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Geotechnical Engineering Report
Duke Energy• .Speedway Parcel
Midland, Cabarrus County,•Carolina
September 17, 2019
Terracon Project No. 71195085
Duke Energy Renewables
Charlotte, NC
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Terracon Consultants, Inc.
Charlotte, NC

September 17, 2019
Duke Energy Renewables
550 South Caldwell Street
Charlotte, NC 28202
Attn: Mr. Emilio Villanueva
P: [phone]
E: [e-mail]
Re: Geotechnical Engineering Report
Duke Energy Solar — Speedway Parcel
Wallace Road and Bethel Avenue Extension
Midland, Cabarrus County, North Carolina
Terracon Project No. 71195085
Dear Mr. Villanueva:
We have completed Geotechnical Engineering services for the above referenced project. This
study was performed in general accordance with Terracon Proposal No. P71195085 dated June
6, 2019. This report presents the findings of the subsurface exploration and provides geotechnical
recommendations concerning earthwork and the design and construction of foundations and floor
slabs for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report or if we may be of further service, please contact us.
Sincerely,
Terracon Consultants, Inc.
Sierra M. Mondin, E.I.
Geotechnical Staff Professional
Senior Review: James D. Hoskins, P.E.
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Michael R. Bailey, P.E
Senior Engineer
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 GevReport
A geotechnical investigation has been completed for the proposed solar site to be located at Wallace
Road and Bethel Avenue Extension in Midland, North Carolina. Eight borings, designated B-1
through B-8, were performed to depths of approximately 8.5 to 14.9 feet below existing ground
surface throughout the project site. Additionally, we have included borings logs from 2018 that were
performed on the Troutman property. The following geotechnical considerations were identified from
our most recent borings:
Partially weathered rock (PWR) and/or hard residual soils were encountered in each of our
borings at depths ranging from approximately 1 to 5 feet below the existing ground surface.
PWR was encountered at depths as shallow as 3 feet below existing ground surface, and auger
refusal was encountered in Boring B-8 at 8.5 feet. Rock, PWR, and some hard residual soils,
if encountered in excavations, will require additional effort to penetrate. Further details are
included herein.
Based on our experience with performing full-scale pile load testing, we expect embedment
depths on the order of 6 to 9 feet bgs will be sufficient to resist typical racking system design
loads. Slightly shallower embedment depths may be acceptable where shallow PWR and pre -
drilling and grouting of piles is performed. The actual design capacity for piles should be
determined through a preconstruction full-scale pile load testing (PLT) program. The results of
a PLT program performed in conjunction with subsurface site characterization are usually
successful in reducing the design embedment depth when compared to design based on site
characterization and analytical methods alone
We have provided preliminary geotechnical parameters for foundation evaluation based the
results of our subsurface characterization and have used these parameters to perform
preliminary pile capacity analyses. Based on the analytical analyses presented in this report,
we expect that driven piles will not be able to significantly penetrate PWR, and we expect some
production piles will encounter driving refusal on PWR. Piles that encounter shallow refusal
could be "proof tested" to demonstrate suitable capacity; however, extremely short piles will
likely not develop sufficient lateral or uplift capacities. With a proof testing program, a
contingency procedure, such as removal and replacement with a drilled -and -grouted section,
should be developed for remediation of unsuitable piles. Alternative foundation types, such as
pre -drilled piles, concrete ballast or drilled piers, could also be considered for project design.
Based on the results of our subsurface investigation and the 2018 North Carolina State
Building Code, the seismic site classification for this site is C.
The site is expected to be suitable for support of the proposed access roadway when subgrade
preparation is performed as described in this report. We also expect the site to be suitable for
support of lightly loaded structures and equipment on shallow foundations.
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 GevReport
Borings B-2 and B-8 were tested for pH, soil resistivity, chloride and sulfate to analyze corrosive
potential. Based on our review of the subsurface data and laboratory testing, it appears the
on -site soils have a generally non -aggressive corrosion potential according to Section 7.5 in
the Soil Nail Walls Reference Manual, Publication No. FHWA-NHI-14-007, February 2015.
Additional details of the laboratory testing results are provided herein.
The proposed ancillary structures may be supported on shallow footings bearing on natural
soils or engineered fill placed over the suitable natural soils following completion of the
recommended site preparation measures. A subgrade prepared and tested as recommended
in this report should provide adequate support for any ground supported floor slabs associated
with the proposed construction.
A geophysical investigation has also been performed by Terracon for the project sites and has
been submitted under a separate cover. The results of the geophysical investigation are
relatively consistent with the results of our geotechnical field investigation.
A geotechnical investigation was performed by Terracon previously for the Troutman site
(Terracon Project No. 71185110). We understand that Duke Energy has acquired permission
from Strata Solar to utilize the data collected as part of this previous investigation, and therefore
the field information (borings and laboratory testing results) have been included as attachments
to this report.
This summary should be used in conjunction with the entire report for design purposes. It should
be recognized that details were not included or fully developed in this section, and the report must
be read in its entirety for a comprehensive understanding of the items contained herein. The
section titled (Jeineiralll oinninnein'ts should be read for an understanding of the report limitations.
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Geotechnical Engineering Report
Duke Energy Solar — Speedway Parcel
Wallace Road and Bethel Avenue Extension
Midland, Cabarrus County, North Carolina
Terracon Project No. 71195085
September 17, 2019
This report presents the results of our subsurface exploration and geotechnical engineering
services performed for the proposed Solar Sites to be located at Wallace Road and Bethel Avenue
Extension in Midland, Cabarrus County, North Carolina. The purpose of these services is to
provide information and geotechnical engineering recommendations relative to:
Subsurface soil conditions Foundation design and construction
Site preparation and earthwork PV panel racking system
Excavation considerations Seismic site classification per NCSBC
Corrosivity analysis
The geotechnical engineering Scope of Services for this project included the advancement of
eight test borings to depths ranging from approximately 8.5 to 14.9 feet below existing site grades.
Maps showing the site and boring locations are shown in the Sliite Ill....ocatliioin and Illl xllf lllouratliiouim
Illain sections, respectively. The results of the laboratory testing performed on soil samples
obtained from the site during the field exploration are included on the boring logs in the
xllf lllouratliiouim III''Resallhts section.
The following description of site conditions is derived from our site visit in association with the
field exploration and our review of publicly available geologic and topographic maps.
The project is located at Wallace Road and Bethel Avenue Extension in
Cabarrus County, North Carolina. The site is comprised of three separate
Parcel Information parcels, which total approximately 218 acres with coordinates to the site at
approximately 35.218751 °,-80.529802°.
See Siile Ill...,ocalliou
The sites are currently used as a farmland. Two of the parcels are mostly
Existing Improvements cleared, and one parcel is used as a tree farm and is wooded.
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
Current Ground Cover I The site is cultivated farmland (crops and tree harvest areas).
The northern parcels have elevations ranging from approximately 530 feet
Existing Topography (from Google Earth Pro) to 560 feet. The southern, tree farm parcel has elevations ranging from
approximately 500 feet to 540 feet.
Geology Piedmont Physiographic Providence. See Ce6ogy.
Our initial understanding of the project was provided in our proposal and was discussed during
project planning. A period of collaboration has transpired since the project was initiated, and our
final understanding of the project conditions is as follows:
The project site totals approximately 218 acres located along Wallace
Information Provided
Road and Bethel Avenue Extension, in Midland, Cabarrus County, North
Carolina.
The construction is anticipated to include an array of solar photovoltaic
Proposed Structures
panels on single -axis trackers. The panels will be installed on ground -
(assumed)
mounted systems likely supported on driven/drilled piles.
The proposed improvements will be driven W-section steel piles (W6x7,
Proposed Construction
W6x15, or similar) and concrete inverter pads. An existing substation
(assumed)
located at the northern end of the site is anticipated to be utilized.
It is estimated that potential maximum loads (using Allowable Strength
Design) will be up to:
Maximum Loads
Lateral/Shear = 2,900 lbs.
(assumed)
Axial Tension = 2,000 lbs.
Axial Compression = 3,000 lbs.
Maximum Allowable
At ground surface: Less than 0.5 inch
Lateral Deflection
(assumed)
At top of pile (approx. 5 feet): Less than 3 inches
Grading plan are currently unavailable, but we expect final grades will be
Grading/Slopes
close to existing grades.
Final slope angles of 3H:1V (Horizontal: Vertical) or flatter are expected.
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
Geology
The project site is located in the Piedmont Physiographic Province. The residual soils in this area are
the product of in -place chemical weathering of rock. The typical residual soil profile consists of silty
soils near the surface where soil weathering is more advanced, underlain by sandy silts and silty
sands that generally become harder with depth to the top of parent bedrock. Alluvial soils are typically
present within floodplain areas along creeks and rivers in the Piedmont. According to the 1985
Geologic Map of North Carolina, the site is within the Carolina Slate Belt. The bedrock underlying
the site generally consists of Phyllite and Schist Rock.
The boundary between soil and rock in the Piedmont is not sharply defined. A transitional zone
termed "partially weathered rock" is normally found overlying the parent bedrock. Partially weathered
rock (PWR) is defined for engineering purposes as residual material with a standard penetration test
resistance exceeding 100 blows per foot. The transition between hard/dense residual soils and
partially weathered rock occurs at irregular depths due to variations in degree of weathering.
in upland areas of the Piedmont. Fluctuations in groundwater levels on the order of 2 to 4 feet a
typical in residual soils and partially weathered rock in the Piedmont, depending on variations
Subsurface Profile
We have developed a general characterization of the subsurface conditions based upon our
review of the subsurface exploration, laboratory data, geologic setting and our understanding of
the project. This characterization forms the basis of our geotechnical calculations and evaluation
of site preparation and foundation options. Conditions encountered at each exploration point are
indicated on the individual logs found in the Illl xllfllleuretliieui III''°.eeullhte. Based on the results of the
borings, conditions below the ground surface can be idealized as follows:
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
3 3 > 8.5 feet Auger Refusal N/A
Referenced from the top of ground surface.
r. Encountered in each boring location.
3. Encountered in Borina B-06.
The boreholes were observed while drilling and after completion for the presence and level of
groundwater. Groundwater was not observed in any of our borings while drilling, or for the short
duration the borings could remain open. However, this does not necessarily mean the borings
terminated above groundwater, or the water levels summarized above are stable groundwater levels.
Due to the low permeability of the soils encountered in the borings, a relatively long period may be
necessary for a groundwater level to develop and stabilize in a borehole. Long term observations in
piezometers or observation wells sealed from the influence of surface water are often required to
define groundwater levels in materials of this
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and
other factors not evident at the time the borings were performed. Therefore, groundwater levels
during construction or at other times in the life of the structure may be higher or lower than the levels
indicated on the boring logs. The possibility of groundwater level fluctuations should be considered
when developing the design and construction plans for the project.
Partially weathered rock (PWR) and/or hard residual soils were encountered in each of our borings
at depths ranging from approximately 1 to 5 feet below the existing ground surface. PWR was
encountered at depths as shallow as 3 feet below existing ground surface, and auger refusal was
encountered in Boring B-8 at 8.5 feet. Rock, PWR, and some hard residual soils, if encountered in
excavations, will require additional effort to penetrate. Further details are included herein.
Based on our experience with performing full-scale pile load testing, we expect embedment depths
on the order of 6 to 9 feet bgs will be sufficient to resist typical racking system design loads. Slightly
shallower embedment depths may be acceptable where shallow PWR and pre -drilling and grouting
of piles is performed. The actual design capacity for piles should be determined through a
preconstruction full-scale pile load testing (PLT) program. The results of a PLT program performed
in conjunction with subsurface site characterization are usually successful in reducing the design
embedment depth when compared to design based on site characterization and analytical methods
alone.
We have provided preliminary geotechnical parameters for foundation evaluation based the results
of our subsurface characterization and have used these parameters to perform preliminary pile
Ptesllr oii���msliive in II P��tesou.�urce�fu.flll in III'��telllli4lVrllle

Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
capacity analyses. Based on the analytical analyses presented in this report, we expect that driven
piles will not be able to significantly penetrate PWR, and we expect some production piles will
encounter driving refusal on PWR. Piles that encounter shallow refusal could be "proof tested" to
demonstrate suitable capacity; however, extremely short piles will likely not develop sufficient lateral
or uplift capacities. With a proof testing program, a contingency procedure, such as removal and
replacement with a drilled -and -grouted section, should be developed for remediation of unsuitable
piles. Alternative foundation types, such as pre -drilled piles, concrete ballast or drilled piers, could
also be considered for project design.
Based on the results of our subsurface investigation and the 2018 North Carolina State Building
Code, the seismic site classification for this site is C.
The site is expected to be suitable for support of the proposed access roadway when subgrade
preparation is performed as described in this report. We also expect the site to be suitable for support
of lightly loaded structures and equipment on shallow foundations.
Borings (B-2 and B-8) were tested for pH, soil resistivity, chloride and sulfate to analyze corrosive
potential. Based on our review of the subsurface data and laboratory testing, it appears the on -site
soils have a generally non -aggressive corrosion potential according to Section 7.5 in the Soil Nail
Walls Reference Manual, Publication No. FHWA-NHI-14-007, February 2015. Additional details of
the laboratory testing results are provided herein.
The proposed ancillary structures may be supported on shallow footings bearing on natural soils or
engineered fill placed over the suitable natural soils following completion of the recommended site
preparation measures. A subgrade prepared and tested as recommended in this report should
provide adequate support for any ground supported floor slabs associated with the proposed
construction.
A geophysical investigation has also been performed by Terracon for the project sites and has been
submitted under a separate cover. The results of the geophysical investigation are relatively
consistent with the results of our geotechnical field investigation.
A geotechnical investigation was performed by Terracon previously for the Troutman site (Terracon
Project No. 71185110). We understand that Duke Energy has acquired permission from Strata Solar
to utilize the data collected as part of this previous investigation, and therefore the field information
(borings and laboratory testing results) have been included as attachments to this report.
The (Jeineiralll Coinninnein'ts section provides an understanding of the report limitations.
- $]
Earthwork is anticipated to include clearing and grubbing, excavations, and fill placement. The
following sections provide recommendations for use in the preparation of specifications for the
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
work. Recommendations include critical quality criteria, as necessary, to render the site in the
state considered in our geotechnical engineering evaluation for foundations, floor slabs, and
pavements.
Prior to placing fill, existing vegetation and root mat should be removed. Complete stripping of the
topsoil should be performed in the proposed building and parking/driveway areas.
The subgrade should be proofrolled with an adequately loaded vehicle such as a fully -loaded
tandem -axle dump truck. The proofrolling should be performed under the direction of the
Geotechnical Engineer. Areas excessively deflecting under the proofroll should be delineated and
subsequently addressed by the Geotechnical Engineer. Such areas should either be removed or
modified by stabilizing. Excessively wet or dry material should either be removed or moisture
conditioned and recompacted.
Fill Material Types
Earthen materials used for structural fill should meet the following material property requirements:
All locations and elevations
Structural fill should consist of approved materials free of organic matter and debris. Frozen material should
not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be
submitted to the Geotechnical Engineer for evaluation prior to use on this site.
Fill Compaction Requirements
Structural fill should meet the following compaction requirements.
8 to 10 inches or less in loose thickness when heavy, self-propelled
Maximum Lift compaction equipment is used
Thickness 4 to 6 inches in loose thickness when hand -guided equipment (i.e. jumping
jack or plate compactor) is used
Minimum
100% of soils maximum dry density within 1 foot of finished pavement
Compaction subgrade
Requirements, e, 3 95% of soils maximum dry density above foundations, below floor slabs, and
more than 1 foot below finished pavement subgrade
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
Water Content
Range 1 11111111 Within 3% of optimum moisture content
Maximum density and optimum water content as determined by the standard Proctor test (ASTM D 698).
2 High plasticity cohesive fill should not be compacted to more than 100 percent of standard Proctor
maximum dry density.
3. If the granular material is a coarse sand or gravel, or of a uniform size, or has a low fines content,
compaction comparison to relative density may be more appropriate. In this case, granular materials should
be compacted to at least 80% relative densitv (ASTM D 4253 and D 4254).
Utility Trench Backfill
For low permeability subgrades, utility trenches are a common source of water infiltration and
migration. Utility trenches penetrating beneath the structures should be effectively sealed to
restrict water intrusion and flow through the trenches, which could migrate below the structures.
The trench should provide an effective trench plug that extends at least 5 feet from the face of the
building exterior. The plug material should consist of cementitious flowable fill or low permeability
clay. The trench plug material should be placed to surround the utility line. If used, the clay trench
plug material should be placed and compacted to comply with the water content and compaction
recommendations for structural fill stated previously in this report.
All grades must provide effective drainage away from the structures during and after construction
and should be maintained throughout the life of the structure. Water retained next to the structures
can result in soil movements greater than those discussed in this report.
Exposed ground should be sloped and maintained at a minimum 5% away from the structures for
at least 10 feet beyond the perimeter of the structures. After structure construction and
landscaping have been completed, final grades should be verified to document effective drainage
has been achieved. Grades around the structure should also be periodically inspected and
adjusted, as necessary, as part of the structure's maintenance program. Where paving or flatwork
abuts the structure, a maintenance program should be established to effectively seal and maintain
joints and prevent surface water infiltration.
Excavations
The existing fill and residual soils encountered at the boring locations may be excavated with
conventional construction equipment such as bulldozers, backhoes, and trackhoes. Very hard
residual soils, PWR, and auger refusal materials were encountered in some of the borings at
relatively shallow depths (less than 5 feet) and may be encountered at similar depths in other
areas across the site as indicated in the geophysical investigation results performed and reported
separately. Relatively deep excavations, such as for underground utility installation, may
encounter hard excavation and potential weathered rock that may require blasting or hammering
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
to remove efficiently. Smaller equipment may have difficult excavating PWR. A large trackhoe or
bulldozer equipped with a single -tooth ripper maybe required to excavate these materials. Some
PWR, especially in confined excavations, and rock will require blasting or impact hammering to
efficiently excavate. We recommend that unit rates for mass rock and trench rock be included in
the bid package to limit disputes in the event that rock -like materials are encountered.
It is our opinion that a clear and appropriate definition of rock should be included in the project
specifications to reduce the potential for misunderstandings. A sample definition of rock for
excavation specifications is provided below:
Mass Rock is defined as any material that cannot be dislodged by a Caterpillar D-8
Bulldozer, or equivalent, equipped with a single tooth ripper, without the use of impact
hammers or drilling and blasting. Trench Rock is defined as any material that cannot
be dislodged by a Caterpillar 325 hydraulic backhoe, or equivalent, without the use of
impact hammers or drilling and blasting. Boulders or masses of rock exceeding
cubic yard in volume shall also be considered mass or trench rock, respectively,
during excavation. These classifications do not include materials such as loose rock,
concrete, or other materials that can be removed by means other than impact
hammering, but which for any reason, such as economic reasons, the Contractor
chooses to remove by impact hammering.
Upon completion of filling and grading, care should be taken to maintain the subgrade water
content prior to construction of floor slabs. Construction traffic over the completed subgrades
should be avoided. The site should also be graded to prevent ponding of surface water on the
prepared subgrades or in excavations. Water collecting over, or adjacent to, construction areas
should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected
material should be removed, or the materials should be scarified, moisture conditioned, and
recompacted, prior to floor slab construction.
As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926,
Subpart P, "Excavations" and its appendices, and in accordance with any applicable local, and/or
state regulations. The grading contractor should be responsible for designing and constructing
stable, temporary excavations and should shore, slope, or bench the sides of the excavations as
required, to maintain stability of both the excavation sides and bottom.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods, and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean Terracon is assuming responsibility for
construction site safety, or the contractor's activities; such responsibility shall neither be implied
nor inferred.
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
Construction Observation and Testing
The earthwork efforts should be monitored under the direction of the Geotechnical Engineer.
Monitoring should include documentation of adequate removal of vegetation and topsoil,
proofrolling, and mitigation of areas delineated by the proofroll to require mitigation.
Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved
by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested
for density and water content at a frequency of at least one test for every 2,500 square feet of
compacted fill in the building areas and 5,000 square feet in pavement areas. One density and
water content test should be performed for every 50 linear feet of compacted utility trench backfill.
In areas of foundation excavations, the bearing subgrade should be evaluated under the direction
of the Geotechnical Engineer. If unanticipated conditions are encountered, the Geotechnical
Engineer should prescribe mitigation options.
In addition to the documentation of the essential parameters necessary for construction, the
continuation of the Geotechnical Engineer into the construction phase of the project provides the
continuity to maintain the Geotechnical Engineer's evaluation of subsurface conditions, including
assessing variations and associated design changes.
In our opinion, the proposed ancillary structures and equipment pads can be supported on shallow
foundations following the completion of subgrade preparation as described in the earthwork
section of this report and additional subgrade evaluation at the time of construction. The following
sections present our recommendations for shallow foundation design and construction. If the site
has been prepared in accordance with the requirements noted in Illl eurtllhvourlll, the following design
parameters are applicable for shallow foundations.
Spread Footing Foundation Design
Maximum Net Allowable Bearing
pressure ,
Minimum Foundation Dimensions
Ultimate Coefficient of Sliding
Friction
3,000 psf (bearing within hard residual soils or structural fill)
Columns: 24 inches
Continuous: 16 inches
0.28 (residual soils)
0.35 (granular engineered fill)
0.41 (partially weathered rock
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
Minimum Embedment below
Finished Grade 4
18 inches
Estimated Total Settlement from
Structural Loads Less than about 1 inch
Estimated Differential Settlement I About 3/4 over 40 feet
The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding
overburden pressure at the footing base elevation. An appropriate factor of safety has been applied. Values
assume that exterior grades are no steeper than 20% within 10 feet of structure.
2 Values provided are for maximum loads noted in II "u vject Descirlpflon.
3. Can be used to compute sliding resistance where foundations are placed on suitable soil/materials. Should
be neglected for foundations subject to net uplift conditions.
r . Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping
ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure.
Shallow Mat or Equipment Pad Foundations
The base of all foundation excavations should be free of water and loose soil prior to placing
concrete. Concrete should be placed as soon as practical after excavating to reduce bearing soil
disturbance. Should the soils at bearing level become excessively disturbed or saturated, the
affected soil should be removed prior to placing concrete.
The foundation bearing materials should be further evaluated at the time of the foundation
excavation. A representative of the geotechnical engineer should use a combination of hand
auger borings and dynamic cone penetrometer (DCP) testing to determine the suitability of the
bearing materials for the design bearing pressure. Excessively soft, loose or wet bearing soils
should be overexcavated to a depth recommended by the geotechnical engineer. The footings
could then bear directly on these soils at the lower level or the excavated soils could be replaced
with compacted engineered fill as described in this report.
Maximum Net Allowable Bearing
pressure ,
Maximum Toe Bearing Pressure for
Transient Loading Conditions
Vertical Modulus of Subgrade
Reaction
Ultimate Coefficient of Sliding
Friction
3,000 psf (bearing within hard residual soils or engineered fill)
3,000 psf
10 pci
0.28 (residual soils)
0.35 (granular engineered fill)
0.41 (partially weathered rock
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
Minimum Embedment below
Finished Grade 4
18 inches
Estimated Total Settlement from
Structural Loads Less than about 1 inch
The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding
overburden pressure at the footing base elevation. An appropriate factor of safety has been applied. Values
assume that exterior grades are no steeper than 20% within 10 feet of structure.
2 The foundation settlement will depend upon the variations within the subsurface soil profile, the structural
loading conditions, the embedment depth of the footing, the thickness of compacted fill, and the quality of
the earthwork operations. Values provided are for maximum loads noted in II "u eject IDe cu lip lion.
3. Can be used to compute sliding resistance where foundations are placed on suitable soil/materials. Should
be neglected for foundations subject to net uplift conditions.
r . Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping
around, maintain depth below the lowest adiacent exterior grade within 5 horizontal feet of the structure.
Shallow Foundation Construction Considerations
As noted in Illl eu tllhwourlll, the footing excavations should be evaluated under the direction of the
Geotechnical Engineer. The base of all foundation excavations should be free of water and loose
soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing
soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during
construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the
footing excavations should be removed/reconditioned before foundation concrete is placed.
If unsuitable bearing soils are encountered at the base of the planned footing excavation, the
excavation should be extended deeper to suitable soils, and the footings could bear directly on
these soils at the lower level or on lean concrete backfill placed in the excavations. This is
illustrated on the sketch below.
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
Over -excavation for structural fill placement below footings should be conducted as shown below.
The over -excavation should be backfilled up to the footing base elevation, with structural fill
placed, as recommended in the Illl eu tllhwourlll section.
• • Y �.. Y �IWiill i... ii:III] Y
We have provided preliminary geotechnical parameters for foundation evaluation based on the
results of our subsurface characterization and have used these parameters to perform preliminary
pile capacity analyses. PWR and/or very dense/hard residual soils were encountered within less
than 8 feet from the existing ground surface in each of the borings and was encountered as
shallow as 1 foot below existing ground surface. Additionally, site grading may remove some of
the existing overburden soil that currently overlies PWR.
Driven piles will not be able to significantly penetrate PWR and we expect some production piles
will encounter driving refusal on PWR. Therefore, the following installation options should be
considered:
Piles can be attempted to be driven to anticipated bearing depths, and piles that encounter
shallow refusal could be "proof tested" to demonstrate suitable capacity, however, extremely short
piles will likely not develop sufficient lateral or uplift capacities. With a proof testing program, a
contingency procedure, such as removal and replacement with a drilled -and -grouted section,
should be developed for remediation of unsuitable piles.
Alternatively, due to the anticipated driving conditions throughout the site, the production piles
could be installed into a pre -drilled hole and grouted in place. While this option may not be more
economical than driving piles, it will help to avoid the potential for shallow refusal conditions that
could result in the need to remove and replace piles and cause construction delays.
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
Based on the analytical analyses presented in this report and our experience with performing full-
scale pile load testing, we expect that piles driven to embedment depths on the order of 6 to 9
feet bgs at the project site will have the capacity to resist typical racking system design loads.
Alternatively, we expect that drilled -and -grouted W-section or other steel pile foundations
embedded to a minimum of 6 to 9 feet below planned subgrade will be sufficient for support of
typical solar panel racking systems. The actual foundation design should be performed in
consideration of preconstruction full-scale pile load testing (PLT) program. The results of a PLT
program performed in conjunction with subsurface site characterization are usually successful in
reducing the design embedment depth when compared to design based on site characterization
and analytical methods alone.
The recommended PLT program should be performed when more details regarding foundation
type and loads become available. The PLT program should also be performed in consideration of
the intended production pile properties including section size, section shape, surface texture (e.g.
bare steel, 3mil galvanized, etc.), and installation methods, equipment, and procedures. The final
structural design for pile foundations should consider anticipated steel loss due to corrosion and
the design loads provided by the racking manufacturer.
Preliminary Axial Capacity Design Recommendations
The axial tensile (pull-out) capacity can be developed from skin friction while the axial
compressive capacity can be developed from skin friction and end bearing of individual piles. The
parameters in the following table can be used to preliminarily analyze axial capacity of drilled -and -
grouted steel piles in support of solar panel racking systems. These values include a safety factor
of 2.
0-3
Ignore
Ignore
3 — 5.5
400 psf
__ ....
5.5 — 8
850 psf
5,000 p:
8 — 14.5
870 psf
5,000 p:
14.5 — 14.9
1250 psf
5,000 p:
1. Referenced from the top of existing ground surface.
bgs = below the ground surface
The above indicated skin friction is appropriate for uplift and compressive loading. The skin friction
perimeter should be calculated using the "fully -plugged" assumption where the perimeter equals
twice the sum of the flange width and web depth. The end bearing area should also be calculated
using the "fully -plugged" assumption where the bearing area equals the product of the pile depth
lesllr oui���msliive in II P��feSOLUrcefu�flll in III'��1eIllli4lWle 13

Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
and flange width. Resistance within the upper 18 inches of soil should be neglected as indicated
when calculating skin friction.
Piles should have a minimum center -to -center spacing of at least 3 times their largest cross -
sectional dimension to prevent reduction in the axial capacities due to group effects. If the piles
are designed using the above parameters, settlements are not anticipated to exceed 1 inch.
We have calculated the geotechnical axial capacities for drilled -and -grouted W6x9, W6x15, and
W6x20 pile sections using the preliminary geotechnical engineering parameters obtained during
our subsurface exploration. A plot of this capacity as a function of embedment depth is included
in the figure below:
N
I
7
3
C.)9
10
E
7)
11
E
M
W
Estimated Axial t~IIpiiftCapacity, ibs
Estimated Axial Compressive Capacity, ibs
4
-----1 11x9----- W&15 — 6x20 Typo c 11 Upper 5orund for Dees gn
Figure 1: Preliminary estimates of axial uplift and axial compressive capacity for various 6-inch
deep, wide -flange sections as a function of embedment depth based on the preliminary parameters
in Table 4.
Preliminary Lateral Capacity Design Recommendations
Driven/drilled relatively slender steel pile elements can be considered as foundations for the
proposed solar array structures. The design capacity of a single -driven pile is a function of several
factors including the size and type of the pile and the engineering properties of the subsurface
I
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In
leallr oui� s� live in III IiZeaou.�uirce�ft 111 in III'i�lelllliiMiWle 1 ,,,

Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
soils. The pile properties can vary significantly and several manufacturers have proprietary
foundation systems which they use for support of the solar arrays.
The most effective means of determining and verifying pile capacities for tension, compression,
or lateral loads for projects of this type is through pile load testing. The following soil parameters
are recommended to estimate the pile capacities in axial tension and compression for planning
and estimation purposes. The lateral response can be estimated using L-Pile or similar computer
programs.
The indicated ultimate skin friction is appropriate for uplift and compressive loading. The skin
friction perimeter should be calculated using the "fully -plugged" assumption where the perimeter
equals twice the sum of the flange width and web depth. The upper 18 inches of frost -susceptible
soils should be neglected when calculating skin friction.
Lateral response of the driven pile foundations may be estimated using the L-PILE computer
program. The soil profile at the site may be modelled using the properties in the following table:
Effective Effective Modulus Undrained
Depth Unit Strain
Friction Factor Cohesion
(feet bgs') p-y model` Weight, Angle, k Factor,
[feet bph l Y' V # (pci) (psf) E50
(pc
0-5 Piedmont ResidUa13 110 Strength parameters calculated by L-Pile based on N60
1`5 — 101 values. See L-Pile Technical Manual for more details.
5 — 15 Stiff Clay w/o water 130 -- -- 4,000 0.005
[10 — 20] (Reese, 1974)
1. Below the ground surface.
2. Below the pile head.
3. The L-Pile Piedmont residual P-y curve requires SPT N60values for input. Uncorrected SPT N-values
can be found on the boring logs.
The provided soil parameters above have no factor of safety. The strength of the upper 18 inches
of frost susceptible soil should be treated as indicated to account for potential strength loss due
to soil disturbance from construction activities, seasonal effects, freeze -thaw behavior, and other
factors.
Production piles should have a minimum center -to -center spacing of at least 5 times their largest
cross -sectional dimension in the direction of lateral loads, or the lateral capacities should be
reduced due to group effects. If piles will be spaced closer than 5 times their largest cross -
sectional dimension we should be notified to provide supplemental recommendations.
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Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
The previous tables provide generalized average soil parameters for the site based on an
evaluation of the soil test borings. We recommend consideration of a comprehensive pile load
testing program be performed on the selected foundation elements installed in different locations
across the site.
Construction Considerations
Based on the field exploration, it is our opinion that the soils on the site are not generally suitable
for pile installation through driving. Driven piles will not be able to significantly penetrate PWR
and we expect some production piles will encounter driving refusal on PWR. If piles are driven on
site, piles that encounter shallow refusal could be "proof tested" to demonstrate suitable capacity,
however, extremely short piles will likely not develop sufficient lateral or uplift capacities. With a
proof testing program, a contingency procedure, such as removal and replacement with a drilled -
and -grouted section, should be developed for remediation of unsuitable piles. A more appropriate
option based on site subsurface conditions could be to pre -drill at each pile location to a depth of
5 to 7 feet and grout the piles in place. Alternative foundation types, such as concrete ballast or
drilled piers, could also be considered for project design.
Based on our experience, there is a general correlation between pile drive rate and the axial
capacity. Therefore, the recommend preconstruction pile load testing program results should be
evaluated in conjunction with test pile installation records to develop a base line for production
pile acceptance. For production piles, we recommend that the time rate of installation (seconds
per foot of embedment) be recorded as part of the overall quality control program. Automated
systems to simplify this task come standard on many new, solar pile driving rigs and several
aftermarket systems are available for temporary retrofit. Periodic proof testing should be
performed on production piles that do not meet the specified installation criteria.
The seismic design requirements for buildings and other structures are based on Seismic Design
Category. Site Classification is required to determine the Seismic Design Category for a structure.
The Site Classification is based on the upper 100 feet of the site profile defined by a weighted
average value of either shear wave velocity, standard penetration resistance, or undrained shear
strength in accordance with Chapter 20 of ASCE 7.
2018 North Carolina State Building Code (NCSBC) "
leellr oui��� selve in III'��leSOLUirce�ft 111 in III'��1eIllli4lWle 16

Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
Seismic site classification in general accordance with the 2018 NCSBC, which refers to ASCE 7.
2 The 2018 NCSBC uses a site profile extending to a depth of 100 feet for seismic site classification. Each
boring was extended to an approximate depth of 14.9 feet and an average penetration resistance across
the site was used to calculate the site classification. The site properties below the boring depth to 100 feet
were estimated based on our experience and knowledge of geologic conditions of the general area.
The subsurface materials are not considered subject to liquefaction.
The table below lists the results of laboratory soluble sulfate, soluble chloride, electrical resistivity,
and pH testing. The values may be used to estimate potential corrosive characteristics of the on -
site soils with respect to contact with the various underground materials which will be used for
project construction.
Sample
Soluble
Soluble
Electrical
Boring
Depth
Soil Description
Sulfate
Chloride
Resistivity
pH
(feet)
(mg/kg)
(mg/kg)
(0-cm)
B-2
0 — 5'
Sandy Lean
ND 2
64.3J
5070
6.8
Clay (CL)
B-8
0..- 5'
Silt with Sand
ND
54.7J
40300
5.4
(ML) ....
I . Referenced from the top of ground surface
Not detected.
Based on our review of the subsurface data and laboratory testing, it appears the on -site soils
have a generally non -aggressive corrosion potential according to Section 7.5 in the Soil Nail Walls
Reference Manual, Publication No. FHWA-NHI-14-007, February 2015.
Our analysis and opinions are based upon our understanding of the project, the geotechnical
conditions in the area, and the data obtained from our site exploration. Natural variations will occur
between exploration point locations or due to the modifying effects of construction or weather.
The nature and extent of such variations may not become evident until during or after construction.
Terracon should be retained as the Geotechnical Engineer, where noted in this report to provide
observation and testing services during pertinent construction phases. If variations appear, we
can provide further evaluation and supplemental recommendations. If variations are noted in the
absence of our observation and testing services on -site, we should be immediately notified so
that we can provide evaluation and supplemental recommendations.
lesllr ou����msliive uiou II Pfesou��urcefu�flll uiou III'1eIllli4lWle 1"'1'

Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
Our Scope of Services does not include either specifically or by implication any environmental or
biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of
pollutants, hazardous materials or conditions. If the owner is concerned about the potential for
such contamination or pollution, other studies should be undertaken.
Our services and any correspondence or collaboration through this system are intended for the
sole benefit and exclusive use of our client for specific application to the project discussed and
are accomplished in accordance with generally accepted geotechnical engineering practices with
no third -party beneficiaries intended. Any third -party access to services or correspondence is
solely for information purposes to support the services provided by Terracon to our client.
Reliance upon the services and any work product is limited to our client and is not intended for
third parties. Any use or reliance of the provided information by third parties is done solely at their
own risk. No warranties, either express or implied, are intended or made.
Site characteristics as provided are for design purposes and not to estimate excavation cost. Any
use of our report in that regard is done at the sole risk of the excavating cost estimator as there
may be variations on the site that are not apparent in the data that could significantly impact
excavation cost. Any parties charged with estimating excavation costs should seek their own site
characterization for specific purposes to obtain the specific level of detail necessary for costing.
Site safety, and cost estimating including, excavation support, and dewatering
requirements/design are the responsibility of others. If changes in the nature, design, or location
of the project are planned, our conclusions and recommendations shall not be considered valid
unless we review the changes and either verify or modify our conclusions in writing.
leellr oui��� selve in III'��leSOLUirce�ft 111 in III'��1eIllli4lWle 18

RsIpoiii�� sms oiin III'ReSO Dui° fdoiin III'ReIhi4l 111

Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
Field Exploration
Solar Fields (Howell and Roberts Sites)
Solar Fields (Troutman Site)
I . Referenced from the top of ground surface.
A geotechnical investigation was performed by Terracon previously for the Troutman site
(Terracon Project No. 71185110). We understand that Duke Energy has acquired permission from
Strata Solar to utilize the data collected as part of this previous investigation,
Boring Layout and Elevations: Unless otherwise noted, Terracon personnel provided the boring
layout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of
about ±10 feet) and approximate elevations were obtained by interpolation from Google Earth. If
elevations and a more precise boring layout are desired, we recommend borings be surveyed
following completion of fieldwork.
Subsurface Exploration Procedures: We advanced the borings with an ATV -mounted rotary drill
rig using continuous flight augers. Four samples were obtained in the upper 10 feet of each boring
and at intervals of 5 feet thereafter. In the split -barrel sampling procedure, a standard 2-inch outer
diameter split -barrel sampling spoon is driven into the ground by a 140-pound automatic hammer
falling a distance of 30 inches. The number of blows required to advance the sampling spoon the
last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT)
resistance value. The SPT resistance values, also referred to as N-values, are indicated on the
boring logs at the test depths. We observe and record groundwater levels during drilling and
sampling. For safety purposes, all borings were backfilled with auger cuttings after their
completion.
The sampling depths, penetration distances, and other sampling information was recorded on the
field boring logs. The samples were placed in appropriate containers and taken to our soil laboratory
for testing and classification by a Geotechnical Engineer Our exploration team prepared field boring
logs as part of the drilling operations. These field logs included visual classifications of the
materials encountered during drilling and our interpretation of the subsurface conditions between
samples. Final boring logs were prepared from the field logs. The final boring logs represent the
Geotechnical Engineer's interpretation of the field logs and include modifications based on
observations and tests of the samples in our laboratory.
Ffesll' oinsliive in IIIFZeeou.foi'cefu.flll in IIFZelllu4l0le ��I II)IIUR"U"IIONND U.➢IlU�,`3 U of

Geotechnical Engineering Report Irerracon
Duke Energy Solar — Speedway Parcel uuuui Midland,a arrus County, North Carolina
September 17, 2019 uuuul Terracon Project No. 71195085 fievReport
Laboratory Testing
The project engineer reviewed the field data and assigned laboratory tests to understand the
engineering properties of the various soil strata, as necessary, for this project. Procedural
standards noted below are for reference to methodology in general. In some cases, variations to
methods were applied because of local practice or professional judgment. Standards noted below
include reference to other, related standards. Such references are not necessarily applicable to
describe the specific test performed.
ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture)
Content of Soil and Rock by Mass
ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils
ASTM D1140 Standard Test Method for Determining the Amount of Material Finer than
75-µm (No. 200) Sieve in Soils by Washing
The laboratory testing program often included examination of soil samples by an engineer. Based
on the material's texture and plasticity, we described and classified the soil samples in accordance
with the Unified Soil Classification System.
Fees oinseli e in IIIFZeeou.foi'ceft 111 in IIFZelllu4lWle ��I II)II UR"U"IIONND U.➢IlU �,`32 of

Contents:
Site Location Plan (2 pages)
Exploration Plan (4 pages)
Exploration Plan — GPR (2 pages)
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Duke Speedway Solar Site uuuuii Midland, NC
September 11, 2019 uuuul Terracon Project No. 71195085
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY
NOT INTENDED FOR CONSTRUCTION PURPOSES QUADRANGLES INCLUDE: MIDLAND, NC (1/1/1993).

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September 11, 2019 1 Terracon Project No. 71195085
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NOT INTENDED FOR CONSTRUCTION PURPOSES BY MICROSOFT BING MAPS

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September 11, 2019 uuuul Terracon Project No. 71195085
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS AERIAL PHOTOGRAPHY PROVIDED
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NOT INTENDED FOR CONSTRUCTION PURPOSES

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August 16, 2019 uuuul Terracon Project No. 71195085
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NOT INTENDED FOR CONSTRUCTION PURPOSES BY MICROSOFT BING MAPS

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NOT INTENDED FOR CONSTRUCTION PURPOSES

Contents:
Boring Logs (B-1 through B-8)
Previous Boring Logs (B-1 through B-13C)
Laboratory Summary
Atterberg Limits Chart
Chemical Suite Results (16 pages)
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BORING LOG NO. B-1
Page 1 of 1
PROJECT: Duke Speedway Solar Site
CLIENT: Duke Energy
Charlotte, NC
SITE: Wallace Road and Bethel Ave. Ext.
Midland, NC
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Boring Tenninated at 13.9 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See l gpio olion nd I osling Procoduros for a
Notes:
Hollow -stem aguer
description of field and laboratory procedures
used and additional data (If any).
Offset approximately 35 feet north due to minimizing crop
disturbance.
See ^3i,il�poffi g INornolion for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Elevations approximated using Google Earth
Prn
WATER LEVEL OBSERVATIONS
Boring Started: 07-25-2019
Boring Completed: 07-25-2019
Groundwater not observed.
Irerracon
Drill Rig: Geoprobe 7822
Driller: B. Burnett
2701 Westport Rd
Charlotte, NC
Project No.: 71195085
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BORING LOG NO. B-2
Page 1 of 1
PROJECT: Duke Speedway Solar Site
CLIENT: Duke Energy
Charlotte, NC
SITE: Wallace Road and Bethel Ave. Ext.
Midland, NC
(7
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w
}
z
O
Latitude: 35 2203° Longitude: -80 535°
Lu 0
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w z
UL
d
w
D'>
� w
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a
p�
w w
Qw
z
LL-PL-PI
z
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ry
Approximate Surface Elev.: 547 (Ft.) +/-
o
co
Q
w
0
O
a
DEPTH ELEVATION Ft.
3 INCHES TOPSOIL +
SANDY LEAN CLAY (CL), with manganese, red, light brown, and light
gray, stiff to very stiff, residuum
5-8-6
N=14
13
33-20-13
65
6-13-15
X
N=28
5—
....................
7.0 540+/-
14-13-50/4"
PARTIALLY WEATHERED ROCK (PWR), Sampled as red, light brown,
and gray Sandy CLAY
50/3"
10
13.7 533.5+/_
50/2"
Boring Tenninafed of 13.7 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See l q lr�n lion nd I u,� ling Prrruro for a
Notes:
Hollow -stem aguer
description of field and laboratory procedures
used and additional data (If any).
See ^3i,il�poffi g INornolion for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Elevations approximated using Google Earth
Prn
WATER LEVEL OBSERVATIONS
Boring Started: 07-25-2019
Boring Completed: 07-25-2019
Groundwater not observed.
Irerracon
Drill Rig: Geoprobe 7822
Driller: B. Burnett
2701 Westport Rd
Charlotte, NC
Project No.: 71195085
IM Dr cave-in

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................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
BORING LOG NO. B-3
Page 1 of 1
PROJECT: Duke Speedway Solar Site
CLIENT: Duke Energy
Charlotte, NC
SITE: Wallace Road and Bethel Ave. Ext.
Midland, NC
(7
LOCATION See I!!'. 1plo flion Plon
w z
a
ATTERL MIBSRG
w
}
z
O
Latitude: 35 2209° Longitude: -80 5314°
Lu 0
~
Lu �
w z
UL
d
w
D'>
� w
�
a
p�
w w
Qw
z
LL-PL-PI
z
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ry
Approximate Surface Elev.: 556 (Ft.) +/-
o
Q
w
0
O
a
DEPTH ELEVATION Ft.
4 INCHES TOPSOIL _+
j
LEAN CLAY WITH SAND (CL), with manganese, red, light brown, and
light gray, stiff to hard, residuum
1 5
N141
3.0 553+/-
PARTIALLY WEATHERED ROCK (MR), Sampled as red, light brown,
and gray Sandy CLAY
36-36-50/5"
5
50/5"
50/5"
10
13.7 542.5+/_
50/2"
Boring Tenninafed of 13.7 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See l q lr�n lion nd I u,� ling Prrruro for a
Notes:
Hollow -stem aguer
description of field and laboratory procedures
used and additional data (If any).
See ^3i,il�poffi g INornolion for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Elevations approximated using Google Earth
Prn
WATER LEVEL OBSERVATIONS
Boring Started: 07-25-2019
Boring Completed: 07-25-2019
Groundwater not observed.
Irerracon
Drill Rig: Geoprobe 7822
Driller: B. Burnett
2701 Westport Rd
Charlotte, NC
Project No.: 71195085
IM Dr cave-in

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................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
BORING LOG NO. B-4
Page 1 of 1
PROJECT: Duke Speedway Solar Site
CLIENT: Duke Energy
Charlotte, NC
SITE: Wallace Road and Bethel Ave. Ext.
Midland, NC
(7
LOCATION See I!!'. 1plo flion Plon
w z
a
ATTERL MIBSRG
w
}
z
O
Latitude: 35 2212° Longitude: -80 5289°
Lu 0
~
Lu �
w z
UL
d
w
D'>
� w
�
a
p�
w L
QL
z
LL-PL-PI
z
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ry
Approximate Surface Elev.: 552 (Ft.) +/-
o
Q
L
0
DEPTH ELEVATION Ft.
O
a
3 INCHES TOPSOIL +
LEAN CLAY WITH SAND (CL�, with manganese, red, light brown, and
j
light gray, stiff to very stiff, residuum
N49
�.
9-11-11
X
N=22
5
SANDY LEAN CLAY (CLI, with manganese, red, light brown, and light
gray, hard, residuum
15-17-50
N=67
—
............................
26-21-32
X
N=53
10
14.5 537.5+/-
21-35-50/5"
14.9 PARTIALLY WEATHERED ROCK (PWR), Sampled as red, light brown, 537+/-
nd gray Sandy CLAY
Boring Tenninated at 14.9 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See l gpio olion nd I u,� ling Prrruro for a
Notes:
Hollow -stem aguer
description of field and laboratory procedures
used and additional data (If any).
See ^3i,il�poffi g INornolion for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Elevations approximated using Google Earth
Prn
WATER LEVEL OBSERVATIONS
Boring Started: 07-25-2019
Boring Completed: 07-25-2019
Groundwater not observed.
Irerracon
Drill Rig: Geoprobe 7822
Driller: B. Burnett
2701 Westport Rd
Charlotte, NC
Project No.: 71195085
Dr cave-in

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................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
BORING LOG NO. B-5
Page 1 of 1
PROJECT: Duke Speedway Solar Site
CLIENT: Duke Energy
Charlotte, NC
SITE: Wallace Road and Bethel Ave. Ext.
Midland, NC
(7
LOCATION See I!!'. 1plo flion Plon
w z
a
ATTERL MIBSRG
w
}
z
O
Latitude: 35 2196° Longitude: -80 5301°
Lu 0
~
Lu �
w z
UL
d
w
D'>
� w
�
a
p�
w w
Qw
z
LL-PL-PI
Z
U
ry
Approximate Surface Elev.: 548 (Ft.) +/-
o
Q
w
0
O
a
DEPTH ELEVATION Ft.
2 INCHES TOPSOIL +
'a
LEAN CLAY WITH SAND (CL�, with manganese, trace sand, red, light
a
brown, and light gray, stiff to very stiff, residuum
7-6-7
'
N=13
15
39-24-15
83
15-14-10
N=24
5.5 542.5+/-
SANDY LEAN CLAY (CLI, with manganese, trace sand, red, light brown,
and light gray, hard, residuum
23-32-32
N=64
8.0 540+/-
PARTIALLY WEATHERED ROCK (MR), Sampled as red, light brown,
and gray Sandy CLAY
—
X
38-50/6"
10
13.7 534.5+/_
50/2"
Boring Tenninafed of 13.7 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See l gpio olion nd I u,� ling Prrruro for a
Notes:
Hollow -stem aguer
description of field and laboratory procedures
Offset approximately 80 feet north due to minimizing crop
used and additional data (If any).
disturbance.
See ^3i,il�poffi g 1Nornolion for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Elevations approximated using Google Earth
Prn
WATER LEVEL OBSERVATIONS
Boring Started: 07-25-2019
Boring Completed: 07-25-2019
Groundwater notobserved.
Irerracon
Drill Rig: Geoprobe 7822
Driller: B. Burnett
2701 Westport Rd
Charlotte, NC
Project No.: 71195085
Dr cave-in

................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
BORING LOG NO. B-6
Page 1 of 1
PROJECT: Duke Speedway Solar Site
CLIENT: Duke Energy
Charlotte, NC
SITE: Wallace Road and Bethel Ave. Ext.
Midland, NC
(7
LOCATION See I!!'. 1plo flion Plon
w z
a
ATTERL MIBSRG
w
}
z
O
Latitude: 35 2078° Longitude: -80 5348°
Lu 0
~
Lu �
w z
UL
d
w
D'>
� w
�
a
p�
w L
QL
z
LL-PL-PI
z
U
ry
Approximate Surface Elev.: 522 (Ft.) +/-
o
co
Q
L
0
O
a
DEPTH ELEVATION Ft.
3 INCHES TOPSOIL + -
SILT WITH SAND (ML), trace manganese, yellowish brown, red, and gray,
stiff, residuum
3-6-9
N=15
3.0 519+/-
PARTIALLY WEATHERED ROCK (MR), Sampled as gray SILT with
Sand
>1
50/2"
5
50/3"
8.5 513.5+/-
Auger Refusal at 8.5 Feet
50/0"
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See l q lr�n lion nd I u,� ling Prrruro for a
Notes:
Hollow -stem aguer
description of field and laboratory procedures
used and additional data (If any).
See ^3i,il�poffi g INornolion for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Elevations approximated using Google Earth
Prn
WATER LEVEL OBSERVATIONS
Boring Started: 08-08-2019
Boring Completed: 08-08-2019
Groundwater not observed.
Irerracon
Drill Rig: Geoprobe 7822
Driller: B. Burnett
2701 Westport Rd
Charlotte, NC
Project No.: 71195085
IM Dr cave-in

a
0
0
0
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0
w
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w
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7
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................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
BORING LOG NO. B-7
Page 1 of 1
PROJECT: Duke Speedway Solar Site
CLIENT: Duke Energy
Charlotte, NC
SITE: Wallace Road and Bethel Ave. Ext.
Midland, NC
(7
LOCATION See I!!'. 1plo flion Plon
w z
a
ATTERL MIBSRG
w
}
z
O
Latitude: 35 2091° Longitude: -80 5332°
Lu 0
~
Lu �
w z
UL
d
w
D'>
� w
�
a
p�
w w
Qw
z
LL-PL-PI
z
U
ry
Approximate Surface Elev.: 533 (Ft.) +/-
o
Q
w
0
O
a
DEPTH ELEVATION Ft.
2 INCHES TOPSOIL +
SILT WITH SAND (ML), yellowish brown, gray, and red, very stiff,
residuum
5-7-12
N=19
3.0 530+/-
PARTIALLY WEATHERED ROCK (MR), Sampled as gray with trace
yellowish brown SILT with Sand
42-50/5"
5
50/3"
50/2"
10
13.6 519.5+/-
Boring Tenninafed of 13.6 Feet
50/1 "
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See l q lr�n lion nd I u,� ling Prrruro for a
Notes:
Hollow -stem aguer
description of field and laboratory procedures
used and additional data (If any).
See ^3i,il�poffi g INornolion for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Elevations approximated using Google Earth
Prn
WATER LEVEL OBSERVATIONS
Boring Started: 08-08-2019
Boring Completed: 08-08-2019
Groundwater not observed.
Irerracon
Drill Rig: Geoprobe 7822
Driller: B. Burnett
2701 Westport Rd
Charlotte, NC
Project No.: 71195085
IM Dr cave-in

a
0
0
U)
r
a
r)
0
w
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w
Y
7
0
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0
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0
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0
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0
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................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
BORING LOG NO. B-8
Page 1 of 1
PROJECT: Duke Speedway Solar Site
CLIENT: Duke Energy
Charlotte, NC
SITE: Wallace Road and Bethel Ave. Ext.
Midland, NC
(7
LOCATION See I!!'. 1plo flion Plon
w z
a
ATTERL MIBSRG
w
}
z
O
Latitude: 35 2104° Longitude: -80 5313°
Lu 0
~
Lu �
w z
UL
d
w
D'>
� w
�
a
p�
w w
Qw
z
LL-PL-PI
z
U
ry
Approximate Surface Elev.: 538 (Ft.) +/-
o
Q
w
0
O
a
DEPTH ELEVATION Ft.
2 INCHES TOPSOIL +
SILT WITH SAND (ML), yellowish brown, gray, and red, very stiff to hard,
residuum
6-12-15
N=27
16
34-26-8
73
11-16-26
N=42
5
5.5 532.5+/-
SANDY SILT (ML), gray with trace yellowish brown, hard, residuum
27-40-46
N=86
8.0 530+/-
PARTIALLY WEATHERED ROCK (MR), Sampled as gray with trace
yellowish brown Sandy SILT
50/3"
10
13.5 524.5+/-
Boring Tenninafed of 13.5 Feef
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See l q lr�n lion nd I u,� ling Prrruro for a
Notes:
Hollow -stem aguer
description of field and laboratory procedures
used and additional data (If any).
See ^3i,il�poffi g INornolion for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Elevations approximated using Google Earth
Prn
WATER LEVEL OBSERVATIONS
Boring Started: 08-08-2019
Boring Completed: 08-08-2019
Groundwater not observed.
Irerracon
Drill Rig: Geoprobe 7822
Driller: B. Burnett
2701 Westport Rd
Charlotte, NC
Project No.: 71195085
IM Dr cave-in

Previous Boring Logs
B;Through
RsIlr ��ui�� sms uin III'�ReSO it �fu�� uin III'ReIhi4l 111

Cn
a
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BORING LOG NO. B-01
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2156' Longitude:-80.5299'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 540 (Ft.) +/-
p
O
Q
LL
O
DEPTH ELEVATION Ft.
CO
a
SANDY SILT (ML), with rock fragments, yellowish tan, very stiff, residuum
6-12-17-29
9
N=29
2.0 538+/-
PARTIALLY WEATHERED ROCK (MR), sampled as yellowish tan,
50/6"
sandy SILT, with rock fragments
50/6"
5
50/5"
50/6"
10
13.7 526.5+/-
50/2"
Boring Tenninafed of 13.7 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
Chemical bulk sample taken from 2 feet to 3 feet.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Irerracon
Drill Rig: Diedrich D-50
Driller: E. Rummage
Project No.: 71185110
Exhibit: B-3
2701 Westport Rd
Charlotte, INC
IM Dry Cave-in

Cn
a
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0
Cn
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O
C7
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6
0
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BORING LOG NO. B-02
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
U
Latitude:35.2159' Longitude:-80.5316'
J O
a
~
UJ �
w z
z
UL
w
u w
J
a
pD
w w
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 542 (Ft.) +/-
p
O
Q
LL
O
a
DEPTH ELEVATION Ft.
CO
SILT WITH SAND (ML), with rock fragments, tan and brown, residuum
X
30-27-50/5"
1.0 541+/-
PARTIALLY WEATHERED ROCK (PWR), sampled as yellowish tan, SILT
with sand and rock fragments
20-50/4"
28-50/5"
5
50/6"
8.0 534+/-
SILT WITH SAND (ML), with rock fragments, yellowish tan
32-36-50/6"
10
ME
13.5 528.5+/-
PARTIALLY WEATHERED ROCK (PWR), sampled as yellowish tan, SILT +
50/2"
with sand and rock fragments
Boring Terminated at 13.7 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Irerracon
Drill Rig: Diedrich D-50
Driller: E. Rummage
Project No.: 71185110
Exhibit: B-4
2701 Westport Rd
Charlotte, INC
IM Dry Cave-in

a
c7
Cn
a
J
0
Cn
a
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0
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m
0
J
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W
0
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0
J
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0
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(D
BORING LOG NO. B-03
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2168' Longitude:-80.5312'
J O
~
uJ �
w z
UL
w
u w
J
a
pD
w Liz
QW
LL-PL-PI
z
Li
Approximate Surface Elev: 547 (Ft.) +/-
p
co
Q
LL
O
DEPTH ELEVATION Ft.
O
CO
a
SANDY SILT (ML), with rock fragments, yellowish tan and gray, hard,
residuum
8-9-23-38
8
33-25-8
67
N=32
19-14-50/6"
4.0 543+/-
PARTIALLY WEATHERED ROCK (MR), sampled as yellowish tan and
X
50/4"
gray, sandy SILT, with rock fragments
5
5-25-50/3"
50/5"
10
13.8 533+/-
50/4"
Boring Tenninated at 13.8 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
CBR bulk sample taken at 1 feet to 3 feet.
See Appendix B for description of laboratory
Thermal bulk sample taken at 3 feet to 5 feet.
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Irerracon
Drill Rig: Diedrich D-50
Driller: E. Rummage
Project No.: 71185110
Exhibit: B-5
2701 Westport Rd
Charlotte, INC
IM Dry Cave -In

a
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0
a
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0
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m
0
J
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W
0
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0
J
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(D
BORING LOG NO. B-04
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.218' Longitude:-80.5308'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 537 (Ft.) +/-
p
O
Q
LL
O
DEPTH ELEVATION Ft.
CO
a
SANDY LEAN CLAY (CLI, with rock fragments, yellowish tan, stiff,
residuum
4-5-6-2
21
N=11
6-6-7-8
N=13
4.0 533+/-
SANDY SILT (ML), with rock fragments, yellowish tan and brown, very
stiff, residuum
5
6-9-18-31
9
37-27-10
57
N=27
38-43-50/4"
7.0 530+/-
PARTIALLY WEATHERED ROCK (MR), sampled as yellowish tan and
brown, SILT with sand and rock fragments
50/6"
10
13.7 523.5+/-
50/2"
Boring Tenninafed of 13.7 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Irerracon
Drill Rig: Diedrich D-50
Driller: E. Rummage
Project No.: 71185110
Exhibit: B-6
2701 Westport Rd
Charlotte, INC
IM Dry Cave-in

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a
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0
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0
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0
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0
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0
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(D
BORING LOG NO. B-05
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2182' Longitude:-80.5289'
J O
~
uJ �
w z
UL
w
u w
J
a
pD
w Liz
QW
LL-PL-PI
z
Li
Approximate Surface Elev: 540 (Ft.) +/-
p
co
Q
LL
O
DEPTH ELEVATION Ft.
O
CO
a
SANDY LEAN CLAY (CLI, with rock fragments, yelllowish tan, very stiff,
residuum
8-10-16
N=26
X
21-21-50/5"
3.0 537+/-
PARTIALLY WEATHERED ROCK (MR), sampled as yellowish tan,
sandy LEAN CLAY, with rock fragments
50/6"
5
50/3"
50/3"
10
13.8 526+/-
50/4"
Boring Tenninated at 13.8 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-18-2018
Boring Completed: 07-18-2018
No free water observed
Irerracon
Drill Rig: Diedrich D-50
Driller: E. Rummage
Project No.: 71185110
Exhibit: B-7
2701 Westport Rd
Charlotte, INC
IM Dry Cave-in

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BORING LOG NO. B-05A
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2183' Longitude:-80.5289'
J O
~
uJ �
w z
UL
w
u w
J
a
pD
w Liz
QW
LL-PL-PI
z
Li
Approximate Surface Elev: 540 (Ft.) +/-
p
co
Q
LL
O
DEPTH ELEVATION Ft.
O
CO
a
SILT WITH SAND (ML), with rock fragments, yellowish tan, very stiff,
residuum
6-5-17-31
N=22
2.0 538+/-
SANDY LEAN CLAY (CLI, with rock fragments, yellowish tan and gray,
hard, residuum
24-31-45-50/3"
N=76
4.0 536+/-
PARTIALLY WEATHERED ROCK (MR), sampled as yellowish tan,
50/6"
SILT, with rock fragments
5
50/2"
50/2"
10
13.7 526.5+/-
50/2"
Boring Tenninafed of 13.7 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-18-2018
Boring Completed: 07-18-2018
No free water observed
Irerracon
Drill Rig: Diedrich D-50
Driller: E. Rummage
Project No.: 71185110
Exhibit: B-8
2701 Westport Rd
Charlotte, INC
IM Dry Cave -In

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BORING LOG NO. B-05B
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2182' Longitude:-80.5289'
J O
~
uJ �
w z
UL
w
u w
J
a
pD
w Liz
QW
LL-PL-PI
z
Li
Approximate Surface Elev: 541 (Ft.) +/-
p
co
Q
LL
O
DEPTH ELEVATION Ft.
O
CO
a
SILT WITH SAND (ML), with rock fragments, yellowish tan, hard,
residuum
4-9-18-27
N=27
2.0 539+/-
PARTIALLY WEATHERED ROCK (PWR), sampled as tan, SILT with
X
50/4"
sand and rock fragments
50/51,
5
50/2"
50/3"
10
13.8 527+/-
50/4"
Boring Tenninated at 13.8 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Irerracon
Drill Rig: Diedrich D-50
Driller: E. Rummage
Project No.: 71185110
Exhibit: B-9
2701 Westport Rd
Charlotte, INC
IM Dry Cave-in

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BORING LOG NO. B-05C Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
U
LOCATION See Exhibit A-2
Latitude:35.2182' Longitude:-80.5289'
Approximate Surface Elev: 540 (Ft.) +/-
DEPTH ELEVATION Ft.
w
p
w z
J O
u w
O co
a
~
J
a
Q
CO
uJ �
pD
w Liz
LL
o
w z
QW
O
LIMITS ATTERBERG
w
z
UL
z
Li
a
LL-PL-PI
SILT WITH SAND (ML), with rock fragments, yellowish tan with brown,
very stiff, residuum
6-7-8-12
N=15
2.5 537.5+/-
40-50/5"
PARTIALLY WEATHERED ROCK (PWR), sampled as yellowish tan with
brown, SILT with sand and rock fragments
50/2"
5
50/2"
50/4"
10
13.7 526.5+/-
50/2"Boring
Terminated of 13.7 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
Hollow Stem Auger
See Exhibit A-3 for description of field
procedures.
Notes:
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Drill Rig: Diedrich D-50
Driller: E. Rummage
Project No.: 71185110
Exhibit: B-10
2701 Westport Rd
Charlotte, INC
IM Dry Cave-in

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0
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BORING LOG NO. B-06
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w Z
o
ATTERL MIBSRG
w
U
Latitude:35.215' Longitude:-80.5264'
J O
a
~
uJ �
w z
z
UL
w
u w
J
a
pD
w Liz
QW
LL-PL-PI
z
Li
Approximate Surface Elev: 541 (Ft.) +/-
p
co
Q
LL
O
a
DEPTH ELEVATION Ft.
O
CO
—
TOPSOIL, 6-inches
0.5 540.5+/-
SANDY SILT (ML), with rock fragments, yellowish tan and gray, very stiff,
residuum
7-13-31 5-
1.2.0
N=20
539+/-
PARTIALLY WEATHERED ROCK (MR), sampled as fine to coarse
50/6"
grained, yellowish tan and gray, clayey SAND, with rock fragments
16.0
29-50/6"
5
535+/-
PARTIALLY WEATHERED ROCK (MR), sampled as brown and
yellowish tan, sandy LEAN CLAY, with rock fragments
37-41-50/4"
8.0 533+/-
PARTIALLY WEATHERED ROCK (PWR), sampled as yellowish tan,
X
50/5"
sandy SILT, with rock fragments
10
13.6 527.5+/-
50/11,
Boring Terminated of 13.6 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
2701 Westport Rd
Charlotte, INC
Project No.: 71185110
Exhibit: B-11

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BORING LOG NO. B-06A
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2149' Longitude:-80.5264'
J O
~
uJ �
w z
UL
w
u w
J
a
pD
w Liz
QW
LL-PL-PI
z
Li
Approximate Surface Elev: 541 (Ft.) +/-
p
co
Q
LL
O
DEPTH ELEVATION Ft.
O
CO
a
—
TOPSOIL, 6-inches
0.5 540.5+/-
SANDY SILT (ML), yellowish tan and red to gray, very stiff, residuum
5-6-9-12
28-24-4
58
N=1512
15
27-42-50/6"
5
12-23-35-31
12
N=58
14-25-33-50/6"
N=58
8.0 533+/-
PARTIALLY WEATHERED ROCK (MR), sampled as fine to medium
50/6"
8.5 rained, yellowish tan, clayey SAND 532.5+/-
Boring Tenninated at 8.5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
2701 Westport Rd
Charlotte, INC
Project No.: 71185110
Exhibit: B-12

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BORING LOG NO. B-06B
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w Z
o
ATTERL MIBSRG
w
a
z
U
Latitude:35.215' Longitude:-80.5264'
J O
~
uJ �
w z
UL
w
u w
J
a
pD
w Liz
QW
LL-PL-PI
z
Li
Approximate Surface Elev: 542 (Ft.) +/-
p
co
Q
LL
O
DEPTH ELEVATION Ft.
O
CO
a
—
TOPSOIL, 6-inches
0.5 541.5+/-
SANDY SILT (ML), with rock fragments, yellowish tan, stiff, residuum
5-5-5-6
1.2.0
N=10
540+/-
SILTY SAND (SM), with rock fragments, fine to coarse grained, yellowish
tan and brown, very dense, residuum
5-30-30-50/5"
N=60
4.0 538+/-
CLAYEY SAND (SM, with rock fragments, fine to coarse grained,
yellowish tan, residuum
31-46-50/4"
5.0 537+/-
rJ
PARTIALLY WEATHERED ROCK (MR), sampled as fine to coarse
grained, yellowish tan, clayey SAND with rock fragments
50/2"
8.1 534+/-
Boring Tenninafed of 8.1 Feet
50/11,
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
2701 Westport Rd
Charlotte, INC
Project No.: 71185110
Exhibit: B-13

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BORING LOG NO. B-06C
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w Z
o
ATTERL MIBSRG
w
U
Latitude:35.215' Longitude:-80.5264'
J O
a
~
uJ �
w z
z
UL
w
u w
J
a
pD
w Liz
QW
LL-PL-PI
z
Li
Approximate Surface Elev: 543 (Ft.) +/-
p
co
Q
LL
O
a
DEPTH ELEVATION Ft.
O
CO
SANDY SILT (ML), yellowish tan to yellowish tan with gray, loose to
medium dense, with rock fragments 2'-4.5', residuum
3-4-4-6
N=8
6-7-6-7
N=13
4.5 538.5+/-
22-50/5"
PARTIALLY WEATHERED ROCK (MR), sampled as fine to medium
grained, yellowish tan, clayey SAND, with rock fragments
5
50/51,
8.2 535+/-
50/2"
Boring Tenninafed of 8.2 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
2701 Westport Rd
Charlotte, INC
Project No.: 71185110
Exhibit: B-14

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BORING LOG NO. B-07
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w Z
o
ATTERL MIBSRG
w
a
z
U
Latitude:35.215' Longitude:-80.5284'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 533 (Ft.) +/-
p
O
Q
LL
O
DEPTH ELEVATION Ft.
CO
a
SILT WITH SAND (ML), with rock fragments, brown and gray, medium
stiff, residuum
4-3-4-5
19
N=7
2.0 531+/-
SILT WITH SAND (ML), with rock fragments, gray, very stiff to hard,
residuum
4-25-45-31
N=70
5
11-15-12-14
N=27
7-19-23-26
N=42
8.5 524.5+/-
32-50/6"
PARTIALLY WEATHERED ROCK (MR), sampled as gray, SILT with
sand and rock fragments
10
ME
13.8 519+/-
50/3"
Boring Tenninated at 13.8 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
Chemical bulk sample taken at 2 feet to 3 feet.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Irerracon
Drill Rig: Diedrich D-50
Driller: E. Rummage
Project No.: 71185110
Exhibit: B-15
2701 Westport Rd
Charlotte, INC
IM Dry Cave-in

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BORING LOG NO. B-08
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2166' Longitude:-80.5286'
J O
~
uJ �
w z
UL
w
u w
J
a
pD
w Liz
QW
LL-PL-PI
z
Li
Approximate Surface Elev: 539 (Ft.) +/-
p
co
Q
LL
O
DEPTH ELEVATION Ft.
O
CO
a
SANDY SILT (ML), with rock fragments, trace sand, yellowish tan and
gray to gray, very stiff, residuum
4-8-15-23
N=23
17-39-50/3"
3.0 536+/-
PARTIALLY WEATHERED ROCK (MR), sampled as gray, SILT, with
rock fragments
50/4"
5
50/2"
50/2"
10
BE
13.7 525.5+/-
50/2��
Boring Tenninafed of 13.7 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Irerracon
Drill Rig: Diedrich D-50
Driller: E. Rummage
Project No.: 71185110
Exhibit: B-16
2701 Westport Rd
Charlotte, INC
IM Dry Cave-in

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BORING LOG NO. B-08A
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2166' Longitude:-80.5286'
J O
~
uJ �
w z
UL
w
u w
J
a
pD
w Liz
QW
LL-PL-PI
z
Li
Approximate Surface Elev: 540 (Ft.) +/-
p
co
Q
LL
O
DEPTH ELEVATION Ft.
O
CO
a
SANDY SILT (ML), with rock fragments, trace sand, yellowish tan and
gray, very stiff, residuum
5-10-20-24
14
37-29-8
68
N=30
2.0 538+/-
SILT ML , with rock fragments, trace sand, gray, residuum
�3.0
20-35-50/3"
537+/-
PARTIALLY WEATHERED ROCK (MR), Sampled as gray, SILT, with
rock fragments
50/2"
5
18.2
50/4"
532+/-
50/2"
Boring Tenninated at 8.2 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Irerracon
Drill Rig: Diedrich D-50
Driller: E. Rummage
Project No.: 71185110
Exhibit: B-17
2701 Westport Rd
Charlotte, INC
IM Dry Cave-in

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BORING LOG NO. B-08B
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2166' Longitude:-80.5287'
J O
~
uJ �
w z
UL
w
u w
J
a
pD
w Liz
QW
LL-PL-PI
z
Li
Approximate Surface Elev: 538 (Ft.) +/-
p
co
Q
LL
O
DEPTH ELEVATION Ft.
O
CO
a
SANDY SILT (ML), trace sand, with rock fragment, yellowish tan to gray,
very stiff, residuum
5-9-10-10
N=19
7-10-19-33
N=29
4.5 533.5+/-
30-50/5"
PARTIALLY WEATHERED ROCK (MR), sampled as gray, SILT, with
rock fragments
5
18.3
50/51,
529.5+/-
50/3"
Boring Tenninated at 8.3 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Irerracon
Drill Rig: Diedrich D-50
Driller: E. Rummage
Project No.: 71185110
Exhibit: B-18
2701 Westport Rd
Charlotte, INC
IM Dry Cave -In

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BORING LOG NO. B-08C
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2165' Longitude:-80.5287'
J O
~
uJ �
w z
UL
w
u w
J
a
pD
w Liz
QW
LL-PL-PI
z
Li
Approximate Surface Elev: 537 (Ft.) +/-
p
co
Q
LL
O
DEPTH ELEVATION Ft.
O
CO
a
SANDY SILT (ML), with rock fragments, trace sand, yellowish tan, very
stiff, residuum
5-9-16-35
N=25
2.0 535+/-
PARTIALLY WEATHERED ROCK (MR), Sampled as gray, SILT, with
X
50/4"
rock fragments
50/2"
18.2
5
50/1„
Boring Tenninafed of 8.2 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Irerracon
Drill Rig: Diedrich D-50
Driller: E. Rummage
Project No.: 71185110
Exhibit: B-19
2701 Westport Rd
Charlotte, INC
IM Dry Cave-in

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BORING LOG NO. B-09
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2158' Longitude:-80.5272'
J O
~
uJ �
w z
UL
w
u w
J
a
pD
w Liz
QW
LL-PL-PI
z
Li
Approximate Surface Elev: 547 (Ft.) +/-
p
co
Q
LL
O
DEPTH ELEVATION Ft.
O
CO
a
—
TOPSOIL, 6-inches
0.5 546.5+/-
SANDY LEAN CLAY (CLI, yellowish tan and red to tan, gray, and brown,
very stiff to hard, 2' to 5' with rock fragments, residuum
4-
N=1717
11-28-34-36
10
N=62
X
16-47-50/4"
5.0 542+/-
rJ —
PARTIALLY WEATHERED ROCK (PWR), sampled as tan and gray to
gray, SILT with rock fragments
50/3"
50/2"
10
13.6 533.5+/-
50/11,
Boring Terminated of 13.6 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 07-19-2018
Boring Completed: 07-19-2018
No free water observed
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
2701 Westport Rd
Charlotte, INC
Project No.: 71185110
Exhibit: B-20

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BORING LOG NO. B-10
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2172' Longitude:-80.5268'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 552 (Ft.) +/-
p
O
Q
— X
O
DEPTH ELEVATION Ft.
CO
a
—
TOPSOIL, 6-inches
0.5 551.5+/-
CLAYEY SAND (SCE, yellowish tan, medium dense, residuum
4-6-7-15
N=13
2.0 550+/-
SANDY LEAN CLAY (CLI, with rock fragments, gray, hard to very hard,
residuum
13-19-39-50/4"
N=58
4.0 548+/-
PARTIALLY WEATHERED ROCK (PWR), sampled as gray, SILT, with
50/4"
rock fragments
5
Sampled as gray, sandy SILT, with rock fragments
50/6"
50/11,
10
13.6 538.5+/-
50/11,
Boring Tenninafed of 13.6 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 07-18-2018
Boring Completed: 07-18-2018
No free water observed
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
2701 Westport Rd
Charlotte, INC
Project No.: 71185110
Exhibit: B-21

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BORING LOG NO. B-10A
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2171' Longitude:-80.5268'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 552 (Ft.) +/-
p
O
Q
— X
O
DEPTH ELEVATION Ft.
CO
a
0.4 TOPSOIL, 5-inches 551.5+/-
CLAYEY SAND (SM, with rock fragments, brown and tan, medium dense,
residuum
4-8-10-14
N=18
2.0 550+/-
SANDY SILT (ML), with rock fragments, gray, residuum
15-37-50/3"
3.0 549+/-
PARTIALLY WEATHERED ROCK (MR), Sampled as gray to light gray,
sandy SILT, with rock fragments
50/2"
18.2
5
32-50/5"
544+/-
50/2"
Boring Tenninated at 8.2 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 07-18-2018
Boring Completed: 07-18-2018
No free water observed
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
2701 Westport Rd
Charlotte, INC
Project No.: 71185110
Exhibit: B-22

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BORING LOG NO. B-10B
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2172' Longitude:-80.5268'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 552 (Ft.) +/-
p
O
Q
— X
O
DEPTH ELEVATION Ft.
CO
a
0.4 TOPSOIL, 5-inches 551.5+/-
CLAYEY SAND (SM, with rock fragments, yellowish tan, medium dense,
residuum
5-6-5-7
N=11
2.0 550+/-
SANDY SILT (ML), with rock fragments, light brown, residuum
16-35-50/2"
3.0 549+/-
PARTIALLY WEATHERED ROCK (MR), sampled as light brown to light
gray, sandy SILT, with rock fragments
38-50/2"
5
18.2
50/51,
544+/-
50/2"
Boring Tenninated at 8.2 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 07-18-2018
Boring Completed: 07-18-2018
No free water observed
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
2701 Westport Rd
Charlotte, INC
Project No.: 71185110
Exhibit: B-23

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BORING LOG NO. B-10C
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2172' Longitude:-80.5268'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 552 (Ft.) +/-
p
O
Q
— X
O
DEPTH ELEVATION Ft.
CO
a
0.4 TOPSOIL, 5-inches 551.5+/-
CLAYEY SAND (SM, with rock fragments, brown and tan, with black to
light gray, loose to medium dense, residuum
4-5-4-5
N=9
7-10-2-45
N=12
4.0 548+/-
SANDY SILT NU with rock fragments, light gray, hard, residuum
5
32-29-39-47
N=68
6.0 546+/-
No Recovery
50/2"
8.1 544+/-
Boring Tenninafed of 8.1 Feet
50/11,
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 07-18-2018
Boring Completed: 07-18-2018
No free water observed
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
2701 Westport Rd
Charlotte, INC
Project No.: 71185110
Exhibit: B-24

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BORING LOG NO. B-11
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2183' Longitude:-80.5259'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 555 (Ft.) +/-
p
O
Q
— X
O
DEPTH ELEVATION Ft.
CO
a
— ` .
0.4 TOPSOIL, 5-inches 554 5+/-
SANDY SILT NU brownish tan, stiff, residuum
4-6-8-15
N=14
2.0 553+/-
SILT ML , with rock fragments, trace sand, gray and tan, hard, residuum
............
19-26-37-50/5"
N=63
4.5 550.5+/-
38-50/5"
PARTIALLY WEATHERED ROCK (MR), Sampled as gray, SILT, with
rock fragments
5
50/2"
50/01,
10
13.5 541.5+/-
Boring Tenninafed of 13.5 Feet
50/01,
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-18-2018
Boring Completed: 07-18-2018
No free water observed
Irerracon
2701 Westport Rd
Charlotte, INC
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
Project No.: 71185110
Exhibit: B-25
IM Dry Cave-in

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BORING LOG NO. B-11A
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2183' Longitude:-80.5259'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 555 (Ft.) +/-
p
O
Q
— X
O
DEPTH ELEVATION Ft.
CO
a
— ` .
0.4 TOPSOIL, 5-inches 554 5+/-
SANDY SILT (ML), with rock fragments, red and gray to red and yellowish
tan, stiff to very stiff, residuum
4-6-5-7
N=11
69
9-13-17-35
N=30
X
19-40-50/2"
5.0 550+/-
rJ —
PARTIALLY WEATHERED ROCK (MR), Sampled as brown and tan,
sandy SILT, with rock fragments
AM
50/2"
8.0 547+/-
Boring Tenninafed of 8 Feet
50/0"
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-18-2018
Boring Completed: 07-18-2018
No free water observed
Irerracon
2701 Westport Rd
Charlotte, INC
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
Project No.: 71185110
Exhibit: B-26
IM Dry Cave-in

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BORING LOG NO. B-11 B
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2183' Longitude:-80.526'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 555 (Ft.) +/-
p
O
Q
— X
O
DEPTH ELEVATION Ft.
CO
a
— `
0.4 TOPSOIL, 5-inches 554 5+/-
SANDY SILT (ML), with rock fragments, red and tan, hard, residuum
5-11-25-46
N=36
2.0 553+/-
PARTIALLY WEATHERED ROCK (MR), Sampled as light tan, sandy
50/5"
SILT, wih rock fragments
§/4.0
551+/-
SANDY LEAN CLAY (CL), with rock fragments, tan and gray, hard,
residuum
36-45-50/5"
5
6.5 548.5+/-
40-50/5"
PARTIALLY WEATHERED ROCK (MR), Sampled as tan and gray,
sandy LEAN CLAY, with rock fragments
8.0 547+/-
Boring Tenninafed of 8 Feet
50/0"
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-18-2018
Boring Completed: 07-18-2018
No free water observed
Irerracon
2701 Westport Rd
Charlotte, INC
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
Project No.: 71185110
Exhibit: B-27
IM Dry Cave-in

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BORING LOG NO. B-11C
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2183' Longitude:-80.5259'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 555 (Ft.) +/-
p
O
Q
— X
O
DEPTH ELEVATION Ft.
CO
a
— `
0.4 TOPSOIL, 5-inches 554 5+/-
SANDY SILT (ML), gray, hard, residuum
4-17-26-46
N=43
2.0 553+/-
PARTIALLY WEATHERED ROCK (MR), sampled as light gray, sandy
X
50/5"
LEAN CLAY, with rock fragments
29-50/4"
18.2
5
50/0"
547+/-
50/2
Boring Tenninated at 8.2 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-18-2018
Boring Completed: 07-18-2018
No free water observed
Irerracon
2701 Westport Rd
Charlotte, INC
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
Project No.: 71185110
Exhibit: B-28
IM Dry Cave -In

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BORING LOG NO. B-12
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2184' Longitude:-80.5238'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w w
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 540 (Ft.) +/-
p
O
Q
— X
O
DEPTH ELEVATION Ft.
CO
a
— `
0.4 TOPSOIL, 5-inches 539.5+/-
SILTY CLAY WITH SAND (CL-ML), yellowish tan and gray, stiff to very
stiff, residuum
4-5-5-7
17
27-21-6
79
N=10
i
i
r.
8-9-10-17
XXX
".
N=19
i
4.0 536+/-
SILTY SAND (SM), grayish tan, very dense, residuum
17-26-45-50/5"
5
N=71
6.0 534+/-
SANDY LEAN CLAY (CL), with rock fragments, grayish tan to yellowish
tan and brown, very stiff to hard, residuum
14-26-33-34
N=59
15-11-19-26
N=30
10
13.5 526.5+/-
PARTIALLY WEATHERED ROCK (MR), sampled as fine to medium
50/6"
14.0 grained, yellowish tan, silty SAND, with rock fragments 526+/-
Boring Tenninated at 14 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-18-2018
Boring Completed: 07-18-2018
No free water observed
Irerracon
2701 Westport Rd
Charlotte, INC
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
Project No.: 71185110
Exhibit: B-29
JIM Dry Cave-in

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BORING LOG NO. B-13
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2208' Longitude:-80.5274'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 561 (Ft.) +/-
p
O
Q
— X
O
DEPTH ELEVATION Ft.
CO
a
SILT WITH SAND (ML), tan and gray, medium stiff, residuum
4-5-5-7
N=10
13
2.0 559+/-
SANDY LEAN CLAY (CLI, with rock fragments, gray, hard, residuum
15-20-29-39
N=49
4.0 557+/-
PARTIALLY WEATHERED ROCK (MR), sampled as tan and brown,
50/51,
sandy CLAY, with rock fragments
5
50/3"
50/2"
10
13.5 547.5+/-
Boring Tenninafed of 13.5 Feet
50/0"
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-17-2018
Boring Completed: 07-17-2018
No free water observed
Irerracon
2701 Westport Rd
Charlotte, INC
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
Project No.: 71185110
Exhibit: B-30
IM Dry Cave-in

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BORING LOG NO. B-13A
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
U
Latitude:35.2208' Longitude:-80.5274'
J O
a
~
UJ �
w z
z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 561 (Ft.) +/-
p
O
Q
— X
O
a
DEPTH ELEVATION Ft.
CO
—
TOPSOIL, 6-inches
0.5 560.5+/-
SILT WITH SAND (ML), red, yellow, and tan, medium stiff, residuum
4-3-4-6
N=7
2.0 559+/-
LEAN CLAY WITH SAND (CL), with rock fragments, yellowish tan, hard,
'.'
residuum
7-15-37-50/5"
j
N=52
4.0 557+/-
PARTIALLY WEATHERED ROCK (PWR), sampled as gray and tan,
X
50/5"
CLAY with sand and rock fragments
5
AM
50/0"
50/01,
10
13.5 547.5+/-
Boring Tenninafed of 13.5 Feet
50/0"
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-17-2018
Boring Completed: 07-17-2018
No free water observed
Irerracon
2701 Westport Rd
Charlotte, INC
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
Project No.: 71185110
Exhibit: B-31
IM Dry Cave-in

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BORING LOG NO. B-13B
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2208' Longitude:-80.5274'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 560 (Ft.) +/-
p
O
Q
— X
O
DEPTH ELEVATION Ft.
CO
a
—
TOPSOIL, 6-inches
0.5 559.5+/-
SILT WITH SAND (ML), red, yellow, and tan, medium stiff, residuum
3-3-4-5
N=7
2.0 558+/-
LEAN CLAY (CL), with rock fragments, yellowish tan, hard, residuum
5-6-30-50/3"
N=36
4.0 556+/-
PARTIALLY WEATHERED ROCK (PWR), sampled as gray and tan,
X
50/5"
CLAY with sand and rock fragments
5
AM
50/51,
50/4"
10
13.5 546.5+/-
Boring Tenninafed of 13.5 Feet
50/0"
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-17-2018
Boring Completed: 07-17-2018
No free water observed
Irerracon
2701 Westport Rd
Charlotte, INC
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
Project No.: 71185110
Exhibit: B-32
IM Dry Cave-in

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BORING LOG NO. B-13C
Page 1 of 1
PROJECT: Begonia Solar Site
CLIENT: Strata Solar, LLC
Chapel Hill, NC
SITE: Wallace Road
Midland, NC
C7
LOCATION See Exhibit A-2
w z
o
LIMITS ATTERBERG
w
a
z
U
Latitude:35.2208' Longitude:-80.5273'
J O
~
UJ �
w z
UL
w
u w
J
a
pD
w W
QW
z
LL-PL-PI
z
U
Approximate Surface Elev: 561 (Ft.) +/-
p
O
Q
— X
O
DEPTH ELEVATION Ft.
CO
a
—
0.3 TOPSOIL, 4-inches 560.5+/-
SILT WITH SAND (ML), yellowish tan, stiff, residuum
3-5-5-5
N=10
2.0 559+/-
SANDY LEAN CLAY (CLI, with rock fragments, light tan to light gray,
hard, residuum
28-47-41-40
N=88
5
21-32-35-16
N=67
5-33-50/2"
7.0 554+/-
PARTIALLY WEATHERED ROCK (MR), Sampled as light gray, brown,
X8.0
and tan, sandy CLAY, with rock fragments
553+/-
PARTIALLY WEATHERED ROCK (MR), Sampled as yellowish tan,
X
50/3"
sandy SILT, with rock fragments
10
13.5 547.5+/-
Boring Tenninafed of 13.5 Feet
50/0"
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
Approximate elevations based on Google Earth.
WATER LEVEL OBSERVATIONS
Boring Started: 07-18-2018
Boring Completed: 07-18-2018
No free water observed
Irerracon
2701 Westport Rd
Charlotte, INC
Drill Rig: Geoprobe 7822DT
Driller: B. Burnette
Project No.: 71185110
Exhibit: B-33
IM Dry Cave-in

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ATTERBERG LIMITS RESULTS
ASTM D4318
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LIQUID LIMIT
Boring ID
Depth
LL
PL
PI
Fines
LISCS
Description
•
B-2
0-5
33
20
13
65
CL
SANDY LEAN CLAY
m
B-5
1 - 2.5
39
24
15
83
CL
LEAN CLAY with SAND
A
B-8
0-5
34
26
8
73
ML
SILT with SAND
PROJECT: Duke Speedway Solar Site
PROJECT NUMBER: 71195085
SITE: Wallace Road and
Bethel Ave.
Ext.
2701 Westport Rd
CLIENT: Duke Energy
Midland, NC
Charlotte, NC
Charlotte, NC

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August 19, 2019
Victoria Larson
2020 Starita Rd
Suite E
Charlotte, NC 28206
RE: Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
Dear Victoria Larson:
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Enclosed are the analytical results for sample(s) received by the laboratory on August 12, 2019. The
results relate only to the samples included in this report. Results reported herein conform to the most
current, applicable TNI/NELAC standards and the laboratory's Quality Assurance Manual, where
applicable, unless otherwise noted in the body of the report.
If you have any questions concerning this report, please feel free to contact me.
Sincerely,
Taylor Ezell
[e-mail]
[phone]
Project Manager
Enclosures
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, LLC.
Page 1 of 16

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Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
Kansas Certification IDs
9608 Loiret Boulevard, Lenexa, KS 66219
Missouri Inorganic Drinking Water Certification #: 10090
Arkansas Drinking Water
Arkansas Certification #: 19-016-0
Arkansas Drinking Water
Illinois Certification #: 004455
Iowa Certification #: 118
Kansas/NELAP Certification #: E-10116
Louisiana Certification #: 03055
CERTIFICATIONS
Nevada Certification #: KS000212018-1
Oklahoma Certification #: 9205/9935
Florida: Cert E871149 SEKS WET
Texas Certification #: T104704407-18-11
Utah Certification #: KS000212018-8
Illinois Certification #: 004592
Kansas Field Laboratory Accreditation: # E-92587
Missouri SEKS Micro Certification: 10070
REPORT OF LABORATORY ANALYSIS
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, LLC.
Page 2 of 16

Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
aceAnalf ical Huntersville, NC 28078
www.pacelabs.com [phone]
1
SAMPLE SUMMARY
Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
Lab ID Sample ID Matrix Date Collected Date Received
92440998001 B-2 (0-5) Solid 07/25/19 13:00 08/12/19 16:32
92440998002 B-8 (0-5) Solid 08/08/19 11:00 08/12/19 16:32
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, LLC. Page 3 of 16

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SAMPLE ANALYTE COUNT
Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Lab ID Sample ID
Method
Analysts
Analytes
Reported
Laboratory
92440998001 B-2 (0-5)
ASTM D2974
DWC
1
PASI-K
EPA 9045
CNB
1
PASI-K
EPA 120.1 Resistivity
LDB
1
PASI-K
EPA 9056
MGS
2
PASI-K
92440998002 B-8 (0-5)
ASTM D2974
DWC
1
PASI-K
EPA 9045
CNB
1
PASI-K
EPA 120.1 Resistivity
LDB
1
PASI-K
EPA 9056
MGS
2
PASI-K
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, LLC.
Page 4 of 16

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Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
Lab Sample ID
Client Sample ID
Method
Parameters
92440998001
B-2(0-5)
ASTM D2974
Percent Moisture
EPA 9045
pH at 25 Degrees C
EPA 120.1 Resistivity
Resistivity
EPA 9056
Chloride
92440998002
B-8(0-5)
ASTM D2974
Percent Moisture
EPA 9045
pH at 25 Degrees C
EPA 120.1 Resistivity
Resistivity
EPA 9056
Chloride
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
SUMMARY OF DETECTION
Result Units Report Limit Analyzed
19.6
%
6.8
Std. Units
5070
ohms -cm
64.3J
mg/kg
15.3
%
5.4
Std. Units
40300
ohms -cm
54.7J
mg/kg
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, LLC.
0.50
08/15/1913:51
0.10
08/19/1914:58
100
08/19/1915:41
121
08/17/19 17:30
0.50
08/15/1913:51
0.10
08/19/1915:03
100
08/19/1915:41
119
08/17/1918:21
Qualifiers
Page 5 of 16

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PROJECT NARRATIVE
Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
Method: EPA 9045
Description: 9045 pH Soil
Client: Terracon NC
Date: August 19, 2019
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
General Information:
2 samples were analyzed for EPA 9045. All samples were received in acceptable condition with any exceptions noted below or on the
chain -of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
Duplicate Sample:
All duplicate sample results were within method acceptance criteria with any exceptions noted below.
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, LLC. Page 6 of 16

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PROJECT NARRATIVE
Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
Method: EPA 120.1 Resistivity
Description: Resistivity
Client: Terracon NC
Date: August 19, 2019
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
General Information:
2 samples were analyzed for EPA 120.1 Resistivity. All samples were received in acceptable condition with any exceptions noted below
or on the chain -of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, LLC. Page 7 of 16

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PROJECT NARRATIVE
Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
Method: EPA 9056
Description: 9056 IC Anions
Client: Terracon NC
Date: August 19, 2019
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
General Information:
2 samples were analyzed for EPA 9056. All samples were received in acceptable condition with any exceptions noted below or on the
chain -of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Sample Preparation:
The samples were prepared in accordance with EPA 9056 with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
Duplicate Sample:
All duplicate sample results were within method acceptance criteria with any exceptions noted below.
Additional Comments:
This data package has been reviewed for quality and completeness and is approved for release.
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, LLC. Page 8 of 16

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ANALYTICAL RESULTS
Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Sample: B-2 (0-5) Lab ID: 92440998001 Collected: 07/25/19 13:00 Received: 08/12/19 16:32 Matrix: Solid
Results reported on a "dry weight" basis and are adjusted for percent moisture, sample size and any dilutions.
Re po rt
Parameters Results Units Limit MDL DF Prepared Analyzed CAS No. Qual
Percent Moisture
Percent Moisture
9045 pH Soil
pH at 25 Degrees C
Resistivity
Resistivity
9056 IC Anions
Chloride
Sulfate
Date: 08/19/2019 05:49 PM
Analytical Method: ASTM D2974
19.6 % 0.50
0.50
1
08/15/1913:51
Analytical Method: EPA 9045
6.8 Std. Units 0.10
0.10
1
08/19/19 14:58
Analytical Method: EPA 120.1 Resistivity
5070 ohms -cm 100
50.0
1
08/19/1915:41
Analytical Method: EPA 9056 Preparation Method: EPA 9056
64.3J mg/kg 121
38.9
10 08/16/1916:00
08/17/1917:30 16887-00-6
ND mg/kg 121
24.3
10 08/16/1916:00
08/17/1917:30 14808-79-8
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, LLC.
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ANALYTICAL RESULTS
Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Sample: B-8 (0-5) Lab ID: 92440998002 Collected: 08/08/19 11:00 Received: 08/12/19 16:32 Matrix: Solid
Results reported on a "dry weight" basis and are adjusted for percent moisture, sample size and any dilutions.
Re po rt
Parameters Results Units Limit MDL DF Prepared Analyzed CAS No. Qual
Percent Moisture
Percent Moisture
9045 pH Soil
pH at 25 Degrees C
Resistivity
Resistivity
9056 IC Anions
Chloride
Sulfate
Date: 08/19/2019 05:49 PM
Analytical Method: ASTM D2974
15.3 % 0.50
0.50
1
08/15/1913:51
Analytical Method: EPA 9045
5.4 Std. Units 0.10
0.10
1
08/19/19 15:03
Analytical Method: EPA 120.1 Resistivity
40300 ohms -cm 100
50.0
1
08/19/1915:41
Analytical Method: EPA 9056 Preparation Method: EPA 9056
54.7J mg/kg 119
38.0
10 08/16/1916:00
08/17/1918:21 16887-00-6
ND mg/kg 119
23.7
10 08/16/1916:00
08/17/1918:21 14808-79-8
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, LLC.
Page 10 of 16

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QUALITY CONTROL DATA
Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
QC Batch: 603433 Analysis Method: ASTM D2974
QC Batch Method: ASTM D2974 Analysis Description: Dry Weight/Percent Moisture
Associated Lab Samples: 92440998001, 92440998002
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
METHOD BLANK: 2467583 Matrix: Solid
Associated Lab Samples: 92440998001, 92440998002
Blank Reporting
Parameter Units Result Limit MDL Analyzed Qualifiers
Percent Moisture % ND 0.50 0.50 08/15/19 13:50
SAMPLE DUPLICATE: 2467584
60311785001 Dup Max
Parameter Units Result Result RPD RPD Qualifiers
Percent Moisture % 12.9 13.0 1 20
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
Date: 08/19/2019 05:49 PM without the written consent of Pace Analytical Services, LLC.
Page 11 of 16

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QUALITY CONTROL DATA
Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
QC Batch: 603936 Analysis Method: EPA 9045
QC Batch Method: EPA 9045 Analysis Description: 9045 pH
Associated Lab Samples: 92440998001, 92440998002
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
SAMPLE DUPLICATE: 2469672
92440998001 Dup Max
Parameter Units Result Result RPD RPD Qualifiers
pH at 25 Degrees C Std. Units 6.8 6.7 1 3
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
REPORT OF LABORATORY ANALYSIS
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Date: 08/19/2019 05:49 PM without the written consent of Pace Analytical Services, LLC. Page 12 of 16

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QUALITY CONTROL DATA
Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
QC Batch: 603737 Analysis Method: EPA 9056
QC Batch Method: EPA 9056 Analysis Description: 9056 IC Anions
Associated Lab Samples: 92440998001, 92440998002
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
METHOD BLANK: 2468593 Matrix: Solid
Associated Lab Samples: 92440998001, 92440998002
Blank Reporting
Parameter Units Result Limit MDL Analyzed Qualifiers
Chloride mg/kg ND 10.0 3.2 08/17/1911:36
Sulfate mg/kg ND 10.0 2.0 08/17/1911:36
LABORATORY CONTROL SAMPLE:
2468594
Spike
LCS
LCS
% Rec
Parameter
Units
Conc.
Result
% Rec
Limits Qualifiers
Chloride
mg/kg
500
482
96
80-120
Sulfate
mg/kg
500
471
94
80-120
MATRIX SPIKE & MATRIX SPIKE DUPLICATE: 2468596
2468597
MS
MSD
60311060010
Spike
Spike
MS
MSD
MS MSD
% Rec
Max
Parameter Units
Result
Conc.
Conc.
Result
Result
% Rec % Rec
Limits
RPD RPD Qual
Chloride mg/kg
74.8J
629
629
620
613
87 86
80-120
1 15
Sulfate mg/kg
847
629
629
1520
1500
107 104
80-120
1 15
SAMPLE DUPLICATE: 2468595
60311060002 Dup Max
Parameter Units Result Result RPD RPD Qualifiers
Chloride mg/kg 92AJ 92.5J 15
Sulfate mg/kg ND ND 15
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
Date: 08/19/2019 05:49 PM without the written consent of Pace Analytical Services, LLC. Page 13 of 16

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QUALIFIERS
Project: Duke Speedway Solar 71195085
Pace Project No.: 92440998
DEFINITIONS
DF - Dilution Factor, if reported, represents the factor applied to the reported data due to dilution of the sample aliquot.
ND - Not Detected at or above adjusted reporting limit.
TNTC - Too Numerous To Count
J - Estimated concentration above the adjusted method detection limit and below the adjusted reporting limit.
MDL -Adjusted Method Detection Limit.
PQL - Practical Quantitation Limit.
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
RL - Reporting Limit - The lowest concentration value that meets project requirements for quantitative data with known precision and
bias for a specific analyte in a specific matrix.
S - Surrogate
1,2-Diphenylhydrazine decomposes to and cannot be separated from Azobenzene using Method 8270. The result for each analyte is
a combined concentration.
Consistent with EPA guidelines, unrounded data are displayed and have been used to calculate % recovery and RPD values.
LCS(D) - Laboratory Control Sample (Duplicate)
MS(D) - Matrix Spike (Duplicate)
DUP - Sample Duplicate
RPD - Relative Percent Difference
NC - Not Calculable.
SG - Silica Gel - Clean -Up
U - Indicates the compound was analyzed for, but not detected.
Acid preservation may not be appropriate for 2 Chloroethylvinyl ether.
A separate vial preserved to a pH of 4-5 is recommended in SW846 Chapter 4 for the analysis ofAcrolein and Acrylonitrile by EPA
Method 8260.
N-Nitrosodiphenylamine decomposes and cannot be separated from Diphenylamine using Method 8270. The result reported for
each analyte is a combined concentration.
Pace Analytical is TNI accredited. Contact your Pace PM for the current list of accredited analytes.
TNI - The NELAC Institute.
LABORATORIES
PASI-K Pace Analytical Services - Kansas City
REPORT OF LABORATORY ANALYSIS
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QUALITY CONTROL DATA CROSS REFERENCE TABLE
Pace Analytical Services, LLC
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Project:
Pace Project No.:
Duke Speedway Solar 71195085
92440998
Analytical
Lab ID
Sample ID
QC Batch Method
QC Batch Analytical Method
Batch
92440998001
B-2 (0-5)
ASTM D2974
603433
92440998002
B-8 (0-5)
ASTM D2974
603433
92440998001
B-2(0-5)
EPA 9045
603936
92440998002
B-8(0-5)
EPA 9045
603936
92440998001
B-2 (0-5)
EPA 120.1 Resistivity
603969
92440998002
B-8 (0-5)
EPA 120.1 Resistivity
603969
92440998001
B-2(0-5)
EPA 9056
603737 EPA 9056
604026
92440998002
B-8(0-5)
EPA 9056
603737 EPA 9056
604026
Date: 08/19/2019 05:49 PM
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, LLC.
Page 15 of 16

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Contents:
General Notes
Unified Soil Classification System
RsIlr ��ui�� sms uin III'�ReSO flr �ft 111 uin III'ReIhi4l 111

GENERAL NOTES
Irerracon
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS°°°°°°°°°°°°°"'°°""""°°""""""""""'""°'°°'°'°°°°°°°
Duke Speedway Solar Site G Midland, NC
GeoReport
Terracon Project No. 71195085
SAMPLING
WATER LEVEL
FIELD TESTS
N
Standard Penetration Test
Water Initially
Resistance (Blows/Ft.)
Encountered
Grab Split Spoon
eSample
Water Level After a
Specified Period of Time
(HP)
Hand Penetrometer
Water Level After
(T)
Torvane
a Specified Period of Time
Water levels indicated on the soil boring logs are
(DCP)
Dynamic Cone Penetrometer
the levels measured in the borehole at the times
indicated. Groundwater level variations will occur
UC
Unconfined Compressive
over time. In low permeability soils, accurate
Strength
determination of groundwater levels is not
possible with short term water level
(PID)
Photo -Ionization Detector
observations.
(OVA)
Organic Vapor Analyzer
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their
dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils
have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic,
and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents
may be added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are
defined on the basis of their in -place relative density and fine-grained soils on the basis of their consistency.
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The
accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical
survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from
topographic maps of the area.

Clean Gravels:
Gravels:
Less than 5% fines c
More than 50% of
coarse fraction
retained on No. 4 sieve
Gravels with Fines:
Coarse -Grained Soils:
More than 12% fines c
More than 50% retained
on No. 200 sieve
Clean Sands:
Sands:
Less than 5% fines I'D
50% or more of coarse
fraction passes No. 4
Sands with Fines:
sieve
Cu > 4 and 1 < Cc < 3 uE
GW
Well -graded gravel iiF
Cu < 4 and/or [Cc< 1 or Cc>3. 0] uE
GP
Poorly graded gravel iiF
Fines classify as MIL or MH
GM
Silty gravel III G, mH
Fines classify as CIL or CH
GC
Clayey gravel III G, H
Cu > 6 and 1 < Cc < 3 uE
SW
Well -graded sand 11
Cu < 6 and/or [Cc< 1 or Cc>3. 0] uE
SP
� Poorly graded sand 11
Fines classify as MIL or MH
SM
Siltv sand G, mill, 11
More than 12% fines I'll
Fines classify as CIL or CH
SC
Clayey sand G, mill, 11
PI > 7 and plots on or above "A"
CIL
Lean clay"K, "I, uv
Inorganic:
Silts and Clays:
PI < 4 or plots below "A" line J
MIL
silt 111c, III, 111A
Liquid limit less than 50
Liquid limit - oven dried
Organic clay 111c, "1, 11% 4 111
Fine -Grained Soils:
Organic:
Liquid limit - i
< 0.75
OIL
organic silt"K, "I, 11M, 0
50% or more passes the
No. 200 sieve
Inorganic:
PI plots on or above "A" line
CH
Fat clay 111c, "1, 11%4
Silts and Clays:
PI plots below "A" line
MH
Elastic Silt 111c, "1, 11%4
Liquid limit 50 or more
Liquid limit - oven dried
Organic clay 111c, "1, 11% lip
Organic:
< 0.75
OH
Liquid limit - not dried
Organic silt"K, "I, "'A, 0
Highly organic soils:
Primarily organic matter, dark in color,
and organic odor
PT
Peat
A Based on the material passing the 3-inch (75-mm) sieve.
I'll If fines are organic, add "with organic fines" to group name.
If field sample contained cobbles or boulders, or both, add "with cobbles
11 If soil contains �! 15% gravel, add "with gravel" to group name.
or boulders, or both" to group name.
J If Atterberg limits plot in shaded area, soil is a Ci silty clay.
c Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded
K If soil contains 15 to 29% plus No. 200, add "with sand" or "with
gravel with silt, GW-GC well -graded gravel with clay, GP -GM poorly
gravel," whichever is predominant.
graded gravel with silt, GP -GC poorly graded gravel with clay.
If soil contains �! 30% plus No. 200 predominantly sand, add
I'D Sands with 5 to 12% fines require dual symbols: SW-SM well -graded
"sandy" to group name.
sand with silt, SW -SC well -graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay.
""If soil contains �! 30% plus No. 200, predominantly gravel, add
"gravelly" to group name.
2
(D 30
1114 pl >_ 4 and plots on or above "A" line.
Cu = i Cc =
0 PI < 4 or plots below "A" line.
D10 x D
"A"
60
R PI plots on or above line.
If soil contains > 15% sand, add "with sand" to group name.
0 PI plots below "A" line.
G If fines classifv as Ci use dual svmbol GC -GM, or SC-SM.