SW5210602_Soils/Geotechnical Report_20210616

HYDRO
ENGINEERS
Report of Subsurface Exploration and
Geotechnical Engineering Evaluation
Phobos Solar Substation Relocation
Spring Hope, North Carolina
Prepared for
Pine Gate Renewables
December 15, 2020
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4

Mr. Scan Andersen
Pine Gate Renewables
130 Roberts Street
Asheville, North Carolina 28801
Dear Mr. Andersen:
December 15, 2020
Report of Subsurface Exploration and
Geotechnical Engineering Evaluation
Phobos Solar Substation Relocation
Spring Hope, North Carolina
Project Number 200664.21
Geo-Hydro Engineers, Inc. has completed the authorized subsurface exploration and geotechnical
engineering evaluation for the above referenced project. The scope of services for this project was outlined
in our proposal number 24993.21 dated November 5, 2020.
PROJECT INFORMATION
The proposed solar farm and associated substation will be constructed on an irregularly shaped tract in the
vicinity of 3500 Frazier Road, Nash County, North Carolina. The approach to the proposed substation
consists primarily of agricultural fields. Since our previous evaluation, the site layout has been modified
to relocate the planned substation approximately 300 feet southwest of the originally proposed location.
Based on our previous experience with the site, the updated substation location is located in the agricultural
fields. The below acnial image depicts the current site conditions with the proposed substation relocation,
in blue, relative to the previously proposed locations, in red.
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6905 Downwind Road, Suite K - Greensboro, North Carolina 27409 H
o: 336.553.0870 - f 336.553.0872 - www.geohydro.com YDRO
:hU' ENGINEERS
198o 'Yea rs 2o2o

Phobos Solar Substation Relocation - Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21
Loading information at the requested test locations within the substation pad has not been provided. Based
on the provided SOW and our experience with similar projects, we expect foundations to consist of a
combination of drilled pier foundations and mat foundations with loads of up to 300 kips for transformers
and other ancillary structures.
A grading plan for the substation pad was not available at the time of this evaluation; however, based on
existing topography and our observations, we expect that grading for the substation pad should be
minimal.
EXPLORATORY PROCEDURES
The subsurface exploration consisted of I I soil test bonings performed at the approximate locations shown
in Figures 2 through 4 in the Appendix. The test locations were established in the field by Geo-Hydro using
a Garmin 64st GPS unit and preloaded coordinates provided by Pine Gate Renewables. In general, the
locations of the soil test borings should be considered approximate. Coordinates for the boning locations
are presented in the following table:
Boring
B-13(10)
Latitude
35.8868
Longitude
-78.1642
B-1 4(11)
35.8867
-78.1641
B-1 5(12)
35.8865
-78.1639
B-1 6(13)
35.8864
-78.1638
B-1 7(14)
35.8862
-78.1636
B-1 8(15)
35.8868
-78.1640
BoringW
Latitude
LongitudM
Borings were performed by hollow -stem auger drilling. Standard penetration testing, as provided for in
ASTM D1586, was performed at select depth intervals in the soil test bonings. Soil samples obtained from
the exploration were examined and classified in general accordance with ASTM D2488 (Visual -Manual
Procedure for Description of Soils). Soil classifications include the use of the Unified Soil Classification
System described in ASTM D2487 (Classification of Soils for Engineering Purposes). The soil
classifications also include our evaluation of the geologic origin of the soils. Evaluations of geologic origin
are based on our experience and interpretation and may be subject to some degree of error.
Descriptions of the soils encountered in the exploratory bonings are provided in the test boning records
included in the Appendix. Groundwater levels, standard penetration resistances, and other pertinent
information are also included.
The CME 20 drill nig used for this project has an estimated auto -hammer energy transfer ratio (ETR) of 92
percent. The test boning records include both the raw penetration resistances (N) and the adjusted N60
values, which are the raw SPT blowcounts corrected to 60 percent efficiency based on the auto -hammer
ETR. The correction factor used is 1.53, and the N60 values are rounded to the nearest whole number.
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198o 'Years 2o2o

Phobos Solar Substation Relocation - Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21
REGIONAL GEOLOGY
The project site is located in the Eastern Slate Belt of the Piedmont Geologic Province of North Carolina.
Soils in this area have been formed by the in -place weathering of the underlying crystalline rock, which
accounts for their classification as "residual" soils. Residual soils near the ground surface, which have
experienced advanced weathening, frequently consist of red brown clayey silt (ML) or silty clay (CL). The
thickness of this surficial clayey zone may range up to roughly 6 feet. For various reasons, such as erosion
or local variation of mineralization, the upper clayey zone is not always present.
With increased depth, the soil becomes less weathered, coarser grained, and the structural character of the
underlying parent rock becomes more evident. These residual soils are typically classified as sandy
micaccous silt (ML) or silty micaccous sand (SM). With a further increase in depth, the soils eventually
become quite hard and take on an increasing resemblance to the underlying parent rock. When these
materials have a standard penetration resistance of 100 blows per foot or greater, they are referred to as
partially weathered rock. The transition from soil to partially weathered rock is usually a gradual one, and
may occur at a wide range of depths. Lenses or layers of partially weathered rock are not unusual in the
soil profile.
Partially weathered rock represents the zone of transition between the soil and the indurated metamorphic
rocks from which the soils are derived. The subsurface profile is, in fact, a history of the weathering process
which the crystalline rock has undergone. The degree of weathering is most advanced at the ground surface,
where fine grained soil may be present. And, the weathering process is in its early stages immediately
above the surface of relatively sound rock, where partially weathered rock may be found.
The thickness of the zone of partially weathered rock and the depth to the rock surface have both been
found to vary considerably over relatively short distances. The depth to the rock surface may frequently
range from the ground surface to 80 feet or more. The thickness of partially weathered rock, which overlies
the rock surface, may vary from only a few inches to as much as 40 feet or more.
TEST BORING SUMMARY
Starting at the ground surface, all of the bonings encountered approximately 4 inches of grass, roots, and
topsoil. The thickness of surface materials at the site should be expected to vary, and measurements
necessary for detailed quantity estimation were not performed for this report. For planning purposes, we
suggest considering a topsoil thickness of about 6 inches to account for existing vegetation and shallow
roots.
Beneath the surface material, all bonings except B-18, B-20, B-22, and B-23 encountered cultivated soils
extending to a depth of about 3 to 6 feet. The cultivated soils were generally classified as silty sand, sandy
silt, clayey silt, or clayey sand. Standard penetration resistances in the cultivated soils ranged from 3 to I I
blows per foot.
Beneath the cultivated soils or surface material, all of the bonings encountered residual soils typical of the
Eastern Slate Belt. The residual soils were generally classified as silty sand, sandy silt, or sandy lean clay.
Standard penetration resistances in the residual soils ranged from 4 to 41 blows per foot.
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198o 'Years 2o2o

Phobos Solar Substation Relocation - Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21
At the time of drilling, groundwater was encountered in all bonings at depths ranging from 14 to 21 feet.
24 hours after drilling, groundwater was encountered in all bonings except bonings B-20 through B-23 at
depths ranging from 14 to 21 feet. For safety reasons, the bonings were backfilled after the groundwater
checks and grouted per Duke Energy substation reqw*rements. It should be noted that groundwater levels
will fluctuate depending on yearly and seasonal rainfall variations and other factors may rise in the future.
For more detailed descriptions of subsurface conditions, please refer to the boning summary table and test
boning records in the Appendix.
FIELD ELECTRICAL RESISTIVITY TESTING
Field electrical resistivity testing was performed at the approximate location shown in Figures 3 and 4 in
the Appendix. At each test location, resistivity measurements were obtained along two roughly
perpendicular traverses. Field resistivity testing was performed in accordance with the Wenner Four -Probe
Method (ASTM G57) with probe "a" spacings ranging from 2.5 to 200 feet, for a maximum traverse length
of 600 feet, for the traverse located at the planned substation pad. The field survey was performed using a
SUNG RI earth resistivity meter by Advanced Geosciences, Inc. (AGI). The following tables present the
results of the field resistivity testing:
PP
Electrode
Mpacing
eet) 11
2.5
R-1 (B-13)
N-S Resistivity
(ohnn-cm)
�1
20,818
16
E-W Resistivity
(ohnn-cm)
11
15,514
5
17,130
16,459
10
18,776
18,684
20
19,690
18,776
30
18,623
20,056
50
18,379
20,300
100
21,824
25,268
150
30,724
31,303
200
38,679
34,869
N-S: Approximate North -South alignment orientation
E-W: Approximate East-West alignment orientation
LABORATORY TESTING
One bulk sample was collected from a depth interval between 2 and 5 feet at boning B-13 for laboratory
testing. Bulk samples were used for classification and additional testing consisting of Particle Size Analysis
(ASTM D422), Atterberg Limits (ASTM D4318), natural moisture content (ASTM D2216), Standard
Proctor (ASTM D698), California Beraing Ratio (ASTM DI 883), and Thermal Resistivity (ASTM D5334)
tests. The following tables present a summary of test results.
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Phobos Solar Substation Relocation - Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21
Thermal Resistivity (ASTM D5334)
FP B-13 (-2'to -5')
Moisture Content (%) Thermal
Resistivity
('C-Cm1W)
Soil Classification
11*11i I I - : - - I ' . 0 : .
Moisture CBR (%)
Content (%)
For more detailed inforniation on laboratory testing, please refer to the laboratory test results included in
the Appendix.
EVALUATIONS AND RCOMMENDATIONS
The following evaluations and recommendations are based on the information available on the proposed
construction, the data obtained from the soil test bonings, the results of the laboratory testing program, and
our experience with soils and subsurface conditions similar to those encountered at this site. Because the
bon*ngs represent a statistically small sampling of subsurface conditions, it is possible that conditions may
be encountered during construction that are substantially different from those indicated by the test bonings.
In these instances, adjustments to the design and construction may be necessary.
Geotechnical Considerations
The following geotechnical characteristics of the site should be considered for planning and design:
In general, cultivated and residual soils identified in the test bonings should be readily removable using
conventional soil excavation equipment such as loaders and backhoes.
Partially weathered rock (PWR) was not encountered in any of the bonings. In our previous evaluation,
PWR was encountered in bonings B-5, B-9, and B-10 at depths ranging from 22 to 37 feet. It would
not be unusual for PWR or rock to occur at higher elevations at locations intermediate of our test
locations.
Groundwater was encountered in all bonings at depths ranging from 14 to 21 feet. Groundwater is not
expected to be a concern for site grading and utility excavations.
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1980 Tears 2020

Phobos Solar Substation Relocation - Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21
In general, the subsurface soils at the substation pad should be suitable for the planned steel pile or
pier foundation system. Typical LPile soil parameters necessary for foundation design using steel
piles for the arrays and piers for substation structures are included in the Appendix.
After general site preparation and site grading have been completed in accordance with the
recommendations of this report, it is our opinion that ancillary structures at the substation pad can be
supported using conventional shallow foundations or reinforced concrete mat foundations.
Construction Equipment Mobility
The cultivated soils at the site will tend to rut under rubber -tired vehicle traffic, and this behavior will be
aggravated by wet weather conditions. Continuous maintenance of areas subjected to construction traffic
is typically required until construction is completed. Mitigation of equipment mobility problems and
management of unstable surficial soils will depend on the seventy of the problem, the season in which
construction is performed, and prevailing weather conditions.
Some general guidelines for reducing equipment mobility problems and managing unstable, wet, surficial
soils are as follows:
• Perform construction during seasons that provide the greatest potential for dry weather. The best
construction seasons are typically the summer and fall.
• Optimize surface water drainage at the site.
• Do not operate construction equipment on the site during wet conditions. Rutting the surface will only
aggravate the problem.
• Use construction equipment that is well suited for the intended job under the site conditions. Heavy
rubber -tired equipment typically requires better site conditions than light, track -mounted equipment.
• Whenever possible, wait for dry weather conditions to prevail. Construction schedules that do not
realistically allow for rain days may only make problems worse. Pressure to perform earthwork under
a tight schedule is frequently counterproductive.
Ultimately, it may be necessary to take steps to aggressively improve equipment mobility if construction
must proceed under unfavorable conditions. Methods for coping with equipment mobility problems may
range from removing several feet of soft, wet soils, to utilizing crushed stone materials and stabilization
fabrics. Other methods include cement modification of soils, lime stabilization, use of crushed stone, etc.
General Site Preparation
Vegetation, topsoil, roots, and other deleterious materials should be removed from the proposed
construction area. All existing utilities should be excavated and removed unless they are to be incorporated
into the new construction. Additionally, site clearing, grubbing, and stripping should be performed only
during dry weather conditions. Operation of heavy equipment on the site during wet conditions could result
in excessive subgrade degradation.
We recommend that areas to receive structural fill be proofrolled prior to placement of structural fill. Areas
of proposed excavation should be proofrolled after rough finished subgrade is achieved. Proofrolling
should be performed with multiple passes in at least two directions using a fully loaded tandem axle dump
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Phobos Solar Substation Relocation - Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21
truck weighing at least 18 tons. If low consistency soils are encountered that cannot be adequately densified
in place, such soils should be removed and replaced with well compacted fill material placed in accordance
with the Structural Fill section of this report. Proofrolling should be observed by Geo-Hydro to determine
if remedial measures are necessary.
For budgeting purposes, we suggest considering that approximately 30 percent of the proposed substation
and access roads will require stabilization consisting of undercutting to a depth of 2 feet below finished
grade, moisture conditioning the undercut surface and excavated materials, and backfilling the resulting
excavation with the excavated materials in accordance with the Structural Fill section of this report. The
suggested approach to quantify ground stabilization is intended as a budgeting tool to facilitate the
allocation offunds for ground stabilization. The needfor, actual location, extent, and method used to
manage unstable subgrade materials will depend on site conditions at the time ofconstruction.
During site preparation, bum pits or trash pits may be encountered. On sites with previous agricultural use,
which includes most of the state's landmass, pits used to dispose of tree refuse, chickens, or other animal
carcasses may also be encountered. All too frequently, such buried material occurs in isolated areas which
are not detected by the soil test bonings. Any buried debriis or trash found during the construction operation
should be thoroughly excavated and removed from the site.
Excavation Characteristics
In general, fill materials and residual soils should be readily removable using conventional soil excavation
equipment such as loaders and backhoes. While the PWR was encountered below planned excavation
depths in our previous evaluation, it would not be unusual for PWR or rock to be encountered at higher
elevations at locations intermediate of our test locations.
For construction bidding and field venification purposes it is common to provide a verifflable definition of
rock in the project specifications. The following are typical definitions of mass rock and trench rock:
Mass Rock: Material which cannot be excavated with a single -tooth nipper drawn by a crawler tractor
having a minimum draw bar pull rated at 56,000 pounds (Caterpillar D-8K or equivalent), and
occupying an original volume of at least one cubic yard.
Trench Rock: Material occupying an original volume of at least one-half cubic yard which cannot be
excavated with a hydraulic excavator having a minimum flywheel power rating of 123 kW (165 hp);
such as a Caterpillar 322C L, John Deere 230C LC, or a Komatsu PC220LC-7; equipped with a short
tip radius bucket not wider than 42 inches.
Reuse of Excavated Materials
Based on the results of test bonings, the cultivated soils and residual soils at the site should be suitable for
reuse as structural fill. Geo-Hydro should observe the excavation of cultivated soils or previously placed
fill materials, if encountered, to evaluate their suitability for reuse. Soft, unstable cultivated or fill soils free
of deleterious materials may be reusable after routine moisture adjustment. Highly organic soils and
debn*s-laden soils will not be suitable for reuse. Routine adjustment of moisture content will be necessary
to allow proper placement and compaction.
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198o 'Years 2o2o

Phobos Solar Substation Relocation - Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21
It is important to establish as part of the construction contract whether soils having elevated moisture
content will be considered suitable for reuse. We often find this issue to be a point of contention and a
source of delays and change orders. From a technical standpoint, soils with moisture contents wet of
optimum as determined by the standard Proctor test (ASTM D698) can be reused provided that the moisture
is properly adjusted to within the workable range. From a practical standpoint, wet soils can be very
difficult to dry, and such difficulties should be considered during planning and budgeting. A clear
understanding by the general contractor and grading subcontractor regarding the reuse of excavated soils
will be important to avoid delays and unexpected cost overruns.
Structural Fill
Maten*als selected for use as structural fill should be free of organic debris, waste construction debris, and
other deleterious materials. The material should not contain rocks having a diameter over 4 inches. It is
our opinion that the following soils represented by their USCS group symbols will typically be suitable for
use as structural fill and are usually found in abundance in the Piedmont: (SM), (ML), (CL), and (SQ. The
following soil types are will also be suitable but are less common in the Piedmont: (SW), (SP), (SP-SM),
and (SP-SQ. The following soil types are considered unsuitable for use as structural fill: (OL), (OH), and
(Pt).
Elastic silt (MH) or fat clay (CH) soils, should be used with extreme caution. Such soils will require
protection against desiccation or inundation during the construction process. Soils which have a liquid limit
greater than 60 and a plasticity index greater than 35 will require blending with less plastic materials to
result in lower Atterberg limits prior to use as structural fill. Another approach to allow the reuse of high
plasticity soils is to place such soils in deeper structural fill sections, maintaining a minimum 3-foot
separation/buffer between the high plasticity soils and all structural elements and pavements.
Laboratory Proctor compaction tests and classification tests should be performed on representative samples
obtained from the proposed borrow material to provide data necessary to determine acceptability and for
quality control. The moisture content of suitable borrow soils should generally be no more than 3
percentage points below or above optimum at the time of compaction. Tighter moisture limits may be
necessary with certain soils.
Suitable fill material should be placed in thin lifts. Lift thickness depends on the type of compaction
equipment, but a maximum loose -lift thickness of 8 inches is generally recommended. The soil should be
compacted by a self-propelled sheepsfoot or smooth drum steel roller. Clayey or silty soils can be
compacted more efficiently with a sheepsfoot roller. Relatively clean sands (low percentage of fines)
respond better to smooth steel drum, vibratory rollers. Within small excavations such as in utility trenches,
around manholes, above foundations, or behind retaining walls, we recommend the use of "Wacker packers"
or "Rammax" compactors to achieve the specified compaction. Loose lift thicknesses of 4 to 6 inches are
recommended in small area fills.
We recommend that structural fill be compacted to at least 95 percent of the standard Proctor maximum
dry density (ASTM D698). Additionally, the maximum dry density of structural fill should be no less than
90 pcf. Geo-Hydro should perform density tests during fill placement.
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198o 'Years 2o2o

Phobos Solar Substation Relocation - Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21
Temporary Excavation Slopes
Temporary construction slopes should be designed in strict compliance with OS14A regulations. The
exploratory bonings indicate that soils at the site are Type B (Residuum) or Type C (Cultivated) as defined
in 29 CFR 1926 Subpart P. This dictates that temporary construction slopes above the groundwater level
in native soils be no steeper than IH: IV for Type B soils or 1.51-1: IV for Type C soils for excavation depths
of 20 feet or less in residual soil. Temporary construction slopes must be closely observed on a daily basis
by the contractor's "competent person" for signs of mass movement: tension cracks near the crest, bulging
at the toe of the slope, etc. The responsibility for excavation safety and stability of construction slopes
should lie solely with the contractor.
We recommend that extreme caution be observed in trench excavations. Several cases of loss of life due
to trench collapses in North Carolina point out the lack of attention given to excavation safety on some
projects. We recommend that applicable local and federal regulations regarding temporary slopes, and
shoning and bracing of trench excavations be closely followed.
Formal analysis of slope stability was beyond the scope of work for this project. Based on our experience,
permanent cut or fill slopes should be no steeper than 21-1: IV to maintain long term stability and to provide
case of maintenance. The crest or toe of cut or fill slopes should be no closer than 10 feet to any foundation.
The crest or toe should be no closer than 5 feet to the edge of any pavements. Erosion protection of slopes
during construction and during establishment of vegetation should be considered an essential part of
construction.
Foundation Design
Pier Foundations
Based on converations with Booth & Associates, it is our understanding that the structures at the site at
bonings B-13, B-15, B-16, B-20, B-21, B-22, and B-23 are to be supported by drilled pier foundations.
Recommended parameters for use in LPilc to design the drilled pier foundations are presented in the
Appendix. The upper 3 feet of subgrade soils should be omitted from design calculations due to potential
disturbance from construction activities.
Although a site grading plan was not available at the time of this report, we expect based on our observations
at the site that some limited mass grading will be required to grade the substation pad. Recommended soil
properties for new structural fill are presented in the following table.
December 15, 202019
New Structural Fill
Average SPT N60 (blows/ft)
9
USCS Classification
SM/ML
LPile Soil Type
*(the material is structural fill, but the designation "Piedmont Residuum"
can be used for I -Pile analysis purposes with the prescribed properties)
Piedmont Residual*
Partially Saturated Unit Weight (pc�
120
Effective Unit Weight (pc�
120
Allowable Unit End Bearing (ps�
3000
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Phobos Solar Substation Relocation - Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21
New Structural Fill
Ultimate Unit Skin Friction (ps� 300
Internal Friction Angle ((p) (degrees) 30
Cohesion C (ks� -
E50 (in/in)
Soil Modulus Parameter, K (pci) 90
* Default LPile value for E50 may be used.
Ancillary Structures
The proposed transformers and other ancillary structures at the site will be supported on reinforced concrete
mat foundations. After general site preparation and site grading have been completed in accordance with
the recommendations of this report, it is our opinion that ancillary structures can be supported using
conventional mat foundations.
We recommend that the mat foundations be underlain by 8 inches of aggregate base course (ABC) meeting
North Carolina DOT specifications for gradation and compacted to at least 95 percent of the modified
Proctor maximum dry density (ASTM D1557). After installation of the ABC layer, and based on an
expected load of up to 300 kips, the mat foundation should be designed using a modulus of subgrade
reaction no greater than 60 pci and/or an allowable bearing pressure of 3,000 psf. For analysis of sliding
resistance of the base of a cast -in -place concrete mat foundation, the coefficient of friction may be taken as
0.5 for mass concrete in contact with compacted ABC. This is an ultimate value and an appropriate
reduction factor should be considered for design unless an overall safety factor is applied to the sliding
resistance calculation. Applying an overall safety factor and also reducing the friction coefficient would
be unnecessarily onerous.
Foundation bearing surface evaluations should be performed in all mat foundation excavations prior to
placement of ABC. Additionally, the ABC subgrade should be evaluated prior to placement of reinforcing
steel. These evaluations should be performed by Geo-Hydro to confirm that the design allowable soil
beaning pressure is available. Foundation bearing surface evaluations should be performed using a
combination of visual observation, hand augening, and portable dynamic cone penetrometer testing
(ASTM STP-399).
Because of natural variation, it is possible that some of the soils at the project site may have an allowable
beaning pressure less than the recommended design value. Likewise, cultivated soil are typically highly
variable, and may have an allowable beaning pressure less than the recommended design value. Therefore,
foundation beaning surface evaluations will be critical to aid in the identification and remediation of these
situations.
Remedial measures should be based on actual field conditions. However, in most cases we expect the use
of the stone replacement technique to be the primary remedial measure. Stone replacement involves the
removal of soft or loose soils, and replacement with well compacted ABC meeting North Carolina
Department of Transportation specifications for gradation. Stone replacement is generally performed to
depths ranging from a few inches to as much as 2 times the footing width, depending on the actual
conditions. For budgeting purposes, we suggest considering a contingency to treat 20 percent of all mat
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Phobos Solar Substation Relocation - Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21
foundation excavations using stone replacement extending to a depth of 3 feet below design bearing
elevation.
Commentary on Factors of Safety
Allowable, net bearing pressures discussed in this report have a customary factor of safety of at least 3.0
against catastrophic shear failure. However, the design bearing pressure is typically driven by settlement
tolerances and tends to be lower than that obtained by applying the safety factor to the ultimate bearing
capacity. The modulus of subgrade reaction of 60 pci recommended in this report is based on the allowable
net bearing pressure and the total settlement limit of approximately I inch. Hence, the factor of safety is
not a prescriptive value but more of a check limit.
Unless labeled "allowable", all design values presented in the summary tables or discussed in the body of
the report are unfactored or ultimate values.
Seismic Design
Based on the results of the soil test bonings and following the calculation procedure in the 2018 North
Carolina State Building Code, a Site Class D should be used for seismic design. The mapped and design
spectral response accelerations are as follows: Ss=O. 138, Si=0.069, SDS=O. 147, SDI=0- I I I -
Based on the information obtained from the soil test bonings, it is our opinion that the potential for
liquefaction of the residual soils at the site due to earthquake activity is relatively low.
Access Road Surface Design
Based on the results of the laboratory testing program, our experience with similar projects, and contingent
upon proper road subgrade preparation in accordance with the General Site Preparation section of this
report, a pavement section consisting of 8 inches of aggregate base course (ABC) should be suitable for the
access roads throughout the site. ABC should be compacted to at least 100 percent of the maximum dry
density as determined by AASHTO T180. Routine maintenance to fill in ruts or eroded areas will be
required and should be included in the annual operating budget through the life -cycle of the facility.
The top 8 inches of access road subgrade soils should be compacted to at least 100 percent of the maximum
dry density as determined by AASHTO T99. Scarification and moisture adjustment will likely be required
to achieve the recommended subgrade compaction level. Allowances for pavement subgrade preparation
should be considered for budgeting and scheduling.
Optionally, a layer of geofabn*c can be placed directly over the soil subgrade to separate the subgrade from
the ABC. The separation fabric should be a non -woven, needle -punched fabric with a nominal weight of 8
ounces per square yard (Mirafi 18ON or similar). Although not strictly necessary from a structural
standpoint, adding a separation fabric will reduce the migration of soil fines through the ABC and enhance
resistance to rutting, ultimately reducing maintenance costs over the life -cycle of the project.
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198o 'Years 2o2o

Phobos Solar Substation Relocation - Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21
We appreciate the opportunity to serve as your geotechnical consultant for this project, and are prepared to
provide any additional services you may require. If you have any questions concerning this report or any
of our services, please call us.
Sincerely,
GEO-HYDRO ENGINEERS, INC. lig � V
NC Registered Engineering Firm C-364VI" -LOA
'� a
Y6
Pnincipal/Branch Manager
[e-mail]
GDS\DH\200664.21 Phobos Solar Substation GEO Report 12-15-2020
December 15, 2020112
/David Hampe, RE
Project Manager
[e-mail]
r 'r, ;',T t T7 f7
�HYDRO
ENGINEERS
1980 --� , , � 2020

APPENDIX
0" e 1. 1 i I I
HYDRO
ENGINEERS
L 1980 c jj I-S 2020

FIGURES
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ENGINEERS
1980 c jj I-S 2020

HYDRO
EN(;INEER5
0 0.25 0.5 1 1.5
Approximate Scale, Miles
Phobos Solar Substation Relocation
Figure 1 - Site Location Plan Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21

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HYDRO
EN(;INFFR5
LEGEND: Soil Test Boring (December 2020)
Previous Soil Test Boring (August 2020)
+ Resistivity Trayserse
0 50 100 200 300
Approximate Scale: 1 "=1 00'
Phobos Solar Substation Relocation
Figure I Boring Location Plan Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21

HYDRO
ENGINEERS
LEGEND: Soil Test Boring (December 2020)
Previous Soil Test Boring (August 2020)
+ Resistivity Trayserse
0 50 100 200 300
MOM
Approximate Scale: 1"=100'
Phobos Solar Substation Relocation
Figure 4: Boring Location Plan Spring Hope, North Carolina
Geo-Hydro Project Number 200664.21

TEST BORING RECORDS (August 2020)
�m
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HYDk6
ENGINEERS
1980 c jj I-S 2020

Symbols and Nomenclature
Symbols
Thin -walled tube (TWT) sample recovered
Thin -walled tube (TWT) sample not recovered
Standard penetration resistance (ASTM D1586)
50/2"
Number of blows (50) to drive the split -spoon a number
of inches (2)
65%
Percentage of rock core recovered
RQD
Rock quality designation - % of recovered core sample which is 4 or more long
GW
Groundwater
V
Water level at least 24 hours after drillig
V
Water level one hour or less after drillig
ALLUV
Alluvium
TOP
Topsoil
PM
Pavement Matefials
CONC
Concrete
FILL
Fill Matefial
RES
Residual Soil
PWR
Partially Weathered Rock
SPT
Standard Penetration Testig
Penetration
Resistance Results
Approximate
Number of Blows, N
Relative Density
Sands
0-4
very loose
5-10
loose
11-20
fmn
21-30
very fmn
31-50
dense
Over 50
very dense
Approximate
Number of Blows, N
Consistency
Silts and
0-1
very soft
Clays
2-4
soft
5-8
firin
9-15
stiff
16-30
very stiff
31-50
hard
Over 50
very hard
Drilling Procedures
Soil sampling and standard penetration testing performed in accordance with ASTM D 1586. The standard penetration resistance is the number
of blows of a 140-pound hammer falling 30 inches to drive a 2-inch O.D., 1.4-inch I.D. split -spoon sampler one foot. Rock coring is performed
in accordance with ASTM D 2113. Ibin-walled tube sampling is performed in accordance with ASTM D 1587.
I Main/Geo/Mise/Symbols&Nomenclature

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Test Boring Record Lcj;L*`1HYDRO
B-1 -AENGINEERS
Project: Phobos Solar Substation
Project No: 200664.20
Location: Spring Hope, North Carolina
Date: 8/11/20
Method: HSA- ASTM D1 586
GWT at Drilling: NE (Caved at 26.3 feet)
G.S. Elev:
Driller: CG2 (Auto Hammer)
GWT at 24 hrs: 9 feet
Logged By: DH
:S
CL
0
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
',A I., - A I
-\Grass and roots (Approximately 4in��
Firm to stiff red -brown and tan fine to
medium sandy clay (CL) (RESIDUUM)
6
(9)
5—
13
(19)
Very firm to dense tan and red -brown clayey
fine to coarse sand (SC) with rock fragments
41
(61)
10-
21
(31)
Stiff to very stiff tan and gray fine sandy silt
(ML)
15—
12
(18)
20—
16
(24)
25—
17
(25)
30—
28
Boring Terminated at 30 feet (41)
35
Remarks:

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Test Boring Record Lcj;L*`1HYDRO
B-2 -AENGINEERS
Project: Phobos Solar Substation
Project No: 200664.20
Location: Spring Hope, North Carolina
Date: 8/11/20
Method: HSA- ASTM D1 586
GWT at Drilling: NE (Caved at 27.5 feet)
G.S. Elev:
Driller: CG2 (Auto Hammer)
GWTat24hrs: 10feet
Logged By: DH
:S
_E
Standard Penetration Test
CL
>1
Description
N
(N60)
(Blows/Foot)
0
U)
0 10 20 30 40 50 60 70 8 90 100
',A I., A I
-\Grass and roots (Approximately 4in��
Stiff to very stiff firm red -brown,
orange -brown, and gray fine to medium
11
sandy lean clay (CL) (RESIDUUM)
(16)
5—
14
(21)
22
(33)
10—
27
(40)
Stiff to very stiff orange, tan, and white fine
sandy silt (ML)
15—
12
(18)
20—
20
IRV
(30)
25—
18
(27)
30----
27
Boring Terminated at 30 feet (40)
35
Remarks:

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Test Boring Record Lcj;L*`1HYDRO
B-3 -AENGINEERS
Project: Phobos Solar Substation
Project No: 200664.20
Location: Spring Hope, North Carolina
Date: 8/11/20
Method: HSA- ASTM D1 586
GWTatDrilling: NE (Caved at 27feet)
G.S. Elev:
Driller: CG2 (Auto Hammer)
GWT at 24 hrs: 12 feet
Logged By: DH
:S
CL
0
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
',A I., A I
-\Grass and roots (Approximately 4in��
Stiff to very stiff red -brown fine to medium
sandy lean clay (CL) (RESIDUUM)
10
40
(15)
5—
16
(24)
15
0
(22)
10—
20
(30)
Stiff to very stiff blue, purple, and tan fine
sandy silt (ML)
15—
23
(34)
20—
14
(21)
25—
16
(24)
30--
14
Boring Terminated at 30 feet (21)
35
Remarks:

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Test Boring Record Lcj;L*`1HYDRO
B-4 -AENGINEERS
Project: Phobos Solar Substation
Project No: 200664.20
Location: Spring Hope, North Carolina
Date: 8/11/20
Method: HSA- ASTM D1 586
GWT at Drilling: 23 feet
G.S. Elev:
Driller: CG2 (Auto Hammer)
GWT at 24 hrs: 12 feet
Logged By: DH
:S
CL
0
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
',A I., - A I
-\Grass and roots (Approximately 4in��
Stiff red -brown fine to medium sandy lean
clay (CL) (RESIDUUM) (WET)
8
(12)
5—
14
(21)
Dense red -brown and tan silty fine to coarse
d
sand (SM)
30
Firm red -brown and tan silty fine to coarse
(44)
sand (SM)
10—
14
(21)
Very firm tan and white silty fine sand (SM)
15-
26
(38)
Very stiff white and tan fine sandy silt (ML)
20—
28
(41)
17
25—
20
(30)
30—
20
Boring Terminated at 30 feet (30)
35
Remarks:

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Test Boring Record Lcj;L*`1HYDRO
B-5 -AENGINEERS
Project: Phobos Solar Substation
Project No: 200664.20
Location: Spring Hope, North Carolina
Date: 8/13/20
Method: HSA- ASTM D1 586
GWT at Drilling: 28 feet
G.S. Elev:
Driller: CG2 (Auto Hammer)
GWT at 24 hrs: 16 feet
Logged By: DH
:S
CL
0
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
�rass and roots (Approximately 4in��
Firm red -brown silty fine to medium sand
(SM) (RESIDUUM)
13
(19)
5—
16
(24)
12
(18)
Stiff orange -brown and tan fine sandy silt
(M Q
10—
11
(16)
Stiff to very stiff tan and white fine sandy silt
—
(ML)
15—
12
(18)
20—
27
—
(40)
Hard to very hard tan, white, and gray fine
—
sandy silt (ML)
25—
74
(110)
17
30—
53
—
(78)
35—
42
—
(62)
Partially Weathered Rock sampled as tan,
—
white, and gray fine sandy silt (ML)
40—
50/4"
45—
50/5"
t
50-
-
Boring Terminated at 50 feet
55
Remarks:

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Test Boring Record Lcj;L*`1HYDRO
B-6 -AENGINEERS
Project: Phobos Solar Substation
Project No: 200664.20
Location: Spring Hope, North Carolina
Date: 8/13/20
Method: HSA- ASTM D1 586
GWT at Drilling: 23 feet
G.S. Elev:
Driller: CG2 (Auto Hammer)
GWT at 24 hrs: 18 feet
Logged By: DH
:S
CL
0
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
',A A I
T\Grass and roots (Approximately 4in��
Firm red -brown, tan, and white silty fine to
medium sand (SM) (RESIDUUM)
15
(22)
5—
18
(27)
15
0
(22)
10—
12
(18)
Firm to stiff tan, purple, and brown fine
sandy silt (ML)
15—
8
(12)
20—
(13)
17
25-
7
(10)
30—
11
Boring Terminated at 30 feet (16)
35
Remarks:

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Test Boring Record Lcj;L*`IHYDRO
B-7 -AENGINEERS
Project: Phobos Solar Substation
Project No: 200664.20
Location: Spring Hope, North Carolina
Date: 8/13/20
Method: HSA- ASTM D1 586
GWT at Drilling: 23 feet
G.S. Elev:
Driller: CG2 (Auto Hammer)
GWT at 24 hrs: 15 feet
Logged By: DH
CL
0
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
',A I.,
- A I
-\Grass and roots (Approximately 4in��
Firm red -brown, tan, and gray silty fine to
mediu.m sand (SM) with traces of colloidal
material and fine roots
15
(22)
�.....Torganic
(CULTIVATED)
Firm orange -brown and tan silty fine sand
(RESIDUUM)
13
(19)
5—
_(SM)
Stiff tan and orange fine sandy silt (ML)
9
(13)
10—
9
41
(13)
Very stiff white fine sandy silt (ML)
15—
30
(44)
20—
18
(27)
17
25—
18
(27)
Very hard white fine sandy silt (ML)
30—
66
Boring Terminated at 30 feet (98)
35-1
Remarks:

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Test Boring Record Lcj;L*`1HYDRO
B-8 -AENGINEERS
Project: Phobos Solar Substation
Project No: 200664.20
Location: Spring Hope, North Carolina
Date: 8/12/20
Method: HSA- ASTM D1 586
GWT at Drilling: 13.2 feet
G.S. Elev:
Driller: CG2 (Auto Hammer)
GWT at 24 hrs: 3 feet
Logged By: DH
:S
_E
Standard Penetration Test
CL
>1
Description
N
(N60)
(Blows/Foot)
0
U)
0 10 20 30 40 50 60 70 8 90 100
.,A
.,A
-\Topsoil (Approximately 6 inches)
Very loose to loose tan, red -brown, and gray
silty fine to coarse sand (SM) with rock
3
fragments (RESIDUUM) (WET)
(4)
5-
7
(10)
Firm to stiff white, orange -tan, and gray fine
sandy silt (ML) (WET)
8
(12)
10—
5
(7)
17
15—
7
(10)
20—
7
(10)
25—
11
(16)
30—
9
Boring Terminated at 30 feet (13)
35
Remarks:

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Test Boring Record Lcj;L*`1HYDRO
B-9 -AENGINEERS
Project: Phobos Solar Substation
Project No: 200664.20
Location: Spring Hope, North Carolina
Date: 8/12/20
Method: HSA- ASTM D1 586
GWT at Drilling: 8.5 feet
G.S. Elev:
Driller: CG2 (Auto Hammer)
GWT at 24 hrs: 1 feet
Logged By: DH
CL
0
-E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
-Y
Topsoil (Approximately 8 inches)
orange and gray fine to medium sandy
qAStiff
silt (ML) with traces of colloidal organic
material, rock fragments, and fine roots
12
(18)
0
(CULTIVATED)
Firm to stiff white, orange, and gray fine
sandy silt (ML) (RESIDUUM) (WET)
5
(7)
5—
—
0
14
17
(21)
10—
14
(21)
Very stiff to hard gray fine to medium sandy
silt (ML)
15—
25
(37)
20—
59
(87)
Partially Weathered Rock sampled as gray
fine to medium sandy silt (ML)
25—
50/5"
Very tiff gray fine to medium sandy silt (ML)
30—
18
Boring Terminated at 30 feet 27
35
Remarks:

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Test Boring Record Lcj;L*`1HYDRO
B-1 0 -AENGINEERS
Project: Phobos Solar Substation
Project No: 200664.20
Location: Spring Hope, North Carolina
Date: 8/12/20
Method: HSA- ASTM D1 586
GWT at Drilling: 20.5 feet
G.S. Elev:
Driller: CG2 (Auto Hammer)
GWT at 24 hrs: 1 feet
Logged By: DH
CL
0
-E
>1
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
-Y
',A I., A I
....-\Grass
and roots (Approximately 4in��
Very loose to loose orange and gray clayey
fine to medium sand (SC) (RESIDUUM)
5
(7)
5—
4
0
(6)
Firm to stiff light gray, orange, and white fine
sandy silt (ML)
13
(19)
10—
8
(12)
15—
12
(18)
Stiff to very stiff light gray, orange, and white
fine sandy silt (ML)
20—
22
(33)
25—
14
(21)
Partially Weathered Rock sampled as light
gray, orange, and white fine sandy silt (ML)
30—
50/4"
35
Remarks:

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Test Boring Record Lcj;L*`1HYDRO
B-1 1 -AENGINEERS
Project: Phobos Solar Substation
Project No: 200664.20
Location: Spring Hope, North Carolina
Date: 8/13/20
Method: HSA- ASTM D1 586
GWT at Drilling: 16.5 feet
G.S. Elev:
Driller: CG2 (Auto Hammer)
GWT at 24 hrs: 4 feet
Logged By: DH
:S
CL
0
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
',A I., - A I
-\Grass and roots (Approximately 4in��
Loose orange -brown and gray silty fine sand
(SM) with traces of colloidal organic material
fine roots (CULTIVATED)
(13)
...�-\and
Loose orange -brown silty fine sand (SM)
5—
(RESIDUUM)
9
(13)
6
Firm to stiff gray fine sandy silt (ML)
(9)
10—
8
(12)
15—
11
—
17
(16)
20—
10
IRV
(15)
25—
12
(18)
30----
16
Boring Terminated at 30 feet (24)
35
Remarks:

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Test Boring Record Lcj;L*`1HYDR0
B-1 2 -AENGINEERS
Project: Phobos Solar Substation
Project No: 200664.20
Location: Spring Hope, North Carolina
Date: 8/13/20
Method: HSA- ASTM D1 586
GWTatDrilling: 24feet
G.S. Elev:
Driller: CG2 (Auto Hammer)
GWT at 24 hrs: 14 feet
Logged By: DH
:S
CL
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
-\Grass and roots (Approximately 4in��
Firm orange -brown and gray clayey fine to
medium sand (SC) (CULTIVATED)
15
Firm orange -tan silty fine to medium sand
(22)
(SM) (RESIDUUM)
5—
14
(21)
Firm to stiff orange -tan, gray, and white fine
sandy silt (ML) (MOIST)
8
0
(12)
10—
7
0
(10)
15—
7
0
(10)
20—
41
(13)
17
25—
9
(13)
Very stiff orange -tan, gray, and white fine
sandy silt (ML)
30—
24
Boring Terminated at 30 feet (36)
35
Remarks:

TEST BORING RECORDS (December 2020)
�M
o" ?'-e 0 r a
HYDk6
ENGINEERS
1980 c jj I-S 2020

Symbols and Nomenclature
Symbols
Thin -walled tube (TWT) sample recovered
Thin -walled tube (TWT) sample not recovered
Standard penetration resistance (ASTM D1586)
50/2"
Number of blows (50) to drive the split -spoon a number
of inches (2)
65%
Percentage of rock core recovered
RQD
Rock quality designation - % of recovered core sample which is 4 or more long
GW
Groundwater
V
Water level at least 24 hours after drillig
V
Water level one hour or less after drillig
ALLUV
Alluvium
TOP
Topsoil
PM
Pavement Matefials
CONC
Concrete
FILL
Fill Matefial
RES
Residual Soil
PWR
Partially Weathered Rock
SPT
Standard Penetration Testig
Penetration
Resistance Results
Approximate
Number of Blows, N
Relative Density
Sands
0-4
very loose
5-10
loose
11-20
fmn
21-30
very fmn
31-50
dense
Over 50
very dense
Approximate
Number of Blows, N
Consistency
Silts and
0-1
very soft
Clays
2-4
soft
5-8
firin
9-15
stiff
16-30
very stiff
31-50
hard
Over 50
very hard
Drilling Procedures
Soil sampling and standard penetration testing performed in accordance with ASTM D 1586. The standard penetration resistance is the number
of blows of a 140-pound hammer falling 30 inches to drive a 2-inch O.D., 1.4-inch I.D. split -spoon sampler one foot. Rock coring is performed
in accordance with ASTM D 2113. Ibin-walled tube sampling is performed in accordance with ASTM D 1587.
I Main/Geo/Mise/Symbols&Nomenclature

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Test Boring Record Lcj;L*`1HYDRO
B-1 3 -AENGINEERS
Project: Phobos Solar Substation Relocation
Project No: 200664.21
Location: Spring Hope, North Carolina
Date: 12/7/20
Method: HSA- ASTM D1 586
GWT at Drilling: 20 feet
G.S. Elev: 264
Driller: CDC (Auto Hammer)
GWT at 24 hrs: 20 feet
Logged By: DH
:S
CL
0
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
,A I.,
A I
-\Topsoil (Approximately 4 inches)
Very loose red -brown and gray silty clay
(CL-ML) with traces of colloidal organic
mterial (CULTIVATED)
4
(6)
. . . . . . . .
Loose red -brown clayey fine to medium sand
—260
-
—
5—
(SC) (RESIDUUM)
9
(14)
Firm to stiff red -brown, orange -tan, and
purple -brown fine sandy silt (ML)
10
(15)
—255
—
—
10—
15
AL
G
(23)
—250
—
—
15—
7
(11)
—245
—
—
20—
11
(17)
—240
—
—
25—
7
(11)
—235
—
—
30—
10
Boring Terminated at 30 feet (15)
—230
— 35
Remarks: Boring Lat: 35.8868
Boring Lon: -78.1642

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Test Boring Record Lcj;L*`1HYDRO
B-14 -AENGINEERS
Project: Phobos Solar Substation Relocation
Project No: 200664.21
Location: Spring Hope, North Carolina
Date: 12/7/20
Method: HSA- ASTM D1 586
GWT at Drilling: 17 feet
G.S. Elev: 264
Driller: CDC (Auto Hammer)
GWT at 24 hrs: 17 feet
Logged By: DH
:S
CL
0
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
,A I.,
A I
-\Topsoil (Approximately 4 inches)
Very loose brown and gray silty clay (CL-ML)
with traces of colloidal organic material
-\(CULTIVATED) (WET)
3
(5)
1
Firm red -brown clayey fine to coarse sland
—260
—
5—
(SC) (RESIDUUM)
14
-
(21)
Firm to stiff red -brown, dark gray, and
purple -brown fine sandy silt (ML)
10
(15)
—255
—
10—
10
(15)
—250
—
—
15—
8
(12)
—245
—
20—
(14)
—240
—
—
25—
(WET at 25 feet)
9
(14)
Very stiff purple -brown and gray fine sandy
silt (ML)
—235
-
—
30—
Ask
16
Boring Terminated at 30 feet (24)
—230
— 35
Remarks: Boring Lat: 35.8867
Boring Lon: -78.1641

0
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LU
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0
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I-
Test Boring Record Lcj;L*`1HYDR0
B-15 -AENGINEERS
Project: Phobos Solar Substation Relocation
Project No: 200664.21
Location: Spring Hope, North Carolina
Date: 12/7/20
Method: HSA- ASTM D1 586
GWT at Drilling: 21 feet
G.S. Elev: 262
Driller: CDC (Auto Hammer)
GWT at 24 hrs: 21 feet
Logged By: DH
:S
CL
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
�Topsoil (Approximately 4 inches)
-260
6
(9)
111111111
----
Firm red -brown and gray silty clay (CL-ML)
�(CULTIVATED)
5
14
Firm red -brown clayey fine to coarse sand
—255
-
(RESIDUUM)
(21)
13
(20)
Stiff red -brown and gray silty clay (CL)
-
10—
16
-
(24)
—250
-
-
-
Firm to stiff gray -brown fine sandy silt (ML)
-
(WET)
15—
7
(11)
—245
20—
11
(17)
—240
-
25—
9
(14)
—235
30—
14
(21)
—230
-
35—
11
SL
(17)
—225
-
Stiff to very stiff gray -brown and
-
purple -brown fine sandy silt (ML) (MOIST)
40—
17
-
-
(26)
—220
45—
13
-
-
(20)
—215
-
50
(24)
Boring Terminated at 50 feet
—210
55-
Remarks: Boring Lat: 35.8865
Boring Lon: -78.1639

0
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0
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LU
th
0
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I-
Test Boring Record Lcj;L*`1HYDRO
B-1 6 -AENGINEERS
Project: Phobos Solar Substation Relocation
Project No: 200664.21
Location: Spring Hope, North Carolina
Date: 12/8/20
Method: HSA- ASTM D1 586
GWT at Drilling: 17 feet
G.S. Elev: 261
Driller: CDC (Auto Hammer)
GWT at 24 hrs: 17 feet
Logged By: DH
:S
_E
Standard Penetration Test
CL
>1
Description
N
(N60)
(Blows/Foot)
0
U)
0 10 20 30 40 50 60 70 8 90 100
-\Topsoil (Approximately 4 inches)
—260
---f
Firm red -brown and gray silty clay (CL-ML)
(CULTIVATED)
6
Loose to firm red -brown and orange clayey
(9)
fine to medium sand (SC) (RESIDUUM)
5—
10
—255
(15)
14
Stiff orange -tan, white, and black fine sandy
(21)
-
silt (ML)
AL
—
10—
16
—250
—
(24)
—
15—
13
—245
—
(20)
—
20—
15
AL
G
—240
—
(23)
—
25—
14
—235
—
(21)
—
30---
H
13
Boring Terminated at 30 feet (20)
—230
35
Remarks: Boring Lat: 35.8864
Boring Lon: -78.1638

0
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LU
th
0
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I-
Test Boring Record Lcj;L*`1HYDRO
B-1 7 -AENGINEERS
Project: Phobos Solar Substation Relocation
Project No: 200664.21
Location: Spring Hope, North Carolina
Date: 12/8/20
Method: HSA- ASTM D1 586
GWT at Drilling: 18 feet
G.S. Elev: 260
Driller: CDC (Auto Hammer)
GWT at 24 hrs: 18 feet
Logged By: DH
:S
CL
0
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
,A I., A I
-\Topsoil (Approximately 4 inches)
Firm to stiff red -brown and gray silty clay
1
(CL-ML) with traces of colloidal organic
material (CULTIVATED)
5
(8)
—255
5—
11
-
(17)
Firm red -brown and brown clayey fine to
medium sand (SC) (RESIDUUM)
14
(21)
—250
10—
15
AL
(23)
Very fi rm to dense red -brown, white, and
orange silty fine to medium sand (SM)
—245
15-
28
(43)
—240
20—
24
(37)
—235
25—
30
AL
I
I
I
I
I 1 1
(46)
—230
30—
Boring Terminated at 30 feet 29
(44)
—225 35
Remarks: Boring Lat: 35.8862
Boring Lon: -78.1636

0
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0
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0
LU
th
0
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I-
Test Boring Record Lcj;L*`1HYDR0
B-1 8 -AENGINEERS
Project: Phobos Solar Substation Relocation
Project No: 200664.21
Location: Spring Hope, North Carolina
Date: 12/8/20
Method: HSA- ASTM D1 586
GWT at Drilling: 19 feet
G.S. Elev: 265
Driller: CDC (Auto Hammer)
GWT at 24 hrs: 19 feet
Logged By: DH
:S
CL
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
',A I.,
A I
....-\Topsoil
(Approximately 4 inches)
Loose to firm red -brown clayey fine to coarse
sand (SC) (RESIDUUM)
5
(8)
—260
5—
12
(18)
Stiff to very stiff white and orange -tan fine
sandy silt (ML)
11
(17)
—255
10—
16
AL
(24)
Firm dark gray fine sandy silt (ML) (MOIST)
—250
15—
8
AL
(12)
Stiff to very stiff gray -brown and
purple -brown fine sandy silt (ML)
—245
20—
11
(17)
—240
25—
14
AL
(21)
—235
30
AL
16
Boring Terminated at 30 feet (24)
—230 35
Remarks: Boring Lat: 35.8868
Boring Lon: -78.1640

0
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0
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LU
th
0
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I-
Test Boring Record Lcj;L*`1HYDRO
B-1 9 -AENGINEERS
Project: Phobos Solar Substation Relocation
Project No: 200664.21
Location: Spring Hope, North Carolina
Date: 12/8/20
Method: HSA- ASTM D1 586
GWTatDrilling: 14feet
G.S. Elev: 261
Driller: CDC (Auto Hammer)
GWT at 24 hrs: 14 feet
Logged By: DH
:S
_E
Standard Penetration Test
CL
>1
Description
N
(N60)
(Blows/Foot)
0
U)
0 10 20 30 40 50 60 70 8 90 100
,A I.,
A 1
-\Topsoil (Approximately 4 inches)
—260
Loose red -brown and gray clayey fine to
medium sand (SC) with traces of colloidal
5
organic materials and rock fragments
(8)
(CULTIVATED)
5—
7
—255
—
(11)
Soft to firm orange -brown and gray fine
sandy silt (ML) (RESIDUUM)
4
0
(6)
—
10—
6
0
—250
—
(9)
—
15—
5
0
—245
—
(8)
—
20—
6
0
—240
—
(9)
Stiff purple -brown fine sandy silt (ML)
—
25—
15
Ak
G
—235
—
(23)
—
30—
10
Boring Terminated at 30 feet 15
—230
—
35
Remarks: Boring Lat: 35.8863
Boring Lon: -78.1640

0
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0
LU
th
0
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I-
Test Boring Record Lcj;L*`1HYDRO
B-20 -AENGINEERS
Project: Phobos Solar Substation Relocation
Project No: 200664.21
Location: Spring Hope, North Carolina
Date: 12/8/20
Method: HSA- ASTM D1 586
GWTatDrilling: 14feet
G.S. Elev: 158
Driller: CDC (Auto Hammer)
GWT at 24 hrs: N/A (Boring Backfilled)
Logged By: DH
:S
_E
Standard Penetration Test
CL
>1
Description
N
(N60)
(Blows/Foot)
0
U)
0 10 20 30 40 50 60 70 8 90 100
',A I., A I
....-\Topsoil
(Approximately 4 inches)
Loose to firm red -brown and orange -tan
clayey fine sand (SC) (RESIDUUM)
7
—155
5—
12
(18)
Loose to firm orange -tan and white silty fine
sand (SM)
12
150
(18)
10—
10
IRV
(15)
Firm to stiff white and orange fine sandy silt
—145
(ML)
17
15—
7
(11)
—140
20—
8
(12)
—135
25—
7
(11
—130
30--
1
1 1
1
9
Boring Terminated at 30 feet (14)
—125
35
Remarks: Boring Lat: 35.8859
Boring Lon: -78.1633

0
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0
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0
LU
th
0
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I-
Test Boring Record Lcj;L*`1HYDRO
B-21 -AENGINEERS
Project: Phobos Solar Substation Relocation
Project No: 200664.21
Location: Spring Hope, North Carolina
Date: 12/8/20
Method: HSA- ASTM D1 586
GWT at Drilling: 15 feet
G.S. Elev: 158
Driller: CDC (Auto Hammer)
GWT at 24 hrs: N/A (Boring Backfilled)
Logged By: DH
:S
CL
0
_E
>1
U)
Description
N
(N60)
Standard Penetration Test
(Blows/Foot)
0 10 20 30 40 50 60 70 8 90 100
',A I.,
A I
-\Topsoil (Approximately 4 inches)
Loose orange -brown and gray clayey fine
—155
sand (SC) with traces of colloidal organic
-\material (CULTIVATED)
6
(9)
Firm to stiff orange -tan, red -brown, and
-
5—
white fine sandy silt (ML) (RESIDUUM)
11
(17)
—150
10
(15)
10—
13
(20)
—145
—
15—
-7
6
(9)
—140
Very stiff gray -brown and purple -brown fine
sandy silt (ML)
20—
17
(26)
—135
25—
20
(31)
—130
30
Boring Terminated at 30 feet 16
—125
35
Remarks: Boring Lat: 35.8858
Boring Lon: -78.1632

0
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0
LU
th
0
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I-
Test Boring Record Lcj;L*`1HYDRO
B-22 -AENGINEERS
Project: Phobos Solar Substation Relocation
Project No: 200664.21
Location: Spring Hope, North Carolina
Date: 12/9/20
Method: HSA- ASTM D1 586
GWT at Drilling: 17 feet
G.S. Elev: 158
Driller: CDC (Auto Hammer)
GWT at 24 hrs: N/A (Boring Backfilled)
Logged By: DH
:S
_E
Standard Penetration Test
CL
>1
Description
N
(N60)
(Blows/Foot)
0
U)
0 10 20 30 40 50 60 70 8 90 100
',A I.,
- A I
-\Topsoil (Approximately 4 inches)
___r
Firm to stiff orange -tan fine sandy clay (CL)
(RESIDUUM)
8
0
—155
(12)
5—
9
(14)
Firm to stiff orange -tan and white fine sandy
silt (ML)
6
—150
(9)
—
10—
8
(12)
—145
—
15—
5
0
(9)
17
140
20—
14
(21)
Very stiff to hard orange -tan and white fine
—135
sandy silt (ML)
25—
17
(26)
—130
30
AL
41
Boring Terminated at 30 feet 63
Mir
—125
35
Remarks: Boring Lat: 35.8861
Boring Lon: -78.1630

0
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Lu
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0
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I-
Test Boring Record Lcj;L*`1HYDRO
B-23 -AENGINEERS
Project: Phobos Solar Substation Relocation
Project No: 200664.21
Location: Spring Hope, North Carolina
Date: 12/9/20
Method: HSA- ASTM D1 586
GWT at Drilling: 19 feet
G.S. Elev: 156
Driller: CDC (Auto Hammer)
GWT at 24 hrs: N/A (Boring Backfilled)
Logged By: DH
:S
_E
Standard Penetration Test
CL
>1
Description
N
(N60)
(Blows/Foot)
0
U)
0 10 20 30 40 50 60 70 8 90 100
',A I., A 1
....-\Topsoil
(Approximately 4 inches)
—155
Firm orange -brown clayey fine to medium
sand (SC) (RESIDUUM)
11
lip
(17)
5—
14
—150
(21)
Loose brown and gray silty fine to medium
sand (SM) with rock fragments
6
(9)
—
10—
8
—145
—
(12)
Firm dark red -brown and white fine sandy silt
(ML)
—
15—
6
—140
—
(9)
Stiff to very stiff dark red -brown and white
17
fine sandy silt (ML)
—
20—
13
—135
—
(20)
—
25—
14
—130
—
(21)
—
30—
18
Boring Terminated at 30 feet (28)
—125
—
35
Remarks: Boring Lat: 35.8860
Boring Lon: -78.1629

LABORATORY DATA
�m
o" '-e 0 r a
HYDk6
ENGINEERS
1980 c jj I-S 2020

LIQUID LIMIT AND PLASTIC LIMIT TESTS
Project
Feature
Boring No.
Phobos Substation Relocation Project No.
Boring B01 3 Bulk Sample (-2' to -5') -Contract No.
B-13 Sample No.
200664.21
B-13
Liquid Limit
Run Number
1
2
3
4
5
6
Tare Number
45
43
42
V)
Lu
3:
Wt. Of Wet + Tare
34.11
33.90
32.88
Wt. Of Dry + Tare
32.16
31.87
30.96
Wt. Of Water
1.95
2.03
1.92
Wt. Of Tare
21.26
21.33
21.35
Wt. Of Solids
10.90
10.54
9.61
Moisture Content, %
17.9%
19.3%
20.0%
Number of Blows
34
20
17
40.0%
35.0%
30.0%
25.0%
8 20.0%
15.0%
10.0%
5.0%
0.0%
-
Liquid Limit
LL 19
Plastic Limit
PL 14
Plasticity Index
PI 5
Symbol from plasticity chart
CL-ML
1�0
-
-
-
-
-
1 1 0
Number
of Blows
Plastic Limit
4, .
MH TOH
1
Nat. Water
Content
Run number
1
2
Tare Number
48
419
V)
Lu
3:
Wt. Of Wet + Tare
38.08
41.50
Wt. Of Dry + Tare
35.98
39.00
Wt. Of Water
2.10
2.50
Wt. Of Tare
21.30
1 21.46
Wt. Of Dry Soil
14.68
17.54
1
1 i LL
Moisture Content, %
14.3%
14.3%
Plastic Limit
14%
LIQUID LI W17 ILL]
Remarks
Techician ASE Computed By ASE Checked By
re-TTqb-JHYDR0
:AENGINEERS

SAMPLE NO.:
MOM
Borrow Location
Natural Moisture Content, %
D698
Method �11111
B-1 3 bulk sample
Optimum Moisture Content, %
Maximum Dry Density, pcf
Classification
% < #200 sieve
% Greater Than
M
Brown -tan fine to coarse silty clay (CL-ML)
with sand
EMEMMEW
HYDRO
ENGINEERS
Promect:
Phobos Substation Relocation
Spring Hope, North Carolina
Geo-Hydro Promect No.:
200664.21
Contract No.:
Date:
11/30/2020
Moisture Density Test Report
Z:\Geotech\Projects\2020\200664.21 Phobos Solar Substation Relocation\Lab\Proctor- Curves -Phobos Substation Relocation

Moisture Content (%)
Thermal Resistivity ('C*cm/W)
Percent of Maximum Dry Density
/UU.0
180.0
160.0
E
140.0
120.0
100.0
2
80.0
75
E 60.0
40.0
20.0
n n
n n
0.0
2.1
4.1
6.2
8.5
181.7
123.6
66.6
50.2
48.3
85%
85%
85%
85%
85%
Thermal Resistivity Curve - ASTM D5334
Correction Factor Determination
0.35 Calibration Standard
0.36 Calibration Reading
0.972 Correction Factor C
1.0 2.0 3.0 , n 5.0 6.0 7.0 8.0 9.0
Moisture Content, %
ASTM Blows/ No. of . -' Mold Dia.
SAMPLE NO.: S-1 Spec. Layer Layers Hammer in. Borrow Location
lbs
Natural Moisture Content, % 11.5 Boring B-13 Bulk Sample
(-2' to -5')
Optimum Moisture Content, % 8.5 D698 25 3 5.5 4
-ASTM D698
IMaximum Dry Density, pcf 133.0
ASTM D698 I I
HYDRO
ENGINEERS
Techician
ASE
Phobos Substation relocation
Spring Hope, North Carolina
200664.21 1 1 12/2/202
Thermal Resistivity Summary*
*Detailed specimen information on file and available upon request
Computed By ASE Checked By GDS

TIMELY
ENGINEERING
1874 Forge Street Tucker, GA 30084
Phone: [phone]
Tested By IH
SOIL
Fax: [phone]
C�A
Date
12/04/20
TESTS, LLC
lWeb: www.test-Ile.com
CheckedBy
ASTM D 1883/AASHTO
T193
Standard Test Method for CBR (California Bearing Ratio) of Laboratory Compacted Soils
Client Pr. #
200664.21
Lab. PR. #
2007B-03-2
Pr. Name
Phobos Solar Substation
S. Type
Remold
Sample ID
36386/B-1 3 (2'to 5')
Depth/Elev.
2-5'
Location
Boring B-1 3 Bulk Sample
Add. Info
-
D698 T99 Oth Max Dry Density, pef 133.0
Compaction Procedure x Optimum Moisture Content, % 8.5
Point #
Specified Moisture Cont., %
Specified % Compaction
Number of Layers
Number of Blows per layer
Mold ID
Height of Sample before Soaking, in
Volume of Sample, ft^3
Mass of Mold, g
Mass of Wet Soil& Mold, g
Mass of Wet Soil, g
Wet Density, pcf
Dry Density before Soaking, pef
Dial Gage Reading before Soaking, in
Dial Gage Reading after Soaking, in
Swell of Sample, in
Swell of Sample, %
Height of Sample after Soaking, in
Dry Density after Soaking, pcf
Mass of Sample & Mold after Soaking, g
1% Compaction
CBR
Method Description
& Test Data
Mass of material before separation on 3/4" sieve, g NA
Mass of material retained on 3/4" sieve, g NA
Mass of +3/4" material replaced by (+#4 to -3/4") portion, g NA
Replaced Portion,% NA
Penetration Piston ID 123 Dial Gage ID
Rammer Type (Effort) STD Manual
Height of Drop, in 12
Mass of Rammer, kg 2.5
Condition of Sample Soaked
Soaking Duration 9� hr
Surcharge Load 15_ lb kg
Surcharge Press., psi 0.35
Penetration Rate, in/min 0.05
Balance ID 6/564/566 Load Cell ID 11
Oven ID 496/61 OU58 Diall age ID 450
Penetration Machine ID 10 Rammer ID 315
1
2
3
6.5
8.5
10.5
98.0
98.0
98.0
3
3
3
NA
NA
NA
504
505
512
4.583
4.584
4.582
0.07500
0.07500
0.07500
6927
6928
6952
11651.0
11742.0
11853.0
4724
4814
4901
138.9
141.5
144.1
130.4
130.4
130.3
0.113
0.229
0.168
0.190
0.244
0.166
0.077
0.015
-0.002
1.7
0.3
0.0
4.bbU
. 99
4.580
128.2
29.7
130.2
Results of Proctor were provided by Client.
11823.0
1 818�.0
11869.0
98.1
98.c
Moisture Content
Point 1
Before After After Before
Comp. Comp. Soaking* Comp.
Mass of Wet Sample and Tare, g 744.2 620.5 920.1 698.2
Mass of Dry Sample and Tare, g 707.0 589.6 849.0 652.5
Mass of Tare, g 125.0 116.5 214.8 105.0
Moisture Content, % 6.4 1 6.5 1 11.2 8.3
Average Moisture Content, % 6.5 8.5
Portion of sample used for determination of moisture content after soaking and penetration:
Point 2
After
Comp.
615.5
576.1
125.6
8.7
Point 3
After
Soaking*
Before
Comp.
After
Comp.
After
Soaking
889.5
725.3
657.8
1182.9
824.2
671.1
611.4
1086.8
225.9
155.0
177.0
222.7
10.9
10.5
1 10.7
11.1
10.6
Top 1 inch
Av. Representative
YES
NO
Point 1
Penetration,
in
Load,
lb
Stress,
psi
0.000
6
0.0
0.0250
67
20.3
0.0500
315
103.0
0.0750
777
257.0
0.1000
1398
464.0
0.1250
1860
617.9
0.1500
2028
673.9
0.1750
2118
703.9
0.2000
2192
728.6
0.3000
1 2379
790.9
0.4000
2566
853.3
0.5000
2788
927.2
Point 2
Penetration,
in
Load,
lb
Stress,
psi
0.000
6
0.0
0.0250
47
13.7
0.0500
292
95.3
0.0750
844
279.3
0.1000
1343
445.6
0.1250
1665
552.9
0.1500
1891
628.3
0.1750
2074
689.3
0.2000
2242
745.3
0.3000
2724
905.9
0.4000
3061
1018.2
0.5000
3393
1128.9
Point 3
Penetration,
in
Load,
lb
Stress,
psi
0.000
5
0.0
0.0250
23
5.7
0.0500
54
16.0 1
0.0750
112
35.3
0.1000
202
65.3
0.1250
321
105.0
0.1500
464
152.7
0.1750
608
200.6
0.2000
745
246.3
0.3000
1215
403.0
0.4000
1601
531.6
0.5000
657.9
k__12�O

TIMELY
1874 Forge Street Tucker, C�A 30
ENGINEERING
Phone: [phone]
A
Tested By
IH
SOIL
Fax: [phone]
Dat
12/04/20
TESTS, LLC
Web: www.test-lic.com AASH E]
� - a n r.
Checked By
ASTM D 1883/AASHTO T193
Standard Test Method for CBR (California Bearing Ratio) of Laboratory Compacted Soils
Client Pr. #
200664.21
Lab. PR. #
2007B-03-2
Pr. Name
Phobos Solar Substation
S. Type
Remold
Sample ID
36386/B-13 (2'to 5')
Depth/Elev.
2-5'
Location
Boring B-13 Bulk Sample
Add. Info
-
1200
1000
800
0
600
0
U)
U)
L4) 400
200
0 2
0
70.0
60.0
50.0
40.0
sD 30.0
L_
0
0
0411f
W111
0.0 �_
90.0
LOAD -PENETRATION CURVE
POINT 2
POINT 3
POINT 1
Point 1
Point 2
Pro, nt 3
Corrected
Penetration, in
Corrected
Stress, ps
0.1
617.9
0.2
750.6
0.1
552.9
0.2
793.9
0.1
152.7
0.2
330.3
0.1 0.2 0.3 0.4 0.5
Penetration, in
DRY DENSITY vs. CBR
A POINT 2
POINT 3
A- 0 POINT 1
A_
-w- Proctor
Max. Dry
Density
100.0 110.0 120.0 130.0 140.v
Dry Density as Molded, pcf
NA
DESCRIPTION
(ASTIVI D2487;2488)
I NA I
Bearing
Ratio, %
61.8
50.0
55.3
52.9
15.3
22.0
Point
Dry Density,
Corrected CBR,
�umber of Blows
#
pef
%
per Layer
1
130.4
61.8
NA
2
130.4
55.3
NA
3
130.3
22.0
NA

ESTIMATED L-PILE SOIL PARAMETERS
�m
o" ?'-e 0 r a
HYDk6
ENGINEERS
1980 c jj I-S 2020

a
0
0
.2
U)
U)
0
U)
U)
0
-0
0
M
CL
C14
cr
5
CD
C14
4)
-0
E
0
CL 4)
0
0
CL >,
U)
4)
CD
U)
cc
cc
4—
cc
LL
cc
cc
CA
cc
CL leas
LO
LU
r_
0
0
r
0
co 0,
E U- CL
co
Co
r
CO LU .=
E
7i
c
E c 9-
= . 0
L .2
U U-
5 E.T 5
(D (D CL
0 r-.T 0
(D CL
lame
0
CO (D
CL
IMMM
.2 >1
co cn
C-) co
co T
C.0
Z
INNS
4)
4)
LL
C14
0
CL
4)
M
LO
CL
LO
LU
r_
.2
0
a 0
=D I= *
.2
U- CL
E r-
= :2
=D co
(D Co
r
Co LU cr�
M M co
.2
co
r_
M c < —
00
E ("D —9-
(n
U U-
L .2
(D
Z M
Z E LM
(D (D CL
0 a (D CL
lemma
0
U)
a) CL
IMMMM
CO) 0
() 0
in
=D
a)
co

a
0
0
.2
U)
U)
0
U)
U)
0
-0
0
M
CL
04
cr
5
C5
0" C14
E
0
CL 4)
0
0
CL >,
U)
4)
CD
U)
4)
12
co
0
M
CL
4)
In
4)
4)
CL
0)
LO
LLI
r_
0
0
r
a 0
M U_
E CL
co)
ED
r.
M LU -r
E — m
(D CL
03
(D
M c
E ("D 00 -9-
LU 0
.r
LL_
-E
=3
w
�j :L- =
0 a LM
(D CL
-.lemma
cn 0
IIIMMM
.2
I
iK --
CO)
0
AIIIII
CO)
13
LL
r-
0
M
-6
U
CL
CL
cu
co
V)
0
8
u
LL
131
CL
2
CL
CL
oj
oj
=3 00
76
> ob
U)
E
0
M
JMIIII
milli
c 0
= D I- *
4, .2 C;:�
M U_
E a
= :2
5 co
Co LU
cu
M c
E 00 -9-
LU .0
U_
Z
0
M
0
0
CO (D
CL
11MMM
.2 >1
191111
milli
IIII
-d
U
CL
CL
oj
co
T
=3
V)
0
8
u
2
CL
CL
oj
�u
oj
=3
Oj
E

a
0
0
.2
U)
U)
0
U)
U)
0
-0
0
04
cr
5
C5
0" C14
E
0
CL 4)
0
0
CL >,
U)
4)
CD
U)
4)
4)
LL
r-
CD
0
CL
4)
In
4)
4)
V)
V�
CD
V�
m
U)
0
m
VA
CL
w
c
0
U)
0
.E 0
CO w r
E r cn
co
0
co
r_
co a <
E 00 —9-
w .2
LL-
2)
(D (D CL
0 a (D CL
0
CJ) (D
CL
Immmm
.2 >%
U) U)
4L) U)
L)
co C�
Cl)
Z
(D
>1
co
LL
co
Lr)
0
-d
CL
CL
aj
00
T
=3
V)
0
8
u
LL
2
C14
V�
C�l
co
U)
tm
0
co
$A
milli
r2
0
0
M
LL-
E CL
i;-. Is —
hc
=3 cn
(D -0 ED
r a :!L-
Co LU -r
E
U)
-0 co
0 -a r-
m a < —
("D ro- —9-
U, r-
LU .0
r-
U-
(D
0
t� (D CL
w
Lm
0
0
U) (D
CL
U) w
C.) w
U) .2
= C-)
L
LL
2
CL
CL
aj
aj
=3
aj
E

PHOTO PAGES
�m
o" '-e 0 r a
HYDk6
ENGINEERS
1980 c jj I-S 2020

Project Name: Phobos Solar Substation Relocation * Spring Hope, North Carolina
Project Number: 200664.21
Photo 1: Overview of the project substation
6905 Downwind Road - Greensboro, North Carolina 27409 HYDRO
o: 336.429.5480 * f: 336.553.0872 - www.geohydro.com ENGINEERS

Project Name: Phobos Solar Substation Relocation * Spring Hope, North Carolina
Project Number: 200664.21
Photo 4: Overview of the project substation
6905 Downwind Road - Greensboro, North Carolina 27409 HYDRO
o: 336.429.5480 * f: 336.553.0872 - www.geohydro.com ENGINEERS