SW3190804_2712 - Pine Forest II Soils Report_12/19/2019

+ ESP
REPORT OF SUBSURFACE
EXPLORATION
PINE FOREST II
STATESVILLE, IREDELL COUNTY, NORTH CAROLINA
ESP Project No. E4-HR32.300
Prepared For:
Mattamy Carolina Corporation
2127 Ayrsley Town Boulevard
Suite 201
Charlotte, North Carolina 28273
Prepared By:
ESP Associates, Inc.
P. 0. Box 7030
Charlotte, North Carolina 28241
September 20, 2018

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September 20, 2019
Mr. Jeremy Bunner
Mattamy Carolina Corporation
2127 Ayrsley Town Boulevard, Suite 201
Charlotte, North Carolina 28273
Reference: REPORT OF SUBSURFACE EXPLORATION
Pine Forest II
Statesville, Iredell County, North Carolina
ESP Project No. E4-HR32.300
Dear Mr. Bunner:
ESP Associates, Inc. (ESP) has completed the subsurface exploration at the above referenced site
located in Statesville, Iredell County, North Carolina. This exploration was performed in general
accordance with our Proposal No. P1-19466 dated June 13, 2019. Authorization to proceed with
this study was provided via work order dated July 9, 2019, executed by Mr. Jerry Whelan of
Mattamy Carolina Corporation (Mattamy), as well as, an email from Mr. Jeremy Bunner of
Mattamy dated July 19, 2019.
ESP appreciates the opportunity to assist you during this phase of the project. If you should have
any questions concerning this report, or if we may be of further assistance, please contact us.
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TABLE OF CONTENTS
1.0 INTRODUCTION..............................................................................
1.1 SITE AND PROJECT DESCRIPTION ....................................
1.2 PURPOSE OF SERVICES........................................................
2.0 EXPLORATION PROCEDURES ............
2.1 FIELD ....................................................
2.2 LABORATORY ...................................
2.3 SEASONAL HIGH WATER TABLE
3.0 SUBSURFACE CONDITIONS.............................................................
3.1 PHYSIOGRAPHY AND AREA GEOLOGY ................................
3.2 SUBSURFACE.................................................................................
3.2.1 Surface......................................................................................
3.2.2 Fill.............................................................................................
3.2.3 Alluvium..................................................................................
3.2.4 Residuum..................................................................................
3.2.5 Partially Weathered Rock ........................................................
3.3 SUBSURFACE WATER.................................................................
3.4 LABORATORY TEST RESULTS .................................................
3.5 CONSTRUCTION PHASE SOILS .................................................
3.5.1 Embankments...........................................................................
3.5.2 Detention Ponds (Clay Liner) .................................................
3.5.3 Retaining Wall Backfill...........................................................
4.0 CONCLUSIONS AND PRELIMINARY RECOMMENDATIONS
4.1 GENERAL........................................................................................
4.2 SITE DEVELOPMENT...................................................................
4.2.1 Difficult Excavations.............................................................
4.2.2 Moderate to High Plasticity Soils/Elastic Silts .....................
4.2.3 Lower Consistency Soils .......................................................
4.2.4 Alluvial Soils..........................................................................
4.2.5 Existing Fill Soils...................................................................
4.2.6 Water Levels..........................................................................
4.2.7 Seasonal High Water Table ...................................................
4.3 FOUNDATION SUPPORT.............................................................
4.4 FLOOR SLABS................................................................................
4.5 PAVEMENT AREAS......................................................................
4.6 CUT AND FILL SLOPES...............................................................
4.7 DRAINAGE......................................................................................
5.0 CONSTRUCTION CONSIDERATIONS........................................................
5.1 SITE PREPARATION.................................................................................
5.2 PREVIOUS SITE DEVELOPMENT..........................................................
5.3 FILL MATERIAL AND PLACEMENT ....................................................
5.4 TEMPORARY EXCAVATION STABILITY ...........................................
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6.0 LIMITATIONS OF REPORT............................................................................................ 21

TABLE OF CONTENTS (continued)
APPENDIX I
Field Exploration Procedures
Laboratory Testing Procedures
Boring Location and Site Vicinity Plan, Figure 1
Boring Location Plan — West Section, Figure 2
Boring Location Plan — East Section, Figure 3
Legend to Soil Classification and Symbols
Test Boring Records (B-1 through B-42, S-1, S-4 through S-5)
Table 1 — Soil Test Boring Summary
Grain Size Distribution Test Results
Atterberg Limits Test Results
APPENDIX II
Attachment: Stormwater Control Measure (SCM) Soil Testing Seasonal High Water Table
(SHWT) Evaluation Proposed SCMs, Pine Forest— Amity Hill Road, Iredell County, NC
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Report of Subsurface Exploration ESP Project No. E4-HR32.300
Pine Forest II September 20, 2019
1.0 INTRODUCTION
1.1 SITE AND PROJECT DESCRIPTION
The approximately 33.064-acre site, comprised of Tax Parcel Identification Nos. (PIN) 474289712
and 4742686338, is located in Statesville, Iredell County, North Carolina. Refer to the attached
"Boring Location and Site Vicinity Plan," Figure 1. The property is south and adjacent to Amity
Hill Road and bordered by the existing Pine Forest subdivision to the east, tax PIN's 4742593105,
4742580947, and 4742582253 to the west, and 4742770327 to the south. Duck Creek crosses the
southern edge of Tax PIN 474289712 and forms the southern boundary of Tax PIN 4742686338.
The site slopes to the south and is currently undeveloped with the majority comprised of an open
field with thick brush and small trees. The remainder of the site is heavily wooded.
We understand plans are to improve the site with a single-family detached residential community,
a sewer line, associated roadways and infrastructure. We anticipate the proposed structures will
be lightly to moderately -loaded with shallow foundations or turned down slab -on -grade systems.
No structural loading information has been provided to us at the time of this report.
Soil test boring locations were selected based on plans prepared by R. Joe Harris & Associates
titled "Pine Forest 11, Final Overall Erosion Plan," dated November 16, 2019 and "Pine Forest II,
Final Erosion Plan 3" dated October 5, 2018 (See the attached "Boring Location and Site Vicinity
Plan," Figure 1 in the Appendix). Borings within the proposed sewer easement and additional
boring locations were selected by Mr. Brian Johnson of Mattamy via a June 20, 2019 email to Mr.
Wenner with ESP. The elevations shown on the attached "Test Boring Records" in the Appendix,
were interpolated from the previous referenced plans.
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Report of Subsurface Exploration
Pine Forest II
1.2 PURPOSE OF SERVICES
ESP Project No. E4-HR32.300
September 20, 2019
The purpose of this exploration was to evaluate the general subsurface conditions within the
proposed building and pavement areas, and to assist in identifying on -site soils that could
potentially be used as embankment, detention pond, and wall backfill materials during the
construction phase of the project.
This report presents our findings, conclusions and recommendations for general site development
including foundation design, as well as construction considerations for the proposed foundations
and paved areas. This report also contains a brief description of the field and laboratory testing
procedures performed for this study and a discussion of the soil conditions encountered at the site.
2.0 EXPLORATION PROCEDURES
2.1 FIELD
Forty-six (46) soil test borings (Borings B-01 through B-42, S-1, S-4 through S-5) were performed
at the approximate locations shown on Figure 1. The borings were located in the field by a project
manager from our office using hand held GPS technology. The soil test borings were extended to
depths ranging between approximately 10 and 25 feet below the existing ground surface using a
track -mounted Diedrich D-50 drill rig. Hollow -stem, continuous flight augers were used to
advance the borings into the ground. Two (2) proposed borings along the proposed sewer easement
were not performed as they were inaccessible to our drilling equipment due to wet soils and
proximity to an existing stream.
Standard Penetration Tests were performed at designated intervals in the soil test borings in general
accordance with ASTM D 1586 in order to obtain data for estimating soil strength and consistency.
In conjunction with the penetration testing, split -spoon soil samples were recovered for soil
classification and laboratory testing.
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Report of Subsurface Exploration ESP Project No. E4-HR32.300
Pine Forest II September 20, 2019
Water level measurements were attempted at, and up to 1 day after, the termination of drilling at
all borings with the exception of Borings B-27 through B-32, and S-4 through S-6. A brief
description of the field testing procedures is included in the Appendix
While in the field, a representative of the geotechnical engineer visually examined each sample to
evaluate the type of soil encountered, soil plasticity, moisture condition, organic content, presence
of lenses and seams, colors and apparent geological origin. The results of the visual soil
classifications for the borings, as well as field test results, are presented on the individual "Test
Boring Records," included in the Appendix. Similar soils were grouped into strata on the logs.
The strata lines represent approximate boundaries between the soil types; however, the actual
transition between soil types in the field may be vary in both the horizontal and vertical directions.
2.2 LABORATORY
Select samples of the on -site soils obtained during the field activities were tested in the laboratory.
The tests performed included grain size distribution and Atterberg limits. The limited testing
program was designed to determine select engineering properties of the on -site soils relative to
their use for the project, and to assist in identifying on -site soils that could potentially be used as
embankment, detention pond, and wall backfill materials.
The results of the laboratory tests performed for this study are presented on the attached "Grain
Size Distribution" and "Atterberg Limits' Results" sheets. A brief description of the laboratory
procedures used is also included in the Appendix.
2.3 SEASONAL HIGH WATER TABLE EVALUATIONS
ESP contracted with Willcox & Mabe Soil Solutions (WMSS) to conduct Stormwater Control
Measures Soil Testing at the site. A Seasonal High Water Table Evaluation was conducted at two
(2) proposed stormwater control measure locations across the site, as identified on the "Pine Forest
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Report of Subsurface Exploration ESP Project No. E4-HR32.300
Pine Forest H September 20, 2019
II, Final Overall Erosion Plan," dated November 16, 2019, and were located in the field by ESP.
The Stormwater Control Measures Soil Testing report is included in Appendix 11 of this report.
3.0 SUBSURFACE CONDITIONS
3.1 PHYSIOGRAPHY AND AREA GEOLOGY
The referenced property is located in Statesville, Iredell County, North Carolina which is in the
Piedmont Physiographic Province. The Piedmont Province generally consists of hills and ridges
which are intertwined with an established system of draws and streams. The Piedmont Province
is predominately underlain by igneous rock (formed from molten material) and metamorphic rock
(formed by heat, pressure and/or chemical action), which were initially formed during the
Precambrian and Paleozoic eras.
The residual soils encountered in this area are the product of in -place chemical weathering of rock
which was similar to the rock presently underlying the site. In areas not altered by erosion or
disturbed by the activities of man, the typical residual soil profile 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 the parent bedrock. Partially weathered rock is
defined, for engineering purposes, as residual material with Standard Penetration Resistances in
excess of 100 blows per foot. Weathering is facilitated by fractures, joints and by the presence of
less resistant rock types. Consequently, the profile of the partially weathered rock and hard rock
is quite irregular and erratic, even over short horizontal distances. Also, it is common to find lenses
and boulders of hard rock and zones of partially weathered rock within the soil mantle, well above
the general bedrock level.
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Report of Subsurface Exploration
Pine Forest II
3.2 SUBSURFACE
ESP Project No. E4-HR32.300
September 20, 2019
Subsurface conditions as indicated by the borings generally consist of topsoil underlain by fill,
alluvium or residual soils, and partially weathered rock (PWR). The generalized subsurface
conditions at the site are described below. For more detailed soil descriptions and stratifications
at a particular boring location, the respective "Test Boring Record" and "Table 1— Soil Test Boring
Summary" in the Appendix should be reviewed.
3.2.1 Surface A topsoil layer ranging approximately 3 to 12 inches thick was encountered in
Borings B-01 through B-42, S-1, and S-4 through S-6.
3.2.2 Fill: Underlying the surface layer, fill soils were encountered in Borings B-05 and S-6.
The fill generally consists of stiff sandy clay. Standard Penetration Values (N-values) in the fill
varied between 11 to 15 bpf. The fill soils were encountered to approximately 3.5 and 6 feet below
the existing ground surface in Borings B-05 and S-6, respectively.
3.2.3 Alluvium: Underlying the surface layer, alluvial soils were encountered in Boring S-1, S-
4 and S-5. The alluvium generally consists of soft sandy clay and silty sand. N-values in the
alluvium ranged from 4 to 16 bpf. The alluvial soils were encountered to depths ranging from
approximately 3.5 to 13.5 feet below the existing ground surface.
3.2.4 Residuum: Underlying the fill and alluvial soils in Borings B-05, S-1, S-4 through S-6,
and underlying the surface layer in the remaining soil test borings, residual soils were
encountered. The residuum generally consists of very soft to very stiff sandy silt and silts, to sandy
clay and clays; and loose to dense silty sand and sands. N-values in the residuum varied between
2 and 45 bpf, with the majority in excess of 7 bpf Based on laboratory testing and manual/visual
classification, moderate to high plasticity clay or elastic silt residual soils were encountered at the
depths indicated on Table 1: Boring Summary included in the Appendix. All Borings were
terminated in the residual soils at depths between approximately 10 and 25 feet below existing
ground surface, with the exception of Boring S-6.
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Report of Subsurface Exploration ESP Project No. E4-HR32.300
Pine Forest II September 20, 2019
3.25 Partially Weathered Rock: Below the residuum in Boring S-6, partially weathered rock
(PWR) was encountered. When sampled, the PWR generally breaks down into sand. Borings S-6
was terminated in PWR at approximately 20 feet below existing ground surface.
3.3 SUBSURFACE WATER
Water level measurements were attempted at the termination of drilling, at which time water was
encountered in Borings B-22, B-25, B-29, B-32, S-1, and S-4 through S-6, all remaining borings
were dry at the termination of drilling. Borings B-27 through B-32, B-34, and S-4 through S-6
were backfilled at the termination of drilling due to safety concerns. Subsequent water levels were
measured after 24 hours from time of termination in the remaining borings where water levels
were encountered in Borings B-20, B-22, B-25, and S-1 at depths ranging from approximately 7
to 16.8 feet below existing ground surface. All other borings remained dry. Hole cave-in depths
ranged between approximately 5 and 21.6 feet below the existing ground surface. Hole cave-in
depths may provide an indication of water present.
Subsurface water levels tend to fluctuate with seasonal and climatic variations, as well as with
some types of construction operations. Therefore, water may be encountered during construction
at depths not indicated during this study.
3.4 LABORATORY TEST RESULTS
Laboratory tests were performed on select samples obtained from the split spoon samples.
Laboratory testing consisted of Atterberg Limits and grain size testing. Typically, soils with a
Plasticity Index (PI) less than 30 are considered to be low plasticity material. A summary of the
laboratory test results are presented in the table below:
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Report of Subsurface Exploration
Pine Forest II
3.5
ESP Project No. E4-HR32.300
September 20, 2019
Percent
Liquid
Depth
USCS
Plasticity
Sample Location
Fines
Limit
(feet)
Classification
Index
B-6
6-7.5
SM
29.5
NP
NP
B-13
1-2.5
CH
76.8
70
38
B-23
1-2.5
MH
86.0
79
40
B-32
3.5-5
MH
67.2
64
30
B-33
3.5-5
I CL
1 56.1
1 47
22
CONSTRUCTION PHASE SOILS
At the request of Mattamy, ESP has provided additional laboratory testing services to assist in
identifying soils that could be used as embankment, detention pond, and Mechanically Stabilized
Earth (MSE) or Segmental Retaining Wall (SRW) backfill materials during the construction phase
of the project. Soil samples selected for laboratory testing were based on the previously referenced
plans prepared by R. Joe Harris & Associates.
3.5.1 Embankments
Based on a review of Section 4.0.6.1 Embankment Fill Materials of the Charlotte -Mecklenburg
Storm Water Services BMP Design Manual, we understand the following soil parameters apply to
materials used to construct embankments: "Borrow materials shall be classified according to the
Unified Soil Classification System (ASTM D2487) as: Silts of low plasticity (ML), silts of high
plasticity (MH), clays of low plasticity (CL), clays of high plasticity (CH), or any mixture of these
soil types. These materials shall have a liquid limit (LL) between 40 and 60 and a plasticity index
(PI) between 15 and 30 (ASTM D4318)." Based on laboratory testing and classification of select
soil samples, the following soils meet above criteria:
Percent
Liquid
Depth
USCS
Plasticity
Sample Location
Fines
Limit
(feet)
Classification
Index
B-33
3.5-5
CL
1 56.1
1 47
1 22
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Report of Subsurface Exploration
Pine Forest H
3.5.2 Detention Ponds (Clay Liner)
ESP Project No. E4-HR32.300
September 20, 2019
Based on BMP design criteria typically used by ESP for clay liner construction specifications,
soils generally considered suitable for use in a clay liner for detention ponds shall have a PI greater
than 20 and a permeability rate of 1 x 10' centimeters/second or slower as determined by soil
permeability testing (ASTM D5084). Permeability testing was beyond the scope of our services;
however, based on laboratory testing and classification of select soil samples, the following soils
may be suitable for use in constructing a clay liner for on -site detention ponds, pending
permeability testing to confirm permeability rate and compliance with the project specifications.
Percent
Liquid
Depth
USCS
Plasticity
Sample Location
Fines
Limit
(feet)
Classification
Index
B-13
1-2.5
CH
76.8
70
38
B-23
1-2.5
MH
86.0
79
40
B-32
3.5-5
MH
67.2
64
30
B-33
3.5-5
CL
56.1
47
22
3.5.3 Retaining Wall Backfill
The backfill materials used within a MSE or SRW wall reinforced zone is generally the most
selective material in MSE or SRW design and specifications. Based on the "Segmental Retaining
Walls Best Practices Guide for Specification, Design, Construction and Inspection of SRW
System" prepared by the National Concrete Masonry Association, the reinforced zone soils
(backfill) in a SRW should have less than 35 percent fines. For MSE or SRW, it appears that the
following soils may be suitable for use as MSE or SRW reinforced zone backfill material based
on the above criteria.

Report of Subsurface Exploration ESP Project No. E4-HR32.300
Pine Forest H September 20, 2019
Percent
Liquid
Depth
USCS
Plasticity
Sample Location
Fines
Limit
(feet)
Classification
Index
B-6
6-7.5
SM
29.5
NP
NP
MSE or SRW wall design will generally require the soil parameters including, but not limited to,
unit weight, total and effective soil strength parameters, Atterberg Limits, and grain size
distributions for the foundation, reinforced and retained zones for the proposed walls. No detailed
laboratory testing has been performed to verify all of these soil parameters on this site. We
recommend that appropriate field and laboratory testing be performed to verify the soil parameters
used for design and that the design includes a global stability analysis, along with confirmation
testing during construction.
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 GENERAL
Our conclusions and recommendations are based on the project information provided and on the
data obtained from the field and laboratory testing program. As the project planning and design
progress and as the building locations, types, proposed grades, and structural loading information
becomes available, additional exploration and/or analyses may be required in order to provide
more detailed structural support options, settlement analysis and other geotechnical related design
parameters.
4.2 SITE DEVELOPMENT
The results of the field testing program and analyses indicate the property appears to be suitable
for constructing lightly to moderately loaded structures, provided the following measures are
considered.
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Report of Subsurface Exploration
Pine Forest II
4.2.1 Difficult Excavations
ESP Project No. E4-HR32.300
September 20, 2019
Based on the results of the soil test borings, it appears the majority of the general excavation will
be in residual soil. We anticipate the residual soils can be excavated using pans, scrapers, backhoes
and front end loaders. However, PWR was encountered in Boring S-6.
Based on the results of our soil test borings and site reconnaissance, bedrock, PWR, intermittent
PWR or rock lenses and/or boulders should be anticipated during general site grading and
excavation for the installation of utilities and foundations.
It has been our past experience in this geologic area that materials having N-values of less than 50
blows per 0.4 foot can generally be excavated using pans and scrapers by first loosening with a
ripper attached to a suitable sized dozer such as a Caterpillar D-8 or D-9. On earthwork projects
requiring ripping, questions sometimes develop as to whether the materials can be removed by
ripping or whether blasting is required. It should be noted that ripping is conditional upon finding
the right combination of equipment and techniques used, as well as the operator's skill and
experience. The success of the ripping operation is conditional on finding the proper combinations
for the conditions encountered. Excavation of the weathered rock is typically much more difficult
in confined excavations. Jackhammering or blasting is anticipated to be required for materials
having N-values in excess of 50 blows per 0.2 foot.
We caution against extensive overblasting (blasting below finish grades) during site grading
operations, especially in structural areas. Overblasting can result in excessive fracturing or
heaving of the rock from its original position. Any subsurface materials damaged by overblasting
should be evaluated by the geotechnical engineer and/or geologist to determine remedial
requirements. Overblast materials within structural areas will likely have to be removed.
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Report of Subsurface Exploration ESP Project No. E4-HR32.300
Pine Forest II September 20, 2019
4.2.2 Moderate to High Plasticity Soils/Elastic Silts
Based on laboratory testing as well as manual/visual manipulation of soil samples, moderate to
high plasticity clays and elastic silts were encountered in Borings B-01, B-02, B-04, B-06 through
B-09, B-11 through B-14, B-16 through B-19, B-23, B-24, B-26, B-27 through B-34, B-36
through B-42, and extended to depths ranging between approximately 2 and 6 feet below the
existing ground surface. Our experience indicates that these soils can undergo significant change
in volume (shrink/swell) with changes in their moisture content. If high plasticity and/or elastic
soils such as those encountered on the site become wet during or after construction, there may be
an increase in their volume (swelling) and/or a reduction in their strength. In addition, if high
plasticity clay soils are in -place during construction and subsequently dry out, there may be a
decrease in their volume (shrinking) resulting in settlement.
While swell testing was beyond the scope of our services, the presence of high plasticity clays and
elastic silts within the near surface soil profile may present an increased risk of distress to the
proposed foundations, slabs -on -grade or pavements due to swell or heave of these materials with
variations in moisture content. Soils with plasticity indices greater than 30 should be undercut
from structural areas (i.e. foundations, slabs -on -grade, pavements, etc.) to provide a minimum of
3 feet of vertical separation between any stable high plasticity clays/elastic silts and structural
grades. Consideration of these materials should be given when finalizing structure and pavement
design grades. Evaluation by the geotechnical engineer's representative should be performed
during construction to help reduce the potential of such materials from directly underlying the
structure foundations, pavements or other structures that could be affected by soil movement.
Moisture sensitive soils tend to loose consistency and weaken when they become wet, especially
when exposed to construction traffic. Therefore, we recommend that grading operations take place
during the typically drier, warmer periods of the year, if practical. We recommend that exposed
subgrades be sufficiently sloped and sealed to promote runoff and reduce infiltration. Long term
drainage as discussed in subsequent sections of this report will be extremely important to the
performance of these materials.
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Report of Subsurface Exploration
Pine Forest II
4.2.3 Lower Consistency Soils
ESP Project No. E4-HR32.300
September 20, 2019
The results from the soil test borings performed at the site indicate that lower consistency (N-
values less than 7 bpf) residual soils are present in Borings B-03, B-06, B-10, B-12, B-14, B-19,
B-29, B-32, B-35, and B-36 at depths ranging between approximately 1 to 23.5 feet below the
existing ground surface. Due to the wide spacing of the soil test borings, lower consistency
residual soils may be encountered during construction that were not encountered during our study.
The presence of lower consistency soils may lead to excessive settlement and long term building,
slab -on -grade, and/or pavement distress. Depending on final site grades, foundation loading
conditions, and pavement traffic loads/volumes, alternative foundations, undercutting, reworking
and/or stabilization techniques may be required.
4.2.4 Alluvial Soils
Alluvial soils were encountered in Boring S-1, S-4, and S-5 on the site. Due to the low consistency
or relative density of alluvial soils, partial undercut and replacement with structural fill and/or
geotextile materials may be required within the alluvial soils, if encountered, during site
development.
4.2.5 Existing Fill Soils
Results from the soil test borings performed at the site indicate that fill soils are present in Borings
B-05. The fill extends to depths approximately 3.5 feet below the existing ground surface.
Based on our visual observations of the split -spoon samples recovered and the our field
observations, the fill encountered in the soil test borings appeared clean of concentrated organics,
debris and other deleterious materials.
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Report of Subsurface Exploration ESP Project No. E4-HR32.300
Pine Forest II September 20, 2019
Concentrated organics, debris and other deleterious materials were not observed in the soil test
borings performed by ESP. However, due to the limited testing performed and the wide spacing
of the borings, the possibility of deleterious inclusions and variable density material in or under
the existing fill cannot be completely ruled out. If the fill contains wood fragments, trash, organics,
voids or soft lenses, excessive settlement could result causing building and slab -on -grade distress.
The existing fill soils encountered were also classified as being moderate to highly plastic. As
such, these fills soils will also require remediation similar to those discussed in section 4.2.3 and
may include:
1) Remove the existing fill soils and replace them with compacted suitable structural fill.
2) Extend the foundation through existing fill to bear on competent low -plasticity residual
soils.
Additional evaluations including test pit excavations, hand auger borings with dynamic cone
penetrometer tests, proofrolling and additional soil test borings could be performed to further
evaluate the approximate limits, character, and continuity of the existing fill.
4.2.6 Water Levels
Subsurface water was encountered in Borings B-20, B-22, B-25, B-32, S-1, and S-4 through S-6
at depths ranging between approximately 7 to 16.8 feet below ground surface. These water levels
should be considered in final design grades and excavation of possible deeper utility lines. Once
final site layout is complete and grading information is available, we can provide more detailed
recommendations, if required. If final grades are set near water level elevations, a permanent
dewatering system such as underdrains may be required in those areas. In addition, temporary
dewatering during construction activities may be required in select areas.
Once the site layout is complete and grading information is available, we can provide more detailed
recommendations for permanent dewatering systems, if required.
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Report of Subsurface Exploration
Pine Forest II
4.2.7 Seasonal High Water Table
ESP Project No. E4-HR32.300
September 20, 2019
Wilcox and Mabe Soil Solutions, PLLC (WMSS), working as a subcontractor of ESP, completed
a seasonal high water table (SHWT) evaluation at the site. For information regarding the SHWT
evaluation, please refer to the report titled "Stormwater Control Measure (SCM) Soil Testing
Seasonal High Water Table (SHWT) Evaluation, Pine Forest — Amity Hill Road, Iredell County,
NC" prepared by WMSS, dated August 16, 2019 and included in Appendix II.
4.3 FOUNDATION SUPPORT
For satisfactory performance, the foundation for any structure must satisfy two independent design
criteria. First, it must have an acceptable factor of safety against bearing failure of the foundation
soils under the maximum design loads. Second, the settlement of the foundations due to
consolidation of the underlying soils should be within tolerable limits for the structures.
The results of the soil test borings indicate that the proposed townhomes can be adequately
supported on shallow foundations bearing on the low -plasticity residual soils or newly placed
structural fill, provided the site preparation and fill placement procedures outlined in this report
are implemented. As previously discussed, this would generally require the undercut of
approximately 3 to 4 feet from existing ground surface to remove existing fill soils or moderate to
high plasticity soils in a majority of the site, and replacement with suitable structural fill materials
or provide adequate separation, depending on final designed site grades. In addition, low
consistency soils encountered at deeper depths should be considered in cut areas.
A net allowable bearing pressure of up to 2,500 pounds per square foot (psf) can be used for
preliminary design of the foundations bearing on low plasticity residual soils exhibiting N-values
of 8 bpf or greater, or on suitable structural fill compacted to at least 95 percent of the Standard
Proctor maximum dry density. Additional analysis and/or exploration should be performed once
site layout, structural design information and grading plans are further developed or finalized to
verify the bearing capacity of the residual soils and to calculate the anticipated settlement of the
14

Report of Subsurface Exploration ESP Project No. E4-HR32.300
Pine Forest H September 20, 2019
structures. A post -tensioned slab on grade system should also be considered to allow bearing on
the existing moderate to high plasticity residual soils. Should this option be selected, ESP can
provide laboratory testing and develop soil parameters to assist in the design of the post tensioned
slab -on -grade system, if requested.
Subsurface conditions encountered at the site indicate that depending on final grades, foundation
elements may bear on dissimilar, variable consistency residual soils, partially weathered rock
and/or rock. If this condition is encountered within foundation excavations, it potentially increases
the magnitude of differential settlements. Therefore, we recommend that the foundation subgrade
conditions be observed by a representative of the geotechnical engineer prior to foundation
installation. This is to assess their suitability for foundation support and confirm their consistency
with the conditions upon which our recommendations are based.
Minimum wall and column footing dimensions should be in accordance with current building code
requirements. Exterior foundations and foundations in unheated areas should be designed to bear
below finished grade per local code requirements for frost protection
Subgrade materials can be sensitive to moisture variations; therefore, foundation excavations
should be opened for a minimum amount of time, particularly during inclement weather. Soils
exposed to moisture variations may become highly disturbed and require undercutting prior to
placing foundations.
4.4 FLOOR SLABS
A slab -on -grade floor system can be designed to be supported on the low -plasticity residual soils
or newly placed structural fill, provided the site preparation and fill placement procedures outlined
in this report are implemented.
15

Report of Subsurface Exploration ESP Project No. E4-HR32.300
Pine Forest H September 20, 2019
We recommend the floor slab design include a granular base layer and water vapor retarder beneath
the floor slabs. Refer to ACI 302.1R96 "Guide for Concrete Floor and Slab Construction" and
ASTM E1643 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with
Earth or Granular Fill Under Concrete Slabs" for additional guidance.
Immediately prior to constructing the floor slabs, we recommend that the areas be proofrolled or
otherwise evaluated to detect unstable areas that may have been exposed to wet weather or
construction traffic. Areas that are found to be unstable or indicate pumping action during the
proofrolling should be undercut and replaced with adequately compacted structural fill. The
proofrolling should be observed by a representative of the geotechnical engineer.
4.5 PAVEMENT AREAS
The moderate to highly plastic soil predominate across the site also present the increased risk of
distress to pavements due to the swell or heave of these materials with a variation change in
moisture content. Pavement sections should be separated from the moderate to highly plastic soils
by a minimum of 3 feet with compacted fill.
We recommend that special care be given to providing adequate drainage away from pavement
areas to reduce infiltration of surface water to the base course and subgrade materials in these
areas. All water should be routed away from the pavement areas and adequate slopes provided to
maintain drainage off site.
We recommend the pavement subgrade be thoroughly evaluated by a representative geotechnical
engineer prior to structural fill and/or aggregate base course placement to detect unsuitable and/or
unstable areas. The evaluation may consist of hand auger borings with DCP testing and/or hand
probing with a steel probe rod. The pavement areas should also be proofrolled prior to placing
structural fill and/or base course. Proofrolling procedures are outlined in subsequent sections of
this report.
16

Report of Subsurface Exploration
Pine Forest H
4.6 CUT AND FILL SLOPES
ESP Project No. E4-HR32.300
September 20, 2019
For landscaping and mowing concerns, final project slopes should be designed to be 3 horizontal
to 1 vertical or flatter. Slopes can be designed as steep as 2 horizontal to 1 vertical; however, soil
erosion, slope sloughing and slope maintenance should be expected. If designing slopes steeper
than 3 horizontal to 1 vertical, a slope stability analysis should be performed to verify stability of
the slope. The tops and bases of all slopes should be located a minimum of 5 feet from structural
and pavement limits. The fill slopes should be adequately compacted as outlined below, and all
slopes should be seeded and maintained after construction.
At the time of this report, the information provided to us did not include site retaining walls.
Therefore, the scope of services and the information contained within this report are not intended,
nor sufficient, for the design of retaining walls. If retaining walls are included in the proposed
construction at this site, additional subsurface exploration is required. In addition, design of the
retaining walls, including global stability analyses and analyses of other design criteria must be
performed by the wall designer.
4.7 DRAINAGE
Soil strength and settlement potential is highly dependent upon the moisture condition of the
supportive soil. Soil characteristics can change dramatically when moisture conditions change.
As such, building pads, roadways, structures, and surrounding grades should be properly designed
and constructed to properly control water (surface and subsurface).
Building pads should be designed to shed surface water prior to building construction. Grades
surrounding structures should be adequately sloped away from the structure to promote positive
drainage and prevent water from ponding near or against the structure. Swales and/or storm
drainage structures should be constructed to collect and remove all surface water run-off. All roof
drain downspouts should be connected to drain leaders that are properly daylighted or connected
to storm drainage structures such that water is removed from structural areas. All interior and/or
exterior foundation drains should be installed in accordance with current International Building
17

Report of Subsurface Exploration ESP Project No. E4-HR32.300
Pine Forest September 20, 2019
Code (IBC) and/or local municipal standards to properly protect foundations from changing
moisture conditions. Foundation drains constructed should be properly daylighted or connected
to storm drain structures to remove all water from foundation areas. Roof drain lines and
foundation drain lines should always remain independent of each other. Any subsurface water that
may rise near structural grades should be controlled by adequately constructed subsurface
drainage.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 SITE PREPARATION
The building pads and pavement areas should be stripped of all topsoil, gravel, high plasticity near
surface soils, trash, debris and other organic materials to a minimum of 10 feet beyond the
structural and pavement limits. Upon completion of the stripping operations, the exposed subgrade
in areas to receive fill should be proofrolled with a loaded dump truck or similar pneumatic tired
vehicle (minimum loaded weight of 20 tons) under the observation of a representative of the
geotechnical engineer. The proofrolling procedures should consist of complete passes of the
exposed areas, with half of the passes being in a direction perpendicular to the preceding ones.
After excavation of the site has been completed, the exposed subgrade in cut areas should also be
proofrolled as previously described. Any areas which deflect, rut or pump excessively during
proofrolling or fail to improve sufficiently after successive passes should be undercut to suitable
soils and replaced with structural fill.
Unsuitable soils requiring undercut may be encountered between the borings during site grading
or excavation for foundations that were not encountered in the borings during this exploration.
The extent of any undercut required should be evaluated in the field by an experienced
representative of the geotechnical engineer while monitoring construction activity. The evaluation
should consist of a comprehensive proofrolling program and thorough field evaluation during
construction. After the proofrolling operation has been completed and approved, final site grading
should proceed immediately.
IN

Report of Subsurface Exploration ESP Project No. E4-HR32.300
Pine Forest H September 20, 2019
If construction progresses during wet weather, the proofrolling operation should be repeated with
at least one pass in each direction immediately prior to continued fill placement. If unstable
conditions are exposed during this operation, then undercutting should be performed.
5.2 PREVIOUS SITE DELVELOPMENT
The site is currently undeveloped and contains a high tension powerline easement that bisects a
field containing underbrush and small trees. Based on our observations and review of aerial
photography dating back to 1993, it appears the field area was previously cultivated. Therefore,
existing fill and disturbed near -surface soils should be anticipated. We recommend the site be
thoroughly evaluated by a representative of the geotechnical at the time of construction to reduce
the risk associated with such conditions. The evaluation may include test pit excavations, hand
auger borings with DCP testing and/or proofrolling. Existing water supply wells, if encountered,
should be properly abandoned prior to site development.
5.3 FILL MATERIAL AND PLACEMENT
Structural fill defined for use in site grading operations should consist of a clean (free of organics
and debris), low plasticity soil (Plasticity Index less than 30). Structural fill should have a
maximum dry density of at least 90 pounds per cubic foot as determined by a Standard Proctor
compaction test, ASTM D 698. All structural fill should be placed in loose lifts not exceeding 8
inches in thickness and compacted to a minimum of 95 percent of its Standard Proctor maximum
dry density, with at least 100 percent achieved in the upper 12 inches.
We recommend that field density tests, including one -point Proctor verification tests, be performed
on the fill as it is being placed at a frequency determined by an experienced geotechnical engineer
to measure and confirm the compaction criteria is obtained. Any fills that may be constructed
greater than 15 feet in height should be evaluated with regard to long term settlement,
consolidation, and slope stability. These analyses should be requested of the geotechnical engineer
once grading plans are complete and available.
19

Report of Subsurface Exploration
Pine Forest II
ESP Project No. E4-HR32.300
September 20, 2019
Based on the results of the soil test borings, laboratory testing and our past experience with similar
type materials, the low plasticity on -site soils generally appear suitable for use as structural fill.
Any high plasticity soils should be undercut from within a minimum of 3 feet of subgrade in any
structural or pavement areas, if encountered. As with any grading operation, some moisture
conditioning of the fill soils will be required. It is anticipated that shotrock will not be suitable for
re -use as structural fill.
5.4 TEMPORARY EXCAVATION STABILITY
Excavations greater than four feet in depth should be sloped or shored in accordance with local,
state, and federal regulations, including OSHA "Construction Standard for Excavations" (29 CFR
Part 1926.650-652). The contractor is usually solely responsible for the site safety. This
information is provided only as a service and under no circumstances should ESP be assumed to
be responsible for construction site safety.
20

Report of Subsurface Exploration ESP Project No. E4-HR32.300
Pine Forest H September 20, 2019
6.0 LINHTATIONS OF REPORT
This report has been prepared in accordance with generally accepted geotechnical engineering
practice with regard to the specific conditions and requirements of this site. The conclusions and
recommendations contained in this report were based on the applicable standards of our practice
in this geographic area at the time this report was prepared. No other warranty, expressed or
implied, is made.
The analysis and recommendations submitted herein are based, in part, upon the data obtained
from the subsurface exploration. The nature and extent of variations between the borings will not
be known until construction is underway. If variations appear evident, then we request the
opportunity to re-evaluate the recommendations of this report. In the event that any changes in
the nature, design, or location of the structures are planned, the conclusions and recommendations
contained in this report will not be considered valid unless the changes are reviewed and
conclusions modified or verified in writing by ESP.
In order to verify that earthwork and foundation recommendations are properly interpreted and
implemented, we recommend that ESP be retained to review the final plans and specifications.
Any concerns observed will be brought to our client's attention in writing.
21

FIELD EXPLORATION PROCEDURES
Soil Test Boring: Forty-six (46) soil test borings were drilled at the approximate locations shown
on the attached "Boring Location Plan," Figure 1. Soil sampling and penetration testing were
performed in accordance with ASTM D 1586.
The borings were advanced with hollow -stem augers and, at standard intervals, soil samples were
obtained with a standard 1.4-inch I.D., 2-inch O.D., split -tube sampler. The sampler was first
seated six (6) inches to penetrate any loose cuttings, then driven an additional foot with blows of
a 140-pound hammer falling 30 inches. The number of hammer blows is designated the "Standard
Penetration Resistance." When properly evaluated, the Standard Penetration Resistances provide
an index to soil strength, relative density, and ability to support foundations.
Select portions of each soil sample were placed in sealed containers and taken to our office. The
samples were examined by a representative of the geotechnical engineer for classification. Test
Boring Records are attached showing the soil descriptions and Standard Penetration Resistances.

LABORATORY TESTING PROCEDURES
Grain Size Distribution: Grain size distribution tests were performed to determine the particle
size and distribution of the samples tested. The grain size distribution of soils was determined by
first washing them through a No. 200 sieve. The soils coarser than a No. 200 sieve were then
determined by passing them through a set of nested sieves. The tests were conducted in general
accordance with ASTM D 422 and D 1140. The results are presented on the attached "Grain Size
Distribution" sheets.
Soil Plasticity Tests (Atterberg Limits Test): Select samples were identified for Atterberg
Limits testing to determine the soil's plasticity characteristics and is determined in accordance
with ASTM D 4318. The Plasticity Index (PI) is representative of this characteristic and is
determined utilizing the Liquid Limit (LL) and the Plastic Limit (PL). The Liquid Limit is the
moisture content at which the soil will flow as a heavy viscous fluid. The Plastic Limit is the
moisture content at which the soil transitions between the plastic and semi -solid states. The data
obtained is presented on the attached Atterberg Limits' Results sheet.

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Legend Boring Labels SHEETTITLE:
PROJECT NO.: #ESP
BoringName Designation BORING LOCATION PLAN -EAST SECTION
g FIGURE 3 SCALE: NTS
Approximate Boring Location Low Consistency Soil Depth Range (ft) z
Partial) Weathered Rock Depth and/or Range ft The reproduction, alteration, copying, or t is DRAWN BY: 3475Lill, SC 9708
r Y P g ( ) PINE FOREST 11Fort Mill, SC 29708
'Approximate Inaccessible Area Water Depth ft Fill Or Alluvium Depth ft useottedan anyconsent
J p ( ) p ( ) STATESVILLE, IREDELL COUNTY, NORTH CAROLINA prohibited and any infringement will be DATE: February7, 2018
High Plasticity/Elastic Soil Depth Range (ft) subject to legal action. CHECKED BY: wwwone:8 3-802-2440
Phone:[phone]

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
SOIL TYPES
(Shown in Graphic Log)
■ Asphalt / Concrete
❑
Organic
Sandy Silt
Topsoil
Sandy
®
Clayey Silt
o. .
Gravel
0
Silty
Sandy Clay
Sand
Clayey
Silty Clay
HSilt
Silty Sand
Partially Weathered Rock
Clay
Clayey Sand
\\�
Cored Rock
Clayey Gravel
CONSISTENCY OF COHESIVE
SOILS
Silty Gravel
STD. PENETRATION
RESISTANCE
CONSISTENCY
BLOWS / FOOT
SAMPLER TYPES
Very Soft
0 to 2
(Shown in Samples Column)
Soft
3 to 4
Firm
5 to 8
' Shelby Tube
Stiff
9 to 15
Split Spoon
Very Stiff
16 to 30
Hard
31 to 50
Rock Core
Very Hard
Over 50
No Recovery
CONSISTENCY OF COHESIONLESS SOILS
WATER LEVELS
STD. PENETRATION
(Shown in Water Level Column)
CONSISTENCY
RESISTANCE
BLOWS / FOOT
V = Water Level at Termination of Boring
VeryLoose
0 to 4
Loose
5 to 10
i = Water Level at 1 Day
Medium Dense
11 to 30
= Loss of Drilling Water
Dense
31 to 50
Very Dense
Over50
He = Hole Cave
TERMS
Standard -
The Number of Blows of a 140 lb. Hammer Falling 30 in.
Dynamic Cone - The Number of Blows of a 15 lb.
Penetration
Required to Drive a 1.4 in I.D. Split Spoon Sampler 1 Foot
Penetrometer Hammer Falling 20 in. Required
Resistance
(N-Value) As Specified in ASTM D-1586.
Test Data to Drive a Cone Point 1 3/4 in.
When Properly Evaluated, it can
REC -
Total Length of Rock Recovered in the Core Barrel Divided
be compared to the Standard
by the Total Length of the Core Run Times 100 (expressed
Penetration Resistance.
as a percentage).
RQD -
Total Length of Sound Rock Segments Recovered that are
Longer Than or Equal to 4" (mechanical breaks included)
6ESP
Divided by the Total Length of the Core Run Times 100
(expressed as a percentage).

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-01
PROJECT No.:
HR32.300
ELEVATION:
860.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
10.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/12/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil/Grassmat, Approximately 8 inches
FiC
855.0
850.0
845.0
840.0
835.0
830.0
12
11
12
14
RESIDUUM: Stiff Reddish Brown Elastic SILT with sand,
moderately micaceous, (dry)
RESIDUUM: Medium Dense Tannish Orange Silty SAND, fine,
highly micaceous, (moist)
Boring was terminated at 10.0 feet. Cave-in depth at 5.0 feet.
Backfil led with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_02
PROJECT No.:
HR32.300
ELEVATION:
86 1. 0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/12/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil/Grassmat, Approximately 8 inches
HC
856.0
851.0
846.0
841.0
836.0
831.0
17
12
10
8
7
9
RESIDUUM: Very Stiff Reddish Brown Sandy Elastic SILT, (dry)
RESIDUUM: Stiff Tannish Orange SILT with sand, (dry)
RESIDUUM: Loose Orange Silty SAND, fine, highly micaceous,
(moist)
RESIDUUM: Loose Grayish Pink Poorly Graded SAND, fine,
highly micaceous, (moist)
Boring was terminated at 20.0 feet. Cave-in depth at 13.5 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-03
PROJECT No.:
HR32.300
ELEVATION:
859.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/12/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil Grassmat, Approximately 5 inches
HC
854.0
849.0
844.0
839.0
834.0
829.0
11
5
6
6
7
9
RESIDUUM: Medium Dense Orange Brown Clayey SAND,
moderately micaceous, (dry)
RESIDUUM: Loose Tan Silty SAND, fine to medium, highly
micaceous, (dry)
RESIDUUM: Loose Tannish Gray Poorly Graded SAND, fine,
moderately micaceous, (dry)
Boring was terminated at 20.0 feet. Cave-in depth at 14.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-04
PROJECT No.:
HR32.300
ELEVATION:
843.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/12/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
838.0
833.0
828.0
823.0
818.0
813.0
11
15
9
8
7
9
RESIDUUM: Stiff Orange Brown Sandy Moderate Plasticity CLAY,
(dry)
RESIDUUM: Loose Tannish Orange Silty SAND, moderately
micaceous, (dry)
RESIDUUM: Firm Tan Sandy SILT, moderately micaceous,
(moist)
RESIDUUM: Loose Tan Well Graded SAND, fine to coarse, highly
micaceous, (moist)
Boring was terminated at 20.0 feet. Cave-in depth at 15.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-05
PROJECT No.:
HR32.300
ELEVATION:
857.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/12/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil Grassmat, Approximately 6 inches
HC
852.0
847.0
842.0
837.0
832.0
827.0
14
11
10
8
9
7
FILL: Stiff Red Sandy Moderate Plasticity CLAY with gravel,
moderately micaceous, (dry)
RESIDUUM: Stiff Tannish Orange Sandy SILT, moderately
micaceous, (dry)
RESIDUUM: Loose Tan Silty SAND, fine, moderately micaceous,
(dry)
goring was terminated at 20.0 feet. Cave-in depth at 14.5 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-06
PROJECT No.:
HR32.300
ELEVATION:
863.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/14/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
858.0
853.0
848.0
843.0
838.0
833.0
11
13
9
5
6
8
RESIDUUM: Stiff Reddish Brown High Plasticity CLAY, (dry)
RESIDUUM: Loose To Medium Dense Orange Brown to Tan Silty
SAND, fine to medium, moderately micaceous, (dry)
RESIDUUM: Loose Grayish Tan Silty SAND, fine to coarse,
moderately micaceous, (dry)
Boring was terminated at 20.0 feet. Cave-in depth at 14.5 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_07
PROJECT No.:
HR32.300
ELEVATION:
857.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/14/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
HC
852.0
847 p
842.0
837.0
832.0
827.0
8
15
20
9
11
11
RESIDUUM: Firm To Very Stiff Reddish Brown Elastic SILT with
sand, (dry), Little recovery at approximately 6 to 7.5 feet
RESIDUUM: Stiff Reddish Brown Sandy SILT, moderately
micaceous, (dry to moist), With coarse sand seam at
approximately 14 feet
RESIDUUM: Medium Dense Tannish Orange Silty SAND, fine to
medium, (dry)
Boring was terminated at 20.0 feet. Cave-in depth at 13.6 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_08
PROJECT No.:
HR32.300
ELEVATION:
852.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/14/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
_r//�//
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
847.0
—
842.0
837.0
832.0
827.0
822.0
19
11
10
9
11
RESIDUUM: Firm To Very Stiff Red Moderate Plasticity CLAY,
slightly micaceous, (moist)
4k8
RESIDUUM: Stiff Tannish Brown Sandy SILT, slightly micaceous,
(moist), Quartz rock fragment 6 feet to 7 feet
RESIDUUM: Loose To Medium Dense Tannish Brown Silty
SAND, fine to medium, (moist)
goring was terminated at 20.0 feet. Cave-in depth at 17.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_09
PROJECT No.:
HR32.300
ELEVATION:
845.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
10.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/12/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
HC
840.0
835.0
830.0
825.0
820.0
815.0
9
11
8
7
RESIDUUM: Stiff Reddish Brown Moderate Plasticity CLAY, (dry)
RESIDUUM: Stiff Tannish Orange Sandy SILT, moderately
micaceous, (dry)
RESIDUUM: Loose Tan Silty SAND, fine, slightly micaceous, (dry)
Boring was terminated at 10.0 feet. Cave-in depth at 5.4 feet.
Backfil led with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-10
PROJECT No.:
HR32.300
ELEVATION:
826.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/13/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 10 inches
HC
821.0
816.0
811.0
806.0
801.0
796.0
7
8
4
3
3
7
RESIDUUM: Firm Brown Sandy CLAY, (dry)
RESIDUUM: Firm Orange Tan SILT with sand, (moist)
RESIDUUM: Soft Orange Tan SILT, (moist)
RESIDUUM: Soft To Firm Tannish Orange to Orange Brown SILT,
highly micaceous, (moist to wet), Wet at approximately 18.5 feet
Boring was terminated at 20.0 feet. Cave-in depth at 15.5 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-11
PROJECT No.:
HR32.300
ELEVATION:
846.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/12/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
841.0
836.0
831.0
826.0
821.0
816.0
14
11
8
9
7
10
RESIDUUM: Stiff Reddish Brown Moderate Plasticity CLAY, (dry)
RESIDUUM: Firm To Stiff Tannish Orange SILT, with manganese
stains, (dry)
RESIDUUM: Stiff Tannish Red Sandy SILT, moderately
micaceous, (dry)
Bong was terminated at 20.0 feet. Cave-in depth at 14.5 feet.
ri
Bac"lled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_12
PROJECT No.:
HR32.300
ELEVATION:
839.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
25.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/12/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
834.0
829.0
824.0
819.0
814.0
809.0
9
10
8
11
6
6
7
RESIDUUM: Stiff Reddish Brown Elastic SILT, (dry)
RESIDUUM: Firm To Stiff Reddish Brown to Orange SILT, (dry to
moist)
RESIDUUM: Firm Red to Tannish Orange SILT, with manganese
stains, (moist to wet), Wet at approximately 23.5 feet
Bong was terminated at 25.0 feet. Cave-in depth at 20.0 feet. ri
Bac"lled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-13
PROJECT No.:
HR32.300
ELEVATION:
847.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/14/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
HC
842.0
837.0
832.0
827.0
822.0
817.0
14
13
12
9
10
11
RESIDUUM: Stiff Reddish Brown High Plasticity CLAY with sand,
(dry)
RESIDUUM: Stiff Tannish Orange SILT with sand, some rock
fragments, (dry)
RESIDUUM: Stiff Tan Sandy SILT, fine, highly micaceous, (dry)
Boring was terminated at 20.0 feet. Cave-in depth at 13.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-14
PROJECT No.:
HR32.300
ELEVATION:
852.5 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/14/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
848.0
843.0
838 0
833.0
828.0
823.0
818.0
13
14
10
12
6
12
RESIDUUM: Stiff Reddish Brown Elastic SILT, slightly micaceous,
(dry)
RESIDUUM: Stiff Reddish Brown to Tannish Orange Sandy SILT,
moderately micaceous, (dry)
RESIDUUM: Firm To Stiff Reddish Tan to Tannish Orange SILT
with sand, highly micaceous, (moist)
Boring was terminated at 20.0 feet. Cave-in depth at 12.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-15
PROJECT No.:
HR32.300
ELEVATION:
843.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
10.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/13/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil Grassmat, Approximately 6 inches
FiC
838.0
833.0
828.0
823.0
818.0
813.0
16
11
8
9
RESIDUUM: Very Stiff Reddish Brown Sandy SILT, (dry)
RESIDUUM: Firm To Stiff Reddish Brown to Tannish Orange SILT,
(dry to moist)
Boring was terminated at 10.0 feet. Cave-in depth at 5.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-16
PROJECT No.:
HR32.300
ELEVATION:
835.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/13/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil Grassmat, Approximately 3 inches
HC
830.0
825.0
820.0
815.0
810.0
805.0
12
7
8
13
6
8
RESIDUUM: Firm To Stiff Reddish Brown Elastic SILT with sand,
(dry)
RESIDUUM: Firm Reddish Brown SILT, with manganese stains,
(dry)
RESIDUUM: Firm To Stiff Tan SILT with sand, fine, slightly
micaceous, with manganese stains, (dry to moist)
RESIDUUM: Loose Orange Tan Silty SAND, highly micaceous,
(moist)
goring was terminated at 20.0 feet. Cave-in depth at 14.2 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_17
PROJECT No.:
HR32.300
ELEVATION:
838.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/12/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, Approximately 6 inches
HC
833.0
828.0
823.0
818.0
813.0
808.0
20
13
13
8
11
14
RESIDUUM: Stiff To Very Stiff Red Sandy Moderate Plasticity
CLAY, slightly micaceous, (moist)
RESIDUUM: Stiff Tannish Red Sandy SILT, moderately
micaceous, (moist)
RESIDUUM: Firm To Stiff Tannish Red to Tannish Gray SILT,
moderately micaceous, few manganese stains, trace rock
fragments, (moist)
Boring was terminated at 20.0 feet. Cave-in depth at 17.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_18
PROJECT No.:
HR32.300
ELEVATION:
828.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/15/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, A proximately 6 inches
HC
HC
823.0
818.0
813.0
808.0
803.0
798.0
14
11
8
13
10
10
RESIDUUM: Stiff Red Sandy Moderate Plasticity CLAY, slightly
micaceous, (moist)
RESIDUUM: Firm To Stiff Tannish Brown Sandy SILT, slightly
micaceous, few manganese stains, (moist)
RESIDUUM: Stiff Tannish Gray SILT, moderately micaceous,
trace manganese stains, (moist)
RESIDUUM: Loose Reddish Tan Silty SAND, fine to coarse,
some manganese stains, (moist)
Boring was terminated at 20.0 feet. Cave-in depth at 17.0 feet.
Backfil led with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_19
PROJECT No.:
HR32.300
ELEVATION:
824.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
25.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/13/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil/Grassmat, Approximately 8 inches
HC
819.0
814.0
809.0
804.0
799.0
794.0
11
12
9
7
7
5
7
RESIDUUM: Stiff Reddish Brown Elastic SILT with sand, slightly
micaceous, (moist), Some quartz fragments at approximately 4
feet
RESIDUUM: Firm To Stiff Tannish Orange SILT with sand, (dry)
RESIDUUM: Firm Orange Sandy SILT, with manganese stains,
(dry)
RESIDUUM: Loose Orange Brown Silty SAND, fine, with
manganese stains, (wet)
Boring was terminated at 25.0 feet. Cave-in depth at 21.0 feet.
Backfil led with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_20
PROJECT No.:
HR32.300
ELEVATION:
812.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/11/19
WATER LEVEL:
Sz Dry @ TOB s 16.8 feet @ 1 days
_ (7
a O
� J
(D
SOIL DESCRIPTION
w w
>
Lu
J
Lu
Q
U)
> ^
L
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, Approximately 6 inches
FM
807.0
802.0
797.0
792.0
787.0
782.0
7
10
12
9
7
15
RESIDUUM: Firm To Stiff Reddish Brown Sandy SILT, slightly
micaceous, (moist)
RESIDUUM: Firm To Stiff Tannish Brown to Tannish Orange SILT,
slightly micaceous, few manganese stains, (moist), Quartz
fragments at approximately 20 feet
ri
Bong was terminated at 20.0 feet. Cave-in depth at 17.4 feet.
Bac"lled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_21
PROJECT No.:
HR32.300
ELEVATION:
810.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/14/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, A proximately 6 inches
HC
805.0
800.0
795.0
790.0
785.0
780.0
10
10
8
13
13
16
RESIDUUM: Stiff Red Sandy SILT, slightly micaceous, few rock
fragments, (moist)
RESIDUUM: Loose To Medium Dense Tannish Red Silty SAND,
fine to medium, trace rock fragments, (moist)
RESIDUUM: Stiff To Very Stiff Tannish Brown Sandy SILT, (moist),
Sand seam at 18.5 to 20.0
Boring was terminated at 20.0 feet. Cave-in depth at 17.4 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_22
PROJECT No.:
HR32.300
ELEVATION:
798.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/14/19
WATER LEVEL:
Sz 13.5 feet @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, Approximately 6 inches
793.0
788.0
783.0
778.0
773.0
768.0
11
10
14
8
7
12
RESIDUUM: Stiff Tannish Orange Sandy SILT, slightly micaceous,
(moist)
RESIDUUM: Loose Tannish Brown Silty SAND, fine to medium,
slightly micaceous, (moist)
RESIDUUM: Firm To Stiff Grayish Brown SILT, moderately
micaceous, (wet)
Boring was terminated at 20.0 feet. Cave-in depth at 14.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_23
PROJECT No.:
HR32.300
ELEVATION:
818.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/13/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, Approximately 4 inches
HC
813.0
808.0
803.0
798.0
793.0
788.0
10
16
13
17
15
18
RESIDUUM: Stiff To Very Stiff Reddish Brown Elastic SILT, (dry)
RESIDUUM: Medium Dense Grayish Orange Silty SAND, (dry)
RESIDUUM: Medium Dense Grayish Green to Gray Poorly
Graded SAND, fine, (dry)
Boring was terminated at 20.0 feet. Cave-in depth at 13.4 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_24
PROJECT No.:
HR32.300
ELEVATION:
806.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/15/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
-
10
15
20
25
30
Topsoil Approximately 6 inches
HC
x
801.0
-
796.0
791.0
786.0
781.0
776.0
7
14
9
13
10
8
9
9
14
8
RESIDUUM: Firm Red Sandy Moderate Plasticity CLAY, few rock
fragments, (moist)
///
RESIDUUM: StiffTan Sandy CLAY, (moist)
\
\
RESIDUUM: StiffOrange Tan Sandy SILT, (moist)
RESIDUUM: Loose To Medium Dense Orange Tan Silty SAND,
(moist)
Boring was terminated at 20.0 feet. Cave-in depth at 16.5 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_25
PROJECT No.:
HR32.300
ELEVATION:
791.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
14.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/15/19
WATER LEVEL:
Sz 10.3 feet @ TOB s 8.0 feet @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10—:RESIDUUM:
15
20
25
30
Topsoil Approximately 6 inches
_
HC
786.0
781.0
776.0
771.0
766.0
761.0
12
12
9
9
7
10
12
RESIDUUM: Stiff Tannish Orange Sandy CLAY, trace rock
fragments, (moist)
RESIDUUM: Stiff Tannish Orange SILT, slightly micaceous,
(moist)
RESIDUUM: Firm Tan SILT, slightly micaceous, (moist)
Loose To Medium Dense Silty SAND, fine to
medium, slightly micaceous, (moist)
Boring was terminated at 14.0 feet. Cave-in depth at 10.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_26
PROJECT No.:
HR32.300
ELEVATION:
816.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/15/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, Approximately 6 inches
HC
811.0
806.0
801.0
796.0
791.0
786.0
14
22
14
11
11
14
RESIDUUM: Stiff To Very Stiff Red Moderate Plasticity CLAY,
slightly micaceous, trace rock fragments, (moist)
RESIDUUM: Stiff Tannish Brown Sandy SILT, slightly micaceous,
trace rock fragments, (moist)
RESIDUUM: Stiff Tannish Brown SILT, slightly micaceous, trace
manganese stains, (moist)
RESIDUUM: Medium Dense Tannish Brown Silty SAND, fine to
medium, trace manganese stains, (moist)
Boring was terminated at 20.0 feet. Cave-in depth at 17.0 feet.
Backfil led with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_27
PROJECT No.:
HR32.300
ELEVATION:
837.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
10.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
Backfilled at termination of boring due to safety concerns.
DATE DRILLED:
08/16/19
WATER LEVEL:
Sz Dry @ TOB s N/A
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
832.0
827.0
822.0
817.0
812.0
807.0
11
11
9
11
RESIDUUM: Stiff Reddish Brown Sandy Moderate Plasticity
CLAY, (dry)
RESIDUUM: Stiff Reddish Brown Sandy SILT, moderately
micaceous, (dry)
RESIDUUM: Stiff Tannish Orange SILT with sand, moderately
micaceous, (dry), With white medium to coarse sand seam at
approximately 9.5 to 10 feet
Boring was terminated at 10.0 feet. Cave-in depth at 7.5 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_28
PROJECT No.:
HR32.300
ELEVATION:
849.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
10.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
Backfilled at termination of boring due to safety concerns.
DATE DRILLED:
08/16/19
WATER LEVEL:
Sz Dry @ TOB s N/A
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
844.0
839.0
834.0
829.0
824.0
819.0
17
20
10
9
RESIDUUM: Very Stiff Reddish Brown Sandy Moderate Plasticity
CLAY, (dry)
RESIDUUM: Stiff Reddish Brown SILT, (dry)
Boring was terminated at 10.0 feet. Cave-in depth at 6.5 feet.
Back 'Iwith soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_29
PROJECT No.:
HR32.300
ELEVATION:
840.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
Backfilled at termination of boring due to safety concerns.
DATE DRILLED:
08/16/19
WATER LEVEL:
Sz 17.8 feet @ TOB s N/A
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, A proximately 6 inches
835.0
830.0
825.0
820.0
815.0
810.0
11
10
11
6
8
7
RESIDUUM: Stiff Reddish Brown Sandy Moderate Plasticity
CLAY, (dry)
RESIDUUM: Stiff Tannish Orange Sandy SILT, highly micaceous,
(dry)
A
RESIDUUM: Firm Orange SILT, with manganese stains, (dry to
moist)
Bong was terminated at 20.0 feet. Cave-in depth at 18.2 feet.
ri
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-30
PROJECT No.:
HR32.300
ELEVATION:
846.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
Backfilled at termination of boring due to safety concerns.
DATE DRILLED:
08/16/19
WATER LEVEL:
Sz Dry @ TOB s N/A
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
841.0
836.0
831.0
826.0
821.0
816.0
13
20
14
11
13
12
RESIDUUM: Stiff To Very Stiff Reddish Brown Sandy Moderate
Plasticity CLAY, (dry)
RESIDUUM: Stiff Reddish Brown Elastic SILT with sand, slightly
micaceous, (moist)
RESIDUUM: Stiff Tannish Orange SILT with sand, (moist)
RESIDUUM: Medium Dense Tan Silty SAND, moderately
micaceous, (moist)
Boring was terminated at 20.0 feet. Cave-in depth at 17.6 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-31
PROJECT No.:
HR32.300
ELEVATION:
856.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
Backfilled at termination of boring due to safety concerns.
DATE DRILLED:
08/16/19
WATER LEVEL:
Sz Dry @ TOB s N/A
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
851.0
846.0
841.0
836.0
831.0
826.0
16
27
17
18
17
14
RESIDUUM: Very Stiff Reddish Brown Sandy Moderate Plasticity
CLAY, (dry)
RESIDUUM: Very Stiff Reddish Brown Sandy CLAY, moderately
micaceous, (dry)
RESIDUUM: Very Stiff Reddish Brown Sandy SILT, moderately
micaceous, (dry)
RESIDUUM: Medium Dense Reddish Brown Silty SAND, fine,
moderately micaceous, (dry)
RESIDUUM: Medium Dense Grayish Tan Silty SAND, fine, highly
micaceous, (dry)
Boring was terminated at 20.0 feet. Cave-in depth at 16.3 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_32
PROJECT No.:
HR32.300
ELEVATION:
800.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
Backfilled at termination of boring due to safety concerns.
DATE DRILLED:
08/16/19
WATER LEVEL:
Sz 16.7 feet @ TOB s N/A
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, A proximately 6 inches
HC
795.0
790.0
785.0
780.0
775.0
770.0
11
10
6
6
12
13
RESIDUUM: Stiff Reddish Brown Moderate Plasticity CLAY with
sand, (dry)
RESIDUUM: Stiff Tannish Orange Sandy Elastic SILT
RESIDUUM: Loose Orange Brown Silty SAND, fine, highly
micaceous, (moist)
RESIDUUM: Firm To Stiff Orange Brown SILT, slightly micaceous,
(moist)
Boring was terminated at 20.0 feet. Cave-in depth at 17.9 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-33
PROJECT No.:
HR32.300
ELEVATION:
806.5 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/15/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, A proximately 6 inches
HC
802.0
797 0
792.0
787 0
782.0
777.0
772.0
9
13
10
10
21
19
RESIDUUM: Stiff Tan Sandy Moderate Plasticity CLAY, (moist)
RESIDUUM: Stiff Tan Sandy CLAY, trace rockfragments, (moist)
RESIDUUM: Loose To Medium Dense Tannish Orange Silty
SAND, fine to medium, trace rock fragments, (moist)
RESIDUUM: Medium Dense Orange Brown Silty SAND, fine to
coarse, trace manganese stains, (wet), Quartz fragments at
approximatel 19.5 feet
Boring was terminated at 20.0 feet. Cave-in depth at 16.8 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-34
PROJECT No.:
HR32.300
ELEVATION:
810.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
Backfilled at termination of boring due to safety concerns.
DATE DRILLED:
08/16/19
WATER LEVEL:
Sz Dry @ TOB s N/A
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, A proximately 6 inches
HC
805.0
800.0
795.0
790.0
785.0
780.0
9
14
12
11
10
10
7
RESIDUUM: Stiff Reddish Brown Sandy CLAY, (dry)
RESIDUUM: Stiff Orange Brown Sandy Elastic SILT, (dry)
RESIDUUM: Stiff Tannish Orange Sandy SILT, moderately
micaceous, (dry)
RESIDUUM: Loose Grayish Tan Silty SAND, fine, highly
micaceous, (dry)
RESIDUUM: Stiff Tan SILT, highly micaceous, (moist)
Boring was terminated at 20.0 feet. Cave-in depth at 17.3 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-35
PROJECT No.:
HR32.300
ELEVATION:
829.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
25.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/13/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, A proximately 4 inches
HC
824.0
819.0
814.0
809.0
804.0
799.0
2
10
7
7
5
6
8
RESIDUUM: Very Soft Reddish Brown Sandy CLAY, (dry)
RESIDUUM: Firm To Stiff Reddish Brown Sandy SILT, moderately
micaceous, (dry)
RESIDUUM: Firm Grayish Tan Sandy SILT, fine, highly
micaceous, (moist)
RESIDUUM: Firm Grayish Green and Tannish Orange SILT with
sand, (moist)
Bong was terminated at 25.0 feet. Cave-in depth at 19.0 feet. ri
Bac"lled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-36
PROJECT No.:
HR32.300
ELEVATION:
83 1. 0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/13/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil Grassmat, Approximately 4 inches
HC
826.0
821.0
816.0
811.0
806.0
801.0
11
11
6
5
8
11
RESIDUUM: Stiff Reddish Brown Elastic SILT with sand, (dry)
RESIDUUM: Stiff Reddish Brown Sandy SILT, moderately
micaceous, (dry)
RESIDUUM: Firm To Stiff Tannish Orange to Tan SILT, moderately
micaceous, (dry to moist)
RESIDUUM: Stiff Grayish Tan Sandy SILT, highly micaceous,
(moist)
Boring was terminated at 20.0 feet. Cave-in depth at 14.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_37
PROJECT No.:
HR32.300
ELEVATION:
845.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/13/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil Grassmat, Approximately 4 inches
HC
840.0
835.0
830.0
825.0
820.0
815.0
15
13
8
7
12
9
RESIDUUM: Stiff Reddish Brown Elastic SILT with sand,
moderately micaceous, (dry), With quartz fragments at
approximately 4.6 feet
RESIDUUM: Firm Orange Brown Sandy SILT, highly micaceous,
(dry)
RESIDUUM: Loose To Medium Dense Brown Silty SAND, highly
micaceous, (dry)
Boring was terminated at 20.0 feet. Cave-in depth at 13.8 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_38
PROJECT No.:
HR32.300
ELEVATION:
85 1. 0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/12/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil Grassmat, Approximately 6 inches
HC
846.0
841.0
836.0
831.0
826.0
821.0
18
13
10
11
7
28
RESIDUUM: Very Stiff Reddish Brown Moderate Plasticity CLAY
with sand, slightly micaceous, (dry)
RESIDUUM: Stiff Reddish Brown Sandy SILT, slightly micaceous,
(dry)
RESIDUUM: Loose To Medium Dense Tannish Orange to Tan
Silty SAND, fine, highly micaceous, (dry)
Boring was terminated at 20.0 feet. Cave-in depth at 14.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_39
PROJECT No.:
HR32.300
ELEVATION:
854.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/14/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
849.0
844.0
839.0
834.0
829.0
824.0
14
12
8
9
8
23
RESIDUUM: Stiff Reddish Orange Moderate Plasticity CLAY,
slightly micaceous, trace roots, (dry)
RESIDUUM: Firm To Stiff Reddish Brown Sandy SILT, slightly
micaceous, (moist)
RESIDUUM: Loose Tannish Red Silty SAND, medium,
moderately micaceous, (moist)
RESIDUUM: Loose To Medium Dense Tannish Gray Poorly
Graded SAND, fine to medium, slightly micaceous, (moist)
Boring was terminated at 20.0 feet. Cave-in depth at 14.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-40
PROJECT No.:
HR32.300
ELEVATION:
865.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/14/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
860.0
855.0
850.0
845.0
840.0
835.0
16
9
7
9
9
9
RESIDUUM: Very Stiff Red Moderate Plasticity CLAY, slightly
micaceous, trace roots, (dry)
RESIDUUM: Firm To Stiff Reddish Orange Sandy SILT, slightly
micaceous, (moist)
RESIDUUM: Loose Tannish Orange Silty SAND, fine to coarse,
moderately micaceous, (moist)
Boring was terminated at 20.0 feet. Cave-in depth at 13.5 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B-41
PROJECT No.:
HR32.300
ELEVATION:
863.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
Backfilled at termination of boring due to safety concerns.
DATE DRILLED:
08/16/19
WATER LEVEL:
Sz Dry @ TOB s N/A
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil/Grassmat, Approximately 12 inches
HC
858.0
853.0
848.0
843.0
838.0
833.0
12
14
11
11
12
9
RESIDUUM: Stiff Reddish Brown Sandy Moderate Plasticity
CLAY, (dry)
RESIDUUM: Stiff Reddish Brown Sandy SILT, moderately
micaceous, (dry)
RESIDUUM: Loose To Medium Dense Purplish Brown Silty
SAND, fine, highly micaceous, (dry)
Boring was terminated at 20.0 feet. Cave-in depth at 16.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
B_42
PROJECT No.:
HR32.300
ELEVATION:
817.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
DATE DRILLED:
08/13/19
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—_
L
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, A proximately 4 inches
HC
812.0
807.0
802.0
797.0
792.0
787.0
11
17
11
25
20
11
RESIDUUM: Stiff Reddish Brown Elastic SILT, slightly micaceous,
(dry)
RESIDUUM: Stiff To Very Stiff Grayish Orange Sandy SILT,
slightly micaceous, trace rock fragments, (dry)
RESIDUUM: Medium Dense Orange and Gray Silty SAND, fine to
medium, with rock fragments, (dry to wet), Difficult drilling from
approximately 14 feet, sample wet at approximately 18.5 feet
Boring was terminated at 20.0 feet. Cave-in depth at 13.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
S_1
PROJECT No.:
HR32.300
ELEVATION:
784.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
Creek approximately at 7 feet below boring location.
DATE DRILLED:
08/15/19
WATER LEVEL:
Sz 7.0 feet @ TOB s 7.0 feet @ 1 days
L
_ (7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
Lu ^
L
STANDARD PENETRATION TEST DATA
(Blows/ft)LL
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, Approximately 6 inches
s
FiC
779.0
774.0
769.0
764.0
759.0
754.0
4
4
5
16
25
29
ALLUVIUM: Soft Reddish Brown and Gray Sandy Moderate
Plasticity CLAY, trace organics, (wet)
ALLUVIUM: Loose Tannish Gray Well Graded SAND, fine to
coarse, (wet)
ALLUVIUM: Very StiffTannish Orange Silty SAND, (moist), with
clay seams
RESIDUUM: Very StiffTannish Brown SILT, slightly micaceous,
trace rock fragments, trace manganese stains, trace organics,
(wet)
Boring was terminated at 20.0 feet. Cave-in depth at 10.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

Pine Forest II
PROJECT:
Statesville, North Carolina
PROJECT No.:
ELEVATION:
DRILLING METHOD:
HR32.300
785.0 Feet
Hollow Stem Auger
LOGGED BY:
BORING DEPTH:
DRILL RIG:
Tyler Wenner
20.0 Feet
Diedrich D50
DATE DRILLED:
WATER LEVEL:
08/16/19
Sz 12.0 feet @ TOB s N/A
0
Q
O
SOIL DESCRIPTION
ry
stained clay seam at approximately 4 feet
5
organ
RESIDUUM: Medium Dense Tan Well Graded SAND, medium to
coarse, (moist)
10
RESIDUUM: Dense Grayish Tan Silty SAND, fine, trace rock
fragments, (moist)
15
20
ng was
25
30
n
TEST BORING RECORD
S-4
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
NOTES:
Backfilled at termination of boring due to safety concerns. Creek
approximately at 5 feet below boring location.
w w
Q W
J
J
aLu
Q
>
Lu
w
STANDARD PENETRATION TEST DATA
(Blows/ft)
LL
m
10 30 50 7090
780.0
775.0
9
10
30
25
770.0
HC
N� 765.0
760.0
755.0
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES
ESP
44
45

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
S_5
PROJECT No.:
HR32.300
ELEVATION:
783.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
Backfilled at termination of boring due to safety concerns. Creek
approximately at 5 feet below boring location.
DATE DRILLED:
08/16/19
WATER LEVEL:
Sz 10.5 feet @ TOB s N/A
_
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Lu
Q
U)
> ^
W
STANDARD PENETRATION TEST DATA
(Blows/ft)
W
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, Approximately 10 inches
HC
778.0
773.0
768.0
763.0
758.0
753.0
4
8
15
11
13
33
ALLUVIUM: Very Loose Tan Silty SAND, fine, trace rootlets, (dry)
RESIDUUM: Loose To Dense Grayish Tan to Tannish Gray Silty
SAND, fine to coarse, moderately micaceous, with rock
fragments, (moist to wet)
Boring was terminated at 20.0 feet. Cave-in depth at 16.7 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Pine Forest II
Statesville, North Carolina
TEST BORING RECORD
S_6
PROJECT No.:
HR32.300
ELEVATION:
789.0 Feet
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Saedacco
LOGGED BY:
Tyler Wenner
BORING DEPTH:
20.0 Feet
DRILL RIG:
Diedrich D50
NOTES:
Backfilled at termination of boring due to safety concerns. Creek
approximately at 10 feet below boring location.
DATE DRILLED:
08/16/19
WATER LEVEL:
Sz 14.0 feet @ TOB s N/A
_
(7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Lu
Q
U)
> ^
W
STANDARD PENETRATION TEST DATA
(Blows/ft)
W
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil, A proximately 4 inches
HC
®
784.0
779.0
774.0
769.0
764.0
759.0
11
15
19
7
50/0.2
FILL: Stiff Orange Brown Sandy Moderate Plasticity CLAY, trace
rootlets, (dry to moist)
RESIDUUM: Medium Dense Tan Silty SAND, fine to coarse,
moderately micaceous, (dry)
RESIDUUM: Loose Tan Silty SAND, fine, moderately micaceous,
(moist)
PARTIALLY WEATHERED ROCK: When Sampled Becomes
Grayish Tan Well Graded SAND, medium to coarse, with rock
fragments, (dry), Unable to sample soil from 18.5 to 20 feet
potentially due to distorted augers due to subsurface rocks.
Boring was terminated at 20.0 feet. Cave-in depth at 15.0 feet.
Backfilled with soil.
Page 1 of 1
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY. ELEVATIONS AT BOREHOLE
LOCATIONS WERE INTERPOLATED FROM AVAILABLE SITE DATA. ELEVATIONS HAVE NOT BEEN SURVEYED
AND ARE NOT ACCURATE. DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT BOREHOLE LOCATIONS. ESP
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.

TABLE I - BORING SUMMARY
Boring ID
Depth of
Surface
(Topsoil)
Layer m
y ( )
Approximate
Depth of Existing
Fill (ft)
Approximate
Depth of Existing
Alluvium (ft)
Depth Range of
Residual Soft Soils
(N<7 bpf) (ft)
Depth Range of
Moderate to High
Plasticity or Elastic
Soils ft
O
Approximate Depth
to Top of Partially
Weathered Rock or
Layers ft
Y O
Termination of
Boring Water Level
Measurement (ft)
Termination of
Boring Cave in
Measurement (ft)
Subsequent
Water Level
Measurement
(ft)
Subsequent
Cave in
Measurment (ft)
Boring
Termination
Depth (ft)
B- 01
8
0.7-3.5
Dry
5.4
Dry
5
10
B- 02
8
0.7-3.5
Dry
13.9
Dry
13.5
20
B-03
5
3.5-13.5
Dry
14.3
Dry
14
20
B- 04
12
1-6
Dry
15
Dry
15
20
B- 05
6
3.5
Dry
14.7
Dry
14.5
20
B- 06
12
8.5-18.5
1-3.5
Dry
14.7
Dry
14.5
20
B- 07
12
1-8.5
Dry
13.6
Dry
13.6
20
B- 08
12
1-6
Dry
17.3
Dry
17
20
B- 09
12
1-3.5
Dry
5.4
Dry
5.4
10
B-10
10
6-18.5
Dry
15.7
Dry
15.5
20
B-11
12
1-6
Dry
14.6
Dry
14.5
20
B-12
12
13.5-23.5
1-3.5
Dry
20.4
Dry
20
25
B-13
12
1-6
Dry
13
Dry
13
20
B-14
12
13.5-18.5
1-6
Dry
12.4
Dry
12
20
B-15
6
Dry
5.5
Dry
5
10
B-16
3
0.3-6
Dry
14.7
Dry
14.2
20
B-17
6
0.5-6
Dry
17.2
Dry
17
20
B-18
6
0.5-3.5
Dry
17
Dry
17
20
B-19
8
18.5-23.5
0.7-6
Dry
21.6
Dry
21
25
B-20
6
Dry
17.8
16.8
17.4
20
B-21
6
Dry
17.9
Dry
17.4
20
B-22
6
13.5
17.7
10
14
20
B-23
4
0.3-6
Dry
14
Dry
13.4
20
B-24
6
0.5-2
Dry
16.7
Dry
16.5
20
B-25
6
10.3
11.5
8
10
14
B-26
6
0.5-6
Dry
17.7
Dry
17
20
B-27
12
1-3.5
Dry
7.5
*
*
10
B-28
12
1-6
Dry
6.5
*
*
10
B-29
6
8.5-13.5
0.5-3.5
17.8
18.2
*
*
20
B-30
12
1-13.5
Dry
17.6
*
*
20
B-31
12
1-3.5
Dry
16.3
*
*
20
B-32
6
6-13.5
0.5-3.5
16.7
17.9
*
*
20
B-33
6
0.5-3.5
Dry
17
Dry
16.8
20
B-34
6
3.5-6
Dry
17.3
*
*
20
B-35
4
1-3.5, 13.5-23.5
Dry
19.1
Dry
19
25
B-36
4
6-13.5
0.3-3.5
Dry
14.3
Dry
14
20
B-37
4
0.3-6
Dry
14
Dry
13.8
20
B-38
6
0.5-3.5
Dry
14.5
Dry
14
20
B-39
12
1-3.5
Dry
14.3
Dry
14
20
B-40
12
1-3.5
Dry
13.8
Dry
13.5
20
B-41
12
1-3.5
Dry
16
Dry
13
20
B-42
4
0.3-3.5
Dry
13.6
Dry
13.6
20
S-1
6
13.5
6-8.5
8.5-13.5
7
16.2
7
10
20
S-4
8
6
12
16.3
*
*
20
S-5
10
3.5
1-3.5
10.5
16.7
*
*
20
S-6
4
3.5
13.5
14
15
*
*
20
Note: All depths are approximate and based on the associated Test Boring Record.
*Boring locations were backfilled at termination of boring due to safety concerns (see associated Test Boring Record).

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER
4 2 1 1/2 3 6 10 16 30 50 100 200
100 6 1.2%. 8 14 20 40 60 140
1
�
90
80
70
-
'
3 60
m
1
-
cc
Z
50
Z
40
'
-
1
1
�
30
'
-
1
1
20
'
-
10
-
0
1000 100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MM
GRAVEL SAND
COBBLE SILT OR CLAY
coarse fine coarse medium fine
Specimen Identification
Classification
LL
PL
PI
Cc
Cu
■
B-13 (1.0-2.5')
Fat clay with sand CH
70
32
38
♦
B-23 (1.0-2.5')
Elastic silt MH
79
39
40
B-32 (3.5-5.0')
Sandy elastic silt MH
64
34
30
•
B-33 (3.5-5.0')
Sandy lean clay CL
47
25
22
B-6 (6.0-7.5')
Silty sand SM
NP
Specimen Identification
D100
D60
D30
D10
%Gravel
%Sand
%Silt
I %Clay
■
B-13 (1.0-2.5')
4.7
23.2
76.8
♦
B-23 (1.0-2.5')
9.5
0.1
13.9
86.0
B-32 (3.5-5.0')
4.7
32.8
67.2
•
B-33 (3.5-5.0')
19.0
0.1
1.0
42.9
56.1
B-6 (6.0-7.5')
4.7
0.3
0.1
70.5
29.5
Grainsize Requirement Limits: NA
GRAIN
SIZE DISTRIBUTION
3475 Lakemont Boulevard
Address: Fort Mill, SC 29708
Project:
Pine Forest II
Number:
HR32.300
Telephone: [phone]
Lab Technician: aprivette Project Manager:
The test results shown are specific to the specimen/sample numbers tested, as noted above. 1 of 1

60
P
L
A
S
T 40
I
C
1 30
T
Y
I
N
D
E 10
X
CL-ML
CL
ML
CH
MH
0
40
LIQUID LIMIT
Specimen Identification
LL
PL
PI
Fines
Classification
B-13 (1.0-2.5')
70
32
38
76.8
Fat clay with sand CH
♦ B-23 (1.0-2.5')
79
39
40
86.0
Elastic silt MH
B-32 (3.5-5.0')
64
34
30
67.2
Sandy elastic silt MH
B-33 (3.5-5.0')
47
25
22
56.1
Sandy lean clay CL
B-6 (6.0-7.5')
NIP
NIP
NIP
29.5
Silty sand SM
B-8 (6.0-7.5')
54
33
21
72.1
Elastic silt with sand MH
Address:
ESP
Telephone:
3475 Lakemont Boulevard
Fort Mill, SC 29708
803-802-2440
ATTERBERG LIMITS' RESULTS
Project:
Pine Forest II
Number:
HR32.300
Lab Technician: aprivette
Project Manager:
The test results shown are specitic to the specimen/sample numbers tested, as noted above. 1 of 1

APPENDIX II

willcox&mabe
SOI L SOLUTIONS
August 16, 2019
ESP Associates, Inc.
3475 Lakemont Road
Fort Mill, South Carolina 29708
Attention: Mr. C. Tyler Wenner, PG
Reference: Stormwater Control Measures (SCM) Soil Testing
Seasonal High Water Table (SHWT) Evaluation
Proposed SCMs
Pine Forest — Amity Hill Road, Iredell County, NC
Willcox & Mabe Soil Solutions, PLLC Project No. 16-06; Phase: 28
Dear Mr. Wenner:
Willcox & Mabe Soil Solutions, PLLC (WMSS) has conducted Stormwater Control
Measures (SCM) Soil Testing in accordance with ESP Associates, Inc. (ESP) Subcontract
Agreement dated January 11, 2019, and WMSS Subcontract Work Authorization No. 12-
19 dated June 4, 2019. The SCM Soil Testing was performed to provide information for
technical assistance with the design of proposed SCMs. A soil scientist investigation was
conducted to evaluate the soil properties at two locations being considered for possible
SCMs, to determine suitability for stormwater management systems. The soil scientist
investigation was conducted to evaluate: seasonal high water table (SHWT) elevations
below existing ground surface. A "Site Plan" was provided to WMSS by ESP that
identified relative site features and potential location for the proposed SCMs.
PROJECT BACKGROUND
The areas evaluated were located within the areas associated with planned SCMs. The
SCMs are planned in conjunction with proposed site improvements associated with the
Pine Forest -Amity Hill Road site (residential development) in Iredell County, North
Carolina. The site is located south of Amity Hill Road, southeast of the intersection of
Amity Hill Road and Moose Club Road (Figure 1). The proposed SCM locations are
located within wooded areas within the proposed development site (Figure 2).
Use of on -site stormwater management systems, is being considered to comply with
stormwater management requirements. The use of stormwater SCMs is subject to the
suitability of site soils and regulatory approval. Regulatory guidance on requirements for
permitting of stormwater SCMs is provided in the North Carolina Department of
Environmental Quality (NCDEQ), Division of Energy, Mineral and Land Resources
(DEMLR) — Stormwater Design Manual (NCDEQ-DEMLR-SDM), (Revised, 2017).
The NCDEQ-DEMLR-SDM requires that the SHWT shall be taken into consideration for
the design of most SCMs.
Willcox & Mabe Soil Solutions, PLLC / 7231 B Summerfield Road / Summerfield, NC 27358 / Rob 336.339.9128 or
Martin 336.312.1396 / www.willcoxmabesoil.com

SHWT Evaluation
Pine Forest, Amity Hill Road
WMSS Project No. 16-06; Phase: 28
August 16, 2019
WMSS conducted an evaluation of the soils through the review of drill rig borings,
within areas identified by ESP which were located in the field by ESP. Maps were
prepared using Arcview 10.7 a Geographic Information System (GIS). Base maps were
generated using information from the ESRI Web site and maps provided by ESP
(Figures 1 and 2).
FINDINGS
Seasonal High Water Table Evaluation
The SHWT evaluation was performed on August 15, 2019 by evaluating two drill rig
borings (Locations B-24 and B-25), to depths ranging from 14 to 20 feet below the
existing ground surface (bgs) (Figure 2). The soils were evaluated by a NC Licensed
Soil Scientist for evidence of seasonal high water table influence. This evaluation
involved observing the actual moisture content in the soil and observing the matrix and
mottle colors. Depending on the soil texture, the soil color will indicate processes that
are driven by SHWT fluctuations such as iron reduction and oxidation and organic matter
staining.
Location B-24 was observed to consist of sandy clay loam texture in the upper soil
horizon, to clay to clay loam in the subsurface horizons. Location B-24 transitioned into
massive structure (parent material / saprolite) at approximately 52 inches bgs that
consisted of loam texture to 240 inches bgs where the boring was terminated. No
evidence of a SHWT or apparent water table (AWT) was observed to a depth of 240
inches bgs.
Location B-25 was observed to consist of sandy clay loam texture in the upper soil
horizon, to sandy clay loam in the subsurface horizons. Location B-25 transitioned into
massive structure (parent material / saprolite) at approximately 30 inches bgs that varied
from clay loam, loam to sandy loam texture to 172 inches bgs where the boring was
terminated. Evidence of a SHWT was observed at 120 inches bgs and an AWT was
observed at a depth of approximately 124 inches bgs. Reference attached Figure 2 for
the approximate SHWT test locations, and Table 1 and the attached soil profile
descriptions for the approximated SHWT and AWT depths.
Please note that SHWT evaluations are based on secondary evidence and not on direct
groundwater level measurements. Groundwater levels fluctuate for numerous reasons
and these findings do not indicate that groundwater levels have not or will not rise above
the noted depths.

SHWT Evaluation
Pine Forest, Amity Hill Road
Table 1: Approximated SHWT and AWT Depths
WMSS Project No. 16-06; Phase: 28
August 16, 2019
Seasonal High Water Table
Apparent Water Table
Boring Location
(SHWT)
(AWT)
(inches bgs)
(inches bgs)
Location B-24
>240
>240
Location B-25
120
124
CONCLUSIONS
Based upon our findings associated with the locations evaluated, no SHWT or AWT was
observed associated with Location B-24, and a SHWT was identified at approximately
120 inches bgs and an AWT was observed at approximately 124 inches bgs at Location B-
25. These findings should be taken into careful consideration when designing appropriate
SCMs for the proposed locations.
CLOSING
Willcox & Mabe Soil Solutions appreciates the opportunity to provide these services to
you. If you have any questions, please contact us.
Sincerely,
Willcox & Mabe Soil Solutions, PLLC
A. -44&z6r�
Martin Mabe Rob Willcox, L.S.S.
Agronomist Soil Scientist
Tables: Approximated SHWT and AWT Depths
Attachments: Figure 1 —Vicinity Map
Figure 2 — Boring Location Map
Boring Profile Sheets
Shared\WMSS Projects\2016\16-06 ESP Associates\Phase 28 - Amity Hill Road\16-06 Pine Forest -Amity Hill Road SCM
Soil Report.doc

6
LL
(6
a
(6
O
T
Q

Ile
All
49
Al
Af
Amity Hill
_ I •. ww. w�i �� l .
Arlo "I
lC 4 1
I, r V • aye �, , - ; f� �'�I � I,. S �
i
® Boring Location
Property Boundary
SCALE: 1 rr = 400 r
DATE: 08-16-19 'r +ri'
DRAWN BY: MEM " II " O &' " n'Ju
SC IL SOLUTI DNS
-
x
�
E
N
a
T
t I
`o
�
a
ro
REFERENCE:
GIS DATA LAYERS WERE OBTAINED FROM ESRI AND IREDELL COUNTY GIS. PLEASE NOTE THIS MAP IS
FOR INFORMATIONAL PURPOSES ONLY. IT IS NOT MEANT FOR DESIGN, LEGAL, OR ANY OTHER USES.
o
THERE ARE NO GUARANTEES ABOUT ITS ACCURACY. WMSS, PLLC ASSUMES NO RESPONSIBILITY
FOR ANY DECISION MADE OR ANY ACTIONS TAKEN BY THE USER BASED UPON THIS INFORMATION.
16
FIGURE NO.
0
N
.6
U
BORING LOCATION MAP
(6
b
2
PINE FOREST -AMITY HILL ROAD
IREDELL COUNTY NORTH CAROLINA

WILLCOX & MABE SOIL SOLUTIONS, PLLC
SITE/SOIL EVALUATION
Project No. l%D-6 b �2� Phone No.
Location PINE I* ES T Pin
'4M / n'l Hia ED .
Proposed Facility: Bh1 P Water Supply:
Described By: /Cp6 PVI[.1C01-
Weather: f-b'T Antecedent Moisture
Date: '? l l S % 6
County: Property Size
Dells 0
On -Site Well ❑ Evaluation: Auger Boring
Community ❑ Pit
Public ❑ Cut
1 i Surface Water:
FACTORS
PROFILE
- 2 4-
PROFILE
PROFILE
S-
PROFILE
cn n
Landscape Position %
L ` 47o
`
Horizon Depth I
0 _
Color Munsell
1,0ele 4 ¢
2
Texture
SC
C
Structure
r
Consistence
AS J610S
Boundary
Horizon Depth II
- 2
- A
1'2 Z
Color-Munsell
7,s L 64
51g
P (Srg
MLd -I'
Texture
C_ i
C
Mottles
_
ta/60
_
Structure
y�/Sb
e q55; ve
e—
Consistence
S5 $
SS
S
f y*" ? 'Pyw
eh&u ; ck /
- SA
C a
Boundary
Horizon Depth III
r -
2 , 4
Color - Munsell
S 4
M Ld 1
17. SpeS
Texture
1
C
Mottles
—
—
Structure
$ C
/DVS S '✓e
Consistence
S 5 5
S S
5S S F'
r1/ lkk
Boundary
Horizon Depth IV
36 -
D - I2 v
Color - Munsell17,g
4
Texture
LI
Mottles
G 5 i C .
—
Structure
SAC AM45 l VP
Ma S SV e
Consistence
P '
-k
/�o
r Ktig
Boundary
Soil Wetness
> ¢ rl
2D li
Restrictive Horizon
Saprolite
LTAR
Classification
K/ _ I �r
LEGEND
LANDSCAPE POSITION
R
Ridge Interfluve
S
Shoulder
L
Linear Slope
FS
Foot Slope
N
Nose Slope
H
Head Slope
Cc
Concave Slope
Cv
Convex Slope
T
Terrace
P
Flood Plain
TEXTURE
s
sand
Is
loamy sand
sl
sandy loam
I
loam
si
silt
sil
silt loam
sicl
silty clay loam
cl
clay loam
scl
sandy clay loam
sc
sandy clay
sic
silty clay
c
clay
CONSISTENCE WET
Ns
non -sticky
Ss
slightly sticky
S
sticky
Vs
very sticky
Np
non -plastic
Sp
slightly plastic
P
plastic
Vp
very plastic
MOIST
vfr
Very friable
fr
friable
fi
firm
vfi
Very firm
STRUCTURE
sg
single grain
m
massive
cr
crumb
gr
granular
sbk
subangular blocky
abk
angular blocky
PI
Plat'
pr
prismatic

Raleigh
2200 Gateway Centre Blvd.
Suite 216
Morrisville, NC 27560
919.678.1070
Columbia
271 1 Alpine Rd.
Suite 200
Columbia, SC 29223
803.705.2229
#)ESP
ESP Corporate Office
3475 Lakemont Blvd.
Fort Mill, SC 29708
803.802.2440
Mailing
PO Box 7030
Charlotte, NC 28241
Greensboro Concord
701 1 Albert Pick Rd. 7144 Weddington Rd., NW
Suite E Suite 1 10
Greensboro, NC 27409 Concord, NC 28027
336.334.7724 704.793.9855
Charleston
Wilmington
2154 North Center St.
211 Racine Dr.
Suite E-503
Suite 101
North Charleston, SC 29406
Wilmington, NC 28403
843.714.2040
910.313.6648
Lake Norman
20484 Chartwell Center Dr.
Suite D
Cornelius, NC 28031
704.990.9428
Indianapolis
8673 Bash St.
Indianapolis, IN 46256
317.537.6979
Bradenton Nashville Pittsburgh
518 1 311 Street West 500 Wilson Pike Cir. One Williamsburg PI.
Bradenton, FL 34205 Suite 310 Suite G-5, Box 13
941.345.5451 Brentwood, TN 37024 Warrendale, PA 15086
615.760.8300 878.332.2163
800.960.7317
www.espassociates.com