SWA000075_Soils/Geotechnical Report_20231130

CESI
Civil — Geotechnical —Surveying
March 19, 2020
Mr. Brian Rossi, PE
Project Manager
EMH&T
301 McCullough Drive, Suite 109
Charlotte, NC 28262
Reference: Geotechnical Engineering Test Pit Evaluation
Proposed Pinnacle Cranes Site
Midland, North Carolina
CESI Project Number 200094.000
Mr. Rossi,
Concord Engineering & Surveying, Inc. (CESI) has performed a geotechnical engineering evaluation
for the proposed Pinnacle Cranes Site to be located on the west side of Highway 601 between Wallace
Road and Fieldstone Trace in Midland, North Carolina. Cabarrus County has listed the site with parcel
Identification Number (PIN) 55437846890000. We completed this geotechnical engineering
evaluation in general accordance with proposal number 200054.P00 dated January 31, 2020.
This report explains our understanding of the project, documents our findings, and presents our
conclusions and engineering recommendations. After you have reviewed our report, we recommend
either a meeting or a telephone conference to discuss our recommendations.
We appreciate the opportunity to be of service to you and we look forward to helping you through
project completion. If you have any questions, please call.
Respectfully submitted by CESI
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Thomas Gray James G. Eaves III, PE
Project Engineer Division Manager
ATTACHMENTS
Test Boring Location Plan
Depth to Auger Refusal Plan
Log of Auger Borings
45 Spring Street, SW P.O. Box 268 Concord, NC 28026-0268 704-786-5404
www.cesicgs.com NC License No C-0263

GEOTECHNICAL ENGINEERING EVALUATION
Proposed Pinnacle Cranes Site
Highway 601, Between Wallace Road and Fieldstone Trace
Midland, North Carolina
INTRODUCTION
General
CESI has completed a subsurface exploration and engineering evaluation for the proposed
Pinnacle Cranes Site Development to be located on the west side of Highway 601 between Wallace
Road and Fieldstone Trace in Midland, North Carolina. The evaluation was performed on the
southwestern two-thirds portion of a 12.61-acre parcel. The purpose of the subsurface exploration
was to obtain data for the geotechnical engineering evaluation and to determine the occurrence of
suitable and unsuitable soils, auger refusal rock depths, and groundwater on the site.
This report describes our understanding of the project, the field testing performed, and the general
subsurface conditions encountered at the soil test pit excavation locations. Presented herein are
our geotechnical engineering design and construction recommendations.
Report Summary
The proposed development is slated to consist of an approximate 16,800 square foot
office/parts/warehouse building with adjacent asphalt drive/parking and stone yard area. The
development will also include a remote wash bay area structure and a storm water management
pond. At this point, the proposed development will occur on the southwestern two-thirds of a larger
12.61-acre parcel identified as Cabarrus County Parcel Identification Number 55437846890000.
The site is currently undeveloped and seasonally manicured.
In accordance with the requirements of the Underground Utility Safety and Damage Prevention Act
(2013), CESI contacted the North Carolina Utility Locator Service (NC One Call, or NC 811) and
requested that the local member utility providers identify, and visibly mark the utilities present, prior
to conducting the subsurface exploration activities. In response to CESI's request, North Carolina
811 assigned Ticket Number A200431150, on February 12, 2020 and reassigned ticket number
A200640538 on March 4, 2020.
The procedures used by CESI for field sampling and testing are in general accordance with
established geotechnical engineering practice. Prior to soil test boring equipment mobilization,
CESI identified 12 soil test boring locations (B-1 through B-12) based on existing topography and
preliminary site development plans. See the attached "Test Boring Location Plan". Test borings
were performed on March 9, 2020 using a Mobile B47 drill rig. Based on site features and
conceptual site plans, the anticipated boring depths below ground surface (BGS) were as follows:
• 10 feet at test locations B-2, B-4, B-9, and B-12,
• 15 feet at test locations B-1, B-3, B-5, B-6, B-8, B-10, and B-11,
• 20 feet at test location B-7.
Four of the soil test borings were advanced within the proposed building area, one at the proposed
wash bay and one at the proposed stormwater detention pond. The remaining six borings were
located across the remainder of the site. Below is a table summarizing our FINDINGS.
Pinnacle Cranes Site, Midland, North Carolina March 19, 2020
CESI Project Number 200094.000 Page 2

Table 1: Summary of Test Boring Data
Topsoil, and
Root Zone Depth to Auger Refusal Rock
Test Boring
(Inches below (Feet below ground surface)
ground surface)
B-1 4" 10.5'
B-2 5" 8.5'
B-3 8" (Boring terminated at 13.75')
B-4 5" 8.5'
B-5 6" 8.5'
B-6 5" 8.5'
B-7 6" 13'
B-8 5" 6.5'
B-9 4" (Boring terminated at 9')
B-10 4" (Boring terminated at 13.75')
B-11 6" (Boring terminated at 14')
B-12 6" (Boring terminated at 9.5')
Grass, topsoil, and a root zone was encountered at each of the test borings. This surface stratum
ranged from 4"to 8"deep. This material is not satisfactory for use as structural fill or recommended
for building, parking and/or drive support. It was noted that the surface at a majority of the test
borings were wet due to recent rains and trapped surface water.
Beneath the unusable surface materials, we encountered satisfactory residual soils primarily in the
form of firm to very stiff clayey SILT (ML), and firm to stiff silty CLAY (CL) with varying amounts
channer silt and gravel.
WEATHERED ROCK (residual) was encountered in each of the test borings, ranging from a depth
of 1' to 6' BGS.
Test boring B-1 was performed in the area of the proposed storm water detention /sand filter area.
This boring was performed first and was allowed to remain open to acclimate for the duration of the
remaining soil test boring operations. No indications of groundwater were encountered at the
depths explored. After measurements of groundwater levels were tank, the hole was backfilled with
the previously excavated auger cuttings.
Pinnacle Cranes Site, Midland, North Carolina March 19, 2020
CESI Project Number 200094.000 Page 3

PROJECT INFORMATION
The proposed development area is located on the west side of Highway 601 between Wallace Road
and Fieldstone Trace in Midland, North Carolina. The 12.61-acre parcel is identified by Cabarrus
County as Parcel Number 55437800550000 and has no physical address. The proposed
construction area (approximate southwest two-thirds of the 12.61-acre parcel) is currently
undeveloped and seasonally manicured.
Conceptual site design reflects a single sales office, an asphalt paved parking lot, gravel laydown
and storage area, a stormwater detention pond, and an equipment wash bay.
PUBLISHED INFORMATION
Residual Materials
The NRCS maps this area to contain soils of the Kirksey Silt Loam (KkB) and Badin Channery Silt
Loam (BaB) series. A typical upland soil profile of the Kirksey Silt Loam series consists of topsoil
underlain by a silty LOAM (ML), and silty clay LOAM (CL-ML), whereas a typical upland soil profile
of the Badin Channery Silt Loam series consists of channery silty loam (ML, CL) and channery silty
clay LOAM (CL, ML) with varying amounts of channer (thin fragments of shale, and/or slate).
Separating the completely weathered soil overburden from the unaltered parent rock is a transition
zone of very high consistency materials locally referred to as weathered rock. In this area,
weathered rock retains much of the bedding planes, cleavage and striations of the parent bedrock
and may consist of alternating layers of high consistency soil and rock. Weathered rock exhibits
Standard Penetration Resistances in excess of 100 blows per foot (bpf). Weathered rock and rock
and fragments of weathered rock were encountered in each of the test boring locations.
The weathering processes that formed the overburden soils and weathered rock are extremely
variable, depending on such factors as rock mineralogy, past groundwater conditions, and the
tectonic history (joints, faults, igneous intrusions, etc.) of the specific area. Differential weathering
of the rock mass has resulted in erratically varying subsurface conditions, evidenced by abrupt
changes in soil type and consistency in relatively short horizontal and vertical distances.
Furthermore, depths to rock can be irregular and isolated boulders, discontinuous rock layers, or
rock pinnacles can be present within the overburden and transition zones.
Bedrock
The residual soil overburden of this area was formed from the in-place weathering of
metasedimentary rock residual from metavolcanics and/or weathered from argillite. The project site
is located within the Carolina Slate Belt of the Piedmont Physiographic Province. According to the
Geologic Map of North Carolina by Rhodes and Conrad (1985), the bedrock at the site is
metamorphosed rock of the Later Proterozoic-Paleozoic Era, Late Proterozoic-Cambrian Period.
Pinnacle Cranes Site, Midland, North Carolina March 19, 2020
CESI Project Number 200094.000 Page 4

EXPLORATION METHODS
Field Exploration
The procedures used by CESI for field sampling and testing are in general accordance with ASTM
procedures and established geotechnical engineering practice.
The locations of 12 soil test borings were created based on existing topography, aerial photography,
and preliminary development plans for the site. The boring locations were marked in the field using
recreational-grade GPS equipment and should be considered approximate.
Soil test borings were performed using a Mobile B47 drill rig. The recovered soil samples were
visually classified by our Field Engineer at the time of test boring. A Log of Auger Boring was
prepared for each location and is included in the Attachments. The Logs were prepared using the
visual observations made in the field by our Field Engineer and are based on the Unified Soil
Classification System (USCS). The actual transition between strata may be gradual in both the
vertical and horizontal directions.
SUBSURFACE CONDITIONS
General Subsurface Profile
Grass, topsoil, and rootlets were encountered at the surface of each of the test borings. The depth
of the surface organics and organic laden soils measured 4" to 8" deep. The topsoil and organics
are not satisfactory for use as structural fill or recommended for building, asphalt pavement,
concrete pavement or gravel section support.
Beneath the unusable surface materials, we encountered residual soils primarily in the form of firm
to very stiff clayey SILT (ML), firm to stiff silty CLAY (CL) with varying amounts of WEATHERED
ROCK and WEATHERED ROCK fragments. During our investigation, no FAT CLAY (CH) or
ELASTIC SILT (MH) soils were encountered. The FAT CLAY (CH) and ELASTIC SILT (MH) soils
have a high shrink-swell potential when dried or exposed to water, respectively. These soils are
not satisfactory for direct building, asphalt pavement, concrete pavement or gravel section support.
If encountered in areas should be removed and replaced with satisfactory structural fill soils.
WEATHERED ROCK (residual) was encountered in each of the soil test borings. The depth to
WEATHERED ROCK ranged from 1' to 6' below existing ground levels. Variable amounts
WEATHERED ROCK should be anticipated during grading and construction operations. We
anticipate that WEATHERED ROCK can be excavated using conventional construction equipment.
AUGER REFUSAL ROCK was encountered at seven of the twelve test boring locations. AUGER
REFUSAL ROCK may be present in other unexplored areas of the site.
Groundwater
Test boring B-1 was advanced to an auger refusal depth of 10.5' BGS in the area of the proposed
sand filter. The boring was performed first and was allowed to remain open to acclimate for the
duration of the remaining soil test boring operations. No indications of groundwater were
encountered, and we anticipate the seasonal high-water table within the proposed sand filter area
to be greater than 10.5' BGS.
Pinnacle Cranes Site, Midland, North Carolina March 19, 2020
CESI Project Number 200094.000 Page 5

CONCLUSIONS AND RECOMMENDATIONS
Earthwork Considerations
CESI recommends construction be scheduled carefully to maximize the benefits of seasonal
weather conditions and minimize downtime for soil modification or remediation. For maximum
benefit, it is recommended that mass grading operations be performed during the summer months.
Grading and building operations should not occur during or immediately following periods of heavy
precipitation.
Once the structural areas (parking and drive lanes) have been stripped, we recommend that the
areas to provide structural support 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. CESI recommends our Field Engineer be present to evaluate
these areas during preparation for site development.
It is imperative that the grading contractor maintain adequate surface drainage to prevent water
from ponding and deteriorating the graded surface. The surface should be rolled smooth 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, CL, 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. Atterberg as well as gradation tests should be performed at the Project
Geotechnical Engineer's discretion.
Pinnacle Cranes Site, Midland, North Carolina March 19, 2020
CESI Project Number 200094.000 Page 6

❑ Maximum loose lift thickness — 8 inches.
❑ Compaction requirements — 95 percent of the maximum dry density as determined by the
standard Proctor compaction test at all depths with 100 percent of the maximum dry
density for the top 12 inches.
❑ 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.
Shallow Foundations
Design
The building foundations should be sized for a maximum net allowable bearing pressure of 3,000
pounds per square foot. The exploration findings indicate the building may be supported by shallow
spread footings bearing on residual soil or newly placed structural fill soil. Our settlement analyses
using Martin's Method of Schmertmann indicate that the total settlement potential of the footings to
be less than 0.50 inch and maximum differential settlement to be less than a 0.25 inch. 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.
Construction
Foundation bearing surfaces should be inspected by our Engineering Technician under our
Geotechnical 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 crushed aggregate. The depth and width of
undercutting should be recommended by our Project Geotechnical 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 smooth 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.
Pinnacle Cranes Site, Midland, North Carolina March 19, 2020
CESI Project Number 200094.000 Page 7

Pavement Recommendations
Below are the recommendations for light-duty and heavy-duty asphalt pavement sections. The
recommended sections are for a properly prepared surface thoroughly proofrolled and approved
under the direction of our Engineer.
Standard Duty Asphalt Pavement Section
Recommended Recommended
Thickness Pavement Section
2 inches Asphalt Surface Course —Type S 9.5C (2018 NCDOT QMS Mix)
8 inches Aggregate Base Course (ABC)
10.0 inches Total Recommended Section
Heavy Duty Asphalt Pavement Section
Recommended Recommended
Thickness Pavement Section
1.5 inches Asphalt Surface Course —Type S-9.5C (2018 NCDOT QMS Mix)
2.5 inches Asphalt Intermediate Course — Type I-19.0C (2018 NCDOT QMS Mix)
10.0 inches Aggregate Base Course (ABC)
Thoroughly proofrolled and approved soil subgrade
14.0 inches Total Recommended Section
The above recommendations should adhere to: NCDOT Standard Specifications for Roads and
Structures as well as the NCDOT 2018 QMS Manual.
Excavation
Excavation problems due to WEATHERED ROCK and refusal rock may occur during mass grading
and utility installation. For contractual purposes, CESI recommends that rock be defined as the
following:
General Mass Rock Excavation:
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 track hoe 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).
Pinnacle Cranes Site, Midland, North Carolina March 19, 2020
CESI Project Number 200094.000 Page 8

If these rock excavation conditions are encountered, CESI should be notified for verification and
quantification. Excavation of encountered general mass and trench rock will then require fracturing
using jack hammering or blasting.
Groundwater Control
Construction complications due to groundwater are not anticipated. However, if groundwater is
encountered, CESI should be contacted to supply engineering recommendations for groundwater
control and release.
FOLLOW-UP SERVICES
Field observations, monitoring, and quality assurance testing during earthwork, foundation
installation and pavement construction are an extension of the geotechnical design. As a result, we
recommend the following:
• Proofroll observations of stripped and undercut areas prior to fill placement,
• Density testing during fill soil placement and utility trench backfill,
• Verification and quantification of general mass and trench rock (if encountered),
• Building foundation bearing evaluations,
• Sampling and testing of concrete for building foundations, slabs on grade and exterior
paving,
• Reinforcing steel inspections for structural CMU wall construction,
• Sampling and testing of grout placed within structural CMU walls.
• Structural steel inspections,
• Proofroll observations within pavement areas prior to aggregate base course stone, asphalt
and concrete placement.
Pinnacle Cranes Site, Midland, North Carolina March 19, 2020
CESI Project Number 200094.000 Page 9

LIMITATIONS OF REPORT
This report has been prepared for the exclusive use of EMH&T and their designers for specific
application to the proposed project described in this report using generally accepted standards of
geotechnical engineering practice in the State of North Carolina. No other warranty is expressed or
implied. This company is not responsible for the conclusions, opinions, or recommendations of others
based on this data, nor do we accept any responsibility for others' job-site safety, which is the sole
responsibility of each contractor.
Our conclusions and recommendations are based on the design information furnished to us, the
assumptions outlined above, and our experience. They do not reflect variations in the subsurface
conditions, which are likely to exist between our test locations in unexplored areas of the site. If
such variations become apparent during construction, it will be necessary for us to re-evaluate our
conclusions and recommendations based upon on-site observation of the conditions.
ACKNOWLEDGMENT
CESI appreciates the opportunity to participate in this phase of the proposed Pinnacle Cranes
Development facility project in Midland, North Carolina. Please contact us if you have any questions
regarding this report or if we may be of further service.
Pinnacle Cranes Site, Midland, North Carolina March 19, 2020
CESI Project Number 200094.000 Page 10

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Pinnacle Cranes PROJECT#:200094.000
45 Spring Street SW
PO Box 268 Midland, North Carolina SCALE: NTS
Concord,North Carolina,28026-0268
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Concord,North Carolina,28026-0268
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www.cesicgs.com License C-0263

Log of Auger Boring No. B-1 Page 1 of 1
CES$ Project: Pinnacle Cranes Date Drilled : 03/09/2020
Location : Midland, NC Project No. 200094.000
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: 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 \4" Moist to damp topsoil and rootlets Ir
RESIDUUM: Firm slighlty moist to moist light %
brown and gray silty CLAY(CL)with little 4-3-3
- channer and coarse gravel
_ _ Stiff slighty moist light brown and gray channery
clayey SILT(ML)with seams of gray CLAY(CL) X 4-6-9
— 5 — -
HEAVILY WEATHERED ROCK sampled as
_ _ very hard tan, black, and olive brown SILT(ML) 16-34-28
_ _ WEATHERED ROCK sampled as very hard y� 36-50/4" »•
light brown, gray, black, olive brown and / \
— 10— blueish-gray SILT(ML)
_ _ Auger refusal at 10.5'
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LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-2 Page 1 of 1
CES$ Project: Pinnacle Cranes Date Drilled : 03/09/2020
Location : Midland, NC Project No. 200094.000
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: 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 i 5" Damp topsoil and rootlets
- - RESIDUUM: Firm slightly moist brown, light
brown, and gray silty CLAY(CL) j X2-2-3
_ _ Very hard light brown SILT(ML)transitioning to \/
HEAVILY WEATHERD ROCK sampled as 17-28-50/4" >>
- 5 — gray, light brown, black, and olive brown SILT / \
(ML)
WEATHERED ROCK sampled as very hard 5< 50/4" >>•
_ _ gray, light brown, black, and olive brown SILT
(ML)
50/0" »•
_ _ NO RETURN, boring terminated at 8.5'
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LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-3 Page 1 of 1
CES$ Project: Pinnacle Cranes Date Drilled : 03/09/2020
Location : Midland, NC Project No. 200094.000
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: 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 8" Moist to damp topsoil and rootlets '-
- - RESIDUUM: Firm moist light brown, gray, and r
white silty CLAY(CL)with little fine gravel, 2-3-3
- - rootlets until 24" X
_ _ WEATHERED ROCK sampled as very hard X 50/6" >>
light brown, reddish-brown, olive and gray SILT
- 5 — (ML)
WEATHERED ROCK sampled as very hard X 18-50/6" >.
_ _ light brown, reddish-brown, olive, and gray SILT / \
(ML)with seams of white and gray silty CLAY
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- - x 34-50/5" >>.
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Co
w
z -
0
U
• -20—
U
z
Z
Z _ _
ET
0
0
J
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

Log of Auger Boring No. B-4 Page 1 of 1
CES$ Project: Pinnacle Cranes Date Drilled : 03/09/2020
Location : Midland, NC _ Project No. 200094.000
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: 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 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
- 0
i 5" Moist to damp topsoil and rootlets
- - RESIDUUM: 6"Stiff moist light brown and gray
silty CLAY(CL)transitioning to HEAVILY 5-4-9
- - WEATHERED ROCK sampled as light brown,
gray, reddish-brown, and olive SILT(ML)
_ _ WEATHERED ROCK sampled as very hard X 17-50/6"light brown, reddish-brown, and gray SILT(ML)
— 5 —
X 50/3" »•
50/0" »•
_ _ Boring terminated at 8.5'
—10—
_
F-
0
O - -
z
Ui
w
W
Z_ -0
Z
W
• -15-
0
U
Z -
_
O
U
a
O - -
vi
z
it - -
0
Co
w
z - -
0
U
• -20—
U
z
Z
Z _ _
ET
0
0
J
0
Z
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-5 Page 1 of 1
CES$ Project: Pinnacle Cranes Date Drilled : 03/09/2020
Location : Midland, NC Project No. 200094.000
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: 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
_— o \6" Moist topsoil and rootlets
RESIDUUM: Stiff moist to damp olive-yellow,
light brown, reddish-yellow silty CLAY(CL) X% 3-3-3
_ _ WEATHERED ROCK sampled as very hard X 31-50/3" »
light brown, gray, and olive-brown SILT(ML)
- 5 — with small seams of light brown to gray silty
CLAY(CL)
X 50/3" >>•
50/0" »•
_ _ Auger refusal at 8.5'
—10—
N
_
F-
0
O - -
z
Ui
w
W
Z_ - -
0
Z
Ii
ET
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

Log of Auger Boring No. B-6 Page 1 of 1
CES$ Project: Pinnacle Cranes Date Drilled : 03/09/2020
Location : Midland, NC Project No. 200094.000
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: 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 \5" Moist to damp topsoil and rootlets '-
- - RESIDUUM: Firm slightly moist light brown,
gray, and white clayey SILT(ML)with littleX 3-3-4
- - channer
_ _ Hard light brown, gray, and white channery silty r
CLAY(CL)with WEATHERED ROCK j 8-17-21
- 5 _ fragments sampled as tan, gray, olive, and
reddish-brown SILT(ML)
WEATHERED ROCK sampled as very hard x 50/6" >>•
_ _ light brown, gray, and olive-brown SILT(ML)
50/0" »•
_ _ NO RETURN, auger refusal at 8.5'
— 10—
_
F-
0
O - -
z
Ui
w
W
Z_ - -
0
Z
Ii
ET
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

Log of Auger Boring No. B-7 Page 1 of 1
CES$ Project: Pinnacle Cranes Date Drilled : 03/09/2020
Location : Midland, NC _ Project No. 200094.000
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: 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 I 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
_- 0 \6" Moist topsoil and rootlets •
- RESIDUUM: 10" Stiff moist light brown and gray
silty CLAY(CL)transitioning to HEAVILYX 3-4-5
- - WEATHERED ROCK sampled as olive-brown
and light brown SILT(ML)with seams of gray
- - and light brown CLAY(CL)
_ _ HEAVILY WEATHERED ROCK sampled as
very hard brown, olive-brown, gray, and black 25-15-20
- 5 — SILT (ML)with small seams of light brown and
gray channery clayey SILT(ML)
WEATHERED ROCK sampled as very hard >< 50/4 »•
_ _ light brown, olive-brown, reddish-brown, and
gray SILT (ML)
— 50/1" >>•
— 10—
N
_ _
F-
0
O — -
Auger refusal at 13'
w
w
• -
0
z
w
• — 15-
0
U
Z -
_
O
U
a
O - -
vi
z
it - -
0
Co
w
z - -
0
U
• -20—
U
z
Z
Z _ _
ET
0
0
J
0
Z
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-8 Page 1 of 1
CES$ Project: Pinnacle Cranes Date Drilled : 03/09/2020
Location : Midland, NC Project No. 200094.000
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: 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 \5" Moist topsoil and rootlets '-
- - RESIDUUM: 3"Slightly moist very stiff light
brown, gray, and white clayey SILT(ML) 7-8-9
- - transitioning to HEAVILY WEATHERED ROCK
sampled as light brown, gray, and olive SILT
- - (ML)with small seams of gray and white silty
- CLAY(CL) 50/2" >>
WEATHERED ROCK sampled as very hard
light brown, gray, olive-brown, and white SILT
— 5 — (ML)
- - — 50/0" >>•
_ _ NO RETURN, auger refusal at 6.5'
—10—
_
F-
0
O - -
z
Ui
w
W
Z_ - -
0
Z
Ii
ET
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

Log of Auger Boring No. B-9 Page 1 of 1
CES$ Project: Pinnacle Cranes Date Drilled : 03/09/2020
Location : Midland, NC _ Project No. 200094.000
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: 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 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 \4" Moist topsoil and rootlets I%"rj�'
- RESIDUUM: Stiff slightly moist brown and gray
channery silty CLAY(CL)and few fragments ofX 3-3-6
- - HEAVILY WEATHERED ROCK sampled as
blueish-gray and light brown SILT(ML)
— 50/1"
_ _ WEATHERED ROCK sampled as very hard
light brown, gray, brown, and olive SILT(ML)
— 5 —
x 50/6" >>•
— - x 50/6" >>•
Boring terminated at 9'
— 10—
N
_
F-
0
O - -
z
Ui
w
W
Z_ -0
Z
W
• — 15—
EK
0
U
Z _ _
O
U
a
o - -
vi
z
it - -
0
m
Co
w
z - -
0
U
• —20—
U
z
Z
Z _ _
ET_
0
0
J
0
Z
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-10 Page 1 of
CES$ Project: Pinnacle Cranes Date Drilled : 03/09/2020
Location : Midland, NC _ Project No. 200094.000
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: 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 I 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
-- 0 \4" Moist topsoil and rootlets �J
- RESIDUUM: Stiff moist brown and gray
channery silty CLAY(CL)transitioning toX 4-4-7
- - HEAVILY WEATHERED ROCK sampled as
reddish-yellow, light brown and gray SILT(ML)
- - with small seams of gra and white silty CLAY
- (CL)
- X 16-50/6"
WEATHERED ROCK sampled as very hard
— 5 — brownish-yellow, light brown, gray and
olive-brown SILT(ML)with small seams of
_ white and gray silty CLAY(CL) X
7-50/6" >>•
-
- - X 33-50/6" >>.
—10—
N
M - -
F-
0
o - -
z
w _ >G 50/3" >>•
• - - Boring terminated at 13.75'
z
w
• — 15—
EK
0
U
Z _ _
O
U
a
o - -
vi
z
it - -
0
m
Co
w
z - -
0
U
• —20—
U
z
Z
Z _ _
ET_
0
0
J
0
Z
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
CES$ Project: Pinnacle Cranes Date Drilled : 03/09/2020
Location : Midland, NC Project No. 200094.000
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: 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" Moist topsoil with rootlets '-
- - RESIDUUM: Firm moist gray and light brown
clayey SILT(ML)
X 2-3-5
_ _ HEAVILY WEATHERED ROCK sampled as X 15-50/3"
very hard light brown, gray, reddish-brown SILT
- 5 — (ML)with small seams of white silty CLAY(CL)
WEATHERED ROCK sampled as very hard X 50/6" »•
_ _ light brown, olive, reddish-brown, gray, and
black SILT (ML)
X 50/6" >>•
- -
— 10—
N
_ _
F-
0
O - -
z
W u 50/6" >>•
• — -
z Boring terminated at 14'
• — 15—
EK
0
U
Z _ _
O
U
a
O - -
vi
z
it - -
0
m
Co
w
z -
0
U
• —20—
U
z
Z
Z _ _
ET_
0
0
J
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

Log of Auger Boring No. B-12 Page 1 of
CES� Project: Pinnacle Cranes Date Drilled : 03/09/2020
Location : Midland, NC Project No. 200094.000
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: 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" Moist topsoil and rootlets
- RESIDUUM: Stiff moist brown silty CLAY(CL)
- (CL)
ran)transitioing to light brown and gray silty CLAY 4-4-5
CL
_ _ HEAVILY WEATHERED ROCK sampled as X 13-50/6" 1111 -- 11
very hard gray and brown SILT(ML)with small
- 5 — seams of white and gray silty CLAY(CL)
WEATHERED ROCK sampled as very hard X 50/6' >>•
_ _ light brown, gray, and olive-brown SILT(ML)
with small seams of brown silty CLAY(CL)
X 50/6" >>•
-
- 10— Boring terminated at 9.5'
_
F-
0
O - -
z
Ui
w
W
Z_ - -
U'
Z
• — 15-
0
_ _
a
o - -
vi
it - -
0
m
w
• - -
U
• —20—
U
• _ _
ET
0
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

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.