SW3220803_Soils/Geotechnical Report_20220816

CELEBRATING 15 YEARS
SUMMIT
ENGINEERING, LABORATORY & TESTING, P.C.
REPORT OF GEOTECHNICAL SUBSURFACE EXPLORATION
CRESSWIND
POTTER ROAD
UNION COUNTY, NORTH CAROLINA
SUMMIT PROJECT NO. 2409.02
Prepared For:
Mr. Travis Manning
Kolter Homes, LLC
8913 Silver Springs Court
Charlotte, North Carolina 28215
Email: Tmanning2kolter.com
Prepared By:
SUMMIT Engineering, Laboratory & Testing, P. C. (SUMMIT)
3575 Centre Circle Drive
Fort Mill, South Carolina 29715
May 17, 2019
ENGINEERING • LABORATORY • TESTING
3575 Centre Circle Drive I Fort Mill, South Carolina 29715 1 (704) 504 - 1717 1 (704) 504 - 1125 (Fax)
WWW. SU M M IT-COMPAN I ES. COM

CELEBRATING 15 YEARS
SUMMIT
ENGINEERING, LABORATORY & TESTING, P.C.
May 17, 2019
Mr. Travis Manning
Kolter Homes, LLC
8913 Silver Springs Court
Charlotte, North Carolina 28215
Email: Tmanninggkolter.com
Subject: Report of Geotechnical Subsurface Exploration
Cresswind
Potter Road
Union County, North Carolina
SUNIlMT Project No. 2409.02
Dear Mr. Manning:
SUMMIT Engineering, Laboratory & Testing, P. C. (SUNIlMT) has completed a geotechnical
subsurface exploration for the Cresswind site located off of Potter Road in Union County, North
Carolina. These geotechnical services were performed in general accordance with our Proposal
No. P2019-504-G, dated April 14, 2019. This report contains a brief description of the project
information provided to us, general site and subsurface conditions revealed during our
geotechnical subsurface exploration and our general recommendations regarding foundation
design and construction.
SUNIlMT appreciates the opportunity to be of service to you on this project. If you have any
questions concerning the information presented herein or if we can be of further assistance, please
feel free to call us at [phone].
Sincerely yours,
SUNIlMT Engineering, Laboratory & Testing, P. C
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Todd A. Costner, E.I. Kerry C. Cooper, P.E. 5/17/19
Senior Professional Senior Geotechnical Engineer

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
TABLE OF CONTENTS
SECTION Page
EXECUTIVE SUMMARY...........................................................................................................
ill
1.0
INTRODUCTION..............................................................................................................
I
I.I. Site and Project Description....................................................................................
1
1.2. Purpose of Subsurface Exploration.........................................................................
1
2.0
EXPLORATION PROCEDURES......................................................................................
3
2.1. Field Exploration....................................................................................................
3
3.0
AREA GEOLOGY AND SUBSURFACE CONDITIONS ...............................................
4
3.1. Physiography and Area Geology............................................................................
4
3.2. Generalized Subsurface Stratigraphy......................................................................
4
3.2.1. Surface Materials........................................................................................
5
3.2.2. Alluvial Soils..............................................................................................
5
3.2.3. Existing Fill Soils.......................................................................................
6
3.2.4. Residual Soils.............................................................................................
6
3.2.5. Partially Weathered Rock and Auger Refusal ............................................
7
3.2.6. Groundwater Level Measurements............................................................
7
4.0
EVALUATIONS AND RECOMMENDATIONS.............................................................
9
4.1. General....................................................................................................................9
4.2. Shallow Foundation Recommendations.................................................................
9
4.3. Retaining Wall Recommendations.......................................................................
10
4.4. Low to Moderate Plasticity Moisture Sensitive Soils(MH).................................
11
4.5. High Plasticity Moisture Sensitive Soils (CH) .....................................................
12
4.6. Wet Weather Conditions.......................................................................................
13
4.7. Floor Slabs............................................................................................................
14
4.8. Pavements Subgrade Preparation..........................................................................
14
4.9. Cut and Fill Slopes................................................................................................
15
5.0
CONSTRUCTION CONSIDERATIONS........................................................................
16
5.1. Abandoned Utilities/Structures.............................................................................
16
5.2. Site Preparation.....................................................................................................
16
5.3. Difficult Excavation..............................................................................................
17
5.4. Temporary Excavation Stability...........................................................................
19
5.5. Structural Fill........................................................................................................
19
5.6. Suitability of Excavated Soils for Re-Use............................................................
21
5.7. Engineering Services During Construction..........................................................
21
6.0
RELIANCE AND QUALIFICATIONS OF REPORT ....................................................
23
APPENDIX 1 - Figures
SiteVicinity Map.................................................................................................................
I
BoringLocation Plan...........................................................................................................2
APPENDIX 2 - Boring Logs

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
EXECUTIVE SUMMARY
SUMMIT has completed a geotechnical subsurface exploration for the Cresswind project. The
purpose of this exploration was to obtain general information regarding the subsurface conditions
and to provide geotechnical recommendations regarding foundation support of the proposed
construction. The exploration consisted of twenty (20) soil test borings (identified as B-1 through
B-20). The approximate test locations are shown on the Figure 2 provided in Appendix 1. The
following geotechnical engineering information was obtained as a result of the soil test borings:
Surface Materials — Surficial organic (topsoil) soils were observed at the existing ground
surface of the borings with thicknesses ranging from approximately 2 to 6 inches.
Existing Fill Soils — An approximate 6- to 8-inch layer of existing fill (disturbed) soils were
encountered beneath the surface materials in all of the borings except for Borings B-2, B-13
and B-18. These existing fill soils were encountered in borings that were located in fields
formerly utilized for agricultural purposes; therefore, these fill soils are considered cultivated
soils. When sampled, the existing fill soils generally consisted of elastic silts (MH) and sandy
silts (ML).
• Residual Soils - Residual (undisturbed) soils were encountered below the surface materials
and/or existing fill soils and extended to either the maximum termination depth or partially
weathered rock (PWR). These residual soils generally consisted of fat clays (CH), lean clays
(CL), elastic silts (MH), and sandy silts (ML) with varying amount of rock fragments. The
Standard Penetration Resistances (SPT N-values) in the residual soils ranged from 4 to greater
than 50 blows per foot (bpf).
Partially Weathered Rock (PWR) and Auger Refusal — Partially weathered rock (PWR)
conditions were encountered in Borings B-11, B-12, B-13, B-15, B-16 and B-20 at
approximate depths ranging from 5.5 to 12 feet below the existing ground surface. Auger
refusal conditions were not encountered in the borings.
• Groundwater Levels -At the time of drilling, groundwater was observed in Borings B-14 and
B-15 at approximate depths of 10 and 9 feet below the existing ground surface respectively.
After waiting more than 24 hours, water was not observed in Borings B-2, B-13 and B-18, and
water was observed in Boring B- 9 at a depth of 9.6 feet below the existing ground surface.
Foundation Support - Based on the results of our borings, the proposed structures can be
adequately supported on shallow foundations systems provided site preparation and compacted
fill recommendation procedures outlined in this report are implemented concerning unsuitable
soils such as existing "cultivated" fill soils, fat clays, and soils with N-values less than 7 bpf.
An allowable net bearing pressure of up to 2,500 pounds per square foot (psf) can be used for
design of the foundations bearing on approved undisturbed residual soils, or on structural fill
compacted to at least 95 percent of its Standard Proctor maximum dry density.
• Special Construction Considerations: Special considerations are warranted concerning
existing "cultivated" fill soils, fat clays, and soils with SPT N-values less than 7 bpf.
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Report of Geotechnical Subsurface Exploration
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
Dependent on final grades, the contractor can anticipate that some undercutting and/or
foundation extension may be necessary through these unsuitable soils if encountered during
grading and construction. Should these soils be encountered during the grading and
construction activities, these soils should be evaluated in the field by a Geotechnical Engineer -
of -Record and/or his designee prior to remediation. Additional testing such as test pit
excavations and/or hand auger borings may be required in order to further evaluate these soil
conditions, depths and locations.
o Existing "Cultivated" Fill Soils: At the time of this report, no relevant information
(documentations) regarding previous grading activities, prior materials testing, and/or
geotechnical engineering services was provided for our review. All of the borings except
for Borings B-2, B-13 and B-18 encountered undocumented fill soils (fill soils not
monitored and tested during placement) and undocumented fill poses risks associated with
undetected deleterious materials within the fill soils and/or deleterious material at the
interface between the fill soils and residual soils.
Also, based on historical aerial photographs and our site observations, agricultural fields
were present on the site. Except for Borings B-2, B-13 and B-14, all of the borings were
performed in the agricultural fields and encountered a 6- to 8-inch layer of existing fill soil
that are considered to be cultivated fill soils. Cultivated fill soil is a layer that was plowed
and disturbed for agricultural purposes. Cultivated fill soils are not suitable for building
and pavement support and are not suitable to be re -used as structural fill material due to
the organics mixed in the soil. However, if approved by the Geotechnical Engineer of
Record, the organic stained soils may be suitable as structural quality fill material if the
organic content in the soil is less than 5% and/or blended with non -organic soils to reduce
the organic content.
o Fat Clams High plasticity and moisture sensitive (fat clays) soils were encountered beneath
the existing fill soils in Borings B-14 and B-15 to an approximate depth of 3 feet below the
existing ground surface. Highly plastic soils can undergo significant changes in volume
(shrink/swell behavior) with changes in moisture conditions. These soils typically provide
poor subgrade support for pavements and foundations.
o Soils with SPT N-values less than 7 bpf: Soils that exhibited SPT N-values less than 7 bpf
are considered not suitable to support the proposed construction. These soil conditions were
generally encountered in the upper 1.5 feet of the borings.
Please note that the information provided in this executive summary is intended to be a brief
overview of project information and recommendations from the geotechnical report. The
information in the executive summary should not be used without first reading the geotechnical
report and the recommendations described therein.
iv

Report of Geotechnical Services SUMMIT Project No. 2409.02
Cresswind May 17, 2019
1.0 INTRODUCTION
I.I. Site and Project Description
The Cresswind site is located off of Potter Road in Union County, North Carolina. A vicinity map
showing the project's general location is provided as Figure 1. The subject property is
approximately 162 acres comprised of Union County Tax Parcel ID Numbers 06027007 and
06009008. At the time of our field exploration, the subject site was undeveloped land that consisted
of mostly agricultural fields and wooded areas. Also, Molly Branch creek was present along the
southern portion line and the East Fork Twelve Mill Creek was present along the northwestern
property line.
The Client (Kolter Homes, LLC) provided SUMMIT a plan sheet titled "Concept Plan", prepared
by Thomas & Hutton dated April 11, 2019 that indicated the configurations of the proposed
construction planned for this project. Based on the provided information, we understand the
project is planned to include 599 single family residential lots with associated, amenities,
pavements, roadways, utilities and storm water management systems.
At the time of report preparation, SUMMIT had not been provided structural details of the planned
construction indicating proposed loads, foundation bearing elevations, or finished floor elevations.
For this report, SUMMIT assumed the proposed structures will be supported on a shallow
foundation system consisting of spread, strip, and/or combined footings and that wall loads will
be on the order of 1 to 3 kips per foot. Also, grading plans were not available at the time of this
report and we have assumed that maximum cut/fill depths will be on the order of 1 to 3 feet over
the existing ground surface.
1.2. Purpose of Subsurface Exploration
The purpose of this exploration was to obtain general geotechnical information regarding the
subsurface conditions and to provide general preliminary recommendations regarding the
geotechnical aspects of site preparation and foundation design. This report contains the following
items:
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Report of Geotechnical Subsurface Exploration
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
• General subsurface conditions,
• Boring logs and an approximate "Boring Location Plan",
• Suitable foundation types,
• Allowable bearing pressures for design of shallow foundations,
• Anticipated excavation difficulties during site grading and/or utility installation,
• Remedial measures to correct unsatisfactory soil conditions during site development, as
needed,
• Drainage requirements around structures and under floor slabs, as needed,
• Construction considerations,
• Pavement subgrade support guidelines.

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
2.0 EXPLORATION PROCEDURES
2.1. Field Exploration
SUMMIT visited the site on May 6, 7 and 8, 2019 and performed a geotechnical exploration that
consisted of twenty (20) soil test borings (identified as B-1 through B-20). The approximate
locations of the borings are shown on the Figure 2 - "Boring Location Plan" provided in Appendix
1. The borings were located by professionals from our office using the provided plan, recreation -
grade handheld GPS, existing topography, and aerial maps as reference. Since the boring locations
were not surveyed, the location of the borings should be considered approximate.
The soil test borings were performed using an ATV -mounted CME 550X drill rig and extended to
approximate depths of 13.9 to 16 feet below the existing ground surface. Hollow -stem, continuous
flight auger drilling techniques were used to advance the borings into the ground. Standard
Penetration Tests (SPT) were performed within the mechanical borings at designated intervals in
general accordance with ASTM D 1586. The SPT "N" value represents the number of blows
required to drive a split -barrel sampler 12 inches with a 140-pound hammer falling from a height
of 30 inches. When properly evaluated, the SPT results can be used as an index for estimating soil
strength and density. In conjunction with the penetration testing, representative soil samples were
obtained from each test location and returned to our laboratory for visual classification in general
accordance with ASTM D 2488. Water level measurements were attempted at the termination of
drilling. The results of these tests are presented on the individual boring logs provided in Appendix
2 at the respective test depth.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
3.0 AREA GEOLOGY AND SUBSURFACE CONDITIONS
3.1. Physiography and Area Geology
The subject property is located in Union County, North Carolina, which is located in the south
central Piedmont Physiographic Province. The Piedmont Province generally consists of well-
rounded hills and ridges which are dissected by a well -developed system of draws and streams.
The Piedmont Province is predominantly underlain by metamorphic rock (formed by heat, pressure
and/or chemical action) and igneous rock (formed directly from molten material) which were
initially formed during the Precambrian and Paleozoic eras. The volcanic and sedimentary rocks
deposited in the Piedmont Province during the Precambrian era were the host of the metamorphism
and were generally changed to gneiss and schist. The more recent Paleozoic era had periods of
igneous emplacement, with episodes of regional metamorphism resulting in the majority of the
rock types seen today.
The topographic relief found throughout the Piedmont Province has developed from differential
weathering of theses igneous and metamorphic rock formations. Ridges developed along the more
easily weathered and erodible rock. Because of the continued chemical and physical weathering,
the rocks in the Piedmont Province are generally covered with a mantle of soil that has weathered
in -place from the parent bedrock below. These soils have variable thicknesses and are referred to
as residual soils, as they are the result of in -place weathering. Residual soils are typically fine-
grained and have a higher clay content near the ground surface because of the advanced
weathering. Similarly, residual soils typically become more coarse -grained with increasing depth
because of decreased weathering. As weathering decreases with depth, residual soils generally
retain the overall appearance, texture, gradation and foliations of their parent rock.
3.2. Generalized Subsurface Stratigraphy
General subsurface conditions observed during our geotechnical exploration are described herein
For more detailed soil descriptions and stratifications at a particular field test location, the
respective "Boring Logs", provided in Appendix 2 should be reviewed. The horizontal
4

Report of Geotechnical Subsurface Exploration
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
stratification lines designating the interface between various strata represent approximate
boundaries. Transitions between different strata in the field may be gradual in both the horizontal
and vertical directions. Therefore, subsurface stratigraphy between test locations may vary.
3.2.1. Surface Materials
Surficial organic (topsoil) soils were observed in all borings at the existing ground surface
with thicknesses ranging from approximately 2 to 6 inches. The surficial organic soil
depths provided in this report and on the individual "Boring Logs" are based on
observations of field personnel and should be considered approximate. Please note that the
transition from surficial organic soils to underlying materials may be gradual, and therefore
the observation and measurement of the surficial organic soil depth is subjective. Actual
surficial organic soil depths should be expected to vary and generally increases with the
amount of vegetation present over the site.
Surficial Organic Soil is typically a dark -colored soil material containing roots, fibrous
matter, and/or other organic components, and is generally unsuitable for engineering
purposes. SUMMIT has not performed any laboratory testing to determine the organic
content or other horticultural properties of the observed surficial organic soils. Therefore,
the phrase "surficial organic soil" is not intended to indicate suitability for landscaping
and/or other purposes.
3.2.2. Alluvial Soils
Alluvial (water -deposited) soils were not encountered in any of the borings performed
during this exploration. Alluvial soils are typically encountered in or near drainage
features, pond bottoms, creeks and in low-lying areas. Alluvial soils are generally loose
and/or under -compacted and, as such, are typically unsuitable for supporting the proposed
construction. Therefore, remediation may be required wherever alluvial soils are
encountered during grading activities. If these soils are encountered during site grading
activities, the extent of the alluvial soils should be evaluated in the field by the Geotechnical
Engineer -of -Record or his qualified representative. Additional testing such as test pit
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Report of Geotechnical Subsurface Exploration
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
excavations and/or hand auger borings may be required in order to further evaluate the
alluvial soils.
3.2.3. Existing Fill Soils
An approximate 6- to 8-inch layer of existing fill (disturbed) soils were encountered
beneath the surface materials in all of the borings except for Borings B-2, B-13 and B-18.
When sampled, the existing fill soils generally consisted of elastic silts (MH) and sandy
silts (ML).
Also, based on historical aerial photographs and our site observations, agricultural fields
were present on the site. Except for Borings B-2, B-13 and B-14, all of the borings were
performed in the agricultural fields and encountered a 6- to 8-inch layer of existing fill soil
that are considered to be cultivated fill soils. Cultivated fill soil is a layer that was plowed
and disturbed for agricultural purposes. Cultivated fill soils are not suitable for building
and pavement support and are not suitable to be re -used as structural fill material due to
the organics mixed in the soil. However, if approved by the Geotechnical Engineer of
Record, the organic stained soils may be suitable as structural quality fill material if the
organic content in the soil is less than 5% and/or blended with non -organic soils to reduce
the organic content.
If fill soils are encountered at other locations in the field during construction, the fill soils
should be evaluated by the Geotechnical Engineer -of -Record, or his authorized
representative, with respect to the criteria outlined in Section 5.0 — Constriction
Considerations.
3.2.4. Residual Soils
Residual (undisturbed) soils were encountered below the surface materials and/or existing
fill soils and extended to either the maximum termination depth or partially weathered rock
(PWR). These residual soils generally consisted of soft to very stiff fat clays (CH), firm to
very stiff lean clays (CL), firm to very stiff elastic silts (MH), and firm to very hard sandy
6

Report of Geotechnical Subsurface Exploration
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
silts (ML) with varying amount of rock fragments. The Standard Penetration Resistances
(SPT N-values) in the residual soils ranged from 4 to greater than 50 blows per foot (bpf).
3.2.5. Partially Weathered Rock and Auger Refusal
Partially weathered rock (PWR) conditions were encountered in Borings B-11, B-12, B-
13, B-15, B-16 and B-20 at approximate depths ranging from 5.5 to 12 feet below the
existing ground surface. PWR is defined as soil -like material exhibiting SPT N-values in
excess of 100 bpf. When sampled, the PWR generally breaks down into sandy silts with
rock fragments.
Auger refusal conditions were not encountered in the borings. Auger refusal is defined as
material that could not be penetrated by the drilling equipment used during our field
exploration.
The following table summarizes the approximate depths that PWR and auger refusal
conditions were encountered in the borings performed for this exploration.
Summary Table of Partially Weathered Rock and Auger Refusal Depths
Boring No.
Partially Weathered Rock
Approx. Depth, (feet)
Auger Refusal Approx. Depth,
(feet)
B-11
12
---
B-12
5.5
---
B-13
6 to 10
---
B-15
8
---
B-16
5.5
---
B-20
12
---
*Depths were measured from the ground surface existing at the time drilling was performed.
-- " When PWR or auger refusal conditions were not encountered in the borings.
3.2.6. Groundwater Level Measurements
At the time of drilling, groundwater was observed in Borings 13-14 and 13-15 at approximate
depths of 10 and 9 feet below the existing ground surface respectively. After waiting more
than 24 hours, water was not observed in Borings B-2, B-13 and B-18 and water was
7

Report of Geotechnical Subsurface Exploration
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
observed in Boring B- 9 at a depth of 9.6 feet below the existing ground surface. Please
note moisture conditions of the soil samples were noted within some of the borings and
moisture conditions within the soils may be an indication of the presence of groundwater.
Also, moist to wet soil conditions can be an indication that some manipulation (scarifying
and drying) of the soil may be required in order to obtain the specified compaction during
grading operations.
It should also be noted that groundwater 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 in the borings performed for this
exploration.

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
4.0 EVALUATIONS AND RECOMMENDATIONS
4.1. General
Our preliminary evaluation and recommendations are based on the project information outlined
previously and on the data obtained from the field and laboratory testing program. If the structural
loading, geometry, or proposed building locations are changed or significantly differ from those
outlined, or if conditions are encountered during construction that differ from those encountered
by the borings, SUMMIT requests the opportunity to review our recommendations based on the
new information and make the necessary changes.
Grading plan information with proposed foundation bearing elevations was not available for our
review at the time of this report. Finish grade elevations of proposed construction in conjunction
with the proposed foundation bearing elevation can have a significant effect on design and
construction considerations. SUMMIT should be provided the opportunity to review the project
grading plans prior to their finalization with respect to the recommendations contained in this
report.
4.2. Shallow Foundation Recommendations
Based on the results of the soil test borings, and our assumptions regarding site grading and
assumed structural building loads, the proposed structures can be adequately supported on shallow
foundation systems provided site preparation and compacted fill recommendation procedures
outlined in this report are implemented concerning unsuitable soils such as existing "cultivated"
fill soils, fat clays, and soils with N-values less than 7 bpf. An allowable net bearing pressure of
up to 2,500 pounds per square foot (psf) can be used for design of the foundations bearing on
approved undisturbed residual soils, or on approved structural fill compacted to at least 95 percent
of its Standard Proctor maximum dry density. Please refer to section 5.0 of this report for more
information.
Provided the procedures and recommendations outlined in this report are implemented and using
the assumed loads, we have estimated a total settlement of less than 1 inch for footing design
9

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
pressures of 2,500 psf.
To avoid punching type bearing capacity failure, we recommend wall foundation widths of 18
inches or more. Exterior foundations and foundations in unheated areas should be designed to
bear at least 12 inches below finished grade for frost protection. To reduce the effects of seasonal
moisture variations in the soils, for frost protection and for bearing capacity, it is recommended
that all foundations be embedded at least 12 inches below the lowest adjacent grade.
All footing excavations and undercutting remediation operations should be evaluated by the
Geotechnical Engineer -of -Record or his qualified representative to confirm that suitable soils are
present at and below the proposed bearing elevation and that the backfill operations are completed
with the recommendations of this report. This evaluation may include hand -auger and DCP testing.
If evaluation with DCP testing encounters lower penetration resistances than anticipated or
unsuitable materials are observed beneath the footing excavations, these bearing soils should be
corrected per the Geotechnical Engineer-of-Record's recommendations.
4.3. Retaining Wall Recommendations
Design Parameters for backfill properties (i.e., friction angle, earth pressure coefficients) should
use the values in the table below. These parameters are based on suitable soils with a minimum
moist unit weight of 120 pcf. SUNIlMT should be retained to test the actual soils used for
construction to verify these design assumptions. To reduce long term creep or deflections to the
wall system, desirable wall backfill soils should be used. These include non -plastic, granular soils
(sands and gravels). However, these soils may not be available on site.
Soil Parameters for Wall Backfill
Active
Passive
Coefficient
Allowable
Modulus of
Earth
Earth
of Earth
Bearing
Friction
Subgrade
Pressure
Pressure
Pressure at
Capacity
Angle
Reaction
Coefficient
Coefficient
Rest
Slide
Back ill Type
(psf)
(deg)
(pci)
&
Kp
Ko
Friction
Residuum
2,500
280
200
0.361
2.77
0.531
0.4
Fill
2,500
240
150
0.421
2.37
0.593
0.4
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
Soils classified as elastic silts (MH) and/or fat clays (CH) shall not be used for wall backfill or in
the retained zone as shown in Table 1610.1 of the 2015 IBC. If on -site soils are used as backfill
within the reinforced zone, the wall designer should address the need for wall drainage and the
possibility of long-term, time -dependent movement or creep in their design.
At the time of report preparation, we were not provided retaining wall plans or specifications.
Therefore, we request the opportunity to review the wall plans and specifications once they are
finalized. Also, we recommend an external stability analysis (including global stability) of the
proposed wall(s) be conducted once the site layout and wall geometry is complete.
4.4. Low to Moderate Plasticity Moisture Sensitive Soils (MH)
Low to moderate plasticity and moisture sensitive (elastic silts) soils were encountered in the
majority of the borings performed for this exploration. These fine-grained soils are susceptible to
moisture intrusion and can become soft when exposed to weather and/or water infiltration.
Consequently, some undercutting and/or reworking (drying) of the near -surface soils may be
required depending upon the site management practices and weather conditions present during
construction.
Should these materials be left in -place, special consideration should be given to providing positive
drainage away from the structure and discharging roof drains a minimum of 5 feet from the
foundations to reduce infiltration of surface water to the subgrade materials
Note: Since Low to Moderate Plasticity and Moisture Sensitive Soils can become remolded (i.e.,
softened) under the weight of repeated construction traffic and changes in moisture conditions,
these soils should be evaluated and closely monitored by the Geotechnical Engineer -of -Record or
his qualified representative prior to and during fill placement. Additional testing and inspections
of moisture sensitive soils may be warranted such as laboratory testing, field density (compaction)
testing, hand auger borings with dynamic cone penetrometer (DCP) testing and/or test pit
excavations.
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Report of Geotechnical Subsurface Exploration
Cresswind
4.5. High Plasticity Moisture Sensitive Soils (CH)
SUMMIT Project No. 2409.02
May 17, 2019
High plasticity and moisture sensitive (fat clays) soils were encountered beneath the existing fill
soils in Borings 13-14 and 13-15 to an approximate depth of 3 feet below the existing ground surface.
Highly plastic soils can undergo significant changes in volume (shrink/swell behavior) with
changes in moisture conditions. These soils typically provide poor subgrade support for
pavements and foundations.
The highly plastic materials encountered in the borings performed for this exploration are typically
not considered suitable for building or pavement subgrade support. Depending on final subgrade
elevations, we recommend the highly plastic soils be undercut from beneath foundations and
pavements so that the foundation elements bear on 3 feet or more of engineered fill and pavements
are supported on 11/z feet or more of engineered fill, creating a separation between the foundation
elements/pavements and the underlying highly plastic soils.
The presence of the high plasticity materials can adversely affect the performance of the foundation
and pavement systems. Due to the presence of highly plastic soils at the project site, we
recommend the following be implemented by the design team:
1. The high plasticity materials should be undercut from all structural and pavement areas.
The undercut subgrades should be evaluated by a staff professional upon completion of
undercut operations. Once the evaluation is completed and the subgrade appears suitable,
structural fill should be placed to subgrade elevation.
2. Three (3) feet of separation should be provided between the high plasticity materials and
foundations and one and one-half (11/2) feet of separation on pavement areas. The
separation material should consist of approved structural fill materials
3. Lime stabilization techniques could be utilized in order to lower the plasticity of the
referenced soils in -place and minimize any undercut. These techniques should extend to a
depth of at least 3 feet below finished floor elevation of the building and at least 1.5 feet
on pavement areas. It should be noted that the success of lime stabilization techniques is
12

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
highly dependent upon the means and methods utilized by the contractor.
4. If the expansive soils are not undercut from beneath the structures or adequate separation
is not provided, the building foundations could be designed to either penetrate the
expansive soils or should be designed to resist the differential volume and prevent
structural damage. Slab -on -grades should be designed as structural slabs for the expansive
soils in accordance with WRI/CRSI Design of Slab -on -Ground Foundations or PTI Design
and Construction of Post -Tensioned Slabs -on -Ground.
4.6. Wet Weather Conditions
Contractors should be made aware of the moisture sensitivity of the near soils and potential
compaction difficulties. If construction is undertaken during wet weather conditions, the surficial
soils may become saturated, soft, and unworkable. The contractor can anticipate reworking and/or
recompacting soils may be needed when excessive moisture conditions occur. Additionally,
subgrade stabilization techniques, such as chemical (lime or lime -fly ash) treatment, may be
needed to provide a more weather -resistant working surface during construction. Therefore, we
recommend that consideration be given to construction during the dryer months.
Surface runoff should be drained away from excavations and not allowed to pond. Concrete for
foundations should be placed as soon as practical after the excavation is made. That is, the exposed
foundation soils should not be allowed to become excessively dry or wet before placement of
concrete. Bearing soils exposed to moisture variations may become highly disturbed resulting in
the need for undercutting prior to placement of concrete. If excavations must remain open
overnight, or if rainfall becomes imminent while the bearing soils are exposed, we recommend
that a 2- to 4-inch-thick "mud -mat" of lean (2000 psi) concrete be placed on the bearing soils
before work stops for the night.
SUNIlMT recommends that special care be given to providing adequate drainage away from the
building areas to reduce infiltration of surface water to the base course and subgrade materials. If
these materials are allowed to become saturated during the life of the slab section, a strength
13

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
reduction of the materials may result causing a reduced life of the section
4.7. Floor Slabs
Slab -on -grade floor systems may be supported on approved residual soils, or newly compacted
fill, provided the site preparation and fill placement procedures outlined in this report are
implemented. Depending upon the amount of cuts and/or fills, unsuitable soils such as existing
fill soils, cultivated soils, fat clays, and areas which deflect, rut or pump excessively during proof -
rolling may require remediation as described in Section 5.2. We recommend floor slabs be isolated
from other structural components to allow independent movement of the slab and the building
foundation elements.
Immediately prior to constructing a floor slab, the areas should be proof -rolled to detect any
softened, loosened or disturbed areas that may have been exposed to wet weather or construction
traffic. Areas that are found to be disturbed or indicate pumping action during the proof -rolling
should be undercut and replaced with adequately compacted structural fill. This proof -rolling
should be observed by the staff professional or a senior soils technician under his/her direction.
Proof -rolling procedures are outlined in the "Site Preparation" section of this report.
4.8. Pavements Subgrade Preparation
The pavement sections can be adequately supported on approved non -high plasticity residual soils,
or newly compacted fill, provided the site preparation and fill placement procedures outlined in
this report are implemented. Immediately prior to constructing the pavement section, we
recommend that the areas be proofrolled to detect any softened, loosened or disturbed areas that
may have been exposed to wet weather or construction traffic. Areas that are found to be disturbed
or indicate instability during the proofrolling should be undercut and replaced with adequately
compacted structural fill or repaired as recommended by the Geotechnical Engineer. This
proofrolling should be observed by the staff professional or a senior soils technician under his/her
direction. Proofrolling procedures are outlined in the "Site Preparation" section of this report.
Due to prevalence of near surface moderate to high plasticity elastic silts and fat clays, remediation
14

Report of Geotechnical Subsurface Exploration
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
of pavement subgrade soils may be recommended (as determined by the Geotechnical Engineer
during construction) including undercutting and replacement with additional NCDOT ABC
stone. Alternatively, lime stabilization of pavement subgrade may be a more economical option
and SUNIlMT can provide lime stabilization mix design services if requested. This may be more
pronounced depending on the time of the year and seasonal conditions at the time of pavement
construction. We recommend contingency for some remediation efforts for the subgrade soils be
considered during the planning stage.
4.9. Cut and Fill Slopes
Permanent project slopes should be designed with geometry of 3 horizontal to I vertical or flatter.
The tops and bases of all slopes should be located 10 feet or more from structural limits and 5 feet
or more from parking limits. Fill slopes should be properly compacted according to the
recommendations provided in this report. In addition, fill slopes should be overbuilt and cut to
finished grade during construction to achieve proper compaction on the slope face. All slopes
should be seeded and maintained after construction and adhere to local, state and federal municipal
standards, if applicable.
15

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
5.0 CONSTRUCTION CONSIDERATIONS
5.1. Abandoned Utilities/Structures
SUMMIT recommends that any existing utility lines and foundations be removed from within
proposed building and pavement areas. The utility backfill and foundation material should be
removed and the subgrade in the excavations should be evaluated by a geotechnical professional
prior to fill placement. The subgrade evaluation should consist of visual observations, probing
with a steel rod and/or performing hand auger borings with Dynamic Cone Penetrometer tests to
evaluate their suitability of receiving structural fill. Once the excavations are evaluated and
approved, they should be backfilled with adequately compacted structural fill. Excavation backfill
under proposed new foundations should consist of properly compacted structural fill, crushed
stone, flowable fill or lean concrete as approved by the Geotechnical Engineer -of -Record.
5.2. Site Preparation
Based on the results of our borings, and dependent on final grades, the contractor can anticipate
that some undercutting and/or foundation extension through as existing "cultivated" fill soils, fat
clays and soils with N-values less than 7 bpf may be required prior to building construction and/or
fill placement. If these soils are encountered during the grading activities, the extent of the
undercut required should be determined in the field by the Geotechnical Engineer -of -Record
and/or an experienced staff professional. Additional testing such as test pit excavations and/or
hand auger borings may be required in order to further evaluate these soil conditions, depths and
locations.
Topsoil, organic laden/stained soils, and other unsuitable materials should be stripped/removed
from the proposed construction limits. Stripping and clearing should extend 10 feet or more
beyond the planned construction limits. Upon completion of the stripping operations, we
recommend areas planned for support of foundations, floor slabs, parking areas and structural fill
be proof -rolled with a loaded dump truck or similar pneumatic tired vehicle (minimum loaded
of 20 tons) under the observations of a staff brofessional. After excavation of the site has
16

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
been completed, the exposed subgrade in cut areas should also be proof -rolled. The proof -rolling
procedures should consist of four complete passes of the exposed areas, with two of the passes
being in a direction perpendicular to the proceeding ones. Any areas which deflect, rut or pump
excessively during proof -rolling or fail to "tighten up" after successive passes should be undercut
to suitable soils and replaced with compacted fill.
The extent of any undercut required should be determined in the field by an experienced staff
professional or engineer while monitoring construction activity. After the proof -rolling operation
has been completed and approved, final site grading should proceed immediately. If construction
progresses during wet weather, the proof -rolling operation should be repeated after any inclement
weather event with at least one pass in each direction immediately prior to placing fill material or
aggregate base course stone. If unstable conditions are experienced during this operation, then
undercutting or reworking of the unstable soils may be required.
5.3. Difficult Excavation
Based on the results of our soil test borings and dependent on final grades, it appears that the
majority of general excavation for footings and utilities will be possible with conventional
excavating techniques. We anticipate that the residual soils can be excavated using pans, scrapers,
backhoes, and front end loaders. Depending on the location, excavations deeper than
approximately 5.5 to 12 feet may require specialized equipment and procedures.
Even though Partially Weathered Rock (PWR) conditions were encountered in six (6) of the
borings and auger refusal conditions were not encountered in the borings performed for this
exploration, the depth and thickness of partially weathered rock, boulders, and rock lenses or seams
can vary dramatically in short distances and between the boring locations; therefore, soft/hard
weathered rock, boulders or bedrock may be encountered during construction at locations or
depths, between the boring locations, not encountered during this exploration.
The table below may be used as a quick reference for rippability of in -place materials.
17

Report of Geotechnical Subsurface Exploration
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
Summary of Rippability Based on SPT N-Values
N-Values as Shown
Description of N-Values
Anticipated Rippability
on Boring Logs
These materials may generally be excavated
60 < N-Value
N-values less than 60 bpf
with heavy-duty equipment such as a
Caterpillar D-8 with a single -shank ripper
N-values more than 60 bpf,
These materials are considered marginally
60 < N-Value < 50/3"
but less than 50 blows per 3
excavatable, even with heavy-duty
inches of penetration
equipment.
N-values more than 50 blows
Blasting and/or removal with impact
50/3" < N-Value
per 3 inches of penetration
hammers is typically required to excavate
these materials.
*Thus table is for general information only. Actual rippability is dependent upon many other factors as stated
above.
Care should be exercised during excavations for footings on rock to reduce disturbance to the
foundation elevation. The bottom of each footing should be approximately level. When blasting
is utilized for foundation excavation in rock, charges should be held above design grades. Actual
grades for setting charges should be selected by the contractor and he should be responsible for
any damage caused by the blasting. All loose rock should be carefully cleaned from the bottom
of the excavation prior to pouring concrete. Footing excavations in which the rock subgrade has
been loosened due to blasting should be deepened to an acceptable bearing elevation.
In our professional opinion, a clear and appropriate definition of rock should be included in the
project specifications to reduce the potential for misunderstandings. A sample definition of rock
for excavation specifications is provided below:
Rock is defined as any material that cannot be dislodged by a Caterpillar D-8
tractor, or equivalent, equipped with a hydraulically operated power ripper (or by
a Cat 325 hydraulic backhoe, or equivalent) without the use ofdrilling and blasting.
Boulders or masses of rock exceeding % cubic yard in volume shall also be
considered rock excavation. This classification does not include materials such as
loose rock, concrete, or other materials that can be removed by means other than
drilling and blasting, but which for any reason, such as economic reasons, the
Contractor chooses to remove by drilling and blasting.
18

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
5.4. Temporary Excavation Stability
Localized areas of soft or unsuitable soils not detected by our borings, or in unexplored areas, may
be encountered once grading operations begin. Vertical cuts in these soils may be unstable and
may present a significant hazard because they can fail without warning. Therefore, temporary
construction slopes greater than 5 feet in height should not be steeper than two horizontal to one
vertical (2H:IV), and excavated material should not be placed within 10 feet of the crest of any
excavated slope. In addition, runoff water should be diverted away from the crest of the excavated
slopes to prevent erosion and sloughing.
Should excavations extend below final grades, shoring and bracing or flattening (laying back) of
the slopes may be required to obtain a safe working environment. Excavation should be sloped or
shored in accordance with local, state and federal regulations, including OSHA (29 CFR Part 1926)
excavation trench safety standards.
5.5. Structural Fill
Soil to be used as structural fill should be free of organic matter, roots or other deleterious
materials. Structural fill should have a plasticity index (PI) less than 25 and a liquid limit (LL)
less than 50 or as approved by the Geotechnical Engineer -of -Record. Compacted structural fill
should consist of materials classified as either CL, ML, SC, SM, SP, SW, GC, GM, GP, or GW
per ASTM D-2487 or as approved by the Geotechnical Engineer -of -Record. Off -site borrow soil
should also meet these same classification requirements. Non -organic, low -plasticity on -site soils
are expected to meet this criterion. However, successful reuse of the excavated, on -site soils as
compacted structural fill will depend on the moisture content of the soils encountered during
excavation. We anticipate that scarifying and drying of portions of the on -site soils will be required
before the recommended compaction can be achieved. Drying of these soils will likely result in
some delay.
All structural fill soils should be placed within the proposed structural pad and extending at least
5 feet beyond the perimeter of the pad and foundation limits. All structural fill soils should be
19

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
placed in thin (not greater than 8 inches) loose lifts and compacted to a minimum of 95 percent of
the soil's Standard Proctor maximum dry density (ASTM D 698) at/or near optimum moisture
content (±2%). The upper 2 feet of structural fill should be compacted to a minimum of 100
percent of the soil's Standard Proctor maximum dry density (ASTM D 698) at/or near optimum
moisture content (±2%). Some manipulation of the moisture content (such as wetting, drying)
may be required during the filling operation to obtain the required degree of compaction. The
manipulation of the moisture content is highly dependent on weather conditions and site drainage
conditions. Therefore, the grading contractor should be prepared to both dry and wet the fill
materials to obtain the specified compaction during grading. Sufficient density tests should be
performed to confirm the required compaction of the fill material.
Structural Fills Greater than 10 feet Discussions: Soil undergoes both primary and secondary
consolidation (compression of the soil). Primary consolidation can take place over a short-term
during the mechanical compacting process. Secondary consolidation can take place over a long-
term and can place after the compaction process is complete and the permanent loads are in place.
The amount of secondary consolidation which can be expected increases with the depth of fill soils
and structure loads. Therefore, in order to reduce secondary consolidation, we recommend when
either mass fills or utility lines are more than 10 feet deep, the fill/backfill material below 10 feet
should be compacted to at least 98 percent of standard Proctor maximum dry density
(ASTM D 698) and within 2 percentage points of the material's optimum moisture content. The
portion of the fill/backfill shallower than 10 feet should be compacted as outlined above.
Another option is to monitor the settlement with settlement plates embedded at the proposed
subgrade level. After the magnitude and rate of settlement are within acceptable levels, then
foundation and slab -on grade construction may commence. Based on our previous experience and
dependent on soil types at the site, we anticipate the time required to reduce settlements to an
acceptable level may be on the order of 30 to 90 days.
20

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
5.6. Suitability of Excavated Soils for Re -Use
Except for the fat soils and the existing cultivated fill soils encountered during this exploration,
the soils encountered in the borings should be suitable to be used as structural fill material provided
the recommendations in this report are implemented. These soils may be utilized as non-structural
fill and backfill at landscaped or non -pavement areas of the project. We recommend non-structural
fill to be compacted to at least 92 percent of the soil's Standard Proctor Maximum Dry Density to
reduce settlement of the fill soils particularly over utility trenches.
However, if approved by the Geotechnical Engineer -of -Record, high plasticity soils encountered
during general site grading can be mixed/blended and/or mixed with lower plasticity soils and used
as structural fill. We recommend that mixed soils be used below the top five (5) feet at deeper fill
locations and adequate drainage be provided away from structural and pavement areas. The top
five (5) feet should consist of materials classified as either CL, ML, SC, SM, SP, SW, GC, GM,
GP or GW per ASTM D-2487 or as approved by the Geotechnical Engineer -of -Record. All fill
soils should be placed in thin (not greater than 8 inches) loose lifts and compacted to a minimum
of 95 percent of the soil's Standard Proctor maximum dry density (ASTM D 698) at near optimum
moisture content (±2%).
Typically, cultivated fill soils are not suitable for building and pavement support and are not
suitable to be re -used as structural fill material due to the organics mixed in the soil. However, if
approved by the Geotechnical Engineer of Record, the organic stained soils may be suitable as
structural quality fill material if the organic content in the soil is less than 5% and/or blended with
non -organic soils to reduce the organic content.
5.7. Engineering Services During Construction
As stated previously, the engineering recommendations provided in this report are based on the
project information outlined above and the data obtained from field tests. However, unlike other
engineering materials like steel and concrete, the extent and properties of geologic materials (soil)
vary significantly. Regardless of the thoroughness of a geotechnical engineering exploration, there
21

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 2409.02
Cresswind May 17, 2019
is always a possibility that conditions between borings will be different from those at the boring
locations, that conditions are not as anticipated by the designers, or that the construction process
has altered the subsurface conditions. This report does not reflect variations that may occur
between the boring locations. Therefore, conditions on the site may vary between the discrete
locations observed at the time of our subsurface exploration.
The nature and extent of variations between the borings may not become evident until construction
is underway. To account for this variability, professional observation, testing and monitoring of
subsurface conditions during construction should be provided as an extension of our engineering
services. These services will help in evaluating the Contractor's conformance with the plans and
specifications. Because of our unique position to understand the intent of the geotechnical
engineering recommendations, retaining us for these services will also allow us to provide
consistent service through the project construction. Geotechnical engineering construction
observations should be performed under the supervision of the Geotechnical Engineer -of -Record
from our office who is familiar with the intent of the recommendations presented herein. This
observation is recommended to evaluate whether the conditions anticipated in the design actually
exist or whether the recommendations presented herein should be modified where necessary.
Observation and testing of compacted structural fill and backfill should also be provided by our
firm.
22

Report of Geotechnical Subsurface Exploration
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
6.0 RELIANCE AND QUALIFICATIONS OF REPORT
This geotechnical subsurface exploration has been provided for the sole use of Kolter Homes,
LLC. This geotechnical subsurface exploration should not be relied upon by other parties without
the express written consent of SUNIlMT and Kolter Homes, LLC.
The analyses and recommendations submitted in this report were based, in part, on data obtained
from this exploration. If the above -described project conditions are incorrect or changed after the
issuing of this report, or subsurface conditions encountered during construction are different from
those reported, SUNIlMT should be notified and these recommendations should be re-evaluated
based on the changed conditions to make appropriate revisions. We have prepared this report
according to generally accepted geotechnical engineering practices. No warranty, express or
implied, is made as to the professional advice included in this report.
23

Report of Geotechnical Subsurface Exploration
Cresswind
CELEBRATING 15 YEARS
SUMMIT Project No. 2409.02
May 17, 2019
SUMMIT
ENGINEERING, LABORATORY & TESTING, P.G.
APPENDIX I —Figures

I Custom
& Sewing
O
= ;
3 a ►�
c�3
O,
Pa
��erx 2cz�
P
1162
Waxhaw Gifts Q
0
0
sa 6
L
m
c
Figure 1
Site Vicinity Map
SCALE: NTS
a
a
New Life Baptist 4
d
Y
0
a
Propane Coolers Q
Oak Grove
Baptist Church
11 22
Cresswind
Potter Road
Union County, North Carolina
SUMMIT Project No.: 2409.02
SUMMI`C
3575 Centre Circle
Fort Mill, South Carolina 29715
[phone]

CH - Approx. Fat Clay Soil Depth
A / PWR - Approx. Partially Weathered Rock Depth
ojectrea GWATD - Groundwater At Time Drilled
' GW>24Hrs- Groundwater after 24 Hours
r —
�� �� , o 1 B-9
<. •� V ��- GW>2411rs- 9.6'
"o, o°\
'I A
o, o
1 ( PWR-5.5' B-1 o, f\` B-8 \ /
1�•I o 1'
•Od
-
-�� J =
o o : CH-0.7 to 3' , i B-7 ,
s J B-13 GWATD-10' o;
PWR 6' to 10' oo.
�,
. y p B-15
�� - CH-0.7 to 3' , _ A
r'PWR-8'B-5
GWATD 9'
B-19 �� I✓�; ��
• B-3
o
B-16, 1.
. PWR-5.5' e
il
Boring locations were not
surveyed and should be
considered approximate \ —------ ------ ------ ------ — — — — -------
Figure 2
Boring Location Plan Cresswind
Approx. Soil Test Boring Potter Road
Location Union County, North Carolina
�SCALE:NTS
SUMMIT
3575 Centre Circle
Fort Mill, South Carolina 29715
[phone]
SUMMIT Project No.: 2409.02

Report of Geotechnical Subsurface Exploration
Cresswind
CELEBRATING 15 YEARS
SUMMIT Project No. 2409.02
May 17, 2019
SUMMIT
ENGINEERING, LABORATORY & TESTING, P.C.
APPENDIX 2 — Boring Logs

SUMMIT Engineering, Laboratory & Testing, P.C. KEY TO SYMBOLS
3575 Centre Circle
/
- Fort Mill, South Carolina 29715
SUMMIT 704.504.1717
,„EEa,„„,aao„.ro„ .T- „.,,„.. summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
LITHOLOGIC SYMBOLS
SAMPLER SYMBOLS
(Unified Soil Classification System)
Standard Penetration Test
F-1 BLANK
® CH: USCS High Plasticity Clay
® CL: USCS Low Plasticity Clay
FILL: Fill (made ground)
® MH: USCS Elastic Silt
MLS: USCS Sandy Silt
TOPSOIL: Topsoil
WELL CONSTRUCTION SYMBOLS
PWR: Partially Weathered Rock
ABBREVIATIONS
LL -LIQUID LIMIT (%) TV -TORVANE
PI -PLASTIC INDEX (%) PID - PHOTOIONIZATION DETECTOR
W - MOISTURE CONTENT (%) UC -UNCONFINED COMPRESSION
DID - DRY DENSITY (PCF) ppm -PARTS PER MILLION
NP -NON PLASTIC Water Level at Time
-200 - PERCENT PASSING NO. 200 SIEVE Drilling, or as Shown
PP - POCKET PENETROMETER (TSF) Water Level at End of
1
Drilling, or as Shown
Water Level After 24
- Hours, or as Shown

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-01
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/6/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a12.7' bqs
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
_
Q a O
Lu ry J
w 0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
(MH) FILL: (Cultivated Fill Soil)
SPT
4-3-4
Moist Dark Reddish Brown Elastic SILT
1
(7)
(MH) RESIDUUM:
Firm Moist Red and Yellow Elastic SILT
--------------- ----- --------�
(MH) Stiff Moist Red and Yellow Elastic SILT
SPT
3-4-5
2.5
2
(9)
........:........:........:........:........
(ML) Stiff Moist Red and Yellow Slightly Clayey Slightly Sandy
SILT...........................................
SPT
4-5-7
........ :.
3
(12)
5.0
"
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Stiff Moist Gray and Red Slightly Sandy SILT
....... ;........ ;........ ;........
SPT
3-4-5
4
(9)
7.5
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Firm Moist Gray and Light Olive Brown Slightly Clayey
....... :........:........ :........
Slightly Sandy SILT
... :........ :......... ........
SPT
2-3-5
5
(8)
10.0
(ML) Very Stiff Moist Gray, Light Olive Brown and Red Slightly
Clayey Slightly Sandy SILT
z.s
12.7ft
SPT
5-7-11
6
18
( )
15.0
Bottom of Boring at 15 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-02
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/8/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING --- GW > 24 Hrs NE
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
_
Q a O
> ry J
(D
w
MATERIAL DESCRIPTION
Lu
�w
J ED
a
�Z
<
o
}
>
O� of
U
LU
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 5' of Topsoil
(MH) RESIDUUM:
Firm Moist Red Elastic SILT
SPT
2-3-5-9
1
(8)
2.5
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(MH) Stiff Red Elastic SILT
SPT
.... ... ;........ ;........ ;........ ;........
5-6-8-9
2
(14)
............................................
(ML) Stiff Red and Reddish Yellow Slightly Clayey Slightly Sandy
SILT
5.0
SPT
3
3-8-7-9
(15)
.
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Red and Yellow Slightly Clayey Slightly Sandy
.......;........;..........................
SILT...........................................
SPT
3-6-15-13
:........ :........ :........
4
(21)
...............
7.5
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Light Gray and Red Slightly Clayey Sandy SILT
........:... .... :........ :........ :........
SPT
5-15-21-29
5
(36)
:........:........:........
10.0
SPT
14-20-24-40
6
(44)
z.s
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Light Gray, Red and Black Slightly Clayey Sandy
SILT with Clay Seams and Rock Fragments
........ ;..... ..;........ ;........ ......
SPT
8-10-13-21
7
(23)
................................
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Light Gray, Red and Black Slightly Clayey Sandy SILT
............................................
with Clay Seams and Rock Fragments
15.0
SPT
8
5-14-28-30
(42)
Bottom of Boring at 16 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-03
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/6/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a12.6' bqs
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
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MATERIAL DESCRIPTION
Lu
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J ED
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Lu
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p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
(ML) FILL: (Cultivated Fill Soil)
SPT
2-4-5
Moist Dark Reddish Brown Slightly Sandy SILT
1
(9)
(MH) RESIDUUM:
Stiff Moist Red and Yellow Elastic SILT
(ML) Firm Moist Red and Yellow Slightly Clayey Slightly Sandy
SILT
SPT
2-3-4
z.s
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Stiff Moist Yellow, Red and Black Slightly Clayey Slightly
2
(7)
.. ...... ...... ...... ......
.......................... :........ :........
Sandy SILT
SPT
4-6-8
3
(14)
5.0
"
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Stiff Moist Red, Olive Yellow and Black Slightly Clayey
;........ ;........ ;........;........
Slightly Sandy SILT
...........................................
SPT
4-5-7
4
(12)
............................................
7.5
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Firm Moist Red, Olive Yellow and Black Slightly Clayey
........ :........ :........ :........ :........
Slightly Sandy SILT
......... ........ :........ :........
SPT
3-3-4
5
(7)
.. ...... ...... ...... ......
10.0
(ML) Stiff Moist Olive Yellow and Light Gray Slightly Clayey
Slightly Sandy SILT
12.6ft -
z.s
SPT
4-5-9
6
14
15.0
Bottom of Boring at 15 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-04
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/6/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a12.9' bqs
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
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MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
SPT
3-4-3
........'
(ML) FILL: (Cultivated Fill Soil)
Moist Dark Reddish Brown Slightly Sandy SILT
1
(7)
(ML) RESIDUUM:
Firm Moist Red and Yellow Slightly Clayey Slightly Sandy SILT
----------------------------�
(ML) Stiff Moist Red and Yellow Slightly Clayey Slightly Sandy
SILT
SPT
4-4-6
z.s
----------------------------
(ML) Stiff Moist Red, Yellow and Black Slightly Clayey Slightly
2
(10)
........ :........:........:........ :........
Sandy SILT
SPT
4-4-7
3
(11)
5.0
"
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Moist Yellow and Red Slightly Clayey Slightly
;........ ;........ ;........;........
Sandy SILT
SPT
4-5-11
4
(16)
............................................
7.5
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Moist Reddish Yellow and Red Slightly Clayey
........ :........ :........ :........ :........
Slightly Sandy SILT
........ ........ :........ :........ :........
SPT
5-7-14
5
(21)
10.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Hard Yellow and Olive Brown Slightly Clayey Sandy
SILT
z.s
12.9ft -
SPT
9-18-34
6
52
,5.0
Bottom of Boring at 15 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-05
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/6/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a8.6' bqs
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
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MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
(ML) FILL: (Cultivated Fill Soil)
SPT
4-4-5
Moist Light Brown Slightly Clayey Sandy SILT
1
(9)
(MH) RESIDUUM:
Stiff Moist Red Elastic SILT
--------------- ----- --------�
(MH) Stiff Moist Red and Yellow Elastic SILT
SPT
4-4-6
2.5
2
(10)
........:........:........:........:........
(CL) Stiff Moist Gray and Yellow Lean CLAY
SPT
3-5-5
3
(10)
.......................................
5.0
(CL) Very Stiff Moist Gray and Reddish Yellow Lean CLAY
SPT
5-7-12
....... :........ :........ :........ :........
4
(19)
........ :........ :........ :........ :........
7.5
........:........: .......:........:........
(ML) Very Hard White and Light Gray Slightly Clayey Slightly
Sandy SILT with Clay Seams 8.6ft -
..............................
SPT
15-28-36
................:........
5
(64)
........ :........ :........ : .......:........
10.0
z.s
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Olive Brown and Light Brownish Gray Slightly
Clayey Slightly Sandy SILT with Clay Seams
......;.......
............................................
SPT
11-13-15
6
28
15.0
Bottom of Boring at 15 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-06
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/8/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
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Lu ry J
w 0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
(MH) FILL: (Cultivated Fill Soil)
SPT
2-3-4
Moist Dark Reddish Brown Elastic SILT
1
(7)
....... . ........ . ........
(MH) RESIDUUM:
Firm Moist Red and Yellow Elastic SILT
(ML) Stiff Light Red, White and Black Slightly Sandy SILT
SPT
4-6-8
z.s
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Stiff Brownish Red, Yellow and Black Slightly Sandy SILT
2
(14)
..........................
:........ :........
SPT
4-5-9
3
(14)
5.0
"
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Red, White and Black Slightly Sandy SILT
.......;
........ ;........ ;........;........
SPT
4-7-11
....................................
4
(18)
...........................................
7.5
.......
:........ :........ :........ :........
SPT
4-8-10
5
(18)
10.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Stiff Moist Red, White and Black Slightly Sandy SILT
.......;
........ ;........ ;........ ;........
1z.s
SPT
5-6-8
6
14
15.0
Bottom of Boring at 15 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-07
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/7/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a12.7' bqs
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
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Lu ry J
w 0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
(ML) FILL: (Cultivated Fill Soil)
SPT
2-4-5
Moist Dark Reddish Brown Slightly Clayey Sandy SILT
1
(9)
(MH) RESIDUUM:
Stiff Moist Red and Yellow Elastic SILT
f/
(CL) Stiff Moist Yellow and Red Lean CLAY
SPT
4-5-7
z.s
2
(12)
----------------------------
(CL) Stiff Moist Gray, Brownish Yellow and Red Lean CLAY
.........................
SPT
4-5-8
3
(13)
........................
5.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(CL) Stiff Moist Gray, Yellowish Red and Black Lean CLAY
........ :........ :........ :........ :........
SPT5-5-7
........ :........ :........ :........ :........
4
(12)
........ :........ :........ :........ :........
7.5
........:........:........:........:........
(ML) Very Stiff Moist Gray and Red Slightly Clayey Slightly Sandy
SILT
SPT
5-7-9
5
(16)
........ :........ :........ :........
10.0
12.5
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Hard Gray Slightly Sandy SILT
........ ;........ ;........ ;........ ......
12.7ft
SPT
5-19-38
6
57
15.0
Bottom of Boring at 15 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-08
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/6/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a13.7' bqs
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
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Lu ry J
w 0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
(MH) FILL: (Cultivated Fill Soil)
SPT
3-4-4
Moist Yellowish Brown Slightly Clayey Sandy SILT
1
(8)
(CL) RESIDUUM:
Firm Moist Light Brown Lean CLAY
(ML) Stiff Red and Yellow Slightly Clayey Slightly Sandy SILT
SPT
3-4-5
z.s
2
(9)
...... ...... ...... ......
SPT
4-5-7
3
(12)
5.0
(CL) Stiff Moist Gray and Red Lean CLAY
SPT
4-4-6
........ :........ :........ :........ :........
4
(10)
........ :........ :........ :........ :........
7.5
SPT
3-4-5
5
(9)
......
10.0
12.5
(ML) Very Stiff Gray and Black Slightly Sandy SILT
13.7ft -
SPT T5-7-15
6
22
15.0
Bottom of Boring at 15 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-09
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/6/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a13.3' bqs
LOGGED BY J Parrish CHECKED BY T. Costner 1 AT END OF DRILLING 9.60 ft GW > 24 Hours
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
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Lu ry J
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MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
(MH) FILL: (Cultivated Fill Soil)
SPT
2-5-6
Moist Dark Reddish Brown Elastic SILT
1
(11)
(MH) RESIDUUM:
Stiff Moist Red Elastic SILT
SPT
5-5-7
2.5
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(MH) Very Stiff Red and Yellow Elastic SILT
2
(12)
.......:........:........:........:........
SPT
5-9-13
3
(22)
5.0
(ML) Very Stiff Olive Brown and Gray Slightly Sandy SILT with a
trace of Rock Fragments
SPT
14-13-16
4
(29)
............................................
7.5
........ ........ :........ :........ :........
SPT
5-9-10
5
(19)
9.6ft
10.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Olive Brown and Gray Sandy SILT with Rock
Fragments
........ ;........ ;........ ;........ ......
1z.s
13.3ft
SPT
18-19-23
6
42
15.0
Bottom of Boring at 15 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-10
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/7/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a11.5' bqs
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
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Q a O
Lu ry J
w 0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
(MH) FILL: (Cultivated Fill Soil)
SPT
2-4-5
........'
Moist Brownish Red Slightly Clayey Sandy SILT
1
(g)
....... . ........ . ........
(MH) RESIDUUM:
Stiff Moist Red Elastic SILT
(CL) Stiff Moist Red and Yellow Lean CLAY
SPT
4-4-5
z.s
2
(9)
...... ...... ...... ......
........:........:........:........:........
(MH) Stiff Red, Yellow and Black Elastic SILT
SPT
4-5-6
3
(11)
5.0
..... ..:........ :........ :........ :........
SPT
4-6-7
4
(13)
........ :........ :........ :........ :........
7.5
........:.......:..........................
(ML) Hard Olive Brown and Light Gray Sandy SILT with Rock
Fragments
........ :........ :........ :........ :........
SPT
6-10-21
........ :... .... :........ :........ :........
5
(31)
........ :.... ... :........ :........ :........
10.0
11.5ft -
12.5
SPT
21-21-17
6
(38)
........ :........ :........ :........ :........
15.0
Bottom of Boring at 15 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-11
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/7/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a13' bqs
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
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Lu ry J
w 0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
SPT
2-4-5
(MH) FILL: (Cultivated Fill Soil)
Moist Dark Reddish Brown Slightly Clayey Sandy SILT with a
1
(9)
trace of Rock Fragments
(CL) RESIDUUM:
Stiff Moist Red and Yellow Lean CLAY
SPT
8-10-16
(ML) Very Stiff Gray and Red Sandy SILT with a trace of Rock
z.s
Fragments
2
(26)
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Gray and Olive Brown Sandy SILT with a trace of Rock
............. ... :........ :........ :........
Fragments
......
SPT
8-18-23
3
(41)
.
5.0
....................................
SPT
10-14-17
4
(31)
7.5
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Stiff Olive Gray and Red Slightly Clayey Slightly Sandy SILT
........:....... :........ :....... .:........
with Clay Seams
........ :........ :........
SPT
5-6-6
5
(12)
........:........:........:........:........
10.0
........ :........ :..... ..:........
12.5 �'
• �'�;
._•;_
(ML) Partially Weathered Rock (PWR) when sampled becomes
Olive Brown and Gray Sandy SILT with Rock Fragments
13ft
........ :................. :.............. >>
SPT
6
31-50
(50/5")
Bottom of Boring at 14.4 feet bgs, Boring Terminated
15.0

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-12
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/7/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a12.5' bqs
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
_
Q a O
Lu ry J
w 0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
(MH) FILL: (Cultivated Fill Soil)
SPT
3-5-6
........'
Moist Reddish Brown Slightly Clayey Sandy SILT
1
(11)
(ML) RESIDUUM:
Stiff Red Slightly Clayey Sandy SILT with a trace of Rock
Fragments
-----------------------/
(ML) Very Stiff Dark Red and White Slightly Clayey Slightly
SPT
3-8-20
z.s
Sandy SILT with a trace of Rock Fragments
2
(28)
----------------------------
(ML) Hard Red and Light Brown Sandy SILT with Rock
........ :..... ........... :........:........
Fragments
SPT
13-15-27
.... ........ :........ :........
3
(42)
5.0
,,,•
._•;_
(ML) Partially Weathered Rock (PWR) when sampled becomes
Dark Red, Gray and Black Slightly Clayey Sandy SILT with Rock
Fragments
:,-
SPT
4
19-31-50
(50/5")
........ :........ :........ :........ :......
..
7.5
-
._•;_
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Partially Weathered Rock (PWR) when sampled becomes
Olive Brown, Gray and Black Slightly Clayey Sandy SILT with
........ :........ :........ :........ :........
........
Rock Fragments
27-50-50
(50/5")
»
10.0
12.5
12.5ft
...... ...... ...... ...... ......
»
SPT
6
32-50
50/3"
Bottom of Boring at 14.3 feet bgs, Boring Terminated
15.0

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-13
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/8/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
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MATERIAL DESCRIPTION
Lu
�w
J ED
a
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<
o
}
>
O of
U�
LU
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 3" of Topsoil
(ML) RESIDUUM:
Stiff Light Olive Brown, Light Gray and Black Slightly Clayey
SPT
5-6-7-10
Slightly Sandy SILT
1
(13
z.s
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Yellowish Red and Yellowish Slightly Clayey Sandy
SILT
....... ;........ ;........ ;........
SPT
3-19-24-19
:........ :........
2
(43)
.................: ......
5.0
SPT
8-19-19-28
3
(38)
-
._•;_
(ML) Partially Weathered Rock (PWR) when sampled becomes
Yellowish Red and Yellowish Slightly Clayey Sandy SILT with
Rock Fragments
SPT
4
6-22-50
(50/5")
7.5
-
._•;_
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Partially Weathered Rock (PWR) when sampled becomes
Olive Brown Slightly Clayey Sandy SILT with Rock Fragments
................. :........ :........ :........
........ :........ :........ :........ :........
SPT
5
15-31-50
(50/4")
10.0
(ML) Very Hard Pale Yellow and Light Gray Slightly Clayey
Slightly Sandy SILT
........ :........ :........ :........ ........
SPT
23-30-44-50
6
(74)
z.s
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Pale Yellow, Light Gray and Black Slightly Clayey
Sandy SILT
.......;....... ;.......
SPT
20-16-26-37
7
(42)
...........................................
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Hard Pale Yellow, Light Gray and Black Slightly Clayey
............................................
Sandy SILT
15.0
SPT
8
5-18-44-50
(62)
Bottom of Boring at 16 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-14
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/8/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger a AT TIME OF DRILLING 10.00 ftGW ATD
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
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Lu ry J
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MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
(MH) FILL: (Cultivated Fill Soil)
SPT
4-7-9
Moist Dark Grayish Brown Slightly Clayey Sandy SILT
1
(16)
(CH) RESIDUUM:
Very Stiff Gray and Yellow Fat CLAY
---------------------------�
—
(CH) Firm Moist Gray and Brown Fat CLAY
SPT
4-4-4
2.5
2
(8)
.......:........:..........................
(ML) Stiff Dark Olive Brown, Yellow and Black Slightly Clayey
Sandy SILT
SPT
3-5-6
.
3
(11)
5.0
"
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Hard Dark Olive Brown, Yellow and Black Sandy SILT
........ ;................. ;........;........
SPT
16-28-40
................ :........
4
(68)
...........................................
7.5
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Stiff Moist Dark Olive Brown, Olive Yellow and Black Sandy
................:........:........
SILT
SPT
6-7-7
5
(14)
........:........:........:........:........
10.0
1Oft_
........:........:........:........:........
z.s
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Moist Dark Olive Brown, Olive Yellow and Black
Sandy SILT
........ ;........ ;.......
............................................
SPT
5-7-10
6
17
( )
...... ...... ...... ...... ......
15.0 :
Bottom of Boring at 15 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-15
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/7/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger a AT TIME OF DRILLING 9.00 ft GW ATD / Caved in Depth (a13' bqs
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
_
Q a O
Lu ry J
w 0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
(MH) FILL: (Cultivated Fill Soil)
SPT
2-2-2
Moist Brownish Gray Slightly Clayey Sandy SILT
1
(4)
(CH) RESIDUUM:
Soft Moist Gray Fat CLAY
--------------------------�
— —
(CH) Firm Moist Gray Fat CLAY
SPT
3-3-3
2.5
2
(6)
........:........:..........................
(CL) Very Stiff Moist Gray and Black Lean CLAY
SPT
3-6-10
3
(16)
........ :....... ........ ........ ........
5.0
(ML) Very Hard Gray Sandy SILT with Rock Fragments
SPT
26-36-44
........ ........ ........ ..... ..:........
4
(80)
...........................................
7.5
._•;_
.................:........:.... ...
(ML) Partially Weathered Rock (PWR) when sampled becomes
Gray and Black Sandy SILT with Rock Fragments
;,-
9ft -
SPT
5
21-33-50
(50/5")
>>
10.0
12.5
13ft
SPT
6
25-27-50
(50/4")
........:........: . .........................
15.0 Bottom of Boring at 14.8 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-16
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/8/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
_
Q a O
Lu ry J
w 0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
(MH) FILL: (Cultivated Fill Soil)
SPT
5-8-10
........'
Reddish Brown Slightly Clayey Sandy SILT with Rock Fragments
1
(18)
(ML) RESIDUUM:
Very Stiff Red Sandy SILT with Rock Fragments
----------------------------�
........
(ML) Very Stiff Dark Red and Black Slightly Clayey Slightly Sandy
SILT
SPT
9-6-10
2.5
2
(16)
----------------------------
(ML) Hard Red, Yellow and Black Sandy SILT with Rock
........ :... ...................... :........
Fragments
SPT
18-18-31
........ :........ :....... :........ :........
3
(49)
5.0
,,,•
._•;_
.
(ML) Partially Weathered Rock (PWR) when sampled becomes
Red, Yellow and Black Sandy SILT with Rock Fragments
SPT
4
10-50
(50/4")
........ :........ :........ :........ »
:...... .
7.5
._•;_
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Partially Weathered Rock (PWR) when sampled becomes
Gray, Yellow and Black Sandy SILT with Rock Fragments
.......:........:........:........
SPT
5
50
50/5"
10.0
12.5
»
SPT
6
50-50
(50/5" )
Bottom of Boring at 14.4 feet bgs, Boring Terminated
15.0

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-17
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/8/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a13' bqs
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
_
Q a O
Lu ry J
w 0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 2" of Topsoil
(MH) FILL: (Cultivated Fill Soil)
SPT
3-4-4
Moist Brownish Red Slightly Clayey Sandy SILT
1
(8)
(MH) RESIDUUM:
Firm Moist Red Elastic SILT
----------------------------�
(MH) Stiff Red Elastic SILT
SPT
3-6-8
2.5
2
(14)
........:........:........:........:........
(ML) Very Hard Yellow, White and Red Sandy SILT with Rock
Fragments
........:. .
SPT
6-20-42
3
(62)
5.0
"
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Hard Olive Brown and Black Sandy SILT with Rock
. .......;....... ;........;........
Fragments
...........................................
SPT
33-23-29
4
(52)
...........................................
7.5
SPT
18-32-30
5
(62)
10.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Yellow, Gray and Red Sandy SILT
13ft-
........;........ ........;........;.......
........ :........ :........ :........ :........
1z.s
SPT
6-8-14
6
22
15.0
Bottom of Boring at 15 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-18
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/8/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING --- GW > 24 Hrs NE
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
Lu
o
A SPT N VALUE A
p U
}
w
0 20 40 60 80 100
PL MC LL
_
Q a O
MATERIAL DESCRIPTION
�w
J ED
>
p Z Q
> ry J
a
O� of
U
m O>
0 20 40 60 80 100
El FINES CONTENT (%)
(D
w
�Z
<
LU
UZ
0 20 40 60 80 100
Approx. 5' of Topsoil
(MH) RESIDUUM:
Firm Moist Reddish Brown Elastic SILT
SPT
2-2-4-6
1
(6)
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(MH) Stiff Red Elastic SILT
... .... ;........ ;........ ;........ ;........
2.5
SPT
3-5-7-9
2
(12)
...........................................
(ML) Hard Brownish Yellow, Dark Red and Black Slightly Clayey
Slightly Sandy SILT
........................................
5.0
SPT
3
5-11-22-28
(33)
.
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Hard Gray, Red and Black Slightly Sandy SILT
........ ;........ ;..... ..;........ ;........
SPT
8-26-46-50
4
(72)
...........
7.5
(ML) Hard Gray, Red and Black Slightly Sandy SILT with Rock
Fragments
SPT
12-18-25-31
5
(43)
......:........:........
10.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Gray, Red and Black Slightly Sandy SILT with
............... .............................
Rock Fragments
........ :........ :........ :........ :........
SPT
12-10-18-20
6
(28)
12.5
SPT
3-11-12-7
7
(23)
15.0
SPT
8
7-11-13-35
(24)
Bottom of Boring at 16 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-19
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/8/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a12' bqs
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p U
_
Q a O
Lu ry J
w 0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
Approx. 3" of Topsoil
(MH) FILL: (Cultivated Fill Soil)
SPT
3-6-8
Moist Brownish Red Slightly Clayey Sandy SILT
1
(14)
(MH) RESIDUUM:
Stiff Moist Red Elastic SILT
----------------------------�
(CL) Very Stiff Red and Yellow Lean CLAY
SPT
5-8-10
2.5
2
(18)
........:.......:..........................
(ML) Hard Red and Yellow Slightly Clayey Slightly Sandy SILT
with Rock Fragments
........ :........ :........ :........
SPT
10-14-26
3
(40)
5.0
"
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Hard Yellow and Light Olive Brown Slightly Clayey
;........ ;........ ;........;........
Sandy SILT
SPT
10-20-31
4
(51)
............................................
7.5
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Yellow and Light Olive Brown Slightly Clayey Sandy
........ :........ :.. ..... :........ :........
SILT
SPT
14-19-23
5
(42)
10.0
1211 _
........ ........ :........ :........
12.5
SPT
11-15-23
6
(38)
........ :........ :........ :........ :........
15.0
Bottom of Boring at 15 feet bgs, Boring Terminated

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-20
/lAmillik Fort Centre Circle
Fort Mill South Carolina 29715 PAGE 1 OF 1
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Kolter Homes, LLC PROJECT NAME Cresswind
PROJECT NUMBER 2409.20 PROJECT LOCATION Union County, North Carolina
DATE STARTED 5/7/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD
LOGGED BY J Parrish CHECKED BY T. Costner AT END OF DRILLING ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
Lu
o
A SPT N VALUE A
p U
}
U w
0 20 40 60 80 100
PL nnc LL
_
Q a O
MATERIAL DESCRIPTION
�Lu
J ED
>
p Z Q
Lu ry J
a
O-
m O>
0 20 40 60 80 100
❑ FINES CONTENT (%) ❑
w
< z
Lu
U z
0 20 40 60 80 100
€
_
=
2.5
—
Approx. 3" of Topsoil
SPT
1
SPT
2
3-4-5
(g)
........'
.................
......
........:........:........:........:.......
........ :........ :... .... :........ :........
........ ;........ ;.. .....;.......
(MH) FILL: (Cultivated Fill Soil)
Moist Brownish Red Slightly Clayey Sandy SILT
(ML) RESIDUUM:
Firm Moist Red Slightly Sandy SILT
----------------------------�
(ML) Hard Red Slightly Clayey Slightly Sandy SILT with a trace of
Rock Fragments
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Hard Olive Brown and Yellow Slightly Clayey Slightly
Sandy SILT with a trace of Rock Fragments
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Olive Brown, Red and Yellow Slightly Clayey Slightly
Sandy SILT with a trace of Rock Fragments
7-11-29
(40)
_
=
5.0
SPT
3
25-25-29
(54)
_
=
7.5
T.
SPT
4
8-17-23
(40)
SPT
5
8-20-24
(44)
= 10.0
(ML) Partially Weathered Rock (PWR) when sampled becomes
12.5 Olive Brown Sandy SILT with Rock Fragments
Bottom of Boring at 13.9 feet bgs, Boring Terminated
15.0
0
»A