Lansing substation - Lansing Subsation - Supplemental Subsurface Exploration Report (SME 3-29-17)

Supplemental Subsurface
Exploration Report
Proposed Lansing Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004

Prepared for:
Blue Ridge Energy
1216 Blowing Rock Boulevard
Post Office Box 112
Lenoir, North Carolina 28645
Prepared by:
S&ME, Inc.
44 Buck Shoals Road, Suite C-3
Arden, North Carolina 28704
March 29, 2017
Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 ii
March 29, 2017
Blue Ridge Energy
1216 Blowing Rock Boulevard
Post Office Box 112
Lenoir, North Carolina 28645
Attention: Mr. Ralph Seamon, P.E.
Reference: Supplemental Subsurface Exploration Report
Proposed Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-17-004
NC PE Firm License No. F-0176
Dear Mr. Seamon:
S&ME, Inc. is pleased to submit this Supplementary Subsurface Exploration Report for the referenced
project. The exploration was performed in general accordance with our Proposal No. 14 -1700099, dated
February 13, 2017 and authorized on February 14, 2016 by Mr. Mike High with Blue Ridge Energy. The
purpose of the supplemental exploration was to help evaluate subsurface conditions across the site with
respect to earthwork, potential rock excavation, foundation considerations, and other geotechnical
aspects. This report presents a brief description of our understanding of the project, the preliminary and
supplemental exploration results, and our conclusions and recommendations. This report supersedes the
previous Preliminary Subsurface Exploration Report dated October 14, 2016.
We appreciate the opportunity to provide our continued service to Blue Ridge Energy. If you have any
questions regarding the information in this report or we may be of further service, please contact us.
Sincerely,
S&ME, Inc.

Matthew H. McCurdy, P.E. David Swoap, P.E.
Senior Engineer Senior Engineer

Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 iii
Table of Contents
1.0 Project Information ............................................................................................... 1
2.0 Exploration and Testing ....................................................................................... 1
2.1 Field .................................................................................................................................... 1
2.2 Laboratory ......................................................................................................................... 2
3.0 Site and Subsurface Conditions ......................................................................... 2
3.1 Site Conditions .................................................................................................................. 2
3.2 Area Geology..................................................................................................................... 3
3.3 Subsurface Conditions ..................................................................................................... 3
3.3.1 Surface Materials (Crushed Stone, Topsoil, and Leveling Pad Fill,) .................................. 3
3.3.2 Existing Fill ......................................................................................................................... 4
3.3.3 Residuum ............................................................................................................................. 4
3.3.4 Partially Weathered Rock (PWR)........................................................................................ 4
3.3.5 Auger Refusal Materials ..................................................................................................... 4
3.3.6 Subsurface Water ................................................................................................................ 5
3.3.7 General ................................................................................................................................ 5
3.4 Laboratory Test Results ................................................................................................... 5
4.0 Conclusions – General Discussion .................................................................... 5
5.0 Earthwork and Site Preparation Recommendations ...................................... 6
5.1 Stripping ............................................................................................................................ 6
5.2 Subgrade Evaluation and Undercutting ....................................................................... 6
5.3 Fill Placement and Compaction ...................................................................................... 7
5.4 In-Place Density Testing .................................................................................................. 7
5.5 Use of On Site Materials as Structural Fill – Conditioning Soils ................................ 7
5.6 Excavation Considerations .............................................................................................. 8
5.7 Excavated Slopes and Fill Embankments ...................................................................... 9
5.8 Mechanically-Stabilized Earth (MSE) Retaining Walls ............................................. 10
5.9 Final Subgrade Preparation ........................................................................................... 10
6.0 Foundation Recommendations ......................................................................... 11
6.1 Spread Footings .............................................................................................................. 11
Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 iv
6.2 Drilled Piers and Direct-Embedded Poles .................................................................. 11
6.2.1 Vertical Loads .................................................................................................................... 11
6.2.2 Horizontal Loads ............................................................................................................... 12
6.2.3 Drilled Shaft Construction Considerations ....................................................................... 12
6.3 Grade-Supported Slabs and Mats ................................................................................ 13
7.0 Limitations of Report .......................................................................................... 14

Appendices
Boring Location Plan (Figure 1)
Legend to Soil Classification and Symbols
Boring Logs
Laboratory Test Reports
Field Testing Procedures
Important Information about Your Geotechnical Report

Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 1
1.0 Project Information
Our understanding of the project and site conditions is based on the following:

 Our work during a preliminary subsurface exploration prior to land acquisition (S&ME Project No.
1441-16-021, report dated October 14, 2016);
 Email from Mr. Lynn Mathis, P.E. with UC Synergetic to Mr. Matt McCurdy, P.E. with S&ME on
January 23, 2017. The email included a Grading Plan, dated 1-4-17, and a plan titled Bore
Locations, dated 7-6-16. The Bore Locations Plan indicated the location of 10 new proposed soil
test boring locations;
 Telephone conversation between Mr. Mathis and Mr. McCurdy on January 30, 2017 to discuss the
project and proposed boring locations;
 Site visit by Mr. Ralph Seamon, P.E. with Blue Ridge Energy and Mr. McCurdy on February 10,
2017.
Blue Ridge Energy is planning to construct a new substation on a parcel of land north of the intersection
of Pounding Mill Road and Highway 194 in Warrensville, Ashe County, North Carolina. The property is
approximately 21 acres of mostly wooded land. There are several gravel and dirt roads crossing through
the property and leading from Highway 194. The substation is being proposed in the southeastern
approximate 6 acres of the overall property, near Highway 194. This location is shifted generally south of
the area anticipated during our preliminary exploration. The existing trails will be reconfigured into new
roads and new slopes will be graded during earthwork. Three mechanically-stabilized earth (MSE)
retaining walls will be constructed – two around the substation pad (300 and 360 feet long, up to about
14 feet tall) and one near the site entrance road (67 feet long, up to about 4 feet tall).
Based on the provided site plan, the substation pad will have a final grade of about 2759 feet. This will
result in earthwork excavation depths up to about 17 feet, and fill placement depths behind the retaining
walls up to about 14 feet.
The substation is planned to consist of typical substation elements. There will be slab -supported
equipment as well as direct-embedded poles and/or drilled shafts to support other equipment and
transmission lines.
2.0 Exploration and Testing
2.1 Field
The supplemental field exploration included a visual site reconnaissance by a Geotechnical Engineer and
performance of 10 soil test borings (B-11 through B-20). These boring depths ranged from 10 to 30.5 feet
deep. Auger refusal was encountered in several borings at shallower depths than planned. The
preliminary exploration performed in 2016 included 10 soil test borings (B-1 through B-10) which are also
included in the Appendix of this report.
Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 2
During the preliminary exploration, three offset borings were drilled in some areas where auger refusal
was initially encountered to further evaluate the auger refusal levels.
Supplemental boring locations originally suggested on the plan (provided by Mr. Mathis) were discussed
and revised with our input. The final boring locations (from both explorations) were marked in the field
by our Engineer using a hand-held GPS unit and based on accessibility, as several were shifted due to
relatively steep slopes. The boring locations as drilled are shown on the Boring Location Plan in the
Appendix (Figure 1). Because precise survey techniques were not used, the indicated locations should be
considered approximate. Boring Logs presenting the subsurface information obtained and a description
of the boring procedures are included in the Appendix. The ground surface elevations shown on the
Boring Logs were interpolated from the provided topographic site plan and are also very approximate.
Prior to drilling, most of the locations required clearing and grading be performed so the drill rig could
traverse the wooded areas and set up on relatively level working pad. This was coordinated between a
grading contractor provided by Blue Ridge Energy and the driller. Where this was required, the thickness
of the leveling pad fill is noted on the logs.
The borings were made with a track-mounted drill rig and advanced using hollow stem auger techniques.
Split-spoon samples and standard penetration resistance (N) values were obtained at selected intervals
using an automatic hammer. We also collected three bulk samples of composite cuttings from the
supplemental borings.
2.2 Laboratory
The samples obtained during the exploration were transported to our laboratory where they were visually
and manually classified by a Geotechnical Professional. The visual and manual classification was
estimated based on the Unified Soil Classification System (USCS) and our experience with similar soil
conditions. The bulk samples obtained were subjected to the following testing:

 In-situ moisture content determinations (3 test s);
 Atterberg limits (2 tests);
 Grain size determinations (3 tests);
 Standard Proctor compaction (2 tests); and
 Direct shear (2 tests).
3.0 Site and Subsurface Conditions
3.1 Site Conditions
The proposed substation site is located north of the intersection of Pounding Mill Road and Highway 194
in Warrensville, North Carolina. The proposed site is dominated by a knoll in the southern part of the
property (at approximate Elevation 2776 feet) and an upward ridge extending north from the knoll. The
topography of the site is generally higher in the north and lower in the south. Based on information from
the provided Preliminary Grading Plan, ground surface elevations in the approximate 4-acre proposed
construction area range from approximately 2820 feet in the north to approximately 2680 feet in the
southeast.
Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 3
Most of the site is wooded with several gravel and dirt roads crossing through the property and leading
from a gated access road from Highway 194. During our site visits, we observed a small cluster of
exposed rocks on the surface in the northeast near borings B-6 and B-7. These rocks appeared to be
boulders but could also be part of a bedrock outcropping. We also observed a few other large
rocks/boulders scattered over the ground surface, especially in the west part of the site. There was a
metal storage container on the knoll in the south and a tree stand at the north end of the proposed
construction area.
3.2 Area Geology
The project site is in the Blue Ridge Physiographic Province of North Carolina, an area underlain by
ancient igneous and metamorphic rocks. The soils encountered in this area are the residual product of in-
place physical and chemical weathering of the rock presently underlying the site. In areas not altered by
erosion or disturbed by the activities of man, the typical residual soil profile typically consists of clayey
soils near the surface, where soil weathering is more advanced, underlain by sandy silts and silty sands.
The boundary between soil and rock is not sharply defined. This transitional zone, termed "partially
weathered rock," is normally found overlying parent bedrock. Partially weathered rock is defined, for
engineering purposes, as residual material with standard penetration resistance values of at least 50 blows
per 6 inches. Weathering is facilitated by fractures, joints, and the presence of less resistant rock types.
Consequently, the profile of the partially weathered rock (as well as hard rock) is quite irregular and
erratic, even over relatively short horizontal distances. Also, it is not unusual to find lenses and boulders
of hard rock and zones of partially weathered rock within the soil mantle, well above the general bedrock
level.
Fill soils are placed by man in conjunction with activities such as construction grading, farming, or waste
disposal. Fill can be comprised of a variety of soil types and can also contain debris from building
demolition, organics, topsoil, trash, etc. The engineering properties of fill depend primarily on its
composition, density, and moisture content.
3.3 Subsurface Conditions
As previously stated, borings B-1 through B-10 were drilled during our preliminary exploration in August
and September of 2016, and B-11 through B-20 were drilled during our supplemental exploration in
February of 2017. The following description of subsurface conditions contains information for all twenty
borings, but is relatively brief and general. For more detailed information, the individual Boring Logs
contained in the Appendix should be consulted.
3.3.1 Surface Materials (Crushed Stone, Topsoil, and Leveling Pad Fill,)
Borings B-1, B-2, B-3, B-4, and B-5 encountered crushed stone to depths ranging from 2 to 8 inches. Filter
fabric was encountered beneath the crushed stone in boring B -5.
Borings B-10, B-15, and B-18 initially penetrated topsoil to a depth of 3 inches. The remaining borings
were drilled in areas disturbed by the clearing and grading for drill rig access; therefore, the topsoil had
been removed. We would expect topsoil to vary from a few inches thick to about 1 foot deep across the
wooded portions of the site.
Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 4
Borings B-12, B-13, B-16, and B-17 penetrated loose “leveling pad” fill that had been placed during the
clearing and grading process to allow our drill rig access to the boring locations. The leveling pad fill
extended to depths of about 2 to 3 feet.
3.3.2 Existing Fill
Below the surface materials, borings B-4 and B-5 penetrated existing fill material to depths of about 1.5
and 5 feet, respectively. The fill was generally described as brown and tan-brown silty sand (USCS Group
Symbol SM) with a trace of mica. The fill in boring B-5 contained some rock pieces, and the fill in boring
B-4 contained one large piece of wood in the sample. The fill in these two borings appears to have been
placed during grading of the existing gravel roads. The fill exhibited standard penetration resistance
values of 7 to 15 bpf indicating a loose to medium dense relative density and a low to moderate degree
of compaction.
3.3.3 Residuum
Below the surface materials and/or fill as described above, residual soils consistent with the Blue Ridge
Physiographic Province of North Carolina were encountered. The residual soils were generally comprised
of tan, brown, white, red-brown, and orange-brown silty sand (SM) or sandy silt (ML) with varying degrees
of mica content, rock pieces, and trace root fragments near the surface.
Standard penetration resistance values in the residual soils ranged from 4 to 87 bpf. These values
indicated a very loose to very dense relative density in the sandy soils and stiff to very hard consistency in
the more silty soils. Thirteen of the twenty borings were terminated in the residual soils at their planned
termination depths ranging from 10 to 30 feet below the surface (we note some of these were offset
borings after shallow auger refusal was initially encountered).
3.3.4 Partially Weathered Rock (PWR)
Partially weathered rock (PWR) was encountered in Borings B-3, B-4, B-6, B-7 through B-13, B-15, and B-
17 through B-20 at depths ranging from 5 to 27 feet below the existing ground surface. The PWR was
layered within residual soils in borings B-6, B-11, and B-17. The PWR was generally classified as very
dense, tan-brown gray white, silty sand (SM) or poorly graded sand (SP), with varying degrees of mica
content and some rock pieces in some borings. Borings B-4, B-6, B-9, B-10, B-12, B-19, and B-20 were
terminated in the PWR at their planned termination depths of 10 to 30 feet.
3.3.5 Auger Refusal Materials
Auger refusal was encountered in Borings B-3, B-6 through B-11, B-15, B-17, and B-18 (or their offset
borings) at depths ranging from 3 to 37 feet below the surface. Refusal is a designation applied to any
material having a resistance in excess of the penetrating capacity of the drilling equipment. Refusal may
result from weathered rock, boulders, rock seams, or the upper surface of sound continuous rock. Core
drilling procedures are required to determine the characteristics and continuity of the materials below the
level of refusal.
Due to shallow refusal (7 feet or less), Borings B-3, B-6, and B-10 were offset a few feet and re-drilled. The
offset borings penetrated deeper than the original borings – in fact, 21 and 23 feet deeper in borings B-3
Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 5
and B-6, respectively. This indicates a likelihood that boulders/rock lenses exist in the overburden soils
and/or that bedrock levels are very erratic on this site.
3.3.6 Subsurface Water
Subsurface water was not encountered in the borings at the time of drilling. Sixteen of the borings were
left open overnight and also did not encounter subsurface water. It should be noted that subsurface
water levels will fluctuate during the year and from year to year due to seasonal and climatic changes,
construction activity, and other factors, and could be within the depths drilled in the future.
3.3.7 General
The above description of subsurface conditions is relatively brief and general. Please refer to the Boring
Logs in the Appendix for more detailed information at individual boring locations.
3.4 Laboratory Test Results
Selected bulk samples of soils from Borings B-11 and B-18 were subjected to laboratory testing consisting
of moisture content, Atterberg limits, grain-size distribution (sieve analysis), standard Proctor compaction,
and direct shear testing.
The two standard Proctor compaction tests indicated maximum dry densities of 117.1 and 118.6 pounds
per cubic foot (pcf) and optimum moisture contents of 12.7 and 13.9 percent. The three in-situ moisture
contents ranged from 3.7 to 6.3 percent, which (when compared to the optimum moisture contents)
indicated that the soils would most probably require moistening prior to compaction.
Sieve analyses indicated about 28 to 36 percent fines (silt and clay) in the three samples tested; therefore,
they classified as silty sands (SM). Atterberg limits tests were performed on two samples and indicated
Liquid Limits of 24 and 28 percent and Plastic Index of 2 and 4.
The two direct shear tests indicated angles of internal friction of 32.9 and 33.6 degrees with cohesion of
0.9 and 1.9 pounds per square inch (psi). The test results are included on data sheets in the Appendix.
4.0 Conclusions – General Discussion
The results of the exploration indicate the site is adaptable for the proposed substation. The main
geotechnical issue that was indicated by the borings is that there will be so me excavation difficulty.
Partially weathered rock (PWR) was encountered above planned grade in borings B-6, B-11, B-17 and B-
18. PWR is normally capable of being excavated with a large tracked excavator, although there is a
possibility it could be more difficult to remove or that some pinnacled rock is intermediate of the borings.
Auger refusal (most likely bedrock) was encountered about 7 feet above planned grade in Boring B -11.
Additionally, some of the preliminary borings initially encountered shallow auger refusal; however, they
were offset and drilled deeper. These results indicate lenses of rock, boulders, or mass rock could be
encountered requiring blasting and/or the use of a tracked excavator-mounted pneumatic ram to remove
these materials.
Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 6
The subsurface materials encountered and the laboratory testing we performed indicate the majority of
the soils and PWR should be suitable for reuse as structural fill and MSE wall backfill material. The main
issue with these materials is that they were somewhat dry and will probably require wetting in order to
compact properly and they could contain large rock pieces. Wetting of the soils can be routinely
accomplished by most grading contractors and evaluation of the excavated soils will be needed to
determine which parts are suitable for use as backfill.
Conventional foundations for the substation elements, buildings, and transmission lines are expected to
be acceptable. That is, shallow foundations (spread footings, mats, and slabs), drilled shafts, and direct -
embedded poles. Deep foundations such as drilled shafts or direct-embedded poles can be utilized, but
could need to extend into hard or dense residual materials, PWR, or rock (depending on the loads), and
some installation difficulty could be experienced due to boulders, rock lenses, etc.
The following sections provide more detailed comments and recommendations for these and other
geotechnical issues relative to the proposed substation. The conclusions and recommendations
presented herein are based on information and assumptions concerning existing grades and final site
grades, our understanding of the proposed project, findings of the preliminary and supplemental
subsurface explorations, geotechnical engineering evaluations of encountered subsurface conditions, and
experience with similar projects. When reviewing this information, please keep in mind subsurface
conditions vary erratically in this geologic area, particularly with respect to PWR and bedrock levels.
5.0 Earthwork and Site Preparation Recommendations
5.1 Stripping
All construction areas should be initially stripped of vegetation, topsoil and large root systems. Large
roots can be expected near the surface due to the trees on site. Tap roots and stumps should be
completely removed and any voids left in the soil should be cleaned of all roots and backfilled with well
compacted fill as described in section 5.3 Fill Placement and Compaction.
5.2 Subgrade Evaluation and Undercutting
After stripping (in at- and below-grade areas) and after excavation to the design grades (in cut areas), the
exposed subgrades should be observed by the Geotechnical Engineer to evaluate if unsuitable materials
have been removed. To aid the Engineer during this evaluation, the exposed subgrade should be
proofrolled with a tandem-axle dump truck or similar rubber-tired equipment loaded at the Engineer’s
discretion. Proofrolling helps reveal the presence of unstable or otherwise unsuitable surface materials.
Any areas that rut or deflect excessively under proofrolling should be undercut or stabilized in place, as
recommended by the Geotechnical Engineer. Backhoe-excavated test pits or hand auger borings could
be needed to further evaluate questionable subgrade areas.
Existing fill (mainly along the existing roads) should be closely evaluated by the proofrolling measures
discussed below. It appears most of the existing fill will be removed by excavation to obtain the planned
grades in the substation, except for the leveling pad fill (which was needed for drill rig access). The
leveling pad fill will need to be removed and replaced with structural fill. Where the existing roadway fill
exists in pavement areas after grading (such as at Boring B-4), these materials may require undercutting
Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 7
and/or stabilization. We expect some areas, such as the toe of proposed fill slopes near the existing
drainage features, will require stabilization with 1 to 2 feet of crushed stone and/or geotextiles (fabric or
geogrid) for adequate support of the new fill and compaction equipment.
Our experience with sites such as this indicates unexpected conditions will be encountered. This can
include poorer, deeper fill, buried debris or burn pits, and abandoned utility lines. Also, although not
encountered by the borings, relatively unstable colluvial deposits (materials deposited by gravity such, as
from landslides and slope movement) are often found in mountainous terrain such as this. These
conditions, if encountered, can normally be handled by field engineering evaluation during construction.
5.3 Fill Placement and Compaction
For this project, we recommend structural fill be uniformly compacted in relatively thin lifts (up to 8
inches, loose measure) to at least 95 percent of the soil’s maximum dry density, as determined by the
laboratory standard Proctor compaction test (ASTM D-698). Typically, the moisture content of the soil will
need to be controlled to within 3 percent of its optimum moisture content to a chieve this degree of
compaction (this will require wetting or drying the soil at times). All structural fill should be free of
organic matter and other deleterious materials and have maximum particle size of 4 inches and a Plasticity
Index less than 25.
5.4 In-Place Density Testing
A qualified Materials Technician working under the direction of the Geotechnical Engineer should observe
fill placement. The Technician should perform a sufficient number of in-place field density tests during
mass grading and backfilling of utility trenches to assess whether the recommended compaction criteria
have been achieved. Field check plugs should be performed to determine appropriate standard Proctor
comparisons.
5.5 Use of On Site Materials as Structural Fill – Conditioning Soils
The majority of the soils sampled in the exploration appear suitable for reuse as structural fill; however,
some soils will require modification (at least moisture adjustment and removal of large rocks) to be
compacted properly. PWR that is excavated should also generally be reusable. PWR is often excavated in
blocks that will require being broken down into soil size particles in order to be reused as structural fill.
This is typically accomplished by tracking over it with a large bulldozer or sheepsfoot roller.
Much of the residual soils and PWR appeared dry of their estimated optimum moisture contents and
could require moistening prior to compaction. This was confirmed by laboratory testing that indicated
the soils were about 7.6 to 9 percent below optimum. This will be very dependent on the weather
conditions at the time of grading. The contractor should also be prepared to dry soils that are above
optimum moisture content.
Some of the upper soils (from existing fill, road/trail shoulders, leveling pad fill, and any potential colluvial
soil) may contain organic material that will need to be removed from otherwise suitable soil. Boulders
and large rocks will also likely be encountered and will need to be removed from the structural fill so lift
thickness are no more than 8 inches thick and individual rock pieces are less than 4 inches in diameter. It
may be possible to place boulders in “green” or other landscaped areas.
Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 8
5.6 Excavation Considerations
The provided Grading Plan and the boring data indicate probable excavations during mass grading and
installation of utilities to shallow depths below existing grades will likely extend through moderate to high
consistency residual soils, partially weathered rock (PWR), and probably mass rock. We expect the soils
materials can be excavated with conventional excavation equipment. That is, soils in mass excavations can
be removed by front-end loaders, large tracked excavators, and bulldozers equipped with rippers.
Excavation for shallow foundations and utility trenches can typically be accomplished with a tracked
excavator in soil.

Please keep in mind that excavation of PWR will require more diligent efforts by the contractor . Heavier
equipment and possible blasting will likely be needed to remove very high consistency PWR. The PWR
was encountered above proposed final grade in borings B-6, B-11, B-17 and B-18 (about 16, 24, 3, and 12
feet above planned grade, respectively).

Rock excavation will probably be needed in some areas due to the deep cuts in the north part of the site.
Excavation deeper than our auger refusal levels will typically require blasting and the use of pneumatic
tools, such as a tracked excavator-mounted ram. The following table shows the auger refusal locations
and depths where encountered near or above planned grade.
Table 1 – Auger Refusal Levels
Boring No. Depth (feet) Approximate Elevation Offset Location
B-3 7 * 2783 * 7 feet south of original boring
B-6 6.5 * 2786 * 10 feet southwest of original boring
B-10 3 * 2742 * 8 feet southwest of original boring
B-11 25 2765 n/a
* - offset borings were drilled and extended deeper
As noted above, auger refusal was encountered at shallow depths (7 feet and less) in Borings 3, 6 and
10. However, these were offset and drilled to greater depths. This indicates there are probably some
boulders or rock lenses in the soils and PWR and/or the surface of bedrock is very erratic. Most of the
time, isolated boulders and thin rock lenses can be excavated with conventional equipment, but
sometimes very large boulders and thicker lenses can require blasting. We also note that the auger
refusal of the first boring attempt was above planned grade in boring B-6 (offset borings successfully
went deeper). The auger refusal of boring B-11 was about 7 feet above planned grade.

We suggest the following clauses for rock definition be considered for use in preparing project
specifications so that disputes are less likely to arise during excavations:

Massive Rock Excavation - Any material that cannot be excavated with a single tooth ripper
drawn by a crawler tractor having a minimum flywheel power rated at not less than 285 horse
power (Caterpillar D-8N or equivalent), occupying an original volume of at least one cubic yard or
more, and requires blasting.

Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 9
Trench Excavation - Any material which cannot be excavated with a Caterpillar 345 or equivalent,
occupying an original volume of at least 1/2 cubic yard or more, and which requires blasting or
other rock excavation methods.

It is very important to realize that in this geologic region there is a strong possibility that rock, boulders,
PWR and very dense soils will be encountered in areas intermediate of the borings or in unexplored areas
and difficult excavation, including blasting, can be required.
All excavations should be sloped or shored in accordance with local, state, and federal regulations,
including OSHA (29 CFR Part 1926) excavation safety standards. We note the Contractor is solely
responsible for site safety. This information is provided only as a service and under no circumstances
should we be assumed to be responsible for construction site safety.
5.7 Excavated Slopes and Fill Embankments
We anticipate new slopes will be required for development of this site. The Grading Plan indicates
excavated slopes up to about 40 to 60 feet tall and fill embankments up to about 15 feet tall. Because of
the tall excavated slope heights, intermediate benches (at least 5 feet wide) with French drains should be
considered with heights between benches not exceeding 25 feet. Typically, ditches are installed at the toe
of slopes to help collect rainwater runoff and potentially any long term under-seepage.
Cut slopes in the existing residual soils and well-compacted fill embankments should be theoretically
stable at inclinations no steeper than 2H:1V (horizontal to vertical). However, to help reduce erosion,
maintenance and repair, and allow more convenient access for landscaping equipment, we advise these
inclinations be no steeper than 2.5H:1V to 3H:1V (where practical).
If fill embankments are constructed over poor materials that could be present near the drainage features,
undercutting and/or stabilization with crushed stone and/or geotextiles in the slope foundation (toe)
areas could be required. When placing new fill along existing surfaces sloped greater than 4H:1V, the
existing slopes should be benched during new fill placement so that a preferential slippage plane is not
created. The new fill should also be placed in relatively horizontal lifts, beginning at the toe of the slope.
The majority of the substation will be surrounded by retaining walls. However, at the north end, there will
be a slope about 10 feet tall. We recommend the substation elements be setback from the crest of all
slopes a distance equal to the height of the slope.
If practical, we recommend new or existing utility lines be located away from the slopes or near their
crests. Leaking utility lines and poorly-compacted trench backfills can lead to slope issues including
failure.
Because of the type soils expected to be encountered in the excavated slopes and used for the fill
embankments and the amount of rainfall that can occur in the Warrensville area, erosion of the near
surface soils tends to be a maintenance issue over time. Therefore, we advise the face of slopes and
embankments be protected by establishing vegetation with the use of permanent erosion control mats as
soon as practical after grading. North American Green has several products (such as EroNet Turf
Reinforcement Mat P300 or P550) that can help reduce the amount of erosion.
Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 10
5.8 Mechanically-Stabilized Earth (MSE) Retaining Walls
MSE retaining walls are being planned for on-site retaining walls. If other wall types are considered or
proposed, we will be happy to provide soil parameters typically needed for the wall type. The MSE walls
should be designed by a North Carolina registered engineer in accordance with National Concrete
Masonry Association design guidelines for Segmental Retaining Walls (March 2016) and specifically
consider surface drainage, internal drainage, internal stability, external stability, global stability, settlement,
and wall deflections.
The following parameters are recommended (based on our experience in the area and our laboratory
testing) for use in evaluation of global stability and design of MSE retaining walls. However, actual design
parameters could vary based on additional laboratory testing.
Table 5-1 – MSE Wall Design Parameters
Zone
Angle of Internal
Friction Cohesion Moist Unit Weight
Reinforced Backfill 32 0 psf 125 pcf
Retained Backfill 30 0 psf 120 pcf
Foundation 28 200 psf 120 pcf

The MSE reinforced backfill should as a minimum consist of a granular material (SM soils) that has a
maximum of 45% passing the #200 sieve and a Plasticity Index (PI) less than 20. This will vary depending
on the actual design.
Wall foundations may be designed as unreinforced concrete or crushed stone leveling pads bearing in
residual soils and/or well-compacted fill. The actual bearing pressure for MSE walls is a function of wall
contact area which includes the facing unit width and reinforcement length. An allowable bearing
pressure of 3,000 psf is typically available in well compacted fill or residual soils. Remedial measures or
modification to the subgrade soils, including the entire reinforcement zone, may be required to achieve
the required bearing pressures in isolated areas.

All foundation areas should be evaluated by a representative of the Geotechnical Engineer prior to wall
construction to help determine the actual bearing conditions. The evaluations should include shallow
hand-auger borings and dynamic cone penetrometer tests and proofrolling with a loaded dump truck
where accessible.
5.9 Final Subgrade Preparation
The exposed substation and pavement subgrade soils can deteriorate between completion of grading and
crushed stone placement for the substation yard or pavements due to construction activity and weather.
For this reason, we recommend the exposed subgrades in these areas that have deteriorated be properly
repaired by scarifying and re-compacting immediately prior to substation crushed stone placement or
pavement base course placement. Depending on conditions at the time, it may be necessary to undercut
the deteriorated soil and replace it with additional crushed stone. An evaluation by the Geotechnical
Engineer can aid in detecting any areas in need of repair and in selecting the best remedial approach.
During this evaluation, the subgrades should be proofrolled where practical.
Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 11
6.0 Foundation Recommendations
6.1 Spread Footings
Based on the subsurface conditions encountered and following site preparation described herein, lightly
loaded structures and foundation elements can be supported by conventional spread footings. A net
allowable bearing pressure of 3,000 psf may be used f or spread footing design throughout the substation,
but if desired, we can evaluate specific areas to determine if higher bearing pressures are available
(because of the presence of denser soils and PWR).
All foundations should bear at least 24 inches below final design grade so they will not be adversely
affected by frost penetration and to develop the design bearing pressure. Continuous wall strip footings
should not be less than 18 inches wide and isolated column footings should not be less than 24 inches
wide. This recommendation is made to help prevent a "localized" or "punching" shear failure condition
which could exist with very narrow footings.
All foundation excavation bottoms must be evaluated by the Geotechnical Engineer prior to concrete
placement. These evaluations will help verify individual footings are directly underlain by suitable bearing
material. Any footings requiring lowering can be excavated to competent bearing material and backfilled
with well compacted NCDOT Size No. 57 crushed stone.
6.2 Drilled Piers and Direct-Embedded Poles
We understand drilled piers are often selected for substation foundations and transmission lines can be
supported on drilled piers or direct-embedded poles. These appear suitable for the site in most areas, but
we recommend these penetrate any fill material and bear in hard or dense residual soils or partially
weathered rock. Because of the necessary excavation over much of the substation footprint and the
shallow depth to PWR and bedrock , there is a potential for difficult drilling.
Additional borings can be drilled at specific foundation locations to help provide subsurface information
and design parameters for specific drilled piers. However, the following are some general design
recommendations that could be used.
The design values presented in Sections 6.2.1 and 6.2.2 below can be used to evaluate drilled shaft
foundations. These values are based on the boring and laboratory test data and our experience with soils
common to the Blue Ridge geology. The shaft foundations can be assumed to resist compression forces
by the skin friction along the side of the shaft and end bearing in the soils and PWR.
6.2.1 Vertical Loads
The following allowable resistance values may be used for compression loading for a drilled shaft
foundation. These values include a factor of safety of at least 2.0 for skin friction and 3.0 for end bearing.

Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 12
Table 6-1 - Vertical Downward Load Analysis Parameters – Deep Foundation
Material
Allowable Side Frictional
Resistance (ksf)
Allowable End Bearing
Resistance (ksf)
Residuum – Silty Sand (SM) 0.5 3
PWR 1.5 10

We recommend the side frictional resistance calculations be neglected in existing fill and in the upper 3
feet of depth (due to disturbance during construction and frost penetration).
6.2.2 Horizontal Loads
The following design values are intended to be used with the LPILE plus computer program for the
analysis of a drilled shaft subjected to lateral loading and an overturning moment.
Table 6-2 - Horizontal Load Analysis Parameters – Deep Foundation
Material USCS
Class
Lpile Soil
Type
Cohesion
(psf)
Friction
Angle
(deg.)
Effective Unit
Weight (pcf) K (pci) E50
Silty Sand SM Sand 0 30 120 80 N/A
PWR SM Sand 0 42 130 225 N/A

* K refers to modulus of horizontal subgrade reaction used in LPILEplus computer code and assumes “slow cyclic” loading.
**The unit weight, friction angle of the soil, and the cohesion values shown above are based on the standard penetration
resistance, and correlations with published data (Bowles Foundation Analysis and Design 4th Edition, Navfac DM-7, and EM 1110-
2-2504).
6.2.3 Drilled Shaft Construction Considerations
Based on our experience, we expect that a drill rig having the capacity of a Hugh Williams LLDH or
equivalent can typically penetrate the high consistency soils and PWR. However, we expect an auger with
tungsten hardened carbide teeth (rock auger) or by chipping with a down -hole hammer will be required
to penetrate the very dense materials, PWR, and potential rock. It must be also emphasized that greater
excavation difficulty could be encountered due to rock or hard PWR during foundation installation
because rock elevations vary erratically in this area.
Rock excavation equipment (i.e., air circulating roller barrels or equal) could be needed to extend a
significant depth into the PWR and below refusal of the borings. There is also a potential for refusal
material to be encountered intermediate or near our explored locations. Refusal with a rock auger is
generally defined as material that cannot be excavated any faster than 6 inches of penetration in 15
minutes of maximum down pressure. However, some variation in the definition could be required in the
field by the Geotechnical Engineer. Th e drilled shaft contractor should be experienced in this geographic
area and with erratic soil and rock conditions.
Below are our recommendations for drilled shaft construction using the “dry” method.
Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 13
1. 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.
2. The drilled shaft should be drilled to satisfy a plumbness tolerance of 1.5 to 2 percent of the
length and an eccentricity tolerance of 2 to 3 inches from plan location.
3. Subsurface water, if encountered, should be removed by pumping leaving no more than 2 to 3
inches in the bottom of the shaft excavation.
4. A removable steel casing should be installed in the shaft to prevent caving of the excavation sides
due to soil or PWR relaxation. The casing should extend from the ground surface to the bottom
of the drilled shaft excavation. Loose soils in the bottom of the shaft should be removed.
5. The drilled shaft excavation should be evaluated by a Geotechnical Engineer to confirm suitable
end bearing conditions and to verify the proper diameter and bottom cleanliness. The shaft
should be evaluated immediately prior to and during concreting operations.
6. 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 possible subsurface water intrusion.
7. The slump of the concrete is very important for the development of side shear resistance. 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 super
plasticizer may be needed to obtain this slump.
8. 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.
9. The protective steel casing should be extracted as concrete is placed. However, a head of
concrete should be maintained above the bottom of the casing to prevent soil and water
intrusion into the concrete below the casing. All concrete below grade should be placed in direct
contact with surrounding undisturbed soil.
All foundation excavations must be evaluated by the Geotechnical Engineer prior to concrete placement.
This is an important part of the geotechnical engineering design because of the variations in soils across
the site. Some modification to the design values presented above may be required in the field.
6.3 Grade-Supported Slabs and Mats
Substation equipment (transformers, generators, buildings, etc.) can placed on soil supported slabs and
mats, provided the subgrades are evaluated to be satisfactorily stable by the Geotechnical Engineer prior
to concrete placement. In some areas, soft surface soils may require undercutting during earthwork or
foundation preparation to reduce the risks of settlement and slab cracking. An allowable bearing pressure
of 3,000 psf can be used for design throughout the properly prepared substation, but if desired, we can
evaluate specific areas to determine if higher bearing pressures are available (because of denser soils and
PWR). We suggest the edges of the slabs be turned down 24 inches to help with developing the design
pressure and for frost protection.
We suggest separating the slabs from the subgrade materials with a 6-inch thick layer of crushed stone.
The crushed stone should consist of densified No. 57 stone or Aggregate Base Course (in accordance with
the North Carolina Department of Transportation’s Standard Specifications for Roads and Structures
manual) compacted to at least 98 percent of the modified Proctor maximum dry density (ASTM D-1557).
Supplemental Subsurface Exploration Report
Proposed Substation Site
Warrensville, North Carolina
S&ME Project No. 1441-17-004
March 29, 2017 14
Based on empirical relationships of site soils and our experience, we have estimated a subgrade modulus
(k) of 150 pci, based on the 30-in. diameter plate method, is available in the residual soils and well-
compacted backfill soils for design of the slabs. If foundation pads are designed as mat foundations, we
can provide the appropriate reduction for the k value, if needed.
7.0 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, express or implied, is made.
The analyses and recommendations submitted herein are based, in part, upon the data obtained from the
subsurface explorations. The nature and extent of variations between the borings may not be evident, or
may not become evident until further exploration or construction. If variations appear evident, then we
will re-evaluate the recommendations of this report. In the event there are any change s in the nature,
design, or location of the substation, 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.
We recommend that S&ME be provided the opportunity to review the grading plans, structural plans, and
specifications in order that our recommendations are properly interpreted and i mplemented. When
structure locations and types are better defined, additional exploration or analysis may be warranted.

Appendices

Appendix I – Boring Location Plan and Boring Logs
!´Ð
!´Ð
!´Ð
!´Ð
!´Ð
!´Ð
!´Ð
!´Ð
!´Ð
!´Ð
Ð!G
Ð!G
Ð!G
Ð!G
Ð!G
Ð!G
Ð!G
Ð!G
Ð!G
Ð!G
B-20
B-14
B-12
B-17
B-13
B-18
B-15
B-19
B-16
B-11
B-1
B-2
B-3
B-4
B-5
B-6
B-7
B-8
B-9
B-10
BORING LOCATION PLA N
Lan sin g S ub sta tionHighway 1 94Warrensville, N ort h C arolina
1
1441-17-0 04
DD H
SCALE:
PROJECT NO :
DATE:
DRAWN BY:
FIGURE NO.
3-14-17
1 " = 80 'Q:\1441\17\004 Lansing Substation\BLP LANSING.mxd plotted by DHomans 03-14-2017³
REFER E NC E:BASE M APP ING P REPA RED B Y UC SYNE RGE TI C. THI S M AP IS F OR INF O RMAT IO NALPURPOSES O NLY. A LL FE AT URE LO CAT I ONS DI SPLAY ED ARE A PPRO XI MATE D. T HEY ARE NO TBASED O N CI VI L SURVEY INF O RMATI ON, UNLE SS STAT ED O T HERW ISE .
!´Ð Soil Test Borings Drilled 2017
Ð!G Soil Test Borings Drilled 2016
0 80 160
(IN FE ET)
RQD
Asphalt
Concrete
Topsoil
Shelby Tube
Split Spoon
Rock Core
No Recovery
HC
LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
Partially Weathered
Rock
Cored Rock
(Shown in Water Level Column)
- Total Length of Rock Recovered in the Core
Barrel Divided by the Total Length of the Core
Run Times 100%.
- 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%.
0 to 4
5 to 10
11 to 30
31 to 50
Over 50
Silt (ML)
Clay (CL, CH)
Sandy Silt (ML)
Clayey Sand (SC)
Clayey Silt (MH)
Organic (OL, OH)
RELATIVE DENSITY
Very Loose
Loose
Medium Dense
Dense
Very Dense
SAMPLER TYPES
(Shown in Samples Column)
TERMS
Standard
Penetration
Resistance
(Shown in Graphic Log)
WATER LEVELS
CONSISTENCY OF COHESIVE SOILS
CONSISTENCY
STD. PENETRATION
RESISTANCE
BLOWS/FOOT
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
Very Hard
REC
STD. PENETRATION
RESISTANCE
BLOWS/FOOT
RELATIVE DENSITY OF COHESIONLESS SOILS
= Water Level At Termination of Boring
= Water Level Taken After 24 Hours
= Loss of Drilling Water
= Hole Cave
- The Number of Blows of 140 lb. Hammer Falling
30 in. Required to Drive 1.4 in. I.D. Split Spoon
Sampler 1 Foot. As Specified in ASTM D-1586.
0 to 2
3 to 4
5 to 8
9 to 15
16 to 30
31 to 50
Over 50
Fill
Sand (SW, SP)
Silty Sand (SM)
Sandy Clay (CL, CH)
Silty Clay (CL, CH)
Gravel (GW, GM, GP)
SOIL TYPES (USCS CLASSIFICATION)
6
18
27
20
22
CRUSHED STONE - (8 inches)
RESIDUUM: SILTY SAND (SM) - loose to
medium dense, tan white, fine to medium
SILTY SAND (SM) - medium dense, tan
brown, fine to medium, trace mica
Boring terminated at 15 feet
1
2
3
4
5
3
9
12
9
9
3
4
9
6
6
3
9
15
11
13GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2770.0
2765.0
2760.0
5
10
15 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-1
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-16-021
CLIENT: Blue Ridge Electric Membership
DATE DRILLED: 9/1/16 - 9/1/16
DRILL RIG: CME 45
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2775.0 ft
BORING DEPTH:15.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:S. Long
NOTES:
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 10/14/16
7
6
9
17
30
CRUSHED STONE - (4 inches)
RESIDUUM: SILTY SAND (SM) - loose,
brown tan, fine to medium, some mica
SILTY SAND (SM) - medium dense, brown
tan, fine to medium, trace mica, trace rock
pieces
SILTY SAND (SM) - medium dense, tan pink,
fine, almost dry
Boring terminated at 15 feet
1
2
3
4
5
3
3
5
9
17
3
3
3
6
11
4
3
4
8
13GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2775.0
2770.0
2765.0
5
10
15 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-2
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-16-021
CLIENT: Blue Ridge Electric Membership
DATE DRILLED: 9/1/16 - 9/1/16
DRILL RIG: CME 45
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2780.0 ft
BORING DEPTH:15.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:S. Long
NOTES:
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 10/14/16
9
11
29
17
33
50/6"
50/1"
20/0"
CRUSHED STONE - (4 inches)
RESIDUUM: SILTY SAND (SM) - loose,
brown orange-brown, fine to medium,
micaceous
SILTY SAND (SM) - medium dense to dense, tan
brown, fine to medium, trace mica
- trace roots in Sample 3
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, tan brown, fine to
medium, trace mica
Refusal at 28 feet
Boring terminated at 28 feet
1
2
3
4
5
6
7
8
3
4
20
7
13
2
6
10
5
9
50/6"
50/1"
20/0"
6
7
9
10
20
HCGRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2785.0
2780.0
2775.0
2770.0
2765.0
5
10
15
20
25 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-3
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-16-021
CLIENT: Blue Ridge Electric Membership
DATE DRILLED: 8/31/16 - 8/31/16
DRILL RIG: CME 45
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2790.0 ft
BORING DEPTH:28.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:S. Long
NOTES: First boring attempt encountered auger
refusal at 7 feet. Boring offset 7 feet south and
redrilled without sampling until 8.5 feet.
Combined results shown here.
CAVE-IN DEPTH:22.5'S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 10/14/16>>
>>
9
19
47
47
43
50/3"
50/2"
CRUSHED STONE - (3 inches)
FILL: SILTY SAND (SM) - loose, brown, fine to
medium, trace mica, with one large piece of
wood
RESIDUUM: SILTY SAND (SM) - medium
dense to dense, tan brown, fine to medium
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, tan brown, fine to
medium
Boring terminated at 25 feet
1
2
3
4
5
6
7
4
8
20
21
15
19
50/2"
2
4
12
14
8
10
29
5
11
27
26
28
50/3"GRAPHICLOGN VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2782.0
2777.0
2772.0
2767.0
2762.0
5
10
15
20
25 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-4
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-16-021
CLIENT: Blue Ridge Electric Membership
DATE DRILLED: 8/31/16 - 9/1/16
DRILL RIG: CME 45
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2787.0 ft
BORING DEPTH:25.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:S. Long
NOTES:
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 10/14/16>>
>>
7
15
20
37
CRUSHED STONE - (2 inches over filter
fabric)
FILL: SILTY SAND (SM) - loose to medium
dense, tan brown, fine to medium, some rock
pieces, trace mica
RESIDUUM: SILTY SAND (SM) - medium
dense to dense, tan, fine to medium, trace mica
Boring terminated at 10 feet
1
2
3
4
3
5
9
9
4
2
9
7
4
10
11
28GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2754.0
2749.0
5
10 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-5
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-16-021
CLIENT: Blue Ridge Electric Membership
DATE DRILLED: 9/6/16 - 9/6/16
DRILL RIG: CME 45
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2759.0 ft
BORING DEPTH:10.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:S. Long
NOTES:
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 10/14/16
13
45
50/1"
50/4"
50/3"
49
53
50/4"
RESIDUUM: SILTY SAND (SM) - medium
dense to dense, brown tan, fine to medium,
trace mica
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, tan brown, fine to
medium
SILTY SAND (SM) - dense to very dense, tan
brown, fine to medium, trace mica
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, brown, fine to
medium, trace mica
Boring terminated at 30 feet
1
2
3
4
5
6
7
8
6
16
31
21
23
50/4"
4
9
50/1"
16
50/3"
15
12
36
7
29
50/4"
28
30GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2787.0
2782.0
2777.0
2772.0
2767.0
2762.0
5
10
15
20
25
30 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-6
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-16-021
CLIENT: Blue Ridge Electric Membership
DATE DRILLED: 9/6/16 - 9/6/16
DRILL RIG: CME 45
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2792.0 ft
BORING DEPTH:30.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:S. Long
NOTES: First boring attempt encountered auger
refusal at 6.5 feet. Boring offset 10 feet southwest
and redrilled without sampling until 8.5 feet.
Combined results shown here.
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 10/14/16>>
>>
>>
>>
6
8
10
5
19
36
87
50/3"
50/1"
10/0"
RESIDUUM: SILTY SAND (SM) - loose to
medium dense, tan brown, fine to medium,
trace mica, trace roots to 6 feet
SILTY SAND (SM) - dense to very dense, tan
brown, fine to medium, trace mica
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, tan brown, fine to
medium, trace mica
Refusal at 37 feet
Boring terminated at 37 feet
1
2
3
4
5
6
7
8
9
10
3
4
5
2
8
16
40
50/3"
4
5
4
2
5
9
28
43
50/1"
10/0"
3
4
5
3
11
20
47GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2796.0
2791.0
2786.0
2781.0
2776.0
2771.0
2766.0
5
10
15
20
25
30
35 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-7
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-16-021
CLIENT: Blue Ridge Electric Membership
DATE DRILLED: 9/5/16 - 9/5/16
DRILL RIG: CME 45
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2801.0 ft
BORING DEPTH:37.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:S. Long
NOTES: Boring drilled in area that was graded for
drill rig access. The topsoil had been removed.
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 10/14/16>>
>>
>>
7
13
16
13
18
20
50/6"
50/1"
10/0"
RESIDUUM: SILTY SAND (SM) - loose to
medium dense, tan brown red-brown, fine to
medium, some rock pieces, some mica
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, gray brown, fine to
medium, micaceous
Refusal at 32 feet
Boring terminated at 32 feet
1
2
3
4
5
6
7
8
9
3
6
7
5
8
8
50/6"
2
4
6
5
7
8
30
50/1"
10/0"
4
7
9
8
10
12GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2818.0
2813.0
2808.0
2803.0
2798.0
2793.0
5
10
15
20
25
30 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-8
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-16-021
CLIENT: Blue Ridge Electric Membership
DATE DRILLED: 9/2/16 - 9/2/06
DRILL RIG: CME 45
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2823.0 ft
BORING DEPTH:32.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:S. Long
NOTES: Boring drilled in area benched/excavated
about 2 feet deep for drill rig access
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 10/14/16>>
>>
4
9
10
17
18
27
50/5"
50/2"
RESIDUUM: SILTY SAND (SM) - very loose
to loose, brown tan, fine to medium, trace mica,
trace roots
SILTY SAND (SM) - medium dense, brown
tan, fine to medium, some mica
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, tan, brown, fine to
medium, trace mica
Refusal at 29.5 feet
Boring terminated at 29.5 feet
1
2
3
4
5
6
7
8
2
4
5
8
8
9
2
2
3
7
4
7
50/5"
50/2"
2
5
5
9
10
18GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2814.0
2809.0
2804.0
2799.0
2794.0
5
10
15
20
25 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-9
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-16-021
CLIENT: Blue Ridge Electric Membership
DATE DRILLED: 9/2/16 - 9/5/16
DRILL RIG: CME 45
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2819.0 ft
BORING DEPTH:29.5 ft
WATER LEVEL:Not Encountered
LOGGED BY:S. Long
NOTES: Boring drilled in area that was graded for
drill rig access. The topsoil had been removed.
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 10/14/16>>
>>
13
31
50/3"
50/5"
TOPSOIL - (3 inches)
RESIDUUM: SILTY SAND (SM) - medium
dense to dense, brown tan, fine to medium,
micaceous, with some root pieces
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, brown tan, fine to
medium, trace mica, with rock pieces
Boring terminated at 10 feet
1
2
3
1
7
7
50/3"
8
5
32
50/5"
6
24GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2740.0
2735.0
5
10 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-10
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-16-021
CLIENT: Blue Ridge Electric Membership
DATE DRILLED: 9/6/16 - 9/6/16
DRILL RIG: CME 45
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2745.0 ft
BORING DEPTH:10.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:S. Long
NOTES: First boring attempt encountered auger
refusal at 3 feet. Boring offset 8 feet southeast
and redrilled without sampling until 3.5 feet.
Combined results shown here.
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 10/14/16>>
>>
8
13
19
50/4"
28
50/6"
50/3"
RESIDUUM: SILTY SAND (SM) - loose to
medium dense, tan brown, fine to medium,
micaceous, with some roots
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, tan white, medium
to fine
SILTY SAND (SM) - medium dense, brown
tan, medium to fine, micaceous
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, light brown olive,
medium to fine, micaceous
Refusal at 25 feet
Boring terminated at 25 feet
1
2
3
4
5
6
7
4
5
8
40
13
50/6"
4
4
7
12
11
24
50/3"
4
8
11
50/4"
15GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2785.0
2780.0
2775.0
2770.0
2765.0
5
10
15
20
25 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-11
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-17-004
CLIENT: Blue Ridge Energy
DATE DRILLED: 2/17/17 - 2/17/17
DRILL RIG: CME 45-B
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2790.0 ft
BORING DEPTH:25.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:C. Mentch
NOTES: Surface graded for drilling access -
topsoil removed
Bulk samples obtained from 8 to 15 feet
and 20 to 25 feet
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 3/13/17>>
>>
>>
5
36
43
49
50/5"
LEVELING PAD FILL: SANDY SILT (ML) -
firm, tan brown, fine, trace clay, trace roots
RESIDUUM: SANDY SILT (ML) - hard, brown
gray, fine, micaceous
SILTY SAND (SM) - dense, brown orange
tan, fine, micaceous, with some rock pieces
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, brown tan, fine to
medium, with some rock pieces
Boring terminated at 15 feet
1
2
3
4
5
2
13
20
20
45
2
5
13
14
17
3
23
23
29
50/5"GRAPHICLOGN VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2743.0
2738.0
2733.0
5
10
15 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-12
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-17-004
CLIENT: Blue Ridge Energy
DATE DRILLED: 2/16/17 - 2/16/17
DRILL RIG: CME 45-B
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2748.0 ft
BORING DEPTH:15.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:C. Mentch
NOTES: Surface graded for drilling access -
topsoil removed
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 3/13/17>>
7
10
16
24
76
50/4"
50/4"
64
LEVELING PAD FILL: SANDY SILT (ML) -
firm, red brown, fine, with roots
RESIDUUM: SILTY SAND (SM) - loose to
medium dense, tan white orange, fine to
medium
SILTY SAND (SM) - very dense, tan white,
fine to medium
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, tan white, fine to
medium
SANDY SILT (ML) - very dense, brown, fine,
with large quartz fragments
Boring terminated at 30 feet
1
2
3
4
5
6
7
8
3
4
7
9
35
38
50/4"
27
2
3
8
6
17
5
25
18
4
6
9
15
41
50/4"
37GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2763.0
2758.0
2753.0
2748.0
2743.0
2738.0
5
10
15
20
25
30 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-13
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-17-004
CLIENT: Blue Ridge Energy
DATE DRILLED: 2/17/17 - 2/17/17
DRILL RIG: CME 45-B
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2768.0 ft
BORING DEPTH:30.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:C. Mentch
NOTES: Surface graded for drilling access -
topsoil removed
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 3/13/17>>
>>
88
49
43
42
56
RESIDUUM: SILTY SAND (SM) - very dense
to dense, tan brown, medium to coarse,
micaceous
SILTY SAND (SM) - dense to very dense, tan
white, fine to medium, trace mica
Boring terminated at 15 feet
1
2
3
4
5
38
25
19
19
28
22
18
15
10
20
50
24
24
23
28GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2743.0
2738.0
2733.0
5
10
15 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-14
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-17-004
CLIENT: Blue Ridge Energy
DATE DRILLED: 2/16/17 - 2/16/17
DRILL RIG: CME 45-B
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2748.0 ft
BORING DEPTH:15.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:C. Mentch
NOTES: Surface graded for drilling access -
topsoil removed
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 3/13/17
17
29
22
45
24
67
50/6"
50/.5"
10/0"
TOPSOIL - (3 inches)
RESIDUUM: SILTY SAND (SM) - medium
dense, tan brown, fine to coarse
SANDY SILT (ML) - hard to very stiff to very hard,
brown black, fine to coarse, micaceous
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, tan white, fine to
medium, micaceous
Refusal at 30.5 feet
Boring terminated at 30.5 feet
1
2
3
4
5
6
7
8
9
8
14
12
21
11
26
50/6"
6
9
9
15
9
9
23
50/.5"
10/0"
9
15
10
24
13
41GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2771.0
2766.0
2761.0
2756.0
2751.0
2746.0
5
10
15
20
25
30 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-15
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-17-004
CLIENT: Blue Ridge Energy
DATE DRILLED: 2/15/17 - 2/15/17
DRILL RIG: CME 45-B
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2776.0 ft
BORING DEPTH:30.5 ft
WATER LEVEL:Not Encountered
LOGGED BY:C. Mentch
NOTES:
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 3/13/17>>
>>
>>
2
22
20
14
44
LEVELING PAD FILL: SANDY SILT (ML) -
very soft, red-brown, fine, trace mica, with
roots
RESIDUUM: SANDY SILT (ML) - very stiff,
red-brown, fine to coarse
SILTY SAND (SM) - medium dense, tan brown
gray, fine to coarse
SILTY SAND (SM) - dense, tan brown, fine to
medium
Boring terminated at 15 feet
1
2
3
4
5
1
8
9
7
18
2
3
8
8
16
1
14
11
7
26GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2744.0
2739.0
2734.0
5
10
15 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-16
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-17-004
CLIENT: Blue Ridge Energy
DATE DRILLED: 2/17/17 - 2/17/17
DRILL RIG: CME 45-B
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2749.0 ft
BORING DEPTH:15.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:C. Mentch
NOTES: Surface graded for drilling access -
topsoil removed
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 3/13/17
10
36
50/4"
38
55
50/5"
LEVELING PAD FILL: SILTY SAND (SM) -
loose, red tan, fine to coarse, with some roots
and quartz fragments
RESIDUUM: SILTY SAND (SM) - dense,
brown white, fine to medium
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, brown white, fine to
medium
SILTY SAND (SM) - dense, brown white, fine
to medium
SANDY SILT (ML) - very hard, brown gray,
fine, micaceous
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, tan white, fine to
medium
Refusal at 19.5 feet
Boring terminated at 19.5 feet
1
2
3
4
5
6
3
17
35
15
17
50/5"
4
10
12
9
10
26
7
19
50/4"
23
38GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2763.0
2758.0
2753.0
5
10
15 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-17
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-17-004
CLIENT: Blue Ridge Energy
DATE DRILLED: 2/20/17 - 2/20/17
DRILL RIG: CME 45-B
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2768.0 ft
BORING DEPTH:19.5 ft
WATER LEVEL:Not Encountered
LOGGED BY:C. Mentch
NOTES: Surface graded for drilling access -
topsoil removed
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 3/13/17>>
>>
27
31
50/6"
50/5"
50/5"
50/6"
50/4"
50/0"
TOPSOIL - (3 inches)
RESIDUUM: SILTY SAND (SM) - medium
dense to dense, brown black, fine to coarse
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, brown tan, medium
to fine, some mica
Refusal at 28.5 feet
Boring terminated at 28.5 feet
1
2
3
4
5
6
7
8
7
15
32
21
50/5"
50/6"
41
4
14
18
17
26
34
32
50/0"
20
16
50/6"
50/5"
50/4"GRAPHICLOGN VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2771.0
2766.0
2761.0
2756.0
2751.0
5
10
15
20
25 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-18
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-17-004
CLIENT: Blue Ridge Energy
DATE DRILLED: 2/15/17 - 2/15/17
DRILL RIG: CME 45-B
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2776.0 ft
BORING DEPTH:28.5 ft
WATER LEVEL:Not Encountered
LOGGED BY:C. Mentch
NOTES: Bulk sample obtained from 10 to 15 feet
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 3/13/17>>
>>
>>
>>
>>
>>
13
36
50
50/5"
50/3"
RESIDUUM: SILTY SAND (SM) - medium
dense, red-brown, fine, micaceous
SILTY SAND (SM) - dense, white brown, fine
to medium, trace mica
SANDY SILT (ML) - dense, brown, fine,
micaceous
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, tan brown, fine to
coarse, trace mica
PARTIALLY WEATHERED ROCK: POORLY
GRADED SAND (SP) - very dense, gray, fine
to coarse, with some gravel and rock fragments
Boring terminated at 15 feet
1
2
3
4
5
6
21
16
4
10
15
50/5"
50/3"
7
15
34GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2752.0
2747.0
2742.0
5
10
15 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-19
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-17-004
CLIENT: Blue Ridge Energy
DATE DRILLED: 2/16/17 - 2/16/17
DRILL RIG: CME 45-B
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2757.0 ft
BORING DEPTH:15.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:C. Mentch
NOTES: Surface graded for drilling access -
topsoil removed
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 3/13/17>>
>>
11
60
38
18
50/3"
RESIDUUM: SANDY SILT (ML) - stiff,
red-brown, fine, trace mica
SILTY SAND (SM) - very dense to dense, gray
tan, fine to medium, micaceous
SILTY SAND (SM) - medium dense, tan white,
fine to medium
PARTIALLY WEATHERED ROCK: SILTY
SAND (SM) - very dense, tan white, fine to
coarse
Boring terminated at 15 feet
1
2
3
4
5
6
23
21
8
7
8
18
6
50/3"
5
37
17
10GRAPHICLOG N VALUEDEPTH(feet)THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
NOTES:
FINES %
10 20 30 40 50 60 70 80 90
PL LLNM
SPT N-Value (bpf)
2740.0
2735.0
2730.0
5
10
15 ELEVATION(feet)WATER LEVELMATERIAL DESCRIPTION
2nd 6in / REC3rd 6in / RQDSAMPLE TYPESAMPLE NO.1st 6in / RUN #BLOW COUNT/ CORE DATA
1.
2.
3.
4.
BORING LOG B-20
Page 1 of 1
PROJECT: Lansing Substation
Warrensville, North Carolina
S&ME Project No. 1441-17-004
CLIENT: Blue Ridge Energy
DATE DRILLED: 2/16/17 - 2/16/17
DRILL RIG: CME 45-B
DRILLER: Techdrill
HAMMER TYPE: Automatic Hammer
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3¼" H.S.A.
ELEVATION:2745.0 ft
BORING DEPTH:15.0 ft
WATER LEVEL:Not Encountered
LOGGED BY:C. Mentch
NOTES: Surface graded for drilling access -
topsoil removed
CAVE-IN DEPTH:N/A
S&ME BORING LOG - VOGTLE | 12-22-2009 TEMPLATE.GDT | LIBRARY 2009_12_22.GLB | BORING LOGS.GPJ | 3/13/17>>

Appendix II – Laboratory Test Reports

69.2%
% Passing #200 (D 422) =
1.7%
5.8%
12.7%
26.0%
30.8%
0.2%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
0.00
% Silt & Clay
< 75 mm and > 4.75 mm (#4)
307.65
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.2%
87.3%
203.57
< 0.075 mm
0.2%Gravel
94.2%
98.3%
45.8%
D 2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)1.5%Coarse Sand
Maximum Particle Size 4.75 mm
Depth:Bulk 8 - 15'
% Passing% Retained
28.7%
317.41
127.49
6.8%
13.4%
30.8%
74.0%
3/2/17
Sieve Analysis of Soils
Quality Assurance
S&ME, Inc. - Spartanburg 301 Zima Park Drive Spartanburg, SC 29301
1441-17-004
Test Date(s): 2/23 - 2/28/17
Project #:
Project Name:
ASTM D 422
Client Name:
Client Address:
Form No: TR-D422-WH-1
Lansing Substation
Lenoir, North Carolina
Mass passing #200
Report Date:
Sample Date:
Revision No. 1
Revision Date: 11/4/09
Type:
Total Sample Wet Wt. + Tare Wt.
#10
4.75
Total Sample
0.0%
0.0%
mm.
37.50
Boring #:
Standard
Location:
Sieve Size
2.0" 50.00
Blue Ridge Energy
467.73
0.0%
Material Excluded: 0Particle Size Analysis / Without Hydrometer Analysis
Angular
N/A27
Mass of Sample after Wash
SILTY SAND (SM) - light brown, medium to fine, micaceous
317.410.00
Log #:B-11
Bulk
Signature Date
25.00
1/2"
#4
1.0"
0.0%
0.92
3/8"
3/4"
54.2%
1.5%
4.2%
100.0%
#60
#40
7.53
0.150
Notes / Deviations / References:
#200
<0.075
#100
317.35
#20
Sample Description:
% Retained
Between Sieves
100.0%
444.90
100.0%
100.0%
0.00
Description of Sand & Gravel Particles: Rounded
73 Mass of Sample after Wash + Tare Wt.Tare Wt.
Total Sample Dry Weight 444.90 % Passing #200 (D 1140)
Cumulative
Total Sample Dry Wt. + Tare Wt.
9.50
19.00
1.5"
Tare No.
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
19.7%
23.4%
Pan
12.50
0.850
0.425
2.000
26.01
56.40
Technical Responsibility Position
99.8%
Fine Sand
100.0%
100.0%
Weathered & FriableHard & Durable Soft
Individual
3/2/17Brian Vaughan, P.E. Group Leader
11.0%
30.8%
56.5%
0.075
0.250 115.81
S&ME, Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC 27616
B-11 (8-15') Grain.xlsx
Page 1 of 1
Form No: TR-D422-WH-1Ga
Description of Sand & Gravel Particles: Rounded
Fine Sand
Silt & Clay
11.0% 56.5%
Angular
Coarse Sand
SoftHard & Durable Weathered & Friable
Clay < 0.005 mm
1.5%
Colloids < 0.001 mmMedium Sand
Group Leader
Moisture Content

N/A
Plastic Index
Sieve Analysis of Soils
Test Date(s):
5.1%
Fine SandMedium Sand1.5%
Position
3/2/17Brian Vaughan, P.E.
Notes / Deviations / References:
Technical Responsibility Signature Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Specific Gravity 2.700
Maximum Particle Size
Gravel
Liquid Limit Plastic Limit
Medium Sand
N/A
Coarse Sand < 4.75 mm and >2.00 mm (#10)
SILTY SAND (SM) - light brown, medium to fine, micaceousSample Description:
2/23 - 2/28/17
Gravel Silt < 0.075 and > 0.005 mm
Cobbles
1441-17-004
Type:Location:
Project #:
Client Address:
Lansing Substation
Lenoir, North Carolina
Depth:
27B-11 Log #:
Bulk
Project Name:
Boring #:
Blue Ridge Energy
30.8%
N/AN/A
4.75 mm
< 2.00 mm and > 0.425 mm (#40)
< 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm (#200)
11.0%
56.5%Coarse Sand
< 75 mm and > 4.75 mm (#4)
0.2%
Revision No. 0
Client Name:
Sample Date:
3/2/17
Bulk 8 - 15'

Quality Assurance
S&ME, Inc. - Spartanburg 301 Zima Park Drive Spartanburg, SC 29301
Revision Date: 07/14/08
ASTM D 422
Report Date:
1/2"1.5" 1"3/4"3/8"#4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00Percent Passing (%)Millimeters
S&ME, Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC 27616
B-11 (8-15') Grain.xlsx
Page 1 of 1
YES
YES
YES
NO
A B C
15.42 15.39 15.34
111.27 111.27 111.31
0.515 0.515 0.514
80.87 80.74 80.54
2.500 2.500 2.500
1.000 1.000 1.000
A B C
21.74 20.50 19.52
110.98 110.85 110.45
100.00 100.00 100.00
2.500 2.500 2.500
0.984 0.981 0.978
6.9 13.9 27.8
5.6 9.7 19.7

13.981 13.993 13.958
0.00956 0.00931 0.00921
Project:Lansing Substation
Location:B-11
Project Number:1441-17-004
Boring Number B-11
Sample Number:27 B
Depth:20 - 25'
Sample Type:Remolded
Description:SILTY SAND (SM) - light brown olive, medium to fine, micaceous
Test Type:Direct Shear
Remarks:
Date 2/28/17
Diameter (in)
Project Date
Moisture (%)
Density (pcf)
Void Ratio
Final
Normal Stress (psi)
Saturation (%)
Proctor value = 117.1 @ 13.9%, Remolded to 95% @ 1.5% wet of optimum,
36.0% passing #200, LL = 28, PI = 4
Moisture (%)
Density (pcf)
Rate (in/min)
Saturation (%)
Diameter (in)
Peak Stress (psi)
Strain (%)
Height (in)3/1/17Tested By:Direct Shear Test (ASTM D 3080)
Initial
Height (in)
Specimen
S&ME, Inc.Matt JacobsDate:2/28/17Clay Hendricks, P.E. Date:Checked By:-0.2
6.4
13.1
19.7
0.000 0.117 0.233 0.350Shear Stress (psi)Horizontal Deformation (in)
0.0
2.1
4.1
6.2
8.3
10.3
12.4
14.5
16.6
18.6
20.7
0.02.95.98.811.714.617.620.523.426.329.3Shear Stress (psi)Normal Load (psi)
Peak(s)
Peak Tangent
-0.0101
-0.0025
0.0051
0.0126
0.000 4.664 9.329 13.993Delta h (in)Strain (%)
Specimen A Specimen B
Specimen C Specimen D
Peak: Phi = 33.6 C = 0.9 psi
B-11 (20-25 ft.) Direct Shear.HSD
- -
Test Date:
N/A
Depth: 20 - 25'
Maximum Dry Density
Form No. TR-D698-2
Moisture - Density Report Revision No. : 0
Revision Date: 11/21/07
S&ME, Inc. - Spartanburg 301 Zima Park Drive Spartanburg, SC 29301
74.4%
S&ME Project #:
97.8%
Quality Assurance
36.0%
98.7%
13.9% PCF.
Report Date:
Optimum Moisture Content
#4
85.6%
3/2/171441-17-004
1/2"
Soil Properties
24
4
SILTY SAND (SM) - lt. brown olive, medium to fine, micaceous
ASTM D 698
Sample Date:
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.

3/8 inch Sieve#4 SieveSieve Size used to separate the Oversize Fraction:
Dry PreparationMoist Preparation
Brian Vaughan, P.E.
3/4 inch Sieve

Log #:
Type: Bulk
% Oversize
Boring #: B-11
Location:Bulk
27

3/8"
28
Specific
Gravity of
Soil (D 854)
% Passing
Group Leader

98.6%
#200
Bulk Gravity
% Moisture

#100

Corrected for Oversize Fraction (ASTM D 4718)
#10
Opt. MC
Oversize Fraction
Position
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
Date
3/2/17
Manual Rammer
Technical Responsibility Signature
2.700
57.3%
Moisture-Density Curve Displayed:
Method A
Project Name:
Client Name:
Client Address:
Sample Description:
2/24/17
Blue Ridge Energy
Lenoir, North Carolina
Lansing Substation

117.1

Plastic Limit
References / Comments / Deviations:
100.0%
#60
#40
Liquid Limit
Plastic Index
MDD
Mechanical Rammer
Natural
Moisture
Content
6.3%
Fine Fraction
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
2.70
100% Saturation
Curve
102.0
107.0
112.0
117.0
122.0
4.0 9.0 14.0 19.0 24.0Dry Density (PCF)Moisture Content (%)
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures
S&ME,Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC 27616
B-11 (20-25') Proctor.xlsx
Page 1 of 1
Weathered & FriableHard & Durable Soft
Individual
3/2/17Brian Vaughan, P.E. Group Leader
12.2%
36.0%
49.6%
0.075
0.250 116.40
100.0%
100.0%
Position
98.6%
Fine Sand
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
17.2%
21.3%
Pan
12.50
0.850
0.425
2.000
30.40
65.68
Technical Responsibility
Sample Description:
% Retained
Between Sieves
98.7%
455.26
100.0%
100.0%
5.98
Description of Sand & Gravel Particles: Rounded
74 Mass of Sample after Wash + Tare Wt.Tare Wt.
Total Sample Dry Weight 455.26 % Passing #200 (D 1140)
Cumulative
Total Sample Dry Wt. + Tare Wt.
9.50
19.00
1.5"
Tare No.
Signature Date
25.00
1/2"
#4
1.0"
1.3%
6.41
3/8"
3/4"
57.3%
0.8%
4.4%
100.0%
#60
#40
10.15
0.150
Notes / Deviations / References:
#200
<0.075
#100
300.41
#20
Boring #:
Standard
Location:
Sieve Size
2.0" 50.00
Blue Ridge Energy
483.92
0.0%
Material Excluded: 0Particle Size Analysis / Without Hydrometer Analysis
Angular
N/A27
Mass of Sample after Wash
SILTY SAND (SM) - light brown olive, medium to fine, micaceous
300.460.00
Log #:B-11
Bulk
Form No: TR-D422-WH-1
Lansing Substation
Lenoir, North Carolina
Mass passing #200
Report Date:
Sample Date:
Revision No. 1
Revision Date: 11/4/09
Type:
Total Sample Wet Wt. + Tare Wt.
#10
4.75
Total Sample
0.0%
0.0%
mm.
37.50
3/2/17
Sieve Analysis of Soils
Quality Assurance
S&ME, Inc. - Spartanburg 301 Zima Park Drive Spartanburg, SC 29301
1441-17-004
Test Date(s): 2/23 - 2/28/17
Project #:
Project Name:
ASTM D 422
Client Name:
Client Address:
% Passing% Retained
34.0%
300.46
154.80
7.7%
11.1%
36.0%
74.4%
Maximum Particle Size 12.50 mm
Depth:Bulk 20 - 25'
97.8%
42.7%
D 2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)0.8%Coarse Sand < 0.075 mm
1.4%Gravel
93.3%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
0.00
% Silt & Clay
< 75 mm and > 4.75 mm (#4)
291.57
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
1.3%
0.1%
85.6%
194.62
64.0%
% Passing #200 (D 422) =
2.2%
6.7%
14.4%
25.6%
36.0%
1.4%
S&ME, Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC 27616
B-11 (20-25') Grain.xlsx
Page 1 of 1
Revision No. 0
Client Name:
Sample Date:
3/2/17
Bulk 20 - 25'

Quality Assurance
S&ME, Inc. - Spartanburg 301 Zima Park Drive Spartanburg, SC 29301
Revision Date: 07/14/08
ASTM D 422
Report Date:
36.0%
428
12.50 mm
< 2.00 mm and > 0.425 mm (#40)
< 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm (#200)
12.2%
49.6%Coarse Sand
< 75 mm and > 4.75 mm (#4)
1.4%
1441-17-004
Type:Location:
Project #:
Client Address:
Lansing Substation
Lenoir, North Carolina
Depth:
27B-11 Log #:
Bulk
Project Name:
Boring #:
Blue Ridge Energy
Coarse Sand < 4.75 mm and >2.00 mm (#10)
SILTY SAND (SM) - light brown olive, medium to fine, micaceousSample Description:
2/23 - 2/28/17
Gravel Silt < 0.075 and > 0.005 mm
Cobbles
Specific Gravity 2.700
Maximum Particle Size
Gravel
Liquid Limit Plastic Limit
Medium Sand
24
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Position
3/2/17Brian Vaughan, P.E.
Notes / Deviations / References:
Technical Responsibility Signature Date
Group Leader
Moisture Content

N/A
Plastic Index
Sieve Analysis of Soils
Test Date(s):
6.3%
Fine SandMedium Sand0.8%
Form No: TR-D422-WH-1Ga
Description of Sand & Gravel Particles: Rounded
Fine Sand
Silt & Clay
12.2% 49.6%
Angular
Coarse Sand
SoftHard & Durable Weathered & Friable
Clay < 0.005 mm
0.8%
Colloids < 0.001 mmMedium Sand
1/2"1.5" 1"3/4"3/8"#4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00Percent Passing (%)Millimeters
S&ME, Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC 27616
B-11 (20-25') Grain.xlsx
Page 1 of 1
A
B
C
D
E
F
N
LL
25
1/30/2017

28
% Passing #200 Sieve:
Multipoint Method
1.000
NP, Non-Plastic
Liquid Limit
0.995
3/2/17
3/1/17
9/30/2016
Liquid Limit, Plastic Limit, and Plastic Index
Cal Date:
Log #:
Type:20 - 25'
ASTM D 4318 AASHTO T 89
LL Apparatus 13859
Test Date:
14099
SILTY SAND (SM) - brown olive, medium to fine, micaceous
S&ME ID #
27
Grooving tool
Form No. TR-D4318-T89-90
AASHTO T 90
Revision Date: 11/20/07
Revision No. 0
Lenoir, North Carolina
Type and Specification
Pan #
1.014
29 1.01823
22
0.979
0.985
0.99
Ave. Average
39.22
34.53
26 16
Tare Weight
Wet Soil Weight + A
Dry Soil Weight + A
24
4Plastic Index
Group Symbol
Plastic Limit
Wet Preparation Dry Preparation
3/2/17
Technical Responsibility Date
One-point Method
Brian Vaughan, P.E.Matt Jacobs
Air Dried
3/2/17
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
Notes / Deviations / References:
36.0%
Technician Name Date
23.8%
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.

LL = F * FACTOR
# OF DROPS
% Moisture (D/E)*100 28.2% 30.0%
Water Weight (B-C)
Dry Soil Weight (C-A)
34.86
16.70 16.66
Tare #:
17.83
4.69
Q-1
7/28/2016
Bulk
Type and Specification
Oven 7313
1/31/2017
7537
Project #:
Project Name:
Blue Ridge Energy
Balance (0.01 g)
1441-17-004
Depth:Bulk
S&ME ID #
Quality Assurance
S&ME, Inc. - Spartanburg 301 Zima Park Drive Spartanburg, SC 29301
Sample Description:
Location:
Boring #: B-11
Plastic Limit
26.3%
35

18.20 18.21
5.13 5.46

24.2%
Liquid Limit
Q-2
1.511.60
Q-3
20.13
Client Address:
Client Name:
Cal Date:
N/A
Report Date:
Sample Date:
Lansing Substation
3
18.21
4
19.81
12.27
18.62
Moisture Contents determined
by ASTM D 2216
33.94
39.40
15.73
39.99
11.60

21

1.009
24
FactorN
6.61 6.35
0.974
28
30
27
26 1.005
1.022
20
N
24.0%
Factor
One Point Liquid Limit
SM
15 20 25 30 35 40
18.0
23.0
28.0
33.0
38.0
10 100% Moisture Content# of Drops
S&ME, INC. - Corporate 3201 Spring Forest Road
Raleigh, NC 27616
B-11 (20-25') PI.xlsx
Page 1 of 1
YES
YES
YES
NO
A B C
14.26 14.23 14.18
112.66 112.67 112.71
0.496 0.496 0.495
77.61 77.49 77.28
2.500 2.500 2.500
1.000 1.000 1.000
A B C
19.59 19.14 18.08
112.08 111.82 111.82
100.00 100.00 100.00
2.500 2.500 2.500
0.992 0.984 0.979
6.9 13.9 27.8
6.7 11.3 19.7

14.417 14.452 13.852
0.00978 0.00948 0.00929
Project:Lansing Substation
Location:B-18
Project Number:1441-17-004
Boring Number B-18
Sample Number:27 A
Depth:10 - 15'
Sample Type:Remolded
Description:SILTY SAND (SM) - brown tan, medium to fine, some mica
Test Type:Direct Shear
Remarks:
Date 2/27/17
Diameter (in)
Project Date
Moisture (%)
Density (pcf)
Void Ratio
Final
Normal Stress (psi)
Saturation (%)
Proctor = 118.6 @ 12.7%, Remolded to 95% @ 1.5% wet of optimum,
27.9% passing #200, LL = 24, PI = 2
Moisture (%)
Density (pcf)
Rate (in/min)
Saturation (%)
Diameter (in)
Peak Stress (psi)
Strain (%)
Height (in)2/28/17Tested By:Direct Shear Test (ASTM D 3080)
Initial
Height (in)
Specimen
S&ME, Inc.Matt JacobsDate:2/27/17Clay Hendricks, P.E. Date:Checked By:-0.1
6.5
13.1
19.7
0.000 0.120 0.241 0.361Shear Stress (psi)Horizontal Deformation (in)
0.0
2.1
4.2
6.3
8.3
10.4
12.5
14.6
16.7
18.8
20.9
0.02.95.88.811.714.617.520.423.326.329.2Shear Stress (psi)Normal Load (psi)
Peak(s)
Peak Tangent
-0.0057
0.0006
0.0069
0.0132
0.000 4.817 9.635 14.452Delta h (in)Strain (%)
Specimen A Specimen B
Specimen C Specimen D
Peak: Phi = 32.9 C = 1.9 psi
B-18 (10-15 ft.) Direct Shear.HSD
- -
References / Comments / Deviations:
97.1%
#60
#40
Liquid Limit
Plastic Index
MDD
Mechanical Rammer
Natural
Moisture
Content
3.7%
Fine Fraction
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
2.700
46.5%
Moisture-Density Curve Displayed:
Method A
Project Name:
Client Name:
Client Address:
Sample Description:
2/23/17
Blue Ridge Energy
Lenoir, North Carolina
Lansing Substation

118.6

Plastic Limit
Group Leader

95.0%
#200
Bulk Gravity
% Moisture

#100

Corrected for Oversize Fraction (ASTM D 4718)
#10
Opt. MC
Oversize Fraction
Position
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
Date
3/2/17
Manual Rammer
Technical Responsibility Signature
Log #:
Type: Bulk
% Oversize
Boring #: B-18
Location:Bulk
27

3/8"
24
Specific
Gravity of
Soil (D 854)
% Passing
3/8 inch Sieve#4 SieveSieve Size used to separate the Oversize Fraction:
Dry PreparationMoist Preparation
Brian Vaughan, P.E.
3/4 inch Sieve

This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.

Quality Assurance
27.9%
96.7%
12.7% PCF.
Report Date:
Optimum Moisture Content
#4
79.4%
3/2/171441-17-004
1/2"
Soil Properties
22
2
SILTY SAND (SM) - brown tan, medium to fine, some mica
ASTM D 698
Sample Date:
Test Date:
N/A
Depth: 10 - 15'
Maximum Dry Density
Form No. TR-D698-2
Moisture - Density Report Revision No. : 0
Revision Date: 11/21/07
S&ME, Inc. - Spartanburg 301 Zima Park Drive Spartanburg, SC 29301
64.8%
S&ME Project #:
92.9%
2.70
100% Saturation
Curve
104.0
109.0
114.0
119.0
124.0
3.0 8.0 13.0 18.0 23.0Dry Density (PCF)Moisture Content (%)
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures
S&ME,Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC 27616
B-1810-15') Proctor.xlsx
Page 1 of 1
Weathered & FriableHard & Durable Soft
Individual
3/2/17Brian Vaughan, P.E. Group Leader
13.4%
27.9%
51.6%
0.075
0.250 173.58
97.1%
100.0%
Position
95.0%
Fine Sand
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
18.3%
18.6%
Pan
12.50
0.850
0.425
2.000
56.88
101.22
Technical Responsibility
Sample Description:
% Retained
Between Sieves
96.7%
492.50
100.0%
100.0%
16.06
Description of Sand & Gravel Particles: Rounded
72 Mass of Sample after Wash + Tare Wt.Tare Wt.
Total Sample Dry Weight 492.50 % Passing #200 (D 1140)
Cumulative
Total Sample Dry Wt. + Tare Wt.
9.50
19.00
1.5"
Tare No.
Signature Date
25.00
1/2"
#4
1.0"
0.3%
24.48
3/8"
3/4"
46.5%
2.2%
4.4%
100.0%
#60
#40
35.08
0.150
Notes / Deviations / References:
#200
<0.075
#100
363.90
#20
Boring #:
Standard
Location:
Sieve Size
2.0" 50.00
Blue Ridge Energy
510.84
0.0%
Material Excluded: 0Particle Size Analysis / Without Hydrometer Analysis
Angular
N/A27
Mass of Sample after Wash
SILTY SAND (SM) - brown tan, medium to fine, some mica
363.940.00
Log #:B-18
Bulk
Form No: TR-D422-WH-1
Lansing Substation
Lenoir, North Carolina
Mass passing #200
Report Date:
Sample Date:
Revision No. 1
Revision Date: 11/4/09
Type:
Total Sample Wet Wt. + Tare Wt.
#10
4.75
Total Sample
0.0%
0.0%
mm.
37.50
3/2/17
Sieve Analysis of Soils
Quality Assurance
S&ME, Inc. - Spartanburg 301 Zima Park Drive Spartanburg, SC 29301
1441-17-004
Test Date(s): 2/23 - 2/28/17
Project #:
Project Name:
ASTM D 422
Client Name:
Client Address:
% Passing% Retained
26.1%
363.94
128.56
9.0%
14.7%
27.9%
64.8%
Maximum Particle Size 19.00 mm
Depth:Bulk 10 - 15'
92.9%
53.5%
D 2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)2.2%Coarse Sand < 0.075 mm
5.0%Gravel
88.5%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
14.48
% Silt & Clay
< 75 mm and > 4.75 mm (#4)
355.22
0.0%
0.0%
0.0%
2.9%
0.0%
0.0%
2.9%
3.3%
1.7%
79.4%
263.69
72.1%
% Passing #200 (D 422) =
7.1%
11.5%
20.6%
35.2%
27.9%
5.0%
S&ME, Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC 27616
B-18 (10-15') Grain.xlsx
Page 1 of 1
Revision No. 0
Client Name:
Sample Date:
3/2/17
Bulk 10 - 15'

Quality Assurance
S&ME, Inc. - Spartanburg 301 Zima Park Drive Spartanburg, SC 29301
Revision Date: 07/14/08
ASTM D 422
Report Date:
27.9%
224
19.00 mm
< 2.00 mm and > 0.425 mm (#40)
< 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm (#200)
13.4%
51.6%Coarse Sand
< 75 mm and > 4.75 mm (#4)
5.0%
1441-17-004
Type:Location:
Project #:
Client Address:
Lansing Substation
Lenoir, North Carolina
Depth:
27B-18 Log #:
Bulk
Project Name:
Boring #:
Blue Ridge Energy
Coarse Sand < 4.75 mm and >2.00 mm (#10)
SILTY SAND (SM) - brown tan, medium to fine, some micaSample Description:
2/23 - 2/28/17
Gravel Silt < 0.075 and > 0.005 mm
Cobbles
Specific Gravity 2.700
Maximum Particle Size
Gravel
Liquid Limit Plastic Limit
Medium Sand
22
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Position
3/2/17Brian Vaughan, P.E.
Notes / Deviations / References:
Technical Responsibility Signature Date
Group Leader
Moisture Content

N/A
Plastic Index
Sieve Analysis of Soils
Test Date(s):
3.7%
Fine SandMedium Sand2.2%
Form No: TR-D422-WH-1Ga
Description of Sand & Gravel Particles: Rounded
Fine Sand
Silt & Clay
13.4% 51.6%
Angular
Coarse Sand
SoftHard & Durable Weathered & Friable
Clay < 0.005 mm
2.2%
Colloids < 0.001 mmMedium Sand
1/2"1.5" 1"3/4"3/8"#4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00Percent Passing (%)Millimeters
S&ME, Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC 27616
B-18 (10-15') Grain.xlsx
Page 1 of 1
A
B
C
D
E
F
N
LL
25
Factor
One Point Liquid Limit
SM
21

1.009
24
FactorN
5.79 5.63
0.974
28
30
27
26 1.005
1.022
20
N
21.9%
Moisture Contents determined
by ASTM D 2216
34.91
39.61
16.53
40.22
12.11

1
17.90
2
19.18
12.16
17.79
Client Address:
Client Name:
Cal Date:
N/A
Report Date:
Sample Date:
Lansing Substation
Plastic Limit
22.7%
33

20.07 18.38
4.87 4.70

22.1%
Liquid Limit
P-2
1.221.28
P-3
19.01
7/28/2016
Bulk
Type and Specification
Oven 7313
1/31/2017
7537
Project #:
Project Name:
Blue Ridge Energy
Balance (0.01 g)
1441-17-004
Depth:Bulk
S&ME ID #
Quality Assurance
S&ME, Inc. - Spartanburg 301 Zima Park Drive Spartanburg, SC 29301
Sample Description:
Location:
Boring #: B-18
Water Weight (B-C)
Dry Soil Weight (C-A)
35.35
16.39 15.28
Tare #:
19.79
4.50
P-1
21.7%
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.

LL = F * FACTOR
# OF DROPS
% Moisture (D/E)*100 24.3% 25.6%
Matt Jacobs
Air Dried
3/2/17
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
Notes / Deviations / References:
27.9%
Technician Name Date Technical Responsibility Date
One-point Method
Brian Vaughan, P.E.
22
2Plastic Index
Group Symbol
Plastic Limit
Wet Preparation Dry Preparation
3/2/17
Pan #
1.014
29 1.01823
22
0.979
0.985
0.99
Ave. Average
40.68
36.18
23 15
Tare Weight
Wet Soil Weight + A
Dry Soil Weight + A
LL Apparatus 13859
Test Date:
14099
SILTY SAND (SM) - brown tan, medium to fine, some mica
S&ME ID #
27
Grooving tool
Form No. TR-D4318-T89-90
AASHTO T 90
Revision Date: 11/20/07
Revision No. 0
Lenoir, North Carolina
Type and Specification
3/2/17
3/1/17
9/30/2016
Liquid Limit, Plastic Limit, and Plastic Index
Cal Date:
Log #:
Type:10 - 15'
ASTM D 4318 AASHTO T 89
1/30/2017

24
% Passing #200 Sieve:
Multipoint Method
1.000
NP, Non-Plastic
Liquid Limit
0.995
15 20 25 30 35 40
14.0
19.0
24.0
29.0
34.0
10 100% Moisture Content# of Drops
S&ME, INC. - Corporate 3201 Spring Forest Road
Raleigh, NC 27616
B-18 (10-15') PI.xlsx
Page 1 of 1

Appendix III –
Field Testing Procedures and
Important Information about Your Geotechnical Report

Field Testing Procedures
Soil Test Borings
All borings and sampling were conducted in accordance with ASTM D-1586 test method. Initially, the
borings were advanced by either mechanically augering or wash boring through the overburden soils.
When necessary, a heavy drilling fluid is used below the water table to stabilize the sides and bottom of
the borehole. At regular intervals, soil samples were obtained with a standard 1.4-inch I.D., 2-inch O.D.,
split-barrel or split-spoon sampler. The sampler was first seated 6 inches to penetrate any loose cuttings
and then driven an additional foot with blows of a 140-pound hammer falling 30 inches. The number of
hammer blows required to drive the sampler the final foot is designated as the "Standard Penetration
Resistance" or N-value. The penetration resistance, when properly evaluated, can be correlated to
consistency, relative density, strength and compressibility of the sampled soils.
Water Level Readings
Water level readings are normally taken in conjunction with borings and are recorded on the Boring Logs
following termination of drilling (designated by ) and at a period of 24 hours following termination of
drilling (designated by ). These readings indicate the approximate location of the hydrostatic water
table at the time of our field exploration. The groundwater table may be dependent upon the amount of
precipitation at the site during a particular period of time. Fluctuations in the water table should also be
expected with variations in surface run-off, evaporation, construction activity and other factors.
Occasionally the boreholes sides will cave, preventing the water level readings from being obtained or
trapping drilling water above the cave-in zone. In these instances, the hole cave-in depth (designated by
HC) is measured and recorded on the Boring Logs. Water level readings taken during the field operations
do not provide information on the long-term fluctuations of the water table. When this information is
required, piezometers are installed to prevent the boreholes from caving.

Portion obtained with permission from “Important Information About Your Geotechnical Engineering Report”, ASFE, 2004
© S&ME, Inc. 2010

Important Information About Your
Geotechnical Engineering Report

Variations in subsurface conditions can be a principal cause of construction delays, cost overruns and claims.
The following information is provided to assist you in understanding and managing the risk of these variations.

Geotechnical Findings Are Professional
Opinions
Geotechnical engineers cannot specify material
properties as other design engineers do.
Geotechnical material properties have a far broader
range on a given site than any manufactured
construction material, and some geotechnical
material properties may change over time because
of exposure to air and water, or human activity.

Site exploration identifies subsurface conditions at
the time of exploration and only at the points where
subsurface tests are performed or samples
obtained. Geotechnical engineers review field and
laboratory data and then apply their judgment to
render professional opinions about site subsurface
conditions. Their recommendations rely upon these
professional opinions. Variations in the vertical and
lateral extent of subsurface materials may be
encountered during construction that significantly
impact construction schedules, methods and
material volumes. While higher levels of subsurface
exploration can mitigate the risk of encountering
unanticipated subsurface conditions, no level of
subsurface exploration can eliminate this risk.

Scope of Geotechnical Services
Professional geotechnical engineering judgment is
required to develop a geotechnical exploration
scope to obtain information necessary to support
design and construction. A number of unique
project factors are considered in developing the
scope of geotechnical services, such as the
exploration objective; the location, type, size and
weight of the proposed structure; proposed site
grades and improvements; the construction
schedule and sequence; and the site geology.

Geotechnical engineers apply their experience with
construction methods, subsurface conditions and
exploration methods to develop the exploration
scope. The scope of each exploration is unique
based on available project and site information.
Incomplete project information or constraints on the
scope of exploration increases the risk of variations
in subsurface conditions not being identified and
addressed in the geotechnical report.
Services Are Performed for Specific Projects
Because the scope of each geotechnical
exploration is unique, each geotechnical report is
unique. Subsurface conditions are explored and
recommendations are made for a specific project.
Subsurface information and recommendations may
not be adequate for other uses. Changes in a
proposed structure location, foundation loads,
grades, schedule, etc. may require additional
geotechnical exploration, analyses, and
consultation. The geotechnical engineer should be
consulted to determine if additional services are
required in response to changes in proposed
construction, location, loads, grades, schedule, etc.

Geo-Environmental Issues
The equipment, techniques, and personnel used to
perform a geo-environmental study differ
significantly from those used for a geotechnical
exploration. Indications of environmental
contamination may be encountered incidental to
performance of a geotechnical exploration but go
unrecognized. Determination of the presence, type
or extent of environmental contamination is beyond
the scope of a geotechnical exploration.

Geotechnical Recommendations Are Not
Final
Recommendations are developed based on the
geotechnical engineer’s understanding of the
proposed construction and professional opinion of
site subsurface conditions. Observations and tests
must be performed during construction to confirm
subsurface conditions exposed by construction
excavations are consistent with those assumed in
development of recommendations. It is advisable to
retain the geotechnical engineer that performed the
exploration and developed the geotechnical
recommendations to conduct tests and
observations during construction. This may reduce
the risk that variations in subsurface conditions will
not be addressed as recommended in the
geotechnical report.