SW3220601_Soils/Geotechnical Report_20220617

Geotechnical Engineering Report
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
Prepared for:
UC Synergetic
123 North White Street
Fort Mill, South Carolina 29715
Prepared by:
S&ME, Inc.
9751 Southern Pine Boulevard
Charlotte, North Carolina 28273
February 11, 2016

February 11, 2016
UC Synergetic
123 North White Street
Fort Mill, South Carolina 29715
Attention: Mr. Nathan V. Bass, PLA
Reference: Geotechnical Engineering Report
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
NC PE Firm License No. F-0176
Dear Mr. Bass:
S&ME, Inc. is pleased to submit this Geotechnical Engineering Report for the proposed Watkins
Substation in Monroe, North Carolina. This exploration was performed in general accordance with our
Proposal No. 13-1500670 dated December 21, 2015.
The purpose of this geotechnical study was to determine the general subsurface conditions at the site and
to evaluate those conditions with regard to the design and construction of the project. This report
presents our findings together with our conclusions and recommendations for foundation design and
associated earthwork.
S&ME, Inc. appreciates the opportunity to assist you during this phase of the project. If you should have
any questions concerning this report or if we may be of further assistance, please contact us.
Sincerely,
,ill
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S&ME, Inc.
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32125
Stacie E. Mitchell P.
Project Engineer
N.C. Registration No.
32125
Senior Reviewed By: Kristen H. Hill, P.E., P.G.
Luis A. Ca s, P.E.
Project gineer
S&ME, Inc. 19751 Southern Pine Boulevard I Charlotte, NC 28273 1 p 704.523.4726 1 f 704.525.3953 1 www.smeinc.com

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
Table of Contents
1.0 Introduction............................................................................................................1
1.1 Project Background..........................................................................................................1
1.2 Purpose and Scope...........................................................................................................1
2.0 Exploration Procedures........................................................................................2
2.1 Field Testing......................................................................................................................2
2.2 Laboratory Testing...........................................................................................................2
3.0 Area Geology and Subsurface Conditions.......................................................2
3.1 Physiography and Area Geology................................................................................... 2
3.2 Subsurface Conditions.....................................................................................................4
3.3 Laboratory Summary....................................................................................................... 5
4.0 Conclusions and Recommendations.................................................................5
4.1
General...............................................................................................................................
5
4.2
Earthwork..........................................................................................................................
6
4.2.1
Site Preparation...................................................................................................................
6
4.2.2
Excavations.........................................................................................................................
6
4.2.3
Expansive Soils....................................................................................................................7
4.2.4
Groundcuater.......................................................................................................................7
4.2.5
Subgrade Repair after Exposure..........................................................................................7
4.2.6
Proofrolling and Subgrade Evaluation................................................................................8
4.2.7
Fill Material and Placement................................................................................................8
4.2.8
Cut and Fill Slopes..............................................................................................................9
4.3
Seismic Design Parameters.............................................................................................9
4.4
Shallow Foundations (Transformers/Equipment Pads)..............................................9
4.5
Drilled Shafts...................................................................................................................10
4.5.1
Design Recommendations.................................................................................................10
4.5.2
Construction Recommendations.......................................................................................11
5.0 Limitations of Report..........................................................................................12
February 11, 2016

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
List of Figures
Figure 3-1: Physiographic Provinces of North Carolina.......................................................................3
Figure 3-2: Typical Piedmont Weathering Profiles............................................................................... 4
List of Tables
Table 3-1: Results of Indexing Laboratory Tests....................................................................................5
Table 4-1: Design Parameters for Drilled Shaft Vertical Capacity....................................................11
Table 4-2: Design Values for Shafts Under Horizontal Loading.......................................................11
Appendix
Site Vicinity Map, Figure 1
Boring Location Plan, Figure 2
Generalized Subsurface Profiles, Figures 3 - 5
Legend to Soil Classification and Symbols
Boring Logs
Laboratory Test Results
February 11, 2016

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
1.0 Introduction
1.1 Project Background
Project information is based on e-mail correspondence between Nathan Bass of UC Synergetic and Luis
Campos of S&ME on December 15, 2015. The e-mail correspondence included an aerial map showing the
general project area and requested boring locations.
We understand that UC Synergetic is providing design services for a proposed substation to be
constructed near the intersection of North Rock River Road and Watkins Road in Monroe, North Carolina.
The approximate site location is shown on the Site Vicinity Map (Figure 1). The proposed substation will
be located in the field between the existing pond and existing transmission lines. The exact location of
the structures are not known at this time. We anticipate that the substation equipment/structures will be
supported by relatively shallow drilled shafts and/or shallow spread footings/mat foundations. A site
plan, design grades and structural loads for the substation have not been provided.
Based on our site reconnaissance and available topographic information, the site slopes down gently from
approximately elevation 648 downward from the east to approximate elevation of 642 near the pond
located to the southwest of the site. The site is currently grass covered. At the time of our site visit
standing water was observed near the existing tree line on the southern side of the site.
In developing the conclusions and recommendations outlined in this report, we have assumed that
excavations on the order of 3 to 5 feet may be anticipated for the substation.
1.2 Purpose and Scope
The purpose of this geotechnical study was to explore the subsurface conditions at the site and develop
geotechnical recommendations for the design and construction of the project. S&ME has completed the
following scope of geotechnical services for this project:
Visited the site to observe conditions and mark boring locations.
Contacted North Carolina 811 to have them mark the locations of existing underground utilities in
the exploration area.
Mobilized an ATV -mounted power drilling rig and crew to the site.
Drilled twelve (12) soil test borings.
Temporarily installed standpipe in one boring.
Attempted groundwater level measurements, removed standpipe and backfilled all the boreholes
with soil cuttings to the ground surface.
Performed laboratory testing consisting of grain -size distribution, Atterberg limits, and moisture
content on a representative soil sample.
Performed geotechnical analysis and prepared this report.
February 11, 2016

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
2.0 Exploration Procedures
2.1 Field Testing
In order to explore the general subsurface conditions at the project site, twelve soil test borings (Borings
B-1 through B-12) were drilled to depths ranging from 8.5 to 19.4 feet below existing grades on January
13 and 14, 2016. The borings were advanced at the approximate locations shown on the Boring Location
Plan (Figure 2) in the Appendix. The boring locations were selected and located in the field by S&ME
personnel using a handheld GPS unit.
A CME 550X drill rig mounted on an all -terrain vehicle was used to advance the soil test borings using
hollow -stem, continuous flight augers. Standard Penetration Test (SPT) split spoon sampling was
performed at designated intervals in the soil test borings in general accordance with ASTM D1586 to
provide an index for estimating soil strength and relative density or consistency. SPT tests were
performed with a hydraulic automatic hammer. In conjunction with the SPT testing, samples are obtained
for soil classification purposes. Representative portions of each soil sample were placed in glassjars and
taken to our laboratory.
Water level measurements were attempted in the borings at the termination of drilling activities and after
a waiting period of several days. All borings were backfilled with soil cuttings to the ground surface on or
before January 15, 2016.
2.2 Laboratory Testing
Once the split -spoon samples from the soil test borings were received in our laboratory, a geotechnical
engineer visually examined each sample to estimate the distribution of grain sizes, plasticity, organic
content, moisture condition, color, presence of lenses and seams and apparent geological origin. The
soils were classified in general accordance with the Unified Soil Classification System (USCS). The results
of the classifications, as well as the field test results, are presented on the individual boring logs included
in the Appendix. Similar soils were grouped into strata on the logs. The strata contact lines represent
approximate boundaries between the soil types; the actual transition between the soil types in the field
may be gradual in both the horizontal and vertical directions.
A representative soil sample was selected for laboratory testing to confirm visual -manual soil
classifications and to evaluate the engineering properties of the tested soils. The laboratory testing
included moisture content, grain -size distribution, and Atterberg limits. Results of the laboratory testing
are presented in the Appendix.
3.0 Area Geology and Subsurface Conditions
3.1 Physiography and Area Geology
The site is located in Union County, which falls within the Carolina Slate Belt of the Piedmont
Physiographic Province of North Carolina as shown in Figure 3-1. The Carolina Slate Belt is a rock
formation which extends from Georgia to North Carolina and parts of Virginia. Over geologic time, the
volcanic and sedimentary rocks which originally covered the Belt area were subjected to metamorphism,
February 11, 2016

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
heat, and pressure. The metamorphic process gave rise to the primary rock types seen today in this
region which are referred to as metavolcanics. These metavolcanics include dacitic, rhyolitic, and andesitic
flows along with tuffs and breccias. The metasediments found in the region include argillite and slate, the
latter for which the belt is named. According to the 1985 Geologic Map of North Carolina, the bedrock
under the site belongs to the Carolina Slate Belt and consists of meta-mudstone and meta-argillite.
Triassic Basin
Milton Belt
Murphy Kings Mtn
Belt Belt
Triassic
APPROXIMATE Basins
SITE LOCATION
Figure 3-1: Physiographic Provinces of North Carolina
The topography and relief of the Piedmont Province have developed from differential weathering of the
igneous and metamorphic rock. Because of the continued chemical and physical weathering, the rocks in
the Piedmont Province are now generally covered with a mantle of soil that has weathered in place from
the parent bedrock. These soils have variable thicknesses and are referred to as residuum or residual soils.
The residuum is typically finer grained and has higher clay content near the surface because of the
advanced weathering. Similarly, the soils typically become coarser grained with increasing depth because
of decreased weathering. As the degree of weathering decreases, the residual soils generally retain the
overall appearance, texture, gradation and foliations of the parent 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 Standard Penetration Resistances (N-values)
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. A depiction of typical weathering
profiles in the Piedmont Province is presented in the Figure 3-2.
February 11, 2016

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
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RESIDUUM - - - r . • r-
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PARTIALLY
WEATHERED
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RELATIVELY
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Figure 3-2: Typical Piedmont Weathering Profiles
Groundwater is typically present in the residual soils and within fractures in the PWR or underlying bedrock in
the Piedmont. On upland ridges in the Piedmont, groundwater may or may not be present in the residual
soils above the PWR and bedrock. Alluvial soils, which have been transported and deposited by water, are
typically found in floodplains and are generally saturated to within a few feet of the ground surface.
Fluctuations in groundwater levels are typical in residual soils and partially weathered rock in the Piedmont,
depending on variations in precipitation, evaporation, and surface water runoff. Seasonal high groundwater
levels are expected to occur during orjust after the typically wetter months of the year (November through
April).
3.2 Subsurface Conditions
The soil test borings generally encountered surficial topsoil underlain by residual soils, PWR, and auger
refusal material. The generalized subsurface conditions at the site are described below and shown on the
attached subsurface profiles. For more detailed soil descriptions and stratifications at a particular boring
location, the respective boring log should be reviewed.
Surface Materials: The borings encountered topsoil ranging from approximately 3 to 8 inches thick.
Residual Soils: Underlying the surficial materials, residual soils were encountered. The residual soils
generally consisted of firm to very hard silty clay (CH), clayey silt (MH) and sandy silt (ML) with rock
fragments. SPT N-values in the residual soils ranged from 5 to 53 blows per foot (bpf). The soil's
moisture content varied from dry to wet.
Partially Weathered Rock: Partially Weathered Rock (PWR) was encountered in each of the borings at
depths ranging from approximately 3 to 8 feet below the existing ground surface. When sampled, the
February 11, 2016 4

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
PWR encountered generally breaks down into sandy silt. The partially weathered rock also contained
plastic clay seams and rock fragments.
Auger Refusal Material: Each of the borings were terminated upon encountering auger refusal material
prior to reaching the proposed termination depths. Auger refusal, which is a relative term used to define
material that could not be penetrated with the drilling equipment used, was encountered at depths
ranging from approximately 8.5 to 19.4 feet below the ground surface. Refusal material may result due to
the presence of boulders, rock ledges, lenses or seams, or the top of parent bedrock. Based on the
borings performed, we interpret refusal material to be the top of parent bedrock; however, rock coring
would be required to confirm the continuity/character of refusal materials which was beyond our scope of
services.
Groundwater: Water was not observed in any of the borings at the termination of drilling activities.
Groundwater was encountered at a depths ranging from 1 to 4 feet after a waiting period of several days,
however, this was after recent rain and shallow caved depths. These shallow groundwater measurements
likely indicate surface water run-in. The caved depths ranged from 2 to 10.5 feet at this later time. Water
levels tend to fluctuate with seasonal and climatic variations, as well as with some types of construction
operations. Therefore, water may be encountered during construction operations at depths or elevations
different than indicated in this study.
3.3 Laboratory Summary
Laboratory classification tests (moisture content, grain -size distribution, and Atterberg limits) were
performed on selected samples of residual soils. The results are summarized in the following table and in
the Appendix:
Table 3-1: Results of Indexing Laboratory Tests
4.0 Conclusions and Recommendations
4.1 General
Our conclusions and recommendations are based on the project information outlined previously and on
the data obtained from the field-testing program. If conditions are encountered during construction that
differ from those encountered by the soil test borings, S&ME requests the opportunity to review our
recommendations based on the new information and make any necessary changes.
February 11, 2016

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
4.2 Earthwork
4.2.1 Site Preparation
The entire structural areas should be stripped of topsoil, trash, debris, and other organic materials to a
minimum of 10 feet outside the structural limits. The borings indicate that topsoil thicknesses range from
3 to 8 inches. All other debris from stripping operations should be properly disposed of off -site.
Alternatively, topsoil may be used in landscaped areas with slopes of 4H:1V (horizontal to vertical) or
flatter.
Any existing underground utilities that will be affected by construction should be properly excavated,
removed, abandoned, or re-routed to facilitate the proposed construction. The resulting excavations
should be properly backfilled as described later in this report. For any utilities that are not removed, care
should be taken as to not damage the utility lines during construction.
4.2.2 Excavations
Based on the results of the soil test borings and assumed grading activities, we anticipate that the
majority of general excavations, along with excavations for footings and utilities at the site, will be in
residual soils and Partially Weathered Rock (PWR). Generally, the residual soils, along with any newly
placed fill soils, can typically be excavated using traditional earth -moving equipment (e.g., dozers,
trackhoes, front-end loaders, etc.). PWR was encountered in each of the borings at depths ranging from 3
to 8 feet below existing grade. Areas requiring excavation into these materials will require additional
excavation efforts, such as ripping, jackhammering, or other rock removal techniques for the installation
of footings and utilities. Our experience in this geological area indicates that the upper 2 to 3 feet of
PWR, and lenses of PWR, can generally be excavated using pans and scrapers by first loosening with a
single tooth ripper attached to a suitable sized dozer, such as a Caterpillar D-8 or D-9, or suitable sized
trackhoe such as a Caterpillar C320 equipped with a rock bucket.
Jackhammering should be anticipated for excavation of the majority of the PWR, rock, and, if present,
boulders during open site excavation (i.e., excavations more than 10 feet wide and 30 feet long). In
confined excavations (footings, utility trenches, etc.), these materials will probably require the use of
pneumatic hammers, hydraulic hammers, or blasting to excavate. Also, it may be cost effective during
mass grading to over -excavate the PWR/rock areas encountered and backfill with compacted structural fill
to allow easier excavation of footings/shallow mat foundations and utilities.
Auger refusal material was encountered in the borings at depths ranging from 8.5 to 19.4 feet below the
ground surface. We anticipate that site development may be planned around the refusal materials to
avoid the difficult excavation associated with these materials. Excavations into these materials may
require the use of pneumatic hammers, hydraulic hammers, or blasting to excavate.
It should be noted that rock in a weathered, boulder, and massive form can vary dramatically in short
distances and between boring locations, particularly in the Piedmont Geologic Province. Therefore, PWR,
boulders, or bedrock may be encountered during general excavation or depths between boring locations
not encountered during this exploration.
February 11, 2016

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
Temporary excavations required during construction should be shored and braced or the slopes flattened
(laying back) to obtain a safe working environment. Excavations should be sloped or shored in
accordance with local, state and federal regulations, including OSHA (29 CFR Part 1926) excavation trench
safety standards. The contractor is solely responsible for site safety; this information is provided only as a
service and under no circumstances should we be assumed responsible for construction site safety.
4.2.3 Expansive Soils
Based on the visual observations of the split -spoon samples recovered and laboratory testing, the residual
soils contained moderately to highly -plastic silts (MH) and clays (CH). These plastic soils are moderately
to highly susceptible to shrink/swell with changes in moisture and can cause future structural distress.
These soils are not considered suitable for shallow structural or pavement support.
If these soils are encountered, we recommend a minimum of 3 feet of separation material consisting of
clean, low -plasticity soils be provided between stable moderate to high plasticity clay soils (CH) and
shallow structural subgrades. Less separation (1 foot) could be considered for stable residual clayey silts
(MH) as these materials have less potential for volume change in an undisturbed state. Areas with highly -
plastic soils at the ground surface that require less than 3 feet of fill or are in shallow cut areas will require
undercutting. We recommend these materials be carefully evaluated by the geotechnical engineer during
the site grading operations to reduce the potential for these materials from underlying shallow
foundations, slabs, and pavements.
4.2.4 Groundwater
Based on the groundwater measured in the borings, we anticipate that there is the potential for shallow
perched water. Based on the anticipated minimal site grading, we do not anticipate that excavations will
extend into groundwater. However, perched ground water may be encountered trapped over the clayey
soils and PWR. The contractor should be prepared to promptly remove perched water, if encountered.
Perched groundwater can be managed through the use of temporary dewatering techniques. Temporary
dewatering can be accomplished with temporary excavations and sump pumps. Pumping from the sumps
should be maintained until fill placement is a minimum of 3 feet above the water level. At no time should
pumping be performed directly beneath the exposed foundation bearing elevation, since this could result
in disturbance of the bearing materials and a loss of soil strength and increased settlement. Other means
of improving drainage at the site may be accomplished with ditches located at select areas.
4.2.5 Subgrade Repair after Exposure
The near -surface on -site clayey and silty soils, and some of the silty sand soils are moisture sensitive and
can degrade quickly if exposed to water. Because of this, the exposed subgrade may deteriorate when
exposed to construction activity and environmental changes such as freezing, erosion, softening from
ponded rainwater, and rutting from construction traffic.
We recommend that exposed subgrade surfaces in the building and pavement areas that have
deteriorated be properly repaired by scarifying and re -compacting immediately prior to additional
construction. It should be noted that the level of difficulty and cost of developing a stable subgrade will
depend upon the weather conditions before and during construction as well as the time available to
February 11, 2016

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
stabilize the subgrade. If operations must be performed during wet weather conditions, undercutting the
deteriorated soil and replacing it with compacted crushed stone, rather than soil fill, may be preferable.
We recommend that the grading subcontractor smooth -roll exposed subgrades at the end of each work
day, limit construction traffic to defined areas, and protect exposed subgrade soils during construction.
This is essential for construction during the typically wetter, cooler months of November through April. If
subgrades are rough -graded and not immediately covered by floor slab bearing or pavement base course
materials, the grading subcontractor should cover the exposed subgrades with a sacrificial layer of
crushed stone, leave the subgrades approximately 6 to 12 inches high, or be prepared to repair/stabilize
the subgrades at a later date.
4.2.6 Proofrolling and Subgrade Evaluation
Upon completion of the stripping activities (and undercutting of plastic soils, if encountered), we
recommend that areas to provide support for the foundations, floor slabs, structural fill, and any
pavement areas be proofrolled with a loaded dump truck or similar pneumatic tired vehicle (minimum
loaded weight of 20 tons) under the observation of a staff professional or a senior soil technician. After
excavation of the site has been completed, the exposed subgrade in cut areas should also be proofrolled.
The proofrolling procedures should consist of four complete passes of the exposed areas, with two of the
passes being in a direction perpendicular to the preceding ones. Any areas which deflect, rut or pump
excessively during proofrolling or fail to "tighten up" after successive passes should be undercut to
suitable soils and replaced with compacted fill.
After the Subgrade/proofroll evaluation has been completed and stable subgrades have been achieved,
final site grading should proceed immediately. If construction progresses during wet weather, the
proofrolling operation shall be repeated with at least one pass in each direction immediately prior to
placing aggregate base course in the parking areas or pouring of foundations. If unstable conditions are
exposed during this operation, additional undercutting or scarifying may be required.
4.2.7 Fill Material and Placement
All fill used for site grading operations should consist of a clean (free of organics and debris), low plasticity
soil (Liquid Limit less than 50, Plasticity Index less than 25). The proposed fill should have a maximum dry
density of at least 90 pounds per cubic foot as determined by a Standard Proctor compaction test, ASTM
D 698. All fill should be placed in loose lifts not exceeding 8 inches in thickness and at moisture contents
within 3 percent of the optimum moisture content of the material as determined by ASTM D 698
(standard Proctor). Each lift of fill in structural areas should be uniformly compacted to a minimum of 95
percent of its standard Proctor maximum dry density, with the final 18 inches below subgrade compacted
to at least 98 percent. Additionally, the maximum particle size should not exceed 3 inches in diameter.
The geotechnical engineer's representative should perform in -place field density tests to evaluate the
compaction of the structural fill and backfill placed at the site. We recommend that at least one density
test be performed per lift per 5,000 square feet of fill area within structural areas and one test per lift per
100 linear feet in utility trenches.
Based on the results of the soil test borings performed at the site and our experience with similar type
materials, the low plasticity residual soils and existing clean fill soils can typically be re -used as structural
February 11, 2016

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
fill. Depending on the time of year construction proceeds, some "drying back" of the soils may be
required prior to reuse as structural fill. Due to the limited earthwork anticipated, we recommend that
plastic soils (MH and CH materials) be removed from the site or placed in landscaped areas.
4.2.8 Cut and Fill Slopes
Final project slopes should be designed at 3 horizontal to 1 vertical or flatter. The tops and bases of all
slopes should be located a minimum of 10 feet from structural limits and a minimum of 5 feet from
pavement limits. The fill slopes should be adequately compacted, as outlined in this report, and all slopes
should be seeded and maintained after construction.
4.3 Seismic Design Parameters
The proposed structures should be designed to resist possible earthquake effects as determined in
accordance with the 2012 North Carolina Building Code. Based on Section 1613 of the Building Code, the
data indicate weighted average N-values in the upper 100 feet to be greater than 50 bpf and thus
consistent with a Seismic Site Class C.
The five percent damped design spectral response acceleration at short periods, SDs, and at 1 second, SD1,
were determined to be 0.286g and 0.128g, respectively. For Occupancy Category I, II, or III structures, this
would correspond to a Seismic Design Category B.
4.4 Shallow Foundations (Transformers/Equipment Pads)
Conventional spread footings or equipment pads bearing on properly evaluated and approved fill and
residual soils may be used for support of the structures not planned to be supported with shallow drilled
shafts. Foundations may be designed using an allowable bearing pressure of up to 3,000 pounds per
square foot (psf), provided that the previous recommendations related to earthwork are followed.
Shallow foundations should be designed to bear at least 12 inches below finished grades for frost
protection and protective embedment.
As there is a potential for near-subgrade PWR at some locations, two potentially detrimental conditions
could exist. The first condition could exist where adjacent footings bear on significantly dissimilar
materials - for example, where the bearing soils transition from PWR to residual soil or structural fill
between footings. The second condition could exist where abrupt changes in the stiffness of the bearing
material within an individual footing excavation occurs. The following recommendations will help reduce
the effects of these conditions on long-term structural performance.
If adjacent footings bear on significantly dissimilar materials, an increased magnitude of
differential settlement could occur. To reduce the magnitude of differential settlement, the PWR
should be undercut at least 12 inches below the bearing elevation and replaced with compacted
structural fill. This process should be monitored and evaluated by the geotechnical engineer on a
case -by -case basis if encountered during foundation construction.
If difficult PWR excavation or a significant change in material consistency/ relative density occurs
at the bearing level of an individual footing, the result could be a non -uniform bearing surface
and a subsequent point loading condition on the foundations. If significantly non -uniform
bearing conditions occur in foundation excavations, we recommend that they be evaluated on a
February 11, 2016

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
case -by -case basis by the geotechnical engineer. To provide a uniform bearing surface and
reduce the potential for a point loading condition, additional undercutting below the bearing
elevation and replacement with compacted structural fill, washed stone, or lean concrete may be
required.
Based on the general stratigraphy in the planned structure area, our experience with similar projects, and
the anticipated magnitude of the loads, the total and differential settlement potentials for the lightly -
loaded structures should be less than 1 inch and 1/2 inch, respectively. The majority of this settlement
should occur shortly after building construction. This conclusion is contingent upon compliance with the
site preparation and fill placement recommendations outlined in this report.
Equipment slabs and the access drive pavements can also be supported on properly evaluated and
approved residual soils and newly placed fill. Slabs supporting point loads bay be designed using a
Standard Modulus of Subgrade Reaction of 100 pounds per cubic inch. The Standard Modulus of
Subgrade Reaction represents the value correlated for a 30-inch diameter Plate Bearing Test.
All footing excavations should be observed by the geotechnical engineer's representative to verify that
suitable soils are present at and below the proposed bearing elevation and to confirm their consistency
with the conditions upon which our recommendations are based. If evaluation with DCP testing
encounters very soft to soft or other unsuitable materials in the footing excavations, they should be
corrected per the recommendations of the project geotechnical engineer.
Prepared bearing surfaces for foundations should not be disturbed or left exposed during inclement
weather. Saturation of the footing subgrade can cause a loss of strength and increased compressibility. If
foundation excavations must remain open overnight or if rainfall becomes imminent while the bearing
soils are exposed, we recommend that a 2 to 4-inch thick "mud -mat" of lean (2,000 psi) concrete be
placed on the bearing soils before placement of reinforcing steel to help protect the bearing soils from
further disturbance. Also, concrete should not be placed on frozen subgrades.
4.5 Drilled Shafts
4.5.1 Design Recommendations
We understand that shallow drilled shafts may be used for support of the substation equipment. In
addition to resisting compression and uplift loads associated with the equipment, the drilled shafts can be
used to limit lateral deflections associated with loads/moments on the foundations. Based on our
experience, we anticipate lateral loads may control design of the shafts. Visual -manual classification of
the samples obtained as well as results of the soil test borings performed were used to estimate design
parameters for drilled shafts. These design parameters are detailed in the following tables. Please note
that these values and depths are based on existing grades. While we anticipate that some of the existing
materials will remain in place, unsuitable materials, as previously discussed, should be removed/ replaced
prior to additional earthwork.
February 11, 2016 10

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
Table 4-1: Design Parameters for Drilled Shaft Vertical Capacity
Notes for Table 4-1:
1. The upper 5 feet of any drilled shaft excavation is assumed not to contribute to the development
of skin friction for the purposes of shaft capacity, because the necessary relative displacements
between that shaft and the soil do not tend to occur in this region.
No factor of safety has been applied to the skin friction values. We recommend a factor of safety
of 2.0 be applied to ultimate values in computation of download and uplift capacity.
3. Ultimate end bearing capacity has no safety factor applied. We recommend a safety factor of 2.0 be
applied to ultimate values in computation of capacity.
Table 4-2: Design Values for Shafts Under Horizontal Loading
Notes for Table 4-3:
1. Modulus of Horizontal Subgrade Reaction refers to the modulus (k) used in LPILE computer code.
Modulus of Horizontal Subgrade Reaction assumes "static" loading as described by the LPILE user
manual.
E50 corresponds to axial strain at 50% of the maximum principal stress difference, used in LPILE.
4.5.2 Construction Recommendations
Our experience indicates that a conventional drilled shaft rig (Hughes Tool LDH or equivalent) equipped
with an earth auger can typically penetrate existing fill and residual soils. As previously discussed,
groundwater was not encountered in any of the borings performed. The following are general procedures
recommended in constructing the drilled shafts using the "dry" method.
February 11, 2016 11

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
Drilling equipment should have cutting teeth to result in a hole with little or no soil smeared or
caked on the sides; a spiral like corrugated side should be produced. The shaft diameter should
be at least equal to the design diameter for the full depth.
The drilled shaft should be drilled to satisfy a plumb tolerance of 1.5 to 2 percent of the length
and an eccentricity tolerance of 2 to 3 inches from plan location.
If groundwater is encountered, water should be removed by pumping, leaving no more than 2 to
3 inches in the bottom of the shaft excavation during inspection and prior to shaft concreting.
A removable steel casing should be installed in the shaft for the entire depth to prevent caving of
the excavation sides and excessive groundwater intrusion. Loose soils or drilling cuttings in the
bottom of the shaft should be removed.
The drilled shaft should be concreted as soon as practical after excavation to reduce the
deterioration of the supporting soils due to soil caving and potential groundwater intrusion.
The slump of the concrete is very important for the development of side shear resistance and to
help prevent the formation of voids or inclusions in the concrete mass. We recommend that a
concrete mix having a slump of 6 to 8 inches be used with the minimum compressive strength
specified by the structural engineer. A mix design incorporating fluidifying admixtures may be
required to achieve enhanced placement characteristics depending on reinforcement
requirements in the shaft.
The concrete may be allowed to fall freely through the open area in the reinforcing steel cage,
provided that it is not allowed to strike the rebar or the casing prior to reaching the bottom of the
shaft excavation. A tremie pipe should be used to place the concrete in wet shaft conditions or if
free -falling techniques cannot be properly performed.
The protective steel casing should be extracted as concrete is placed. A positive head of concrete
(5 feet minimum) should be maintained above the bottom of the casing to prevent soil and water
intrusion into the concrete below the casing.
After the proposed bearing level is reached and the bearing surface cleaned, conditions should be
evaluated by the geotechnical engineer to verify that the conditions encountered during construction are
similar to those upon which the design recommendations are based. The shaft diameter, depth,
plumbness and type of bearing material should be documented. Significant deviation from the specified
or anticipated soil conditions should be reported to the owner's representative and the foundation
designer.
5.0 Limitations of Report
This report has been prepared in accordance with generally accepted geotechnical engineering practice
for specific application to this project. The conclusions and recommendations contained in this report are
based upon applicable standards of our practice in this geographic area at the time this report was
prepared. No other warranty, expressed or implied, is made.
The analyses and recommendations submitted herein are based, in part, upon the data obtained from the
subsurface exploration. The nature and extent of variations between the borings will not become evident
until construction. If variations appear evident, then we will re-evaluate the recommendations of this
report. In the event that any changes in the nature, design, or location of the building are planned, the
conclusions and recommendations contained in this report will not be considered valid unless the
changes are reviewed and conclusions modified or verified in writing.
February 11, 2016 12

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
We recommend that S&ME be provided the opportunity to review the final design plans and
specifications in order that earthwork and foundation recommendations are properly interpreted and
implemented.
February 11, 2016 13

Appendix

ejTa+l Iqd W NORTI� ings Lake Park
Indian Trail
�4d
y
.a ti
H
C J s
� Rr
` % J
' ,40
Approximate
Site Location
wesky Chapel
F 11
74
Monroe
A , W Fra'min 5t
75
uw: sunn imuiu y Mph" uns -2139
� xW �� wow
€ x4ru
MAIk $
Q� �y OgIYNf -
YlfiBDle y `ram 11�1� 1'AdIIM MUM 3' � CIF _
a� sure WAM mm 9-4
wwaa oK wu¢ rMsox
an�u. u+� me �rz pwmar �" erxwu nru i
-
me
wr[x
-n
SCALE: AS SHOWN
FIGURE NO.
S&ME
SITE VICINITY MAP
PROPOSED WATKINS SUBSTATION
DRAWN BY: SEM
- -
MONROE, NORTH CAROLINA
CHECKED BY:
KHH
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
DATE: 2/11/2016
PROJECT NO.: 1335-16-001

x ,
ZE
IV
3m
r\ �\
l
ME
1 \
r
`Y r
I :Ar
L I +*

446
444
442
440
J
w 438
z
O
i= 436
Q
W
J
W 434
432
430
428
HC
B- 7
B-1 B- 4 N
N N -----------------
-----
HC
12
25 SILT / CLAY 13 SILT / CLAY
15
50/.3------- ----------------
50/.3
PWR 50/.3
50/.3 50/.3 — _
------- AR@ 10'
-- ------------------------------
AR @ 11.9' ROCK AR @ 11.5' ROCK
0 20
■ Topsoil
® ML, Low Plasticity Silt
50/.1
50/.3
PWR
40 60 80 100 120 140 160
APPROXIMATE DISTANCE ALONG PROFILE (feet)
® MH, High Plasticity Silt R Partially Weathered Rock
180 200
® CH, High Plasticity Clay
N = Standard Penetration Test resistance value (blows per foot). The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations
JOB NO: 1335-16-001 9751 SOUTHERN PINE BOULEVARD Diagram: Generalized Subsurface Profile - North Figure
_ CHARLOTTE, NORTH CAROLINA
Project: Watkins Substation
S&ME
P: [phone] 3
DATE: 2/10/2016 F: [phone] Location: Monroe, North Carolina

446
444
442
440
438
N
w 436
w
p 434
Q
w 432
J
W
430
428
426
424
422
B-10
B- 8
N
B-5
N
—--————— — —
— — —-
B-2
N
——————— — —
— — —-
------
—
--
'
/
SILT CLAY
SILT / CLAY
44
--�
SILT / CLAY
33
45
_
—
----------------
29
�--
---
HC
50/.3
���
��
HC
50/.3
50/.3
\
38
50/.2
— —
— — -
— —
50/A
HC
50/.3
PWR
50/.3
50/.4
He
50/.4
PWR
PWR
���
AR@ 13'
AR@12'
50/.1
AR @ 15.5'
ROCK
50/.1
AR@ 19.4'
ROCK
ROCK
0 50 100 150 200
APPROXIMATE DISTANCE ALONG PROFILE (feet)
■ Topsoil ® MH, High Plasticity Silt R Partially Weathered Rock
250 300
® ML, Low Plasticity Silt
N = Standard Penetration Test resistance value (blows per foot). The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations
JOB NO: 1335-16-001 9751 SOUTHERN PINE BOULEVARD Diagram: Generalized Subsurface Profile - Central Figure
_ CHARLOTTE, NORTH CAROLINA
Project: Watkins Substation
S&ME
P: [phone] 4
DATE: 2/10/2016 F: [phone] Location: Monroe, North Carolina

448
446
444
442
3 440
rn
w 438
p 436
i=
a
w 434
J
W
432
430
428
426
424
B-12
N
B-11
___
-----
7
HC
5 SILT / CLAY
N
16 SILT CLAY
—
10
----
SILT / CLAY
SILT / CLAY
— — —
HC
— — —
10—
50/.3
53
—
so/.3
He
50/.3
50/.3
50/.4
50/.2
PWR
PWR
so/.3
50/.3
PWR
50/.3
_---
��,
HC
AR@8.5'
PWR
50/.2
50/.2 �'
_
50/0
i
---'
AR@ 13.8'
—
_--''
AR@ 12'
ROCK
AR@ 13.9' ROCK
50/0
AR @ 13.5'
ROCK
0 50
■ Topsoil
ElCL, Low Plasticity Clay
100 150 200 250 300
APPROXIMATE DISTANCE ALONG PROFILE (feet)
® ML, Low Plasticity Silt R Partially Weathered Rock
350 400
® MH, High Plasticity Silt
N = Standard Penetration Test resistance value (blows per foot). The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations
JOB NO: 1335-16-001 9751 SOUTHERN PINE BOULEVARD Diagram: Generalized Subsurface Profile - South Figure
_ CHARLOTTE, NORTH CAROLINA
Project: Watkins Substation
S&ME
P: [phone] 5
DATE: 2/10/2016 F: [phone] Location: Monroe, North Carolina

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
SOIL TYPES
(Shown in Graphic Log)
Fill
Asphalt
4
Concrete
■
Topsoil
®
Partially Weathered Rock
®
Cored Rock
•'�
\^ WELL -GRADED GRAVELS,
GW GRAVEL - SAND MIXTURES,
LITTLE OR NO FINES
o Q°
POORLY -GRADED GRAVELS,
GP GRAVEL - SAND MIXTURES,
LITTLE OR NO FINES
o °
GM SILTY GRAVELS, GRAVEL -
SAND - SILT MIXTURES
GC SAND - GRAVELS,GRAVEL-
SAND -CLAY MIXTURES
SW WELL -GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
POORLY -GRADED SANDS,
SP GRAVELLY SANDS, LITTLE OR NO
FINES
SM MILTYSANDS,SAND-SILT
MIXTURES
SC CLAYEY SANDS, SAND -CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR, SILTY OR
®
MILCLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS LOW TO
®
M MEDIUPLASTICITY,Y, GRAVELLY
CL CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
ORGANIC SILTS AND ORGANIC
OIL CLAYS OF LOW PLASTICITY
INORGANIC SILTS, MICACEOUS
®
MH OR DIATOMACEOUS FINE SAND
OR SILTY SOILS, ELASTIC SILTS
®
CH INORGANIC CLAYS OF HIGH
PLASTICITY, FAT CLAYS
®
ORGANIC SILTS AND ORGANIC
OH CLAYS OF MEDIUM TO HIGH
PLASTICITY
WATER LEVELS
(Shown in Water Level Column)
_V = Water Level At Termination of Boring
1 = Water Level Taken After 24 Hours
--a = Loss of Drilling Water
HC = Hole Cave
CONSISTENCY OF COHESIVE SOILS
STD. PENETRATION
RESISTANCE
CONSISTENCY
BLOWS/FOOT
Very Soft
0 to 2
Soft
3 to 4
Firm
5 to 8
Stiff
9 to 15
Very Stiff
16 to 30
Hard
31 to 50
Very Hard
Over 50
RELATIVE DENSITY OF COHESIONLESS SOILS
RELATIVE DENSITY
Very Loose
Loose
Medium Dense
Dense
Very Dense
STD. PENETRATION
RESISTANCE
BLOWS/FOOT
0to4
5 to 10
11 to 30
31 to 50
Over 50
SAMPLER TYPES
(Shown in Samples Column)
Shelby Tube
m
Split Spoon
I
Rock Core
No Recovery
TERMS
Standard - The Number of Blows of 140 lb. Hammer Falling
Penetration 30 in. Required to Drive 1.4 in. I.D. Split Spoon
Resistance Sampler 1 Foot. As Specified in ASTM D 1586.
REC - Total Length of Rock Recovered in the Core
Barrel Divided by the Total Length of the Core
Run Times 100%.
RQD - Total Length of Sound Rock Segments
Recovered that are Longer Than or Equal to 4"
(mechanical breaks excluded) Divided by the
Total Length of the Core Run Times 100%.
ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 1
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 443.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 11.9 ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457434
EASTING: 1517799
DRILLING METHOD: 31/," H.S.A
W
- w
BLOW COUNT
U
�
Oz
Z 5 }
/CORE DATA
w
= cD
_j
� "-'
w ci ~
z
w"
REMARKS
J
a
a- 0
MATERIAL DESCRIPTION
rt
¢
w W
o =
w
w =
a- If a
—
STANDARD PENETRATION TEST DATA
>
CD
Q
W
a Q
(blows/ft)
z
co (n
c
10 20 30 6080
Topsoil/Rootmat (8 Inches)
RESIDUUM: CLAYEY SILT (MH) - very stiff,
SS-1
3
5
20
5
25
tan, with rock fragments, moist
PARTIALLY WEATHERED ROCK: SANDY
38
0/.
P
SILT (ML) - tan, with rock fragments, fine, dry
SS-2
0/.3
5
HC
438.0
SS-3
16
0/.
050/.3
0/.
P
SS-4 x
0/.3
10
433.0
Refusal at 11.9 feet
Boring terminated at 11.9 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 2
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 443.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 15.5ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457346
EASTING: 1517845
DRILLING METHOD: 31/," H.S.A
W
- w
BLOW COUNT
U
�
Oz
Z 5 }
/CORE DATA
w
= cD
_j
� "-'
w ci ~
z
w"
REMARKS
J
a
a- 0
MATERIAL DESCRIPTION
rt
¢
w W
>
o =
w
w =
a- If a
—
STANDARD PENETRATION TEST DATA
CD
Q
W
a Q
(blows/ft)
z
co co co
c
10 20 30 6080
Topsoil/Rootmat (6 Inches)
RESIDUUM: CLAYEY SILT (MH) - hard, tan,
SS-1
6
9
36
5
45
with rock fragments, moist
PARTIALLY WEATHERED ROCK: SANDY
19
41
0/.
P
SILT (ML) - tan, with rock fragments, fine, dry
SS-2
0/.3
5
438.0
HC
SS-3
39
0/.
�0/.3
50/A
1
050/.4
SS-4 x
10
433.0
SS-5
29
40
0/.1
050/.1
15
428.0
Refusal at 15.5 feet
Boring terminated at 15.5 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 3
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/13/16
ELEVATION: 443.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 13.5ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457257
EASTING: 1517891
DRILLING METHOD: 31/," H.S.A
W
- w
BLOW COUNT
U
�
Oz
Z 5 }
/CORE DATA
w
= cD
_j
� "-'
w ci ~
z
w"
REMARKS
J
a
a- 0
MATERIAL DESCRIPTION
rt
¢
w W
>
o =
w
w =
a- If a
—
STANDARD PENETRATION TEST DATA
CD
Q
W
a Q
(blows/ft)
z
co co co
c
10 20 30 6080
Topsoil/Rootmat (6 Inches)
RESIDUUM: SANDY SILT (ML) - very hard,
SS-1
13
29
24
3
53
tan, with plastic clay seams, and rock
fragments, fine, dry
SS-2
3
0/.
5 0/.4
PARTIALLY WEATHERED ROCK: SANDY
5
SILT (ML) - tan, with plastic clay seams, and
438.0
rock fragments, fine, dry
SS-3
0/.
1 050/.3
PARTIALLY WEATHERED ROCK: SANDY
HC
SILT (ML) - tan, with rock fragments, fine, dry
050/.2
SS-4
0/'
1
10
433.0
SS-5
50/0
1
b0/0
Refusal at 13.5 feet
Boring terminated at 13.5 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 4
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 443.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 11.5ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457480
EASTING: 1517888
DRILLING METHOD: 31/4" H.S.A
W
- w
BLOW COUNT
U
�
Oz
Z 5 }
CORE DATA
w
= cD
� "-'
w (j ~
z
REMARKS
J
a
o
MATERIAL DESCRIPTION
0-
¢
� w
w"
o =
w
w =
a- If a
—
STANDARD PENETRATION TEST DATA
>
CD
Q
W
a Q
(blows/ft)
z
co (n
c
10 20 30 6080
Topsoil/Rootmat (5 Inches)
RESIDUUM: SILTY CLAY (CH) - stiff, tan,
SS-1
2
4
9
3
13
moist
SS-2
5
6
7
3
13
5
HC
438.0
PARTIALLY WEATHERED ROCK: SANDY
SILT (ML) - tan, with rock fragments, fine, dry
SS-3
28
50/.3
100/.3
50/.3
11P
SS-4 Ex
0/.3
10
433.0
Refusal at 11.5 feet
Boring terminated at 11.5 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 5
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 444.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 12.0 ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457392
EASTING: 1517934
DRILLING METHOD: 31/," H.S.A
W
- w
BLOW COUNT
U
�
Oz
Z 5 }
/CORE DATA
w
= cD
_j
� "-'
w ci ~
z
REMARKS
J
a
a- 0
MATERIAL DESCRIPTION
rt
¢
w W
w"
>
o =
w
w =
a- If a
—
STANDARD PENETRATION TEST DATA
CD
Q
W
a Q
(blows/ft)
z
co (n
c
10 20 30 6080
Topsoil/Rootmat (4 Inches)
RESIDUUM: SANDY SILT (ML) - hard, tan,
SS-1
7
11
33
4
44
with plastic clay seams, and rock fragments,
fine, moist
HC
SS-2
27
0/.
050/.3
PARTIALLY WEATHERED ROCK: SANDY
5
SILT (ML) - tan, with clay pockets, and rock
439.0
fragments, fine, dry
31
0.
/
1
0
SS-3
50/.2
50/.3
1
050/.3
SS-4 x
10
434.0
Refusal at 12 feet
Boring terminated at 12 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 6
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/13/16
ELEVATION: 444.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 12.0 ft
DRILLER: C. Odom
WATER LEVEL: 4 Ft on 2/1/2016
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457303
EASTING: 1517980
DRILLING METHOD: 31/," H.S.A
W
- w
BLOW COUNT
U
�
Oz
Z 5 }
/CORE DATA
w
= cD
_j
� "-'
w ci ~
z
REMARKS
J
a
a- 0
MATERIAL DESCRIPTION
0,¢
w W
w"
>
o =
w
w =
a- If a
—
STANDARD PENETRATION TEST DATA
CD
Q
W
a Q
(blows/ft)
z
co co co
c
10 20 30 6080
Topsoil/Rootmat (4 Inches)
RESIDUUM: CLAYEY SILT (MH) - firm, gray
SS-1
3
3
5
8
8
and tan, moist
SANDY CLAY (CL) - stiff, gray, wet
SS-2
7
5
5
0
10
5
HC
439.0
PARTIALLY WEATHERED ROCK: SANDY
SILT (ML) - tan, with rock fragments, fine, dry
24
41
0/.
P
SS-3
0/.3
SS-4
21
40
50/.2
1 050/.2
10
434.0
Refusal at 12 feet
Boring terminated at 12 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 7
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 444.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 10.0 ft
DRILLER: C. Odom
WATER LEVEL: 1.5 Ft on 2/1/2016
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457527
EASTING: 1517976
DRILLING METHOD: 31/," H.S.A
W
- w
BLOW COUNT
U
�
Oz
Z 5 }
/CORE DATA
w
= cD
_j
� "-'
w ci ~
z
REMARKS
J
a
a- 0
MATERIAL DESCRIPTION
0,¢
w W
w"
>
o =
w
w =
a- If a
—
STANDARD PENETRATION TEST DATA
CD
Q
W
a Q
(blows/ft)
z
co (n
c
10 20 30 6080
Topsoil/Rootmat (6 Inches)
RESIDUUM: CLAYEY SILT (MH) - stiff, tan,
ILC
SS-1
3
5
7
2
12
moist
SANDY SILT (ML) - stiff, tan, with plastic clay
seams, and rock fragments, dry
SS-2
3
8
5
15
5
439.0
PARTIALLY WEATHERED ROCK: SANDY
SILT (ML) - tan, with plastic clay seams, and
SS-3
38
0/.1
P 0/.1
rock fragments, fine, dry
50/.3
111P
SS-4 x
0/.3
10
434.0
Refusal at 10 feet
Boring terminated at 10 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 8
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 445.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 19.4ft
DRILLER: C. Odom
WATER LEVEL: 10 Ft on 2/1/2016
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457438
EASTING: 1518023
DRILLING METHOD: 31/," H.S.A
W
- w
BLOW COUNT
U
�
Oz
Z 5 }
/CORE DATA
w
= cD
_j
� "-'
w ci ~
z
w"
REMARKS
J
a
a- 0
MATERIAL DESCRIPTION
0,¢
w W
>
o =
w
w =
a- If a
—
STANDARD PENETRATION TEST DATA
CD
Q
W
a Q
(blows/ft)
z
co (n
c
10 20 30 6080
Topsoil/Rootmat (5 Inches)
RESIDUUM: CLAYEY SILT (MH) - firm, gray
SS-1
2
3
4
7
7
tan, moist
SANDY SILT (ML) - very stiff, tan, fine, dry
SS-2
6
14
15
9
29
5
440.0
SANDY SILT (ML) - hard, tan, with rock
fragments, fine, dry
17
13
25
8
SS-3
38
20
0/.
050/.4
PARTIALLY WEATHERED ROCK: SANDY
SILT (ML) -tan to gray, with rock fragments,
SS-4
_
10
fine, moist to dry
HC
435.0
SS-5
0/.1
1
P 0/.1
15
430.0
SS-6
0/.1
050/A
Refusal at 19.4 feet
Boring terminated at 19.4 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 9
S&ME Project No. 1335-16-001
NOTES: Auger Refusal at 5.5 feet. Offset 5 feet
DATE DRILLED: 1/13/16
ELEVATION: 445.0 ft
east.
DRILL RIG: CME 550X
BORING DEPTH: 8.5ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457349
EASTING: 1518069
DRILLING METHOD: 31/," H.S.A.
W
- w
BLOW COUNT
U
�
Oz
Z 5 }
/CORE DATA
w
= cD
_j
� "-'
w ci ~
z
w"
REMARKS
J
a
a- 0
MATERIAL DESCRIPTION
rt
¢
w W
>
o =
w
w =
a a
—
STANDARD PENETRATION TEST DATA
CD
Q
W
a Q
(blows/ft)
z
co co
c
10 20 30 6080
Topsoil/Rootmat (6 Inches)
RESIDUUM: CLAYEY SILT (MH) - very stiff,
SS-1
3
8
8
6 16
tan, with rock fragments, moist
PARTIALLY WEATHERED ROCK: SANDY
He
23
0/.
P0/.3
SILT (ML) - tan, with rock fragments, fine, dry
SS-2
5
440.0
0/.
SS-3
0/.2
SS-4
50/0
1 050/0
Refusal at 8.5 feet
Boring terminated at 8.5 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B-10
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 446.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 13.0 ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457484
EASTING: 1518111
DRILLING METHOD: 31/," H.S.A
W
- w
BLOW COUNT
U
�
Oz
Z 5 }
/CORE DATA
w
= cD
_j
� "-'
w ci ~
z
w"
REMARKS
J
a
a- 0
MATERIAL DESCRIPTION
rt
¢
w W
>
o =
w
w =
a- If a
—
STANDARD PENETRATION TEST DATA
CD
Q
W
a Q
(blows/ft)
z
co (n
c
10 20 30 6080
Topsoil/Rootmat (5 Inches)
RESIDUUM: CLAYEY SILT (MH) - stiff, tan,
SS-1
4
4
5
9
9
moist
SANDY SILT (ML) - hard, tan, fine, moist
SS-2
5
10
23
3
33
5
441.0
PARTIALLY WEATHERED ROCK: SANDY
SILT (ML) - tan, with rock fragments, fine, dry
SS-3
16
0/.
0/.3
HC
0/.
1
050/.4
SS-4
10
436.0
Refusal at 13 feet
Boring terminated at 13 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B-11
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/13/16
ELEVATION: 446.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 13.9 ft
DRILLER: C. Odom
WATER LEVEL: 1 Ft on 2/1/2016
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457395
EASTING: 1518157
DRILLING METHOD: 31/," H.S.A
W
- w
BLOW COUNT
U
�
Oz
Z 5 }
/CORE DATA
w
= cD
_j
� "-'
w ci ~
z
w"
REMARKS
J
a
a- 0
MATERIAL DESCRIPTION
0,¢
w W
>
o =
w
w =
a- If a
—
STANDARD PENETRATION TEST DATA
CD
Q
W
a Q
(blows/ft)
z
co (n
c
10 20 30 6080
Topsoil/Rootmat (3 Inches)
RESIDUUM: CLAYEY SILT (MH) - firm to stiff,
SS-1
NOF
2
3
5
5
tan, wet
H�
SS-2
3
4
6
0
10
5
441.0
PARTIALLY WEATHERED ROCK: SANDY
SILT (ML) - tan, with rock fragments, fine, dry
19
30
0/.
P
SS-3
0/.3
50/.3
111P
SS-4 x
0/.3
10
436.0
SS-5
50/0
50/0
Refusal at 13.9 feet
Boring terminated at 13.9 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B-12
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/13/16
ELEVATION: 448.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 13.8 ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457441
EASTING: 1518246
DRILLING METHOD: 31/," H.S.A
W
- w
BLOW COUNT
U
�
Oz
Z 5 }
/CORE DATA
w
= cD
_j
� "-'
w ci ~
z
REMARKS
J
a
a- 0
MATERIAL DESCRIPTION
rt
¢
w W
w"
>
o =
w
w =
a- If a
—
STANDARD PENETRATION TEST DATA
CD
Q
W
a Q
(blows/ft)
z
co (n
c
10 20 30 6080
Topsoil/Rootmat (6 Inches)
RESIDUUM: SANDY SILT (ML) - firm, tan,
SS-1
2
2
3
5
5
fine, wet
CLAYEY SILT (MH) - stiff, tan, moist
SS-2
3
5
5
0
10
5
443.0
PARTIALLY WEATHERED ROCK: SANDY
1 0
0/.
SILT (ML) - tan, with rock fragments, fine, dry
SS-3
0/.3
HC
0/.
SS-4 x
0/.3
10
438.0
SS-5
50/0
50/0
Refusal at 13.8 feet
Boring terminated at 13.8 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

Form No: TR D422-WH-1 Ga
Revision No. 0 #S&ME
Revision Date: 07114108 Sieve Analysis of Soils
ASTMD 422 Quality Assurance
S&ME, Inc. — 9751 Southern Pine Boulevard —Charlotte, NC 28273
Project #: 1335-16-001 (01) Report Date: 2/8/16
Project Name: Watkins Substation Test Date(s): 2/16-2/8/16
-­,.T------ TTr r- - --
Client Address: Fort Mill, SC
Sample ID: B-4 Type: Split Spoon Sample Date: 1/14/16
Location: Borehole Sample: SS-1 Elevation: 1-2.5'
Sample Description: Gray Tan Clay (CH)
Cobbles
< 300 mm (12") and > 75 mm (311)
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
410
Coarse Sand 0.6%
Fine Sand
1.4%
Gravel
0.0%
Medium Sand 0.8%
Silt & Clay
97.2%
Liquid Limit
55
Plastic Limit 27
Plastic Index
28
Specific Gravity
ND
Moisture Content
27.4%
Coarse Sand
0.6%
Medium Sand 0.8%
Fine Sand
1.4%
Description of Sand & Gravel Particles:
Rounded
❑ Angular 0
Hard & Durable
❑x
Soft ❑
Weathered & Friable ❑
Notes /Deviations /References:
Technician Name: Date:
Stacie Mitchell Project Engineer
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road 1335-16-001 (01) B-4 SS-1 (1-2.5) Wash.xls
Raleigh, NC. 27616 Page I of I

Form No: TR D422-WH-1 Ga
Revision No. 0 #S&ME
Revision Date: 07114108 Sieve Analysis of Soils
ASTMD 422 Quality Assurance
S&ME, Inc. — 9751 Southern Pine Boulevard —Charlotte, NC 28273
Project #: 1335-16-001 (01) Report Date: 2/8/16
Project Name: Watkins Substation Test Date(s): 2/16-2/8/16
-­,.T------ TTr r- - --
Client Address: Fort Mill, SC
Sample ID: B-6 Type: Split Spoon Sample Date: 1/14/16
Location: Borehole Sample: SS-2 Elevation: 3.5-5'
Sample Description: Tan Gray Silty Clay (CL)
� � 11�■■■rr�lliC���� �N■■■■I�M�■11�■■■���
Cobbles
< 300 mm (12") and > 75 mm (311)
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
44
Coarse Sand 1.0%
Fine Sand
1.2%
Gravel
3.2%
Medium Sand 0.6%
Silt & Clay
94.0%
Liquid Limit
40
Plastic Limit 20
Plastic Index
20
Specific Gravity
ND
Moisture Content
25.6%
Coarse Sand
1.0%
Medium Sand 0.6%
Fine Sand
1.2%
Description of Sand & Gravel Particles:
Rounded
❑ Angular 0
Hard & Durable
❑x
Soft ❑
Weathered & Friable ❑
Notes /Deviations /References:
Technician Name: Date:
Stacie Mitchell Project Engineer
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road 1335-16-001 (01) B-6 SS-2 (3.5-5 ) Wash.xls
Raleigh, NC. 27616 Page I of I