SW3231005_Soils/Geotechnical Report_20240524

February 7,2023 Consulting Engineers
Dkota Investments
GEQSCIENCE 4848 Lemmon Avenue, Suite 622
GROUP Dallas,Texas 75219
Attention: Mr. Russell Leitch
Reference: Report Of Geotechnical Subsurface Exploration
Salisbury Property
Salisbury,North Carolina
Geoscience Project No. CH22.0177.CV
Geoscience Group, Inc. (Geoscience) has completed the subsurface exploration and
geotechnical evaluation for the referenced project. This work was performed in general
accordance with Geoscience Proposal No. CH22.273P.CV. The purpose of this exploration
was to determine the general subsurface conditions at the project site and to evaluate those
conditions with regard to foundation support and site development. This report presents our
findings along with our geotechnical conclusions and recommendations for design and
construction of the project.
SCOPE OF EXPLORATION
Field Exploration: The subsurface exploration included the execution of eight (8) soil test
borings (B-1 through B-8) at the approximate locations shown on the Boring Location
Diagram, Drawing No. CH22.0177.CV-1, included in the Appendix. An engineer from
Geoscience established the boring locations in the field using the February 15,2022,Site Plan,
a hand held GPS unit and the existing site features as reference.
The borings were extended to depths ranging between 10 and 50 feet below the ground surface
using continuous-flight, hollow-stem augers. Drilling fluid was not used in this process.
Standard Penetration Tests were performed in the soil test borings using an automatic hammer
at designated intervals in general accordance with ASTM D 1586-84. The Standard
Penetration Test is used to provide an index for estimating soil strength and density. In
conjunction with the penetration testing, split-spoon soil samples were recovered, placed in
Ziploc® bags and returned to our laboratory for visual soil classification and laboratory
testing.
A brief description of the field testing procedures and copies of the Test Boring Records arc
included in the Appendix. Elevations referenced in this report were interpolated from the
Rowan County GIS Mapping Tool and should be considered approximate.
Laboratory Services: The laboratory services provided for this project included visual
classification of the soil samples b y the project geotechnical engineer. The color, texture and
plasticity characteristics were used to identify each soil sample in general accordance with the
Unified Soil Classification Sy stem (USCS). In addition, natural moisture content
determinations were performed can select split-spoon soil samples to further explore the
500 Clanton Road Charlotte.North Carolina Telephone Facsimile NC License
Suite K 28217 704.525.2003 704.525.2051 F-0585

Dkota Investments
Geoscience Project No. CH22.0177.CV
February 7,2023
Page 2
moisture conditions of the near-surface soils. The results of the visual classifications and
natural moisture content determinations are presented on the Test Boring Records included in
the Appendix.
SITE
The 3.74± acre project site (Rowan County Parcel ID No. 402CO21) is located on the north
side of Corporate Center Drive, approximately 1,000± feet east of its intersection with
Summit Park Drive in Salisbury,North Carolina. In addition, well-defined drainage features
form the northern and western property boundaries. The project site is currently unoccupied
with the surrounding goundcover consisting of dense brush and trees. Flowing water was
observed in both drainage features and soft/saturated near-surface soils were observed at
various locations across the site.
The ground surface across the project site generally slopes downward from the south toward
the north. A high elevation of approximately 773 feet (MSL) is located in the southern
portion of the site, and a low elevation of approximately 757 feet (MSL) is present in the
northwest corner of the property.
SUBSURFACE FINDINGS
The subsurface conditions at the project site, as indicated by the soil test borings, generally
consist of residual soils which have formed from the in-place weathering of the underlying
parent bedrock. The generalized subsurface conditions are described below and illustrated
on the Generalized Subsurface Profile, Drawing Nos. CH22.0177.CV-2, included in the
Appendix. For soil descriptions and general stratification at a particular boring location, the
respective Test Boring Record should be reviewed.
Groundcover: An upper layer of topsoil and roots was encountered in all the soil test
borings. The thickness of the topsoil and roots is on the order of 1/2 to % foot. Also, it
should be noted that the root mat of large trees can be quite extensive and normally extends
a minimum of 2 to 3 feet below the ground surface.
Residual Soils: Residual moderately to highly plastic silty CLAY soils were encountered
beneath the topsoil in soil test borings B-1, B-2, B-6 and B-8 to a depth of approximately 21/2
feet below the ground surface. In addition, a moderately to highly plastic very silty CLAY soil
extended to a depth of approximately 5%z feet in boring B-4. The Standard Penetration Test
results within these residual CLAY soils range from 10 to 19 Blows Per Foot (BPF), and the
natural moisture contents range from approximately 14% to 37% percent. The residual silty
CLAY and very silty CLAY soils are depicted in orange on the Generalized Subsurface
Profile.
Residual sandy SILT and silty SAND soils are present beneath the topsoil and/or residual
CLAY soils in all the soil test borings performed for this project. These residual SILT and
SAND soils extend to depths ranging from approximately 10 to 27 feet below the ground

Dkota Investments
Geoscience Project No. CH22.0177.CV
February 7,2023
Page 3
surface. The Standard Penetration Test results within these residual sandy SILT and silty
SAND soils range from 9 to 58 BPF, and the natural moisture contents within the upper 5%2
feet of the subsurface profile range from approximately 9%3 to 203/percent.
Partially Weathered Rock: Partially weathered rock was encountered in soil test borings B-1,
B-3 and B-8 at the respective depths of 27, 12 and 5Y2 feet below the ground surface. These
depths to partially weathered rock correspond to elevations ranging from 739 to 761%2 feet
(MSL). For engineering purposes, partially weathered rock is considered any dense residual
soil exhibiting a Standard Penetration Resistance value in excess of 100 BPF. When sampled,
the partially weathered rock generally consists of silty SAND soils. The partially weathered
rock is depicted in green on the Generalized Subsurface Profile.
Auger Refusal: Auger refusal was encountered within residual soils in soil test boring B-3 at a
depth of approximately 20 feet below the ground surface. This depth to auger refusal
corresponds to an elevation of approximately 750 feet(MSL). Generally, auger refusal within
residual soils is encountered within very dense partially weathered rock, at bedrock and/or on
top of boulders and is indicative of materials which will likely require rock excavation
techniques for their removal.
Groundwater Observations: Groundwater measurements were attempted at the completion
of each soil test boring and again prior to leaving the site on the last day of drilling.
Groundwater was encountered in soil test borings B-1,B-2 and B-3 at depths ranging between
15 and 15%3 feet below the ground surface. These depths to groundwater correspond to
elevations ranging from approximately 750% to 754% feet (MSL). No measurable
groundwater was observed in any of the other soil test borings performed for this phase of the
project.
PROJECT DESCRIPTION
The proposed project will include the construction of a single-story building with a plan area
of approximately 7,884 square feet. New pavements and a loading dock is planned for the
north side of the building. The currently proposed site layout is shown on the Boring
Location Diagram.
The building construction will consist of a steel frame metal building with a concrete slab-on-
grade floor system. The maximum wall and column loads are anticipated to be on the order of
5 kips per linear foot and 100 kips,respectively. Also,the floor slab loading is not anticipated
to exceed 500 pounds per square foot. Finished grades are anticipated to be located within
several feet of the current site grades.
CONCLUSIONS AND RECOMMENDATIONS
The soil test borings performed at this site represent the subsurface conditions at the location
of the borings only. Due to the prevailing geology, there can be changes in the subsurface
conditions over relatively short distances that have not been disclosed by the results of the

Dkota Investments
Geoscience Project No. CH22.0177.CV
February 7,2023
Page 4
borings performed. Consequently, there may be undisclosed subsurface conditions that
require special treatment or additional preparation once these conditions are revealed during
construction.
Our conclusions and recommendations are based on the project description outlined above and
on the data obtained from our field and laboratory testing programs. Changes in the project or
variations in the subsurface conditions may require modifications to our recommendations.
Therefore, we will require the opportunity to review our recommendations in light of any new
information and make the required changes.
DISCUSSION
Based on our review of the site and subsurface information collected for this project, the
following special considerations with regard to site development are warranted. In addition,
development of this site during the hotter summer months will likely reduce the effort and
expense required to properly grade the site to the proposed grades.
Near-surface moderately to highly plastic CLAY soils were encountered in soil test borings
B-1, B-2, B-4, B-6 and B-8. Undesirable post-construction settlement and/or heave of the
footings, floor slab and pavement systems could occur if these structural elements are placed
directly over the near-surface residual CLAY soils. Therefore, the residual silty CLAY soils
should be undercut to suitable soils and the resulting excavations backfilled with properly
compacted structural fill. The foundations, floor slab and pavements can then be supported
directly on the newly-placed structural fill or the suitable residual soils that will remain in-
place. It may be possible to bridge the residual CLAY soils in the deeper fill areas of the
site. Additional recommendations in this regard can be provided once the grading plan has
been prepared.
Partially weathered rock was encountered in soil test borings B-1, B-3 and B-8 at the
respective depths of 27, 12 and 5% feet below the ground surface. In addition, auger refusal
was encountered within residual soils in soil test boring B-3 at a depth of approximately 20
feet below the ground surface. Difficulties will be encountered while attempting to excavate
these dense rock materials, particularly within utility trenches and other confined excavations.
Further recommendations with regard to partially weathered rock and auger refusal are
outlined in a separate, subsequent section of this report.
Although not encountered in any of the soil test borings, alluvial soils may be present within
the drainage features that form the northern and western property boundaries. Alluvial soils
are typically unsuitable for direct support of any buildings, pavements, storm pipes and/or
structural fill soils. Therefore, any alluvial soils encountered during site construction should
be undercut and replaced with properly compacted structural fill. Further recommendations in
this regard should be provided in the field by a qualified geotechnical engineer from our office
once the site conditions have been revealed during construction.

Dkota Investments
Geoscience Project No. CH22.0177.CV
February 7,2023
Page 5
PROJECT DESIGN
Foundation Support: Provided the recommendations outlined herein are implemented, the
proposed building can be adequately supported on a shallow foundation system consisting of
spread footings that bear on suitable residual soils or on new, properly-compacted structural
fill. A net allowable bearing pressure of up to 3,000 pounds per square foot(PSF)can be used
for design of the foundations. The net allowable bearing pressure is that pressure which may
be transmitted to the soil in excess of the minimum surrounding overburden pressure.
Minimum wall and column footing dimensions of 16 and 24 inches, respectively, should be
maintained to reduce the possibility of a localized, "punching" type, shear failure. Exterior
foundations and foundations in unheated areas should be designed to bear at least 18 inches
below finished grades for frost protection.
The subgrade for each foundation excavation must be observed by an experienced
geotechnical engineer from Geoscience or his authorized representative to verify the
suitability of the bearing materials. As part of our observations, hand auger/penetrometer
borings need to be performed in all foundation excavations. If soft or unsuitable soils are
encountered, they would likely need to be undercut and backfilled with a select fill material
suitable for the recommended bearing pressure. Additional recommendations for
undercutting will be provided by an engineer from Geoscience as the need arises during
foundation construction.
Floor Slab Support: The proposed slab-on-grade floor system can be adequately supported
on suitable residual soils or on new, properly-placed structural fill provided the site
preparation and fill recommendations outlined herein are implemented. We recommend that
the floor slab be structurally isolated from the building foundations to allow independent
movement. Also, we recommend that a minimum 4 inches of ABC stone (or equivalent
graded stone material) be placed immediately beneath the slab-on-grade floor system to
provide a capillary barrier and to increase the load distribution capabilities of the floor slab
system. Furthermore, the use of a moisture barrier should be considered to reduce the
potential for moisture transmission through the slab. Proper curing techniques must be
employed when using a moisture barrier to prevent uneven curing.
Seismic Site Coefficient: Based on review of the North Carolina Building Code (NCBC) and
the subsurface conditions encountered in the borings, a Site Class C can be used for seismic
design.
Below-Grade Walls: The below-grade walls should be designed to withstand lateral earth
pressures from the back ill and supported soils. Additionally, the wall structures should be
designed to resist the lateral components of surcharge loads occurring within a zone defined by
a plane extending up at a 45 degree angle from the base of the wall. If the walls are not
drained, they should be designed to withstand full hydrostatic pressures. Alternatively, the
buildup of hydrostatic pressures could be precluded by specifying a free-draining fill material
immediately adjacent to the wall systems,with a gravity-driven subdrainage system at the base
of the walls.

Dkota Investments
Geoscience Project No. CH22.0177.CV
February 7,2023
Page 6
As an alternative to the free-draining fill material adjacent to the below-grade walls, a suitable
man-made drainage material may be used. Examples of suitable materials include Mira Drain
or TerraDrain. All drainage board systems should be placed in accordance with the
manufacturer's recommendations and connected to the perimeter drainage system.
The onsite SILT soils, SAND soils and weathered rock materials are suitable for backfill
behind the below-grade walls provided they are properly compacted at the appropriate
moisture content. Heavy CLAY soils should not be used as backfill for the below-grade walls.
The following estimated soil parameters can be used to compute the lateral earth pressures
associated with a level backfill that consists of the onsite suitable soils (or similar soils). In
addition, it should be noted that these lateral earth pressures only include the weight of the
backfill, and do not account for any applied surcharge loads that may be present behind the
walls.
1. K.=0.50 At-rest Earth Pressure Coefficient
(Non-Yielding Walls)
2. IC.=0.33 Active Earth Pressure Coefficient
(Yielding Cantilevered Retaining Walls)
3.y= 115 PCF Moist Soil Unit Weight(Pounds Per Cubic Foot)
Sliding resistance on the base of concrete footings for the retaining walls can be calculated
using the friction factor,Tan 6=0.35.
Exterior Pavements: Design of the project pavements was beyond the scope of services
provided by Geoscience for this phase of the project. A properly designed pavement system
should be based on laboratory testing of the future subgrade soils and on anticipated traffic
volumes and loading conditions. However, suitable residual soils or properly compacted
structural fill can provide adequate support for a pavement structure designed for the
appropriate subgrade strength and traffic characteristics. All pavement subgrades should be
prepared in accordance with the site preparation and fill recommendations provided in this
report. Also, the subgrade and pavement surface must be sloped to a suitable outlet to provide
positive subsurface and surface drainage. Water within the base course layer and ponded on
the pavement surface can lead to softening of the subgrade and other problems that will result
in accelerated deterioration of the pavement system.
Cut And Fill Slopes: Permanent cut slopes within residual soils and properly compacted
structural fill slopes should be no steeper than 2%(H):1(V) and should be properly seeded
and/or protected to minimize erosion. For maintenance purposes, the permanent slopes may
need to be flattened to allow access to mowing equipment. Temporary slopes in confined or
open excavations should perform satisfactorily at inclinations of 1(H):1(V). However, if
soft/saturated soil conditions or groundwater are encountered within the excavations, then
flatter slopes, shoring and/or dewatering will be required. Also, the face of all temporary
slopes should be properly protected and all excavations should conform to applicable OSHA
regulations.

Dkota Investments
Geoscience Project No. CH22.0177.CV
February 7,2023
Page 7
For permanent slopes less than 5 feet in height,the future building and pavement limits should
be offset a minimum five(5)horizontal feet from the crest of the slope. For permanent slopes
that are 5 or more feet in height, the future building should be offset a minimum horizontal
distance equal to the slope height. Appropriately sized ditches should run above and parallel
to the crest of all permanent slopes to divert surface runoff away from the slope face. To aid in
obtaining proper compaction on the slope face, all fill slopes must be overbuilt with properly
compacted structural fill and then excavated back to the proposed grades. Traversing the slope
face with a bull dozer does not constitute proper compaction of the slope face. Also, any fill
placed in sloping areas must be properly benched into the adjacent soils.
PROJECT CONSTRUCTION
Site Preparation: The site preparation activities should include the removal of any organic
material,highly plastic CLAY soils and other soft or unsuitable soils from within the proposed
construction limits. All existing utilities should be removed and relocated, as required, and the
resulting excavations backfilled with suitable compacted fill. Any other remaining
excavations should also be backfilled with properly compacted structural fill.
Proper subgrade preparation in advance of fill placement and at design grade in cut areas will
be critical for this project. Exposed subgrade soils that are near fmal site grades and areas that
will receive structural fill should be evaluated by the geotechnical engineer by observing
proofrolling with a loaded tandem-axle dump truck. The proofrolling should include two
passes over the subgrade at walking speed. Any areas that are loose or soft, or that are
observed to rut, pump or deflect during the proofrolling should be repaired. Shallow test pits
should be performed to better identify areas needing repair. Possible repair measures include
aerating, drying and compacting the subgrade soils prior to proofrolling or over-excavating
and backfilling with geotextile/geogrid and select stone material. The magnitude and type of
repairs will be dependent upon the time of year and type of construction(e.g.,pavement areas,
slab-on-grade structures, etc.), and will need to be determined in the field by a qualified
engineer from our office once the site conditions have been revealed during construction.
Groundwater: Groundwater was encountered in soil test borings B-1, B-2 and B-3 at depths
ranging between 15 and 15%3 feet below the ground surface. No measurable groundwater was
observed in any of the soil test borings performed for this phase of the project. Based on the
anticipated finished grades, it does not appear that permanent dewatering will be required for
the project. However, once the final site grades have been determined, Geoscience should
review this information to determine if additional recommendations with regard to
permanent dewatering are required.
Temporary groundwater control may be required for deeper stormwater and sanitary sewer
pipes, and while site grading in close proximity to the well-defined drainage features. In
addition, perched water conditions are common and the contractor should be prepared to
control any water that enters onsite excavations. Temporary groundwater control measures
include sump areas, diversion trenches and/or filtered tieiich drains that discharge to suitable
outlet areas. Additional groundwater problems, if encountered, should be addressed in the
field by a qualified geotechnical engineer.

Dkota Investments
Geoscience Project No. CH22.0177.CV
February 7,2023
Page 8
Difficult Excavation: The results of our subsurface exploration indicate that the majority of
the onsite soils at the locations of and within the depths of the borings can be excavated with
conventional construction equipment. However, partially weathered rock was encountered in
soil test borings B-1, B-3 and B-8 at the respective depths of 27, 12 and 51/2 feet below the
ground surface. In addition, auger refusal was encountered within residual soils in soil test
boring B-3 at a depth of approximately 20 feet below the ground surface. Also, the depth to
partially weathered rock and bedrock can vary significantly over relatively short horizontal
distances, and conditions such as boulders,rock lenses,partially weathered rock and mass rock
can be encountered between the boring locations.
For partially weathered rock encountered above the finished grades, a D-8 or similar size dozer
equipped with a steel tooth ripper may be required to loosen these materials prior to their
removal. In addition, for removal of dense soils and partially weathered rock within deep
utility and other confined excavations, a Caterpillar 335 or similar size backhoe equipped with
rock teeth may be required. If blasting or other rock excavation techniques are required to
remove very hard or very dense materials, we recommend that it be performed by a qualified
blasting contractor prior to the start of building construction.
Fill Material And Placement: All fill used for the project should be free of organic matter and
debris with a low to moderate plasticity(Plasticity Index less than 35). The fill should exhibit
a maximum dry density of at least 90 pounds per cubic foot, as determined by a Standard
Proctor compaction test (ASTM D 698). Any excavated rock materials that cannot be
adequately broken down to pieces smaller than 4 inches in any dimension will need to be
placed in non-structural areas or hauled offsite. We recommend that moisture control limits,
with respect to the optimum moisture content,be established for the proposed fill soils prior to
the start of site grading. In addition, any fill soils placed wet of the optimum moisture content
must remain stable under heavy pneumatic-tired construction traffic.
The residual highly plastic CLAY soils are unsuitable for use as structural fill. As a result,
consideration should be given to hauling these materials offsite,placing them in non-structural
areas or placing them is designated borrow pits. Additional recommendations with regard to
borrow pits can be provided at your request.
The remaining residual soils and weathered rock materials generally appear suitable for use as
structural fill. However, some moisture modification (drying and/or wetting) of the onsite
soils will be required. The soil plasticity and weather conditions encountered during project
construction will influence the type, extent and difficulty associated with obtaining the
required moisture modification.
All fill should be placed in lifts not exceeding twelve (12) inches loose thickness and should
be compacted to at least 95 percent of its Standard Proctor maximum dry density, unless
otherwise stipulated by the civil engineer. For isolated excavations around the footing
locations, behind retaining walls or within utility excavations, a hand tamper or walk-behind
roller will likely be required. While using a hand tamper or walk-behind roller, the maximum

Dkota Investments Consulting Engineers
Geoscience Project No. CH22.0177.CV
February 7,2023
Page 9
lift thickness (loose) should not exceed 5 inches. We recommend that field density tests be
GEoSCIENCE performed on the fill as it is being placed, at a frequency determined by an experienced
GROUP geotechnical engineer,to verify that proper compaction is achieved.
Footing Construction: Bearing surfaces for foundations should not be disturbed or left
exposed during inclement weather; saturation of the onsite soils can cause a loss of strength
and increased compressibility. 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 bearing surface for protection_ Also, concrete should not be placed on
frozen subgrades.
CLOSURE
Geoscience appreciates having had the opportunity to assist you during this phase of the
project. If you have any questions concerning this report,please contact us.
,\\‘�(N CA R /i
Respectfully, �� Q� -i•S•-., 0e ;..
GEOSCIENCE •�,+t', I Cr y�y
EA
„,/
Ru14 �.
Senior Engineer' Oi�M A. RUFF\\\�
North Carolina I: ense o i46603
Daniel A. Mickney, '.E.
Senior Vice President
North Carolina License No. 4977
Enclosures
File:P:/Work Files/Geotechf2022/0177 Salisbury Property/geotechnical report

APPENDIX
Boring Location Diagram
Generalized Subsurface Profile
Investigative Procedures
Test Boring Records

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BORING LOCATION DIAGRAM GE_SCIENCE :
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750 NGWE NGWE = 20.0 50/0.0 EL, 754.7'
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LEGEND
.' Silty CLAY 1 11 1' Clayey SILT/Sandy SILT 1•.•.•.•1 Silty SAND
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DRAWN BY: LL APPROVED BY VERTICAL: AS SHOWN
-Water Table-1 HR. = DATE: 212123 (4)
4A HORIZONTAL: N.T.S.
-Water Table-24 HR. / -Loss of Drilling Water -Cavern Depth
SALISBURY PROPERTY
B.T. -Boring Terminated A.R. -Auger Refusal C.T. -Coring Terminated SALISBURY, NORTH CAROLINA
DRAWING NUMBER
NGWE -No Groundwater Encountered WOH -Weight Of Hammer
GENERALIZED SUBSURFACE PROFILE CH22.0177.CV-2

GEOSCIENCE GROUP,INC.
INVESTIGATIVE PROCEDURES
Salisbury Property
Geoscience Project No. CH22.0177.CV
Page 1 Of 1
FIELD
Soil Test Borings: Eight (8) soil test borings (B-1 through B-8) were drilled at the approximate locations
shown on the attached Boring Location Diagram, Drawing No. CH22.0177.CV-1. Soil sampling and
penetration testing were performed in accordance with ASTM D 1586-84.
The borings were advanced with hollow-stem, continuous-flight augers and, at standard intervals, soil
samples were obtained with a standard 1.4-inch(3.6cm)I.D.,2-inch(5.1cm)O.D., split-tube sampler. The
sampler was first seated 6 inches (15.2cm) to penetrate any loose cuttings, then driven an additional 12
inches (30.5cm) with blows of a 140 pound (63.5kg) hammer falling 30 inches (76.2cm). The number of
hammer blows required to drive the sampler the final 12 inches (30.5cm) was recorded and is designated
the "Standard Penetration Resistance" (N-Value). The Standard Penetration Resistance, when properly
evaluated,is an index to soil strength,density and ability to support foundations.
Representative portions of each soil sample were placed in sealed containers and taken to our laboratory.
The samples were then examined by an engineer to verify the driller's field classifications. Test Boring
Records are attached indicating the soil descriptions and Standard Penetration Resistances.
LABORATORY
Moisture Content: The moisture content is the ratio, expressed as a percentage, of the weight of the water
in a given mass of soil to the weight of the solid particles. These tests were conducted in accordance with
ASTM Designation D 2216-66. The test results are presented on the attached Test Boring Records.

'RO.R1'.3G NO B-
TEST
DATE DKr ED 1123123
DRILLING CONIRAc IOR cO2.. _�----_ BORING GEOSCIENCE
1013 NO C1122.0177.CV -_--- _ RECORD? GROUP, INC.
\PRo1Ec r. JAI MILEY R'EoYEhlY
DEPTH, FT. DESCRIPTION Elev. Moisture Blow • PENETRATION - BLOW COUNT*
0.0 766.0± Content Count _ 5 10 20 30 40 60 80 too
0.5_Topsoil And Roots 765.5
Stiff Brown,Tan And Grey Medium To Fine
Sandy Silty CLAY With Large To Fine 14 •
Roots- Residual _
2.5 Note: Sample Moist 763.5
Very Stiff Olive-Brown And Tan Coarse To
Fine Sandy SILT
15.9% 21
17
8.0 758.0
Very Stiff Olive-Brown And Tan Coarse To
Fine Sandy SILT
Note: Samples Moist 16 •
17 •
15.3'
17.0 749.0
Very Stiff Olive-Brown And Tan Coarse To
Fine Sandy SILT
23 •
i -
22.0 744.0 _
Very Dense Olive-Brown And Tan Very
Silty Coarse To Fine SAND I�
58 •
27.0 739.0
Continued Next Page
BORPNG AND SAMPLING MEETS ASIMD-1586 1_1 PRESSLRLMEIER ITST WATER TABLE- HR
CORE DRILLING MEETS MINI M D-2113 1501% ROCK C ORI'RECON I RY WATER r IDLE-l HR.
'PENETR.AT ION IS THE'WITHER OF BLOW' OF A 140 LB (63 5kg) 41 LOSS OF ORLI.TING WATER 1111. I CAN FAN DEPTH
HA%IMER k AILING 30 Lk(76 2cm)RL;QUIRED TO DRIVL A 14 IN on Imam'Of R At1IMF.R PAGE 1 of 2
\13 6.,m)1.D.SAMPL R]FL(30.5cm)

CBOT:Mi.No _Li
DATE DRUID .4i __._. TEST
DRILLING CaNIMACTOR SSA_ .. .. BORING GEOSCIENCE
rOB NO c1172.0117.CV RECORD GROUP PROJECT } . .rSui' �I�PE;R'I , INC.
DEPTH, FT. DESCRIPTION Elev. Moisture Blow • PENETRATION -BLOW COUNT*
27.0 (continued) 739.0± Content Count 5 10 20 30 40 60 80 100
Partially Weathered Rock When Sampled
Becomes Olive-Brown,Tan And Grey Very
Silty Coarse To Fine SAND
50/0.4 •
50/0.1 •
37.0 729.0
Partially Weathered Rock When Sampled
Becomes Brown And Grey Silty Coarse To
Fine SAND With Rock Fragments
50/0.3 •
42.0 724.0
Partially Weathered Rock- No Sample
Recovery
50/0.1 •
50.0 716.0 50/0.1 •
Boring Terminated
BORING AND SMUT LNG ME I IS AVM D-1586 ] PRESSURE .IER T S'IT ` WAIER TAKE-24 AR
CORE DRILLING MII:ETS AS I M D-2113
150 °4 ROCK CORE RECO%Mt WATER CABLE-1 HR.
'PENETRATION IS'IRE NUMBFR OF BLOWS OF A 140 LB.(63.5k ) A LAS&OF DRILLING LStG W Al ER NM I CAVE-IN DEPTH
ff4M VIFR FAL LING 30 I1N..t76.2im)REQL1RED'TO DRIVE 4.1.4 PNi. Won v1man.OF Roam PAGE 2 of 2
`13 6cm)I D.SANIPI ER 1 FL(30.5e1n)

13i ZI Ct NO 11-2
DATE DP ILU.D 1/23/23 _/ TEST
13R1111NG CON IRACIOR.. BORING GEOSCIENCE
JOB NO. c1122.017 .cT�„_ --- RECORD GROUP, INC.
02O1E,CT S.r1,.[...SELRY PRWERTY_
DEPTH, FT. DESCRIPTION Elev. Moisture Blow • PENETRATION - BLOW COUNT*
0.0 767.0± Content Count 5 10 20 30 40 60 80 100
0.5_Topsoil And Roots , 766.5
Very Stiff Olive-Brown And Grey Coarse
To Fine Sandy Silty CLAY With Large To 37.8% 19
Fine Roots- Residual
2.5_Note: Sample Very Moist _ 764.5
Very Stiff Brown,Tan And Grey Coarse To
Fine Sandy SILT
20.7% 20
21 I
8.0 759.0 •
Very Stiff Brown,Tan And Grey Coarse To
Fine Sandy SILT •
Note:Sample Moist
20
12.0 755.0 -
Very Stiff To Hard Brown And Tan Coarse
To Fine Very Sandy SILT
254\ 14.9'
1\11
I .
20.0 747.0 35
Boring Terminated
BORING '>,IVDSANIPIINGSIEF;is 4SCM1ID-1586 _ _ PRESS IiRFME11RT1"S1 = '\A1FRrABLE-24HR
CORE DRILLING MEE1S ASiM D-2113 1501 a ROCK CORT RECO4FRV W.ILR TABLE-1 IiR.
''PENETRATION IS TIFF'1TMBLR OF BLOWS OF.A 140 LB.(63.5kg) 4 LOSS OF DRILLING WATER • I C VVF-IN DFPIII
HAIVINIFR FALLING 30 IN (76.2 m)RFQLIRFD TO DRIVE A IA IN. .c01 WEIGHT OF RANDIER PAGE 1 Of 7\(3.6cm)I.D.SAMPLER 1 FL(30.5em) - J

1BORINO NO B-3
>JAII DRILLEDii TEST
DRILLING CON rR.. CI t. Scxz BORING GEOSCIENCE
FOR NO. .0177.CV RECORD GROUP, INC.
DEPTH, FT. DESCRIPTION Elev. Moisture Blow • PENETRATION - BLOW COUNT*
0.0 770.0± Content Count 5 10 20 30 40 60 80 100
0.5_Topsoil And Roots 769,5
Stiff Brown,Tan And Grey Coarse To Fine
Sandy Clayey SILT With Large To Fine 18.6% 14 •
Roots-Residual
3.0 767.0
Very Stiff Brown,Tan And Grey Clayey
Coarse To Fine Sandy SILT
20.3% 19
5.5 764.5
Very Stiff Brown,Tan And White Coarse
To Fine Sandy SILT
21 r
8.0 762.0
Dense Brown And Tan Very Silty Coarse
To Fine SAND
38 •
12.0 758.0 _
Partially Weathered Rock When Sampled
Becomes Brown And Grey Silty Coarse To
Fine SAND With Rock Fragments
50/0.2 •
15.3'
17.0 753.0
Partially Weathered Rock-No Sample
Recovery
20.0 750.0
Auger Refusal 50/0.0 - •
BORING AND SAMPLING MELTS.4STAID-I586 1.11 PRL&SUREMF.T1R TES I = WAXER TABLE-24HR
CORE.DR1I.LL'VC MEETS?Ib'I M1I D-21 i3 I5o1u ROCK CORE ItLCOVERI WAXER FABLE-1 HR
'PL1 i:1Ri 1ION IS THE NUMBER OF BLOM S OF 140 LB.(63 5kg) 41 LOSS OF DRILLING WATER - I CAVE-Pi DEPTH
R AMMER I:%L•GiNG 30 L1.(76.2em)REQUIRED TO DRIVE' 41.4 IN. WOH NTrIGH 1 OF RA?h1M1I1 R PAGE of
`(3.(em)LD.$4 4FLLR 1 FT (30—gem)

(BORING NO _
Dt IEDRILL _ �_.. _ _.__ TEST
DRILI.INCI CO�C IOR _cqL__ __ BORING GEOSCIENCE
JOB NO C 122.0111.CY
....P.�c S, rLR . Q 1,131 _.__ _ CC?RC GROUP, INC,
DEPTH, FT. DESCRIPTION Elev. Moisture Blow • PENETRATION -BLOW COUNT*
0.0 761.0± Content Count 5 10 20 30 40 60 Bo 100
0.5_Topsoil And Roots 7$0.5
Stiff Brown And Grey Coarse To Fine
Sandy Very Silty CLAY With Fine Roots- 14.5% 15
Residual
19.6% 10
5.5 755.5
Very Stiff Brown And Tan Coarse To Fine
Very Sandy SILT
19 •
8.0 753.0
Very Firm Brown And Tan Very Silty
Coarse To Fine SAND
10.0 751.0 27 +
Boring Terminated
No Groundwater Encountered
- i
BORING 'AND S.%MPLBGMEI•IS.ASIMD-15$6 L . PRESSt'm win Es =_-= AAIER TABLE-24AR1
f ORE DRILL PNG MEETS A51 M D-2113 1501% ROCK CORE RECOVERY A A1ER TABLE-1 BR.
PENETRATION IS TILE NLImIBF.R OT BLOAS OF S 140 LB (63 5kg) 11 LOSS OF DRILLING WATER • I C4VE-IN DEPTH
Ii kMMLR FALl-.ING 30 IN.(76.2cm)RrQLIRED T O DRrs L A 1.4 IN %oft WCIGH I OF ii4'1LNIER
\f3 6cm)I D.S�MPL ER 1 FI (30.5cm) PAGE 1 of 1

a r; NO B-s TEST
DATL URLLL D 1124/23„.�
nu LNG(*ON IRAc'IOR _C: _.. BORING GEOSCIENCE
JOB NO CB22.tl1fi7.t'V RECORD GROUP, INC.
\,PROJE `T` JSBLRX YRQ .8r
DEPTH, FT. DESCRIPTION Elev. Moisture Blow • PENETRATION - BLOW COUNT*
0.0 761.0± Content Count 5 10 20 30 40 60 80 100
0 8 Topsoil And Roots
760.2
Stiff Brown,Tan And White Coarse To
Fine Sandy Clayey SILT With Fine Roots- 17.6% 15 •
Residual
3.0 758.0
Very Stiff Brown And Tan Coarse To Fine
Very Sandy SILT
9.3% 26 +♦
5.5 755.5
Dense Brown,Tan And White Very Silty
Coarse To Fine SAND
35 •
8.0 753.0
Very Stiff Brown And Tan Medium To Fine
Sandy SILT
10.0 751.0 25 •
Boring Terminated
No Groundwater Encountered
BORING AND SAMPLING MEEIS ABM D-1586 177_1 PRI.SSIRFMET I R TEST = R 4.TF'R TABLE-24 RR
CORI'DR.iiT.iti!MEETS AS I M D-2113 15016,10 ROCK CORE RFCON ERV =_ ' VI A TER CABLE-1 HR
-PENETRATION IS THE NLMBF.ROI'BLOWS OF.A 140 LB (63.54) 1 LOSS OF DRILLLNG V►,ATLR an I CAVE-IN DEPTH
HAMMER FALLING 30 Di.(76 2cm)REQUIRED TO DRIVE A 1.A 1N. woa v F IGH T'O1 H AWLMFR PAGE I Of 1 -
`{3.6cm)LD.SAMPLER 1 FT.(30.5cmi

i3ORINGNO B-6 •
D.T DRu1 ED 1f24123 � TEST
DRU r (ONIR stOOR C62 BORING GEOSC1ENCE
cos NO. _c.1122.e177.Ccr �- RECORD GRIP, INC.`PKQ3I'C I, . cs i OPERn Y
DEPTH, FT. DESCRIPTION Elev. Moisture Blow • PENETRATION -BLOW COUNT*
0.0 765.0+ Content Count 5 10 20 30 40 60 80 100
0.5,Topsoil And Roots - _764.5
Very Stiff Olive-Brown And Tan Coarse To
Fine Sandy Silty CLAY With Fine Roots- 31.9% 18
Residual
2.5 Note:Sample Moist 762.5
_Note:
Brown,Tan And Black Coarse To
Fine Sandy SILT
14.3% 31 •
5.5 759.5
Dense And Very Dense Brown And Tan
Very Silty Coarse To Fine SAND -
51
10.0 755.0 40
Boring Terminated
No Groundwater Encountered
/BORING CND SAMPLING MEETS.AS'IM D-E586 PRL SSUREMETRR TEST = u ATFR T'BLE-24 HR.
CORE DRILLING!fI l+1 S 451111 D-2113 1501% ROCK CORE RECOVERY =27 W ATFR FABLE-1 HR.
°PENFIRi11ON IS THE NUMBER OI: BIoWs or 140 LB (63.5kg) 4 LOSS OF DRILLING WATER 1 CAVE-IN DEPTH
IL441113I PALLING 30 EN (762cm)REQI•IIRE D TO DRIVE 41.4 IN. WOR %TIGHT OF HASIME.R PAGE 1 of 1
•.{3.5c.m)LD.S 4.MPI ER 1 FI.(30.5cm)

ONO B-7
eDxu D i ii3 TEST
MUM CONTRACTOR. _CG2 _- BORING GEOSCIENCE
JOB NO c'1122.0177.cV,._P RECORD GROUP,�R.oJEc T. S ISBUR P OI. �_ , INC.-
DEPTH, FT. DESCRIPTION Elev. Moisture Blow • PENETRATION - BLOW COUNT*
0.0 765.0± Content Count 5 10 20 30 40 60 80 100
0.5.,Topsoil And Roots , 764.5
Stiff Brown And Grey Coarse To Fine
Sandy SILT With Large To Fine Roots- 17.5% 9
Residual
3.0 762.0
Hard Brown And Tan Clayey Coarse To
Fine Sandy SILT With Quartz Pieces
16.9% 47 •
5.5 759.5
Firm Tan And Grey Silty Coarse To Fine
SAND
15 •
8.0 757.0
Stiff Brown And Tan Coarse To Fine
Sandy SILT With Rock Fragments
Note: Sample Moist
10.0 755.0 9
Boring Terminated
No Groundwater Encountered
•
BORING.AND SAMPLING MEETS ASTM D-1SSo (=] PRESSL REMRI'FR FFS1 -T V1 1TLR IABLE-24 HR
CORE I)RII I I NG MEETS AS TM D-2113 1501% ROCk CORE RECO%ERY R AT"FR TABLE-1 HR.
PFNFIRAEION IS T E NUMBER OI BLOWS Of A 140 LB.(63 5kg) / LOSS OF DRILLING WATER - I CAVE-IN DEPTH
HAMMER FALLING 30 LN.(76 2cm)RFQLIRL=D TO DR1\F A 14 IN. w;oi WEIGHT OF HAMMER PAGE 1 of 1
`(3.6cm)1 D SAMPLER 11°I (30.Scm)

(-BORNCt NO B-$ TEST
DATE.DRILLED 1/24/23 _ _
DRIIl ING C ONTRA.CIOR CG? BORING GEOSCIENCE
JOB NO 0ll2 .o177.C-4 RECORD GROUP,
PROF,C f SALISBU'RY PRO.PF<RTY INC. J
DEPTH, FT. DESCRIPTION Elev. Moisture Blow • PENETRATION -BLOW COUNT*
0.0 767.0± Content Count 5 10 20 30 40 60 80 100
0.5_Topsoil And Roots _766.5
Stiff Brown And Grey Coarse To Fine
Sandy Silty CLAY With Fine Roots- 16.6% 15
•
Residual
2.5 764.5
Very Stiff Brown And Tan Coarse To Fine
Sandy SILT
16.2% 18 •
5.5 761.5
Partially Weathered Rock When Sampled
Becomes Brown And Tan Silty Coarse To
Fine SAND
50/0.4 •
8.0 759.0
Dense Brown And Tan Silty Coarse To
Fine SAND
10.0 757.0
32 •
Boring Terminated
No Groundwater Encountered
BORING AND AND SAMPLING.MEI IS %SIM D-1586 PRI SSLRLIvIL;I ER[FS1 _ WATER I ABLE-24 AR
CORK DRILLING MEETS ASTM D-2113
1501% ROCS CORERCCOVIRA WATER LAW r-1HR
*PENFTR 11 ION IS TEl NUMBER OF BLOM S OF.A 140 I (63 5kg) 41 LOSS OF DRILLNG%ATER • 1 CAVE-IN DEPTH
II iMMI:R F 1L I ING 30 IN.(76.2cm)RLQI'lRED IO DRIV E A 1.41N *OIL RT IGII F OF HAMMER PAGE 1 of
`(3 6cm)I D.SAMPLER 1 F7.(30.5cm)