
o - -
• - - Moist stiff light brownish gray, light brown,
yellow, and black slightly elastic SILT (ML)with 3-5-7
-20 7 little very fine SAND (SM)
- _ Boring terminated at 20'
U - -
K
a
-
- _
co
J
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-13 Page 1 of 1
CES� Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
—
8"Topsoil '"7
- Moist very stiff reddish brown clayey SILT(ML) X
_ with trace fine SAND (SM) 7-7-11
- - Moist stiff reddish brown SILT(ML)with trace
fine SAND (SM) 4-5-6
— 5
Moist stiff yellowish red and reddish brown \/
- - micaceous SILT(ML)with little fine to medium /J�\ 3-3-6
SAND (SM)
- - Moist stiff light brown, yellow, and reddish
brown micaceous SILT(ML)with little fine to 3-4-5
ir
-10- coarse SAND (SM)
N
W
W _
z — — Moist stiff yellowish brown, light brown, and light
gray slightly elastic SILT (ML) 3-6-7
o — 15—
U
Z
O - -
a
c� - -
o - -
o - - Moist stiff light brown, yellow, light brownish
co gray, and white SILT (ML)with little fine to 3-5-8 •
-20- coarse SAND (SM)
co
_ _ Boring terminated at 20'
U - -
K
a
-
_ _
co
J
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-14 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
\4" PLOW ZONE
- - Moist stiff reddish brown SILT(ML)with trace X
_ very fine SAND (SM) 5-5-8 •
- - Moist stiff reddish brown, yellowish red, and
light red SILT(ML)with trace very fine SAND 4-5-7
— 5 — (SM)
Moist stiff reddish brown, light brown, and light \/
- - brownish gray SILT(ML)with trace fine to /J�\ 3-3-6
coarse SAND (SM)
- - Moist stiff light brownish gray and light grayish \/
brown slightly micaceous SILT(ML)with trace
3-5-5 •
-10— fine to coarse SAND (SM)
N
0
Z_
w
w _
z - - Moist stiff light brownish gray, light grayish X
brown, black, and white slightly micaceous SILT 3-4-6
• — 15— (ML)with trace fine to coarse SAND (SM)
U
Z
O - -
a
o - -
o - - Moist stiff light brownish gray and light grayish
co brown slightly micaceous SILT(ML)with little 8-8-12
-20- fine to coarse SAND (SM)
co
Q _ _ Boring terminated at 20'
U,
J
w
O — —
a
w — —
0
U
o _ _
co
U
O
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-15 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L I I T I BLOWS 0 0 0
L E T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
— o \4" PLOW ZONE I "T-
- - Moist very stiff reddish brown slightly micaceous X
_ _ slihtly clayey SILT(ML)with trace fine SAND 6-7-10
( )
- - Moist stiff reddish brown and yellowish red
— X
slightly micaceous SILT(ML)with trace very 3-4-6
— 5 — fine SAND (SM)
Moist stiff yellowish brown, light brown, reddish X- - brown, and black SILT(ML)with trace fine to 3-4-5
coarse SAND (SM)
- - Moist stiff reddish brown, light brown, and black
SILT(ML)with trace fine SAND (SM) X 3-6-6
—10—
N
N
H
o
U'
Z_
K _ _
W
W -
z - - Moist stiff light brown, light gray, yellow, and
Li, white SILT(ML)with little fine to coarse SAND 3-4-6
X
o — 15— (SM)
o
z
O - -
O
a
H
o - -
O - _
z• - - Moist very stiff light brown, light gray, yellow,
co black, and white SILT (ML)with little fine toX 6-9-11
>-
-20 7 coarse SAND (SM) I—
co
- _ Boring terminated at 20'
co
J
W
O - -
K
Q
a
w - -
0
0
Q
o - _
co
0
0
z
o Key to Abbreviations
co
0,• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-16 Page 1 of 1
CES� Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
3" PLOW ZONE "T
- - Moist very stiff reddish brown slightly micaceous X
_ clayey SILT(ML)with trace fine SAND (SM) 6-10-12
- - Moist firm reddish brown and light brown slightly
micaceous SILT(ML)with little fine to medium 3-3-4
— 5 — SAND (SM)
Moist firm reddish brown and light brown slightly \/
- - micaceous SILT(ML)with little fine to medium /J�\ 2-3-3
SAND (SM)
- - Moist firm light brownish gray, light grayish x
brown, and reddish brown slightly micaceous 3-3-5
—10— SILT (ML)with little fine to coarse SAND (SM)
N
W
W _
z - - Moist stiff light brownish gray and light grayish i i i i I
brown SILT(ML)with little fine to coarse SAND 3-5-6
• — 15— (SM)
• - -
U
a
o - -
o - - Moist very stiff light brownish gray, light grayish
co brown,yellow, and white SILT(ML)with little to 6-7-10
-20- some fine to coarse SAND (SM)
co
_ _ Boring terminated at 20'
U - -
K
a
- -
U
_ _
co
J
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-17 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I I T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
\4" PLOW ZONE "T
- - Moist stiff reddish brown slightly micaceous X
_ SILT (ML)with little fine to coarse SAND (SM) 4-6-7
- - Moist stiff reddish brown, yellowish red, and X 1
light brown slightly micaceous SILT(ML)with
3-4-5 •
— 5 — little fine to coarse SAND (SM)
Moist stiff reddish brown, yellowish red, and \/
- - light brown slightly micaceous SILT(ML)with /J�\ 3-4-5
little fine to coarse SAND (SM)
- - Moist stiff light brown, light gray, yellow, and X
white slightly micaceous SILT(ML)with little 3-5-7
— 10— fine to coarse SAND (SM)
N
0
Z_
w
w _
z - - Moist stiff light brown, light gray, yellow, and X
white slightly micaceous SILT(ML)with little 5-5-7
— 15— fine to coarse SAND (SM)
U
Z
O - -
U
a
o - -
I\D
o - - Moist very stiff light brownish gray, light grayish
co brown,yellow, and white SILT(ML)with fine to 7-8-10
-20 7 coarse SAND (SM)co
I
Q _ _ Boring terminated at 20'
J
w
O - -
a
w - -
0
U
o _ _
0
J
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-18 Page 1 of 1
CES� Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 3"Topsoil
- - Moist stiff reddish brown clayey SILT(ML) X
5-6-7 •
- - Moist stiff reddish brown slightly elastic SILT
(ML) 4-6-7
— 5
Moist stiff reddish brown, yellow, and black \/
- - slightly elastic SILT (ML) /J�\ 4-5-6
- - Moist stiff reddish brown, yellow, and black
slightly elastic SILT (ML)with trace fine SAND 3-6-7
— 10— (SM)
N
N
H
Z_
W
W _
z — — Moist very stiff light grayish brown and reddish
brown SILT(ML)with trace fine SAND (SM) 6-8-11
o — 15—
U
Z
O - -
a
c� - -
o - -
o - - Moist to wet stiff light brownish gray and light
brown slightly to moderately elastic SILT (ML) 3-5-7
-20 Boring terminated at 20'
_ _
U - -
K
a
_
_ _
co
J
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-19 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
— 0 8" PLOW ZONE ''-
- Moist very stiff reddish brown slightly clayey X
_ SILT (ML)with little very fine SAND (SM) 8-10-9 •
- - Moist very stiff reddish brown slightly clayey
SILT (ML) 5-6-14 •
— 5 —
Moist very stiff reddish brown, yellow, and light \/
- - brownish gray clayey SILT(ML)with trace very 5-7-12
fine SAND (SM)
- - Moist stiff reddish brown, yellow, and light
brown slightly clayey SILT (ML)with trace very 5-6-9
—10— fine SAND (SM)
N
0
Z_
w
w _
z - - Moist very stiff light brownish gray, light grayish
brown, and black SILT(ML)with trace very fine 6-8-14
• — 15— SAND (SM)
0
Z
O - -
U
a
o - -
o - - Moist to wet very stiff light brownish gray, light
co brown, and light gray SILT(ML)with little fine to 7-10-14 •
>-
-20 7 medium SAND (SM)
co
Q _ _ Boring terminated at 20'
J
w
O - -
a
w - -
0
U
o _ _
0
J
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-20 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- \4" PLOW ZONE
- Moist stiff reddish brown silty CLAY(CL) X
5-6-8 •
- - Moist stiff reddish brown slightly clayey slightly
elastic SILT(ML) 4-6-7
— 5
Moist stiff reddish brown, black, and yellow
- - slightly elastic SILT (ML) 3-4-6
- - Moist stiff reddish brown, yellowish red, yellow,
and black SILT(ML) 3-5-6
— 10—
N
0
Z_
w
w _
z - - Moist firm yellowish red, reddish brown, and \/
black SILT (ML)with trace very fine SAND (SM) /J�\ 2-3-4
o — 15—
U
Z
O - -
a
o - -
o - - Moist stiff yellowish red, light brown, black, and
reddish brown slightly elastic SILT(ML) 3-4-5
-20 Boring terminated at 20'
J
• _
U,
J
w
O - -
K
a
w -
U
o _ _
co
U
0
J
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-21 Page 1 of
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I I T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
—
\4" PLOW ZONE
- Moist very stiff reddish brown silty CLAY(CL) j X
8-10-14 •
- - Moist very stiff reddish brown clayey SILT(ML)
X 7-11-13
— 5
Moist very stiff reddish brown and light brown X- - clayey SILT(ML) 5-8-8
- - Moist stiff yellowish red, reddish brown, and
white SILT(ML)with trace fine SAND (SM) 5-6-7
— 10—
N
0
Z_
w
w _
z - - Moist stiff reddish brown, yellow, and black SILT X
(ML) 3-4-7 •
o — 15—
U
Z
O - -
a
o - -
o - - Moist stiff reddish brown, yellow, and black SILT
co (ML)with trace fine SAND (SM) 5-6-8 •
-20 Boring terminated at 20'
J
• -
U,
J
w
O - -
K
a
w - -
U
o - -
co
U
O
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-22 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- 0 10" PLOW ZONE '--
- Moist very stiff reddish brown silty CLAY(CL) \/
8-10-13
- - Moist stiff reddish brown, black, and yellow
slightly clayey SILT(ML) 4-5-8
— 5
Moist very stiff reddish brown, light brown,
- - black, and yellow SILT (ML)with little fine to 6-7-11
coarse SAND (SM)trace coarse GRAVEL
- - Moist stiff reddish brown, light brown, black, and Xyellow slightly clayey slightly elastic SILT(ML) 5-6-9
- 10— with trace very fine SAND (SM)
N
W
W _
z - - Moist to wet stiff reddish brown, light brown,
light gray, and black slightly clayey slightly to 4-5-5
▪ — 15— moderately elastic SILT(ML)
• - -
U
a
o - -
• - - Moist to wet very stiff light brownish gray, light
grayish brown, reddish brown SILT(ML)with 6-8-14
-20- trace very fine SAND (SM)
_ _ Boring terminated at 20'
U - -
K
a
_
_ _
co
O
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-23 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/15/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L I I T I BLOWS 0 0 0
L E T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
— o- \4" PLOW ZONE I
- - Moist very stiff reddish brown,white, and yellow X
_ _ silty CLAY(CL) 8-11-16
- - Moist stiff reddish brown,white, and yellow
clayey SILT(ML) X 4-6-7
— 5 —
Moist stiff light brown, light brownish gray, and X
- - reddish brown SILT(ML)with trace very fine 4-5-6
SAND (SM)
- - Moist very stiff light grayish brown and light
brownish gray SILT(ML)with little very fineX 6-7-10
— 10— SAND (SM)
N
N
H
o
U'
Z_
K _ _
W
W -
z - - Moist very stiff light brown, light brownish gray,
Li, and black SILT(ML)with little very fine SAND $ 10-12
X
o — 15— (SM)
o
z
O - -
O
a
o
o - -
O -
z _ll I X
• - - Moist stiff light gray and light brown SILT (ML)
co with trace very fine SAND (SM) 5-5-8
>-
-20 Boring terminated at 20'
J
Q - -
J
W
0 - -
K
Q
a
w - _
0
0
Q
o - _
Ui
O
O
J
0
z
o Key to Abbreviations
co
0,• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-24 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/15/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 3" PLOW ZONE
- - Moist stiff reddish brown clayey SILT(ML) X
4-6-7
- - Moist stiff reddish brown and light brown slightly \/
clayey SILT(ML)with trace very fine SAND /J�\ 3-4-6
- 5 — (SM)
Moist stiff reddish brown, light brown, yellow, \/
- - and black SILT(ML)with trace very fine SAND J� 3-5-6
(SM) / \
- - Moist stiff reddish brown, light brown, yellow, \/
and black SILT(ML)with trace very fine SAND /J�\ 3-5-8
- 10— (SM)
N
W
W _
z - - Moist stiff reddish brown, light brown, yellow,
and black SILT(ML)with little very fine SAND 3-4-8
• — 15— (SM)
• - -
U
a
o - -
• - - Moist to wet firm light brownish gray,white, and
co light brown slightly to moderately elastic SILT 2"2"3
-20 7(ML)with trace very fine SAND (SM)
co
_ _ Boring terminated at 20'
U - -
K
a
_
_ _
co
O
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-25 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/15/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L I T I BLOWS 0 0 0
L E T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
- 0 8" PLOW ZONE .7r7
- - Moist stiff reddish brown,yellowish red, and X
_ _ yellow slightly clayey SILT(ML)with little fine to 3-4-7
medium SAND (SM)
- - Moist very stiff light brownish gray, light brown,
yellow, and black SILT (ML)with little fine to — X 5-8-12
— 5 — coarse SAND (SM)
Moist hard light grayish brown, light gray, and X- - black SILT (ML)with little to some fine to 8"12"25
coarse SAND (SM)
- - Moist hard light grayish brown,white, and light X
gray SILT (ML)with some fine to medium 162222
— 10— SAND (SM)
N
N
,-
o
0 _ _
0
z_
K _ _
W
W _
z - - Moist dense light brownish gray,white, and light ..T
W brown silty fine to medium SAND (SM) 26-22-26
o — 15—
/
o
z
o - -
0
a
o •
- -
0
z - ^r
o - - Moist very dense light brownish gray,white,
ca X
and light brown siltyfine to medium SAND (SM) 36-36-50/6 »•
g
cK
0 —20 Boring terminated at 20' I
J
Q - -
J
W
0 - -
K 1
Q
a
w - _
0
0
Q 1
o - -
0
0
J
0
z
o Key to Abbreviations
co
w
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-26 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/15/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS 0
L I T I BLOWS O
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90 _
- 0 8" PLOW ZONE . -
�,aA
_ _ Moist stiff reddish brown slightly micaceous silty
CLAY(CL)
1\11
Moist very stiff reddish brown, light brown, and
J black slightly micaceous slightly clayey SILT 7-10-9
(ML)with trace fine SAND(SM)
— 5 —
N Moist very stiff light grayish brown, light gray,
and black SILT(ML)with little fine to medium 7_9_12
▪ - - SAND (SM)
41\i
Z
w
w - -
Z
0
Z -
Moist hard light grayish brown, light gray, and
o - - black SILT (ML)with little fine to medium SAND 10-13-18
o (SM)
0
▪ — 10 Boring terminated at 10'
F-
0
Z
• - -
o
co
r
m
U,
J
_ _
w
0
a
w
U• - -
Q
0
U
O
0
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-27 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/15/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- _ III I
- 0 6" PLOW ZONE '--
Moist very stiff reddish brown and light brown
- - slightly micaceous clayey SILT (ML)
9-13-14
-
Moist hard reddish brown, light brown, and
- - yellow clayey SILT(ML)with little fine to
medium SAND (SM) 12-20-20
— 5 —
N Moist very stiff light grayish brown, yellow, and
reddish brown SILT(ML)with little fine to 7.9.10
- - coarse SAND (SM) 1
w
• - -
z
z Moist dense light brownish gray, light brown,
o - - yellow, and white silty fine to coarse SAND (SM) 10-14-18
U
0_ - 10— Boring terminated at 10'
0
0
m
_ _
a
- -
Q
U
0
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

FIELD PROCEDURE
SOIL TEST BORINGS
ASTM D-1586
The borings were made by advancing 5 inch diameter hollow stem augers. At regular intervals, soil
samples were obtained through the hollow stem augers with a standard 1.4-inch I.D., 2.0-inch O.D.,
split-tube sampler.
The sampler was initially seated 6 inches to penetrate any loose cuttings; then driven an additional foot
with blows of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive
the sampler the final foot was recorded and is designated as the standard penetration resistance.
Penetration resistance, when properly evaluated, is an index to the soil's strength and density.
The samples were classified in the field by the driller as they were obtained. Representative portions of
each soil sample were then sealed in labeled glass jars and transported to our laboratory. The samples
were examined by a graduate geotechnical engineer or engineering geologist to check visually the field
classification. All boring data, including sampling intervals, penetration resistances, soil classifications,
and groundwater level are shown on the attached Test Boring Records.

CES$
Civil — Geotechnical — Surveying
June 8, 2023
Wake Hamilton
Tectonic, LLC
101 South Kings Drive
Suite 200
Charlotte, North Carolina 28204
Reference: Supplemental Geotechnical Engineering Evaluation
Proposed Rusher 80 Acre Site Development
East Spencer, North Carolina
CESI Project Number: 220396.100
Mr. Hamilton,
Concord Engineering & Surveying, Inc. (CESI) has performed a supplemental geotechnical
engineering test boring evaluation of the above referenced site located at the end of Robinson
Road in East Spencer, North Carolina. Our evaluation was performed within general
accordance with our supplemental proposal number 220477.P10 dated May 22, 2023.
On May 31, 2023, a CESI field engineer observed 6 soil test borings performed within the
northwestern corner of the property within the proposed retaining wall alignment and where
deep cuts are anticipated during construction and grading operations. Each of the 6 borings
were slated to be advanced to a depth of 35' below existing ground surface (BGS) to
determine the presence of subsurface rock within areas that are proposed to have deep cuts
during grading operations.
It is noted that this evaluation is considered to be supplemental to our June 20, 2022
Geotechnical Engineering Evaluation report.
EXPLORATION AND FINDINGS
The proposed development area will consist of three parcels identified as Rowan County
Parcel Identification Numbers (PIN) 5780-01-07-3164 (75.31 acres, 440 Robinson Road),
5770-08-98-7853 (3.34 acres, no address), 5770-12-96-4341(0.59 acres, 721 Andrews
Road), and 5770-12-95-1830 (0.8 acres, no address). Currently the parcels are undeveloped
and had previously been farmed. An abandoned residence with existing utilities, a well,
possible septic tank or other buried structures, and multiple barns were observed on Parcel
5780-01-07-3164.
45 Spring Street, SW P.O. Box 268 Concord, N.C. 28026-0268 704-786-5404
www.cesicgs.com N.C. License Number C-0263

The procedures used by CESI for field sampling and testing are in general accordance with
established geotechnical engineering practice. Each of the soil test boredom was advanced
using a truck mounted Mobile B47 drill rig at the locations shown on the enclosed "Soil Test
Location Plan". Test pit and test boring locations were created based on requests provided
by the developer.
Soil Test Boring Investigation Findings
Soil strata at each soil test boring location was observed, identified, and recorded by our
field engineer. Presented in Table 1, below, is a summary of the test boring data
Table 1: Summary of Soil Test Boring Data
Topsoil and / Groundwater Depth To Test Boring
Test or PLOW Depth WEATHERED Termination Depth
Boring ZONE Depth ROCK
No, (Feet below Existing (Feet below Existing Ground
(Inches below Existing Ground Surface) (Feet below Existing Surface)
Ground Surface) Ground Surface)
B-1 1"Gravel Not Encountered Not Encountered Terminated at 35'
B 2 12"Topsoil and Terminated at 35'
Not Encountered Not Encountered
PLOW ZONE
B-3 10" Plow Zone Not Encountered Not Encountered Terminated at 35'
B-4 8" Plow Zone Not Encountered Not Encountered Terminated at 35'
B-5 4" Plow Zone Not Encountered Not Encountered Terminated at 35'
B-6 6" Plow Zone Not Encountered Not Encountered Terminated at 35'
A 1" layer of gravel was encountered at the surface of soil test boring B-1, and topsoil and
PLOW ZONE soils with rootlets measuring 4" to 12" in thickness was present at the surface
of the remaining test boring locations. These organic laden soils are not suitable for structural
fill or structure support and should be stripped and stockpiled for later use in non-structural
areas of the site. We anticipate any PLOW ZONE soils remaining after stripping operations
may be mixed with underlying residual soils and be used as structural fill.
Beneath the surface organic PLOW Zone and topsoil layer, we encountered weathered in
place, residual soils consisting of:
• SILT (ML) with varying amounts of fine to coarse SAND (SM),
• Clayey SILT (ML)
Groundwater was not encountered at any of the test boring locations. However, based on
the relatively low-lying topography of the eastern portion of the site, and presence of fine-
grained soils on the site, minor complications due to groundwater should be anticipated during
grading and utility installation operations after periods of rainfall.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 2

Weathered Rock or Auger Refusal Rock was not encountered at any of the test boring
locations. We do not anticipated complications due to weathered rock during grading
operations for the warehouse structure locations.
NRCS has listed the site as having the following primary soils series: Cecil sandy clay loam
(CeC2), Pacolet sandy clay loam (PcC2), and Pacolet sandy loam (PaD). Based on NRCS
published documents, the Mecklenburg fine sandy loam soil series are known to contain
ELASTIC SILT (MH) soils between 6" and 40" below the existing ground surface (BGS).
However, no ELASTIC SILT (MH) soils were directly encountered at any of the test pit or soil
test boring locations. Please note the presence of ELASTIC SILT (MH) soils may be
encountered at other unexplored areas of the site. ELASTIC SILT(MH) soils have a high
shrink swell potential and are unsuitable for direct footing, slab, and pavement
support.
RECOMMENDATIONS
Based on our supplemental findings and consistency relative to previous findings, no
changes to our previous recommendations are warranted. For continuity, below are our
previous recommendations for grading operations:
Before grading all conflicting utilities removed, protected or properly abandoned. Water
wells, if encountered, should be properly abandoned by a certified well driller licensed in
the state of North Carolina. An abandoned residence with existing utilities, a well and
possible septic tank, as well as multiple barns were observed on the large parcel (PIN 5780-
01-07-3164). These structures should be evaluated for the presence of Recognized
Environmental Conditions (RECs) and removed prior to construction operations.
Topsoil, root zones, stumps, organics, household debris and any other unsuitable materials
should be stripped beyond the proposed structural and pavement envelopes. We anticipate
any PLOW ZONE soils remaining after stripping operations may be mixed with underlying
residual soils and be used as structural fill. It was noted that small amounts of household
debris and trash were observed on the surface near test pit location TP-3. In fill sections,
the area should be stripped an additional width to accommodate a minimum 1:1 structural
fill slope plus 5 feet. It was also noted that organic stained soils were encountered beneath
the surface organics at test pit location TP-7 up to 20" BGS. We anticipate any organic
stained soils remaining after stripping operations can be satisfactorily mixed with on-site or
imported soils and be used as structural fill. Organic stained soils remaining at areas to
receive fill placement or are at subgrade elevation should be closely monitored or removed.
Currently grading plans and proposed design elevations are unknown. However, we
anticipate soils from the central parts of the site will be cut down and used to fill on the
perimeter of the site. Regardless, below are our general recommendations for the cut and
fill areas on the site:
Cut Areas — Once the surface organic soils are removed, we anticipate the underlying
residual soils will be sufficient to be used as structural fill for building, parking lots, and
roadway support. The excavated soils should be evaluated for the presence of household
debris, and ELASTIC SILT (MH). If slightly elastic SILT (ML), or small amounts of ELASTIC
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 3

SILT (MH) are encountered in the cut areas, we anticipate it could be mixed with suitable
on-site material and used as structural fill as long as they can remain stable during grading
operations. After reaching final grade elevation the finished surface should be evaluated by
proofrolling to identify areas of instability.
Fill Areas — After stripping, areas receiving fill soils to provide support should be carefully
evaluated for the presence of soft surficial soils by proofrolling with a 25-ton, four-wheeled,
rubber-tired roller, a loaded dump truck, or similar approved equipment. The proofroll
operation should be carefully monitored by our Engineer. Areas that wave, rut, or deflect
excessively and continue to do so after several passes of the proofroller may need to be
undercut to stiffer soils. The undercut areas should be backfilled in thin lifts with approved,
compacted fill materials, preferably granular soils or aggregate base course stone. Areas
containing ELASTIC SILT (MH) not discovered during our investigation should be
thoroughly evaluated prior to structural fill placement. If undercutting and replacing
with satisfactory fill soils is not feasible, chemical or mechanical subgrade stabilization
methods may be implemented under direction of our Engineer. Recommendations for
mechanical or chemical soil stabilization can be provided by CESI if required during grading
operations.
Due to the presence of fine-grained soils on the site, it is imperative that positive surface
drainage be maintained during grading operations to prevent water from ponding on the
surface. The surface should be rolled smooth and sloped away from structural areas to
enhance drainage if precipitation is expected. Subgrades damaged by construction
equipment should be immediately repaired to avoid further degradation in adjacent areas
and to help prevent water ponding.
Fill Material and Placement
Recommended criteria for soil fill characteristics and compaction procedures are listed
below. The project design documents should include the following recommendations to
address proper placement and compaction of project fill materials. We do not recommend
the use of soils of high plasticity, with a PI greater than 25 as structural fill. Earthwork
operations should not begin until representative borrow soil samples are collected and
tested (allow 3 to 4 days for sampling and testing).
Earth Fill Materials
❑ General guidelines for project fill should control properties such as Plasticity Index
(PI), gradation, and organic content. The use of the following USCS soil types, as
defined by ASTM D 2487, should be satisfactory for use as project fill: GW, GP,
GM, GC, SW, SP, SM, SC, ML, MH (provided the PI is 25 percent or less for MH
soils), or combinations thereof.
❑ Organic content should be no greater than 5 percent by weight, and no large roots
should be allowed. Additionally, maximum particle sizes should be limited to 4
inches or less.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 4

Compaction Recommendations
❑ One standard Proctor compaction test and one Atterberg limits test for each soil
type used as project fill. Gradation tests may be necessary and should be
performed at the Project Geotechnical Engineer's discretion.
❑ Maximum loose lift thickness — 8 inches.
❑ Compaction requirements — 95 percent of the maximum dry density to a depth of
1 foot below subgrade, and 100 percent within the upper 1 foot as determined by
the standard Proctor compaction test.
❑ Soil moisture content at time of compaction — within plus 3 percent to minus 3
percent of the optimum moisture content.
❑ One density test every 2,500 square feet for each lift or two tests per lift, whichever
is greater (for preliminary planning only; the test frequency should be determined
by our geotechnical engineering staff).
❑ Trench fill areas— one density test every 75 linear feet at vertical intervals of 2 feet
or less.
Sitework construction should be monitored by our Construction Materials Testing Engineer.
Our Construction Materials Testing Engineer's (or technician) duties should include
observation of proofrolling activities, evaluating soil subgrades prior to fill placement,
density testing of the soil backfill and density testing of the aggregate base course stone.
Field observations, monitoring, and quality assurance testing during earthwork and
pavement construction are an extension of this analysis.
Shallow Foundation Construction
The building foundations should be sized for a maximum net allowable bearing pressure of
2,500 pounds per square foot. The exploration findings indicate the structures may be
supported by shallow spread footings bearing on approved stiff residual soil, or newly
placed structural FILL. We anticipate the total settlement potential of the footings to be less
than 1" and maximum differential settlement to be less than a 1/2". All footings should bear
at a minimum depth of 12 inches below exterior grades for frost protection. Properly
reinforced building footings with adequate slab control joints are recommended to handle
slight differential settlements, if they occur.
CESI recommends a thorough foundation bearing surface evaluation be performed and the
footing approved prior to concrete placement. Foundation bearing surfaces should be
inspected by our Engineering Technician under our Engineer's review prior to concrete
placement to confirm that suitable soils are present at the bearing elevation. We
recommend that bearing surfaces be evaluated by hand auger borings with Dynamic Cone
Penetrometer (DCP) testing equipment prior to concrete placement to determine whether
the foundation bearing soils encountered during construction are similar to those found
during our geotechnical exploration.
DCP testing is a verification tool to be used for an economical bearing grade evaluation
during construction. It will help detect isolated areas of soft residual soils or loosely
compacted soils. Unsuitable soil detected during this evaluation should be repaired as
directed by the geotechnical engineer. Footing bearing grades identified as having soft
soils should be undercut and replaced with properly compacted structural fill soils or
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 5

crushed aggregate. The depth and width of undercutting should be recommended by our
Engineer.
Bearing surfaces for shallow spread foundations should not be disturbed or left exposed
during inclement weather. Saturation of the on-site soils will cause a loss of strength and
increased compressibility. Excavations for footings in stiff residual soils or newly placed
structural fill should be completed with a toothed bucket backhoe following excavation to
reduce disturbance of the subgrade soils. Confined excavations should conform to
applicable OSHA regulations and North Carolina State Building Codes. Upon their
exposure, bearing grades should have excess and loosened material removed. The final
grades should be firm and stable, and free of loose soil, rock, mud, water, or frost. If
construction occurs during inclement weather and concreting of the foundation is not
possible at the time it is excavated, a layer of lean concrete should be placed on the over
excavated bearing surface subsequent to testing for protection. Also, concrete should not
be placed on frozen subgrades.
General Mass Rock Excavation:
Track hoe refusal rock was encountered at one of the test locations, between at 140" BGS.
Based on our findings, and anticipated grades, we do not anticipate complications due to
track hoe refusal rock on the site unless deep cuts are made for mass grading or borrow /
swap areas. However, for contractual purposes, CESI recommends that Rock be defined
as the following:
Any material which cannot be excavated with a single-tooth ripper drawn by a crawler
tractor having a draw bar pull rated at not less than 56,000 pounds (Caterpillar D8K or
equivalent) or excavated by a trackhoe having a bucket curling force rated at not less than
33,000 pounds (Caterpillar 315C or equivalent).
Trench Rock Excavation:
Any material which cannot be excavated with a backhoe having a bucket curling force rated
at not less than 33,000 pounds (Caterpillar 315C or equivalent). If these rock excavation
conditions are encountered, CESI should be notified for verification and quantification.
Excavation of trench rock will then require fracturing using jack hammering or blasting.
Seismic Information
In accordance with the International Building Code (IBC) as adapted by North Carolina and
Chapter 20, Table 20.3-1 of the American Society of Civil Engineers (ASCE) 7-16 Design
Standards, a Site Class "D" should be assigned to the site for seismic design purposes of
the proposed barn location. Site specific subsurface data was determined to the boring
termination depth of up to 35 feet below existing grade. The Seismic Site Class is derived
from the standard penetration test data recorded during drilling.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 6

Supplemental information not included in the June 20, 2022 report
Optional MASW Testing
Based on our subsurface investigation (using Standard Penetration Resistance values), a
Seismic Site Class of"D"was attributed to the proposed structure location. If advancing the
Site Class to "C" would be advantageous to the cost and design of the building structure,
we anticipate it is possible that a higher Seismic Site Class can be acquired using
Multichannel Analysis of Surface Waves (MASW) testing. A Multi Analysis of Surface
Waves (MASW) Testing could be performed within the proposed development areas as
follows:
A MASW seismic survey should be performed to determine approximate shear wave
velocity values within the depth interval of 0 to 100 feet below surface for seismic soil site
classification.
MASW seismic survey should be conducted at an estimated two locations within the
building pad area. The MASW survey records surface wave seismic data and converts
the data into approximate shear wave velocity values.A profile of approximate shear wave
data is obtained within the depth interval of 0 to 100 feet that can be used to determine
the site's seismic soil site classification.
The MASW survey will be conducted using twenty-four, 4.5 Hz geophones connected to
a Geometrics 24-Channel Geode seismograph. Each MASW test will consist of one
spread of 24 geophones spaced 5 feet apart. The source will consist of a 20-pound
sledgehammer placed 10 feet from the first geophone. Additional shots may be taken with
varying hammer offsets to ensure the best depth penetration.
The seismic data should be processed using SurfSeis software. Apparent depth versus
shear wave velocity profiles will be generated for each survey line using the SurfSeis
processing program. Depth-averaged shear wave velocity results should be utilized along
with SPT data acquired during drilling to determine seismic site classification.
Retaining Wall Parameters
If free standing retaining walls should be required on the site, the walls should be designed
using active earth pressure parameters. Walls that will be prevented from rotating and not
free to deflect should be designed to resist the at-rest lateral earth pressure. Soils behind
the retaining walls are assumed to exert a triangular stress distribution, which can be
modeled in terms of an equivalent fluid weight. Passive earth pressure of soil adjacent to
the footing, as well as soil friction at the footing base, may be used to resist sliding. The
following table contains values of earth pressure coefficients and equivalent fluid unit
weights for the active, at-rest, and passive earth pressure conditions.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 7

Lateral Earth Pressure Parameters
Soil Type: Fine Sandy SILT (ML)
Earth Pressure Equivalent Fluid Unit
Frictional Coefficients Total Weight
Resistance Unit Weight
Coefficient Active At-rest Passive yi EFWA EFWO EFWP
FR KA KO KP (pcf) (Active) (At-rest)(Passive)
(pcf/f) (pcf/f) (pcf/f)
0.30 0.4 0.5 2.8 120 48 60 336
The above is based on a sandy SILT(ML)soil with angle of internal friction of approximately
= 28 in a drained condition; development of hydrostatic pressure from leaking utility lines,
adjacent water runoff, etc. are not considered. As such, it is recommended that a drainage
system be implemented to quickly relieve any hydrostatic pressure behind wall sections.
The system can be constructed of a washed stone layer separated from the adjacent soils
by non-woven filter fabric and drained by weep holes and/or perforated pipe away from the
structure.
FOLLOW-UP SERVICES
Field observations, monitoring, and quality assurance testing during earthwork, foundation
installation and building construction are an extension of the geotechnical design. As a
result, we recommend the following:
• Verification of removal of topsoil, root zones, stumps, organics and household
debris;
• Proofroll observations of areas to receive structural fill,
• Density testing during fill soil placement within structural pad areas and streets;
• Utility trench backfill (storm, sanitary, and water placed within structural areas);
• Retaining wall construction monitoring and testing;
• Foundation bearing evaluation within excavated footings;
• Structural reinforced concrete testing and inspections;
• Proofroll observations within the pavement areas prior to concrete curb, aggregate
base course stone, asphalt and concrete placement.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 8

We appreciate the opportunity to be of service to Tectonic, LLC in this supplemental phase of
the Rusher 80 Acre Property Development project in East Spencer, North Carolina. We look
forward to helping you through project completion. If you have any questions, please feel free
to call.
Respectfully submitted,
CESI `\``tttttnl l urrrru„/�
oFESS%
t 27837 6/;/23 kik
--may171
4GIN N��.�
�rrrrtrlllltttt"
Thomas Gray James G. (Jay) Eaves Ill, PE
Project Engineer Division Manager
ATTACHED:
SOIL TEST LOCATION PLAN
SOIL TEST LOCATION PLAN(with conceptual overlay)
SOIL TEST TERMINATION DEPTH PLAN
SOIL TEST TERMINATION DEPTH PLAN(with conceptual overlay)
KEY TO BORING SYMBOLS
LOGS OF AUGER BORING
SOIL TEST BORING PROCEDURE
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 9

. "r. 1 ..1 --,„.„ • l s--'.. * ;*-..-.' '1 - •19bir.,,,,—r
.e A, ,v,,,,d, .7 fii' • r, ' ' , . ar..-.f; —41. , . . -x•il. ' •-% -.1 ..ti . , •
.1.••• .
'ecZ'.1.41tr 4;--• .'t e to' ".*3-..:S‘e 4' :At'Ar 4. ...,. ,
l **
7. ct oks:•,*;eZt.." ,,;.;,4.4',V lt,,ik.: ..,41.. yt .......0„ .,, . *•,,„....k., , ,. .,: '•••',' , - .A, •, • , t. r11
11 - -"-
- -...).!,- . t.c..1 ...i. .-,. Sitlial' -. .4:„Iv....., 1....,. .3,.... 'a.,;*-- , . 4-_;,,I,-,,,„" 1 rik 1p, .,„1,-... -,,,,, 3.11:.w. , ' z k,_ ' 'Vt.. • ..,,,. _
, .
"1 Arn: -`,0-••• - .4,u,i- _g..1:-. -1 .4+,7 et t--v,— •,2 ,4,.(,... -I ..;.„,te. - . , t),*....N
Rs 1:-4 4.- 1 '`. • r'ir ..`' 1",-' _,_-,'..-: .- ...,41'•;4_ -..-e .-4 •,-Atkath -_,,,1-_ ' • -- • v,:". s
'-'44.4441.
..• - ,4f..,,...\ .,
B-5fie .-%, ' _ • , - ,
, ..), • •
B-4 B-• 4,A:: -e.-?,,' :: 1;,, .4-7-, .; .- • -
.'.. - ' ' i V.-7-411. #1/44S:•4 4.4 .9:
B-3 .• , :4-,t, ‘;' -,,,,....
reP* .,"•••' .ecilla ,,• t s,
B-1 r:'t,fr. %,4,-,.` '''i "1'
..-- , • -— - It..-•it .. ., ,,.... ,... '. ,
. N •
....t,
v Nr
,-Itil. Ni
- . ..
B-2
...._ ,. .- .
. .
B-1
Test Boring Location
DATE: 6-2-23
CEST SOIL TEST LOCATION PLAN DRAWN BY: TKG
Proposed Rusher 80 Acre Site Supplemental Borings PROJECT#:220396.100
95 Spring Street SW
PO Box 268 Concord,North Carolina 28026-0268 East Spencer, North Carolina SCALE NTS
Phone [phone]
Fax [phone] DRAWING NO.: 1

1 A'ROY i •r'b }
------- CUT VW.,.
I / 9
B-3 B-1 �t1 II:'
i, Sit,'
t h
/ ,
l»A j B-2 . .
i
r
it
1
w - r . I wr: !BSI
IllIEV ut
i ,ii
•
t
_ •�(jr Test Boring Location
SOIL TEST LOCATION PLAN DATE: 6-2-23
CEST With Conceptual Overlay DRAWN BY: TKG
PROJECT#:220396.100
95 Spring Street SW Proposed Rusher 80 Acre Site Supplemental Borings SCALE:Box 268 NTS
Concord,North Carolina,28026-0268
Phone:(7]6°,]66-5°6A East Spencer, North Carolina DRAWING NO.: 2
Fax:(]0°)]Licens4
www.cesicgs.cc License C-0263

1 00 p -. s..,..... .e,4...14. ,.. 17, / ,1 -•,_, .. l ,
•!1. '1* • -. ' . ;I .1( .
;*e V).111V. 4 •"-* ''tee o''. ".*3-...:f.s.e 4' : /t...74 kli 1.% 6. . lit'i 2.# ' .1 • ' . ' ' ' ' ' . /1Ia .--' 1'
... (.t *li 1"re tic,plifil tjt,.ik.: at,411.. '-aa •-. 0„ * ,....k", ,,-L, : .. , . • ,' '," .14.,, ..,., ''''• , t r11
. ' ', irt ..** 1 • ;4_ _.,„, a,,. ,' Avin... , , . ,. ,,,. ,....,i , .. i,r1.4..... ..111r, litiosipione, 11 .
,:,',30' -.. • ,i'L*0- '-. -dr 4 -- ' 1 '• 4, '''.' ' :' t
7.or - ''''N..- *i.3,". --f....,_ , ,I. 4., -.1.1. •t' -.-4 3,1 mi. , s 11. _ ' Vit.,,A • ,b„iik_,
if th. i
.,
, - •',_
'r t'n: ... ..r- ,s, A •s'ir 't w t'' " ' . %4.4.4..- ..1'''.- 'te. - * . ' '6,4.--N
MP.1:-4 4' 1 • • ir '‘ lk. _,-,''... :I*...t4rt.r;4_ -,r .-''' .114.0k . ' • ' -_ • '..i..7.):
N4.44411111.
t•ir*I hi.
,. .
...,.. • ,,,, ...„ • ,
4P • . ,
nettrr.. •
35'
•'II, - , ..-,
•r s
35' 35' - • ,
w
it' 1 ,` '- ',•
....,„ik....-sr. '--ri.Px 4 9w. '*
.., " • ,,L '
35' - . el.
35' :
.. :"'• ,,.&.• •Ar .
V Nr
- • ' • . ,,,,':
....- ••.,...
=
35'
„...A. ...,i. ,.
.r. .. ... .
. .
35'
Termination Depth
DATE: 6-2-23
CESF SOIL TEST TERMINATION DEPTH PLAN DRAWN BY TKG
Proposed Rusher 80 Acre Site Supplemental Borings PROJECT#:220396.100
45 Spring Street SW
PO Box 268 Concord,North Carolina,28026 0268 East Spencer, North Carolina SCALE NTS
Phone [phone]
Fax [phone] DRAWING NO 3
maw cemcgs com License C 0263

<::: \1 k'ROY E. .rr� }
f_- CUT Wl,.
- -) - -
- LMAX 4F
. i! '' . ,
35' 1
1' `�
35' ,11
II ,
Sit,'
� I 35'
REVISIONS
1
i_
_` 3 5'
,k_____
* Termination Depth
SOIL TEST TERMINATION DEPTH PLAN DATE: 6-2-23
CEST With Conceptual Overlay DRAWN BY: TKG
PROJECT#:220396.100
45 Spring Street SW Proposed Rusher 80 Acre Site Supplemental Borings SCALE:Box 268 NTS
Concord,North Carolina,28026-0268
Phone: [phone] East Spencer, North Carolina DRAWING NO.: 4
Fax:((70)786-540
www.cesicgs.com License C-02fi3

SOIL CLASSIFICATION CHART CORRELATION OF
MAJOR DIVISIONS SYMBOLS TYPICAL
GRAPH LETTER DESCRIPTIONS STANDARD PENETRATION RESISTANCE
■wo■s WITH
CLEAN ' GW WELL-GRADED
NoG ADRESRA GRAVELS, - RELATIVE DENSITY AND CONSISTENCY
GRAVEL GRAVELS ......1. FINES
AND o`?LS o`?LS
GRAVELLY I Qo Qo POORLY-GRADED GRAVELS,
SOILS (LITTLE OR NO FINES))o D�o DC GP GRAVEL-SAND MIXTURES,LITTLE
DO n/Oe O O OR NO FINES
COARSE 0 I U
GRAINED GRAVELS WITH j(3 �O''C GM SILTY GRAVELS,GRAVEL-SAND- Sand and Gravel
SOILS MORE THAN 50% FINES lb
SILT MIXTURES
OF COARSE DO o Q
FRACTION !r Standard Penetration Resistance Approximate
RETAINED ON NO. AVBlowSper Foot Relative Density
AMOUNT OF FINES) f�� � " 0-4 Very Loose
- '� s 5-10 Loose
CLEAN SANDS G WELL-GRADED SANDS,GRAVELLY 11-20 Firm
MORE THAN 50% SAND I SW SANDS,LITTLE OR NO FINES 21-30 Very Firm
OF MATERIAL IS AND
LARGER THAN SANDY `" 31-50 Dense
NO.200 SIEVE SOILS POORLY-GRADED SANDS,
SIZE (LITTLE OR NO FINES)::.:::::.:::.:::::::.. SP GRAVELLY SAND,LITTLE OR NO Over 50 Very Dense
FINES
SANDS WITH SILTY SANDS,SAND-SILT
MORE THAN 50% FINES SM MIXTURES Silt and Clay
OF COARSE
FRACTION
PASSING ON NO. Standard Penetration Resistance Approximate
4 SIEVE AMOUNT OF FINES) :.; SC MIXTURES CLAYEY SANDS,SAND-CLAY Blows per Foot Consistency
0-1 Very Soft
INORGANIC SILTS AND VERY FINE 2-4 Soft
ML R CLAYEY FIINEK FLOUR, OR SANDS OR CLAYEY 5-8 Firm
SILTS WITH SLIGHT PLASTICITY 9-15 Stiff
SILTS INORGANIC CLAYS OF LOW TO
FINE AND LIQUID LIMIT `L MEDIUM PLASTICITY,GRAVELLY £t-! 0
GRAINED CLAYS SANCLAYS ] Very Hard
___ OL ORGANIC SILTS AND ORGANIC
— — — SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50% INORGANIC SILTS,MICACEOUS OR
OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR
SMALLER THAN SILTY SOILS CES$
NO.200 SIEVE
SIZE SILTS
AND LIQUID LIMIT CH INORGANIC CLAYS OF HIGH
CLAYS GREATER THAN 50 l� PLASTICITY
OH ORGANIC CLAYS OF MEDIUM TO
,,.., HIGH PLASTICITY,ORGANIC SILTS
Key to Symbols and Descriptions
HIGHLY ORGANIC SOILS ,, ,,„ ���' ,,I' = PT PEAT,HUMUS,SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

Log of Auger Boring No. B-1 Page 1 of 1
CE�� Project: Rusher Property Supplimental Borings Date Drilled : 05/31/2023
Location : East Spencer,NC _ Project No. 220396.100
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Drop
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS O 0 0
L T BLOWS
E T I G Y PERA FINES(%)
V H T W P 6 IN • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
- 0
,--
1" Gravel _
- - Stiff reddish brown clayey SILT(ML) X 3-5-9 •
_ 5 _ Stiff reddish brown and brown SILT (ML) X 3-6-8
_ Stiff reddish brown, red, light brown, and yellow X 2-5-6
_ SILT(ML) J
- - X 2-4-5 •
—10-
- - Stiff red, reddish brown, black, and light brown X 3-4-5 t
-15— SILT (ML)
N
,-
O _ _
0
O - -
z _ _
W - - Stiff red, light brown, yellow, and black SILT x 2-4-6
Z —20— (ML)
0
Z
W
0
0 _I
z
o 3-6-9
l\P
0_ —25—
M
N
O
N
o
Z _ _
° - - Moist stiff reddish brown, light brown, black, and x 2-5-94\P
1- —30— yellow SILT(ML)
Z
w -
2
a• - -
a
- - Moist very stiff light brown, yellow, black,white, X 5-8-11
o —35 7 and reddish brown SILT(ML)
0_ - - Boring terminated at 35'
W - -
O -
0
J
Z
o Key to Abbreviations
m
0,• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-2 Page 1 of 1
CE�� Project: Rusher Property Supplimental Borings Date Drilled : 05/31/2023
Location : East Spencer,NC _ Project No. 220396.100
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Drop
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS O 0 0
L T BLOWS
E T I G Y PERA FINES(%)
V H T W P 6 IN • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
- o 12"Topsoil and PLOW ZONE
- - Stiff reddish brown clayey SILT(ML) X 4-5-7
- - Very stiff reddish brown clayey SILT(ML) X 3-7-9
— 5 — I
_ _ Stiff reddish brown and yellow slightly clayey X 2-5-6
_ SILT (ML)
- - Moist stiff reddish brown, light brown, and X 3-4-5
—10— yellow SILT(ML)with trace CLAY(CL)
- - Moist stiff reddish brown, light brown, yellow, X 2-5-8
• —15— and black SILT(ML)
N
H
0
0 - -
z
K - _
w X 2-4-7
z —20—
z
w
0
o
z _ _
o - - Stiff light brown, reddish brown, black, and x 3-4-6
• —25— yellow SILT (ML)
M
N -
O
N
0
z - -
o - j Moist very stiff light brown, yellow, gray, reddish x 4-7-11
• —30— brown, and black SILT(ML)
z
w -
2
a• - -
a
D - -
- - Moist very stiff gray, light brown, and white SILT X 4-8-11 •
o —35 - (ML) I—
I
- - Boring terminated at 35'
- -
o Key to Abbreviations
m
w
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-3 Page 1 of 1
CE�� Project: Rusher Property Supplimental Borings Date Drilled : 05/31/2023
Location : East Spencer,NC _ Project No. 220396.100
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Drop
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L O 0 0
T BLOWS
I G Y PERA FINES(%)
V H T W P 6 IN • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
10"Topsoil and PLOW ZONE �-
- - Stiff reddish brown clayey SILT(ML) x 3-4-6
- -' Moist stiff reddish brown, yellowish red, and X 2-4-5
— 5 — light brown SILT(ML)with little fine SAND (SM)
_ Moist stiff light brown, yellowish red,white, and X 2-4-5
_ reddish brown SILT(ML)
- - Moist stiff white, light brown, and light yellow X 2-4-6
—10— SILT(ML)with little fine SAND (SM)
- Moist stiff white, gray, and black SILT(ML) x 3-5-9
—15
N
K - _ \ /
• —20—
o
z
0
• - -
Z _
• - - Very stiff light brownish gray,white, black, and X 4-7-11
• —25— light brown SILT(ML)
- -
N -
N
0
Z - -
o - - Moist very stiff light brownish gray, light brown, x 6-11-16
—30— black, and reddish brown SILT(ML) •
w -
2
a• - -
a
- -
- - Very stiff light brown, yellow,white, and reddish 5-11-16 •
o -35 7 brown SILT(ML)
I
- - Boring terminated at 35'
- -
o Key to Abbreviations
w
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-4 Page 1 of 1
CE�� Project: Rusher Property Supplimental Borings Date Drilled : 05/31/2023
Location : East Spencer,NC _ Project No. 220396.100
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Drop
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS O 0 0
L T BLOWS
E T I G Y PERA FINES(%)
V H T W P 6 IN • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
_ 3"Topsoil and PLOW ZONE
- - Very stiff reddish brown clayey SILT(ML) X 5-8-10
/II
- - Stiff reddish brown,yellowish red, and light I x 3-4-5 •
— 5 — brown SILT(ML)
_ Stiff yellowish red, light brown, and reddish X 2-4-5 •
_ brown SILT(ML)
- - Moist stiff yellowish red and light brown SILT X 2-4-5 •
—10— (ML)
j\D
- - Moist stiff light brown, yellow, and reddish X 2-4-6
—15— brown SILT(ML)
N
H
O _ _
0
Z _
W - - Moist stiff light brown and yellow SILT(ML) X 3-6-8
z —20—
o
Z
W
0
0
o - - Very stiff yellow, light brown, and black fine ± X 5-8-8 •
• —25— sandy SILT(ML)with trace coarse SAND (SM)
M
0 -
O
N
0
z _ _
° - - Very stiff yellow, light brown,white, and black X 5-7-10
• —30— very fine sandy SILT (ML)
Z
w -
2
a• - -
a
D - -
- - Stiff light brown,white, red, brown, and black X 4-5-8
o —35 SILT (ML)with small seams of reddish brown
• - -land light brown silty CLAY(CL)
Lu
• - - Boring terminated at 35'
u)
W
0
J
Z
o Key to Abbreviations
m
0,• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-5 Page 1 of 1
CE�� Project: Rusher Property Supplimental Borings Date Drilled : 05/31/2023
Location : East Spencer,NC _ Project No. 220396.100
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Drop
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L O
T BLOWS O
I G Y PERA FINES(%)
V H T W P 6 IN • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90 _
_- 0 - rr
3"Topsoil
- - Stiff reddish brown clayey SILT(ML) 4-4-5
- -' Moist firm red, reddish brown, and yellow SILT X 2-3-4
— 5 — (ML)with little CLAY(CL)
_ Moist stiff red, yellow, black, and light brown I X 3-4-5
_ SILT(ML)
x 3-5-7
—10—
- - x 4-6-8 •
—15—
N
0
O _ -
Z
W - - Moist stiff light brown, reddish brown, red, black, X 4-6-8 •
• —20— and yellow SILT(ML)
Z _ _
W
0
o - - Moist very stiff light brown, brown, black, red, ± X 4-6-10
• —25— yellow, and reddish brown SILT(ML) -
M
N -
N
0
Z _ _
° - - Very stiff light brown, yellow, yellowish red, and ' x 4-8-11 4\1
• —30— black SILT (ML) - -
w -
2
a• - -
a
- -
- - Moist very stiff light brown, yellow, gray, and x 6-8-11 •
o —35— black SILT(ML) I —
0 - - Boring terminated at 35'
W - -
0
J
Z
o Key to Abbreviations
w
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-6 Page 1 of 1
CE�� Project: Rusher Property Supplimental Borings Date Drilled : 05/31/2023
Location : East Spencer,NC _ Project No. 220396.100
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Drop
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 0 -
\6"Topsoil and PLOW ZONE i1777
- Very stiff reddish brown clayey SILT(ML) 3-6-12
- Stiff reddish brown and red slightly clayey SILT -- 3-5-6
— 5 — (ML) II i1/1
_ Stiff red, reddish brown, yellow, and black SILT 3-4-6
_ - (ML)
3-4-7
—10—
- Stiff red, light brown, reddish brown, black, and -- 4-6-7
• —15— yellow SILT (ML)
V\
• _ -
w 4-6-9 •
• —20—
o
• _ _
Z _
• - - Very stiff light brown, red, brownish yellow, and -- 4-6-10 •
• —25— black SILT (ML)
N - -
N
0
Z _ _
° - - Very stiff yellow, light brown, reddish brown, x 3-6-12 •
• —30— and black SILT(ML)
w -
2
a• - -
a
- -
- - Very stiff light brown, yellow, and black SILT -- 4-9-12
o —35--(ML)
I
- - Boring terminated at 35'
- -
o Key to Abbreviations
w
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

FIELD PROCEDURE
SOIL TEST BORINGS
ASTM D-1586
The borings were made by advancing 5 inch diameter hollow stem augers. At regular intervals, soil
samples were obtained through the hollow stem augers with a standard 1.4-inch I.D., 2.0-inch O.D.,
split-tube sampler.
The sampler was initially seated 6 inches to penetrate any loose cuttings; then driven an additional foot
with blows of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive
the sampler the final foot was recorded and is designated as the standard penetration resistance.
Penetration resistance, when properly evaluated, is an index to the soil's strength and density.
The samples were classified in the field by the driller as they were obtained. Representative portions of
each soil sample were then sealed in labeled glass jars and transported to our laboratory. The samples
were examined by a graduate geotechnical engineer or engineering geologist to check visually the field
classification. All boring data, including sampling intervals, penetration resistances, soil classifications,
and groundwater level are shown on the attached Test Boring Records.

CEST
Civil — Geotechnical — Surveying
May 31, 2023
Wake Hamilton
Tectonic, LLC
101 South Kings Drive
Suite 200
Charlotte, North Carolina 28204
Reference: Seasonal High Groundwater Determination
Proposed Rusher 80 Acre Site Development
East Spencer, North Carolina
CESI Project Number 220396.100
Mr. Hamilton,
CESI has performed a seasonal high groundwater determination for three proposed
Stormwater BMP's for the Rusher 80 Acre Site Development project. We completed this
seasonal high groundwater determination in accordance with an email request from Tim
Wipperman of Arco Design/Build and your concurrence.
On 5-25-23 CESI performed hand auger borings within the locations of the proposed BMP
ponds. Test location coordinates as well as approximate ground elevations and bottom of
proposed basin elevations were provided by Arco prior to our mobilization. The test
locations were not surveyed. Rather, recreational grade GPS equipment was utilized to
locate the test points. See below for approximate test locations.
•
AI\ ARCO
,/ DESIGN/BUILD
•
)31
r I`
;\ ' \\\`
I \` \\X , -
45 Spring Street, SW P.O. Box 268 Concord, NC 28026-0268 704-786-5404
www.cesicgs.com NC License No. C-0263

Once each of the hand auger borings was complete, the soils and site conditions were
recorded, and each location was left open to acclimate. On 5-30-23 CESI returned to the
site to observe the conditions of the augered hole.
The following seasonal high water table information should be utilized for basin design:
BMP-1
At BMP-1, hand auger cuttings consisted of residual slightly sandy clayey SILT (ML) down
to a termination depth of 7 feet below ground surface. No water was encountered during
hand auger boring operations nor approximately 120 hours later.
Based on our geotechnical findings and site observations, the seasonal high groundwater
elevation is deeper than elevation 638.
BMP-2
At BMP-2, near surface hand auger cuttings consisted of residual slightly sandy clayey SILT
(ML). However, the soils transitioned from moist at 2' and very moist at 4'. Water was
encountered at 6 feet below ground surface and presented difficulties advancing deeper in
the soil stratum. Multiple attempts were taken but the amount of subsurface water
prevented excavation past 7 feet below ground surface. The subsurface was allowed to
acclimate a moment and was measured at 6' below ground surface. Approximately 120
hours after hand auger boring operations, the conditions of the augered hole were observed.
The water level had stabilized at a level 6.5'below ground surface.
Based on our geotechnical findings and site observations, the seasonal high
groundwater elevation is approximately 646.0. The civil designer should be notified
of the findings and will have to modify the proposed BMP configuration accordingly.
BMP-3
At BMP-3, hand auger cuttings consisted of residual slightly sandy clayey SILT (ML) down
to a hand auger refusal depth of 10 feet below ground surface. It was noted that layers of
slightly elastic SILT (ML) was encountered between 6' and 8.5' below ground surface. No
water was encountered during hand auger boring operations. However, groundwater was
encountered approximately 120 hours after hand auger boring operations and the water
surface measured.
Based on our geotechnical findings and site observations, the seasonal high
groundwater elevation is approximately 637.0. Based on the preliminary information
provided, slight modification of the BMP may be warranted.
Rusher 80 Acre Site Development(East Spencer, NC)SHWT Determination May 31,2023
CESI Project Number 220396.100 Page 2

We appreciate the opportunity to be of service on the Rusher 80 Acre Site development
project. If you have any questions, please feel free to call.
Respectfully submitted,
CESI \\\c�H`\\\���m
CA RO4'/�i
'
pF ESS/p�ti9
19rqP°
SEAL
< ,
27837 5/ . 1/23
FNGI
C. 01/4,
` 4
James G. (Jay) Eaves III, PE
Engineer/ Division Manager
NC Registration Number 27837
Rusher 80 Acre Site Development(East Spencer, NC)SHWT Determination May 31,2023
CESI Project Number 220396.100 Page 3