SW3210301_Soils Report (SHWT)_20210511

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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:
Tm anning(&,,kolter. com
Subject: Estimated Seasonal High Water Table (ESHWT) Determinations
Cresswind
Potter Road
Union County, North Carolina
SUMMIT Project No. 2409.02
Dear Mr. Manning:
SUMMIT Engineering, Laboratory and Testing, P. C. (SUMMIT) is pleased to submit this letter
summarizing our observations of the soil test borings as related to Estimated Seasonal High Water
Table Elevation (ESHWT) determinations. This report contains a brief description of the project
information provided to us, general site and subsurface conditions revealed during this study.
PURPOSE OF STUDY
The primary purpose of this study was to obtain information regarding the subsurface conditions
near the proposed detention ponds, assess the engineering characteristics of the subsurface
materials, and determination of the estimated seasonal high water table mark (if evident). This
report contains the following items:
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-COM PAN I ES. COM

Summary of ESHWT Determination SUMMIT Project No. 2409.02
Cresswind May 17, 2019
• Photographic Logs, Site Vicinity Map and Boring Location Plan,
• Summary of Test Boring Observations, visual soil classifications and descriptions,
• A general review of the subsurface soils and estimated seasonal high water table depth
from existing ground surface (if evident),
• Groundwater level measurements.
EXPLORATION PROCEDURES
SUMMIT visited the site on May 8, 2019 and perform soil test borings (identified as Borings B-
2, B-13 through B-18) in the proposed detention ponds. The approximate locations of the borings
are shown on Figure 2 — "Boring Location Plan" provided in Appendix 2. The client (Kolter
Homes, LLC) provided SUMMIT a plan that indicated the approximate location of the proposed
detention ponds. The boring locations were not surveyed prior to this study and should be
considered approximate.
The soil test borings were performed using an ATV -mounted CME 550X drill rig, and extended
to an approximate depth of 16 feet below the existing ground surface. Hollow -stem, continuous
flight auger drilling techniques were used to advance the boring into the ground. Standard
Penetration Tests (SPT) were performed within the mechanical boring at designated intervals in
general accordance with ASTM D 1586. 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 and potential laboratory testing. The soil samples collected were visually
examined and classified in general accordance with ASTM D-2488. The Munsell Soil Color Charts
(2009 Revision) were used to identify the hue, value, and chroma of soil samples. Water level
measurements were attempted at the termination of drilling. The classification symbols are
depicted on the "Boring Log" provided in Appendix 3.
2

Summary of ESHWT Determination SUMMIT Project No. 2409.02
Cresswind May 17, 2019
GENERALIZED SUBSURFACE STRATIGRAPHY
General subsurface conditions observed during our geotechnical study are described herein. For
more detailed soil descriptions and stratifications at a particular test location, the respective
"Boring Log" provided in Appendix 3 should be reviewed. The horizontal 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.
Beginning from the ground surface, a layer of topsoil (surficial organic soils) was observed with
approximate thicknesses ranging from 3 to 5 inches. Beneath the topsoil layer, residual
(undisturbed) soils were encountered that consisted of elastic silts and sandy silts. A stratum of
partially weathered rock (PWR) conditions were encountered in Boring B-13 between the
approximate depths of 6 to 10 feet. Auger refusal conditions were not encountered in any of the
borings.
GROUNDWATER LEVEL MEASUREMENTS
At the time of drilling and after waiting more than 24 hours, groundwater was not observed in the
borings. 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.
ESTIMATED SEASONAL HIGH WATER TABLE
ESHWT is defined as the shallowest depth to a wet soil layer as a result of "true" or "permanent"
groundwater at any time during the year. The ESHWT is typically identified with a change in the
color of the soil layer due to water staining (typically, gray redoximorphic depletions and
mottling). Spots or blotches of different color or shades of color interspersed with a dominant color
in soil, commonly referred to as mottling. Mottling is a historic indication for the presence of
ground water caused by intermittent periods of saturation and drying, and may be indicative of
3

Summary of ESHWT Determination
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
poor aeration and impeded drainage. Mottling is a "general indication of groundwater" flow
through this layer, but it is not known whether the groundwater flow was recent.
CONCLUSIONS
Based on our observations, Estimated Seasonal High Water Table (ESHWT) indicators (water
stained soils) indicators were not evident in soils sampled in the borings. However, even though
groundwater and ESHWT indicators were not observed in Boring B-13, perched water conditions
can develop during wet weather above low permeable stratum such as the partially weathered rock
(PWR) stratum encountered in the boring. Perched water conditions differ from the "true" or
"permanent' water table. A perched water table is water standing above an unsaturated zone and
is often influenced by soil conditions, and occurrence of less permeable soils. Where the ESHWT
is defined as the shallowest depth to a wet soil layer as a result of "true" or "permanent"
groundwater at any time during the year. The BMP designer should take into consideration that
perched water conditions may exist above the low permeable PWR stratum.
The following table summarizes the results of the borings and our observations.
Summary Table of the Boring Results and Our Observations
GW Depth
Partially
Boring
ESHWT
GW Depth
After
Weathered
Test
Depth
Depth
ATD
24 Hours
Rock Approx.
Location
(Feet)'
Feet'
(Feet)'
(Feet)'
Depth, (Feet)'
B -2
16
NE
NE
NE
NE
B-13
16
NE
NE
NE
6 to 10
B-19
16
NE
NE
NE
NE
1 Depths from existing ground surface.
NE — Not Encountered in Boring.
4

Summary of ESHWT Determination
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
The analyses and recommendations submitted in this report were based, in part, on data obtained
from this study. 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.
CLOSING
SUNMT appreciates the opportunity to provide our professional services for you on this project.
If you have any questions concerning the information in this proposal or if we may be of further
service, please contact us at 704.504.1717.
Sincerely,
SUNUMT
Todd A. Costner, E.I.
Senior Professional
LIST OF APPENDICES
1
2
9
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Engineering,
Laboratory & W
mTesting, P.C.
C-4361
Photographic Log
Figure No. 1 —Site Location Map
Figure No. 2 — Test Boring Location Plan
Boring Logs
5
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23055
'•a,'�1' C. CO010
5/17/19
Kerry C. Cooper, P.E.
Senior Geotechnical Engineer

Summary of ESHWT Determination
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
//.Jam
SUMMIT
ENGINEERING. LAI)ORATQRY • TESTING
APPENDIX I
Photographic Log

Summary of ESHWT Determination SUMMIT Project No. 2409.02
Cresswind May 17, 2019
Boring B-2 Samples
(Approximate Depth = 0 to 10 feet below existing ground surface)
Boring B-2 Samples
(Approximate Depth =10 to 16 feet below existing ground surface)

Summary of ESHWT Determination SUMMIT Project No. 2409.02
Cresswind May 17, 2019
Boring B-13 Samples
(Approximate Depth = 0 to 10 feet below existing ground surface)
Boring B-13 Samples
(Approximate Depth =10 to 16 feet below existing ground surface)

Summary of ESHWT Determination SUMMIT Project No. 2409.02
Cresswind May 17, 2019
Boring B-18 Samples
(Approximate Depth = 0 to 10 feet below existing ground surface)
Boring B-18 Samples
(Approximate Depth =10 to 16 feet below existing ground surface)

Summary of ESHWT Determination
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
SUMMIT
ENGINEERING * LABORATORY . TESTING
APPENDIX 2
Figures
10

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Figure 1
Site Vicinity Map
SCALE: NTS
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a
New Life Baptist 4
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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]

ojectrea
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Boring locations were not •�• - -__- -- --" - - 1. , 7 7
surveyed and should be �� - ---�—�----------------�+r- 1-_
considered approximate
Figure 2
Boring Location Plan Cresswind
Approx. Soil Test Boring Potter Road
Location Union County, North Carolina SUMMIT
3575 Centre Circle
Fort Mill, South Carolina 29715
[phone]
SCALE: NTS SUMMIT Project No.: 2409.02

Summary of ESHWT Determination
Cresswind
SUMMIT Project No. 2409.02
May 17, 2019
//.Jam
SUMMIT
ENGINEERING. LAI)ORATQRY • TESTING
APPENDIX 3
Boring Logs
11

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-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
❑= (7
Q 0-0
> Q J
(D
w
MATERIAL DESCRIPTION
Lu
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J ED
a
Z
U
o
G✓0
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O
U
LU
U) w
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UZ
A SPT N VALUE A
0 20 40 60 80 100
PL Mc LL
0 20 40 60 80 100
❑ 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)
LLL
Bottom of Boring at 16 feet bgs, Boring Terminated

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 ---
Lu
o
A SPT N VALUE A
p U
U) w
0 20 40 60 80 100
❑= c7
Q 0-0
MATERIAL DESCRIPTION
�w
J ED
G✓0
> O
���
O? Q
PL Mc LL
> Q J
�
a
O
U
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0 20 40 60 80 100
❑ FINES CONTENT (%) ❑
w
Z
U
LU
U Z
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
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Yellowish Red and Yellowish Slightly Clayey Sandy
....... ;........ ;........ ;........
z.s
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
SPT
6-22-50
Rock Fragments
4
(50/5")
7.5
----------------------------
(ML) Partially Weathered Rock (PWR) when sampled becomes
........:........:........
Olive Brown Slightly Clayey Sand SILT with Rock Fragments 9 Y Y Y Y 9
SPT
1531 50
_ .......... :.......... .....
5
(50/4")
J.
10.0
.......... ................ :........ :........
(ML) Very Hard Pale Yellow and Light Gray Slightly Clayey
Slightly Sandy SILT
........ :...... ...................... .....
SPT
23-30-44-50
6
(74)
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Pale Yellow, Light Gray and Black Slightly Clayey
........ ;........ :...... . ;.......
z.s
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-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