SWA000204_Soils/Geotechnical Report_20230425

January 5, 2023
Mr. Andy Galek
True Homes
2649 Brekonridge Centre Drive
Charlotte, NC 28110
Email: [e-mail]
SUMMIT
ENGINEERING • LABORATORY • TESTING
A Universal Engineering Sciences Company
Subject: Estimated Seasonal High Water Table (ESHWT) Determinations
The Glenns II
Ansonville Road
Wingate, North Carolina
SUMMIT Project No. 2022.G0657
Dear Mr. Galek:
SUMMIT Engineering, Laboratory and Testing, Inc. (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 in the proposed stormwater BMP ponds to be
constructed for the proposed project listed above. This report contains a brief description of the
project information provided to us, general site and subsurface conditions revealed during this
exploration.
PURPOSE OF EXPLORATION
The primary purpose of this exploration was to obtain information regarding the subsurface
conditions in the proposed stormwater BMP ponds, assess the engineering characteristics of the
subsurface materials, and determination of the estimated seasonal high water table mark (if
evident).

Summary of ESHWT Determinations
The Glenns II
This report contains the following items:
• Site Vicinity Map and Boring Location Plan,
SUMMIT Project No. 2022.G0657
January 5, 2023
• 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
SUMMITvisited the site on December 13t" and 14t", 2022 and performed four (4) soil test borings
(identified as SW-26 through SW-29) in the proposed stormwater BMP ponds. The approximate
location of the boring is shown on Figure 2 — "Boring Location Plan" provided in Appendix 2. The
client (True Homes) provided SUMMIT a plan sheet titled "Bore Exhibit" prepared by dated
Yarbrough -Williams & House, Inc., that indicated the approximate locations of the proposed
stormwater BMP ponds. 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. We recommend the actual boring location be surveyed to determine
the actual boring location and existing ground elevation.
The soil test borings were performed using an ATV -mounted CME 550X drill rig. Borings SW-26,
SW-27, SW-28, and SW-29 were extended to approximate depths of 6.1, 6.1, 10, and 5.3 feet
below the existing ground surface, respectively. 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 continuously to the termination depth 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 the 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

Summary of ESHWT Determinations SUMMIT Project No. 2022.G0657
The Glenns II January 5, 2023
measurements were attempted at the termination of drilling. The classification symbols are
depicted on the "Boring Log" provided in Appendix 2.
GENERALIZED SUBSURFACE STRATIGRAPHY
General subsurface conditions observed during our geotechnical exploration are described
herein. For more detailed soil descriptions and stratifications at the test location, the respective
"Boring Log" provided in Appendix 2 should be reviewed. The horizontal stratification lines
designating the interface between various strata represents 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 a
thickness of approximately 3 inches. Beneath the topsoil layer, residual (undisturbed) soils were
encountered that consisted of sandy silts (ML). Partially weathered rock (PWR) conditions were
encountered in Borings SW-26, SW-27, and SW-29 at approximate depths of 4, 2, and 2 feet
below the existing ground surface, respectively. Auger refusal conditions were encountered in
Borings SW26, SW-27, and SW-29 at approximate depths of 6.1, 6.1, and 5.3 feet, respectively.
GROUNDWATER LEVEL MEASUREMENTS
At the time of drilling, groundwater was not observed in the borings. After waiting more than 24
hours, water 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.

Summary of ESHWT Determinations SUMMIT Project No. 2022.G0657
The Glenns II January 5, 2023
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 groundwater caused by intermittent periods of saturation and drying, and may be indicative
of 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, ESHWT indicators were not evident in soils sampled in Borings SW-
26, SW-27, SW-28, and SW-29. Please note that even though ESHWT indicators were not evident
in the borings perched water conditions can develop, and was observed in Boring SW-28, above
a low permeable material such as partially weathered rock (PWR). Perched water conditions
differfrom the "true" or "permanent" watertable. A perched watertable 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 of ESHWT Determinations
The Glenns II
SUMMIT Project No. 2022.G0657
January 5, 2023
Summary Table of the Boring Results and Our Observations
Approx.
GW Depth
Approx.
Auger
Boring
ESHWT
GW Depth
After
PWR
Refusal
Test
Depth
Depth
ATD
24 Hours
Depth
Depth
Location
(Feet)'
(Feet)
(Feet)'
(Feet)'
(Feet)'
(Feet)'
SW-26
6.1
NE
NE
NE
4
6.1
SW-27
6.1
NE
NE
NE
2
6.1
SW-28
10
NE
NE
NE
NE
NE
SW-29
5.3
NE
NE
NE
2
5.3
1 Depths from existing ground surface.
NE — Not Encountered in boring
The analyses 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,
SUMMIT 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.

Summary of ESHWT Determinations SUNLMT Project No. 2022.G0657
The Glenns II January 5, 2023
CLOSING
SUMMIT 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,
SUMMIT ENGINEERING, LABORATORY & TESTING, INC.
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L. Brian Cantrell, P.E.
Geotechnical Dept. Manager
LIST OF APPENDICES
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SUMMIT
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& Testing, Inc.
No. F-1454
Appendix 1 Figure No. 1— Site Vicinity Map
Figure No. 2 — Boring Location Plan
Appendix 2 Boring Logs
Christian Payne
Assistant Project Manager

Summary of ESHWT Determinations
The Glenns II
SUNEMT Project No. 2022.G0657
January 5, 2023
SUMMIT
ENGINEERING • LABORATORY • TESTING
A Universal Engineering Sciences Company
APPENDIX 1
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3575 Centre Circle
Fort Mill, South Carolina 29715
[phone]

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Approx. Soil Test Boring Location
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3575 Centre Circle
Fort Mill, South Carolina 29715
[phone]

Summary of ESHWT Determinations
The Glenns II
SUMMIT Project No. 2022.G0657
January 5, 2023
SUMMIT
ENGINEERING • LABORATORY • TESTING
A Universal Engineering Sciences Company
APPENDIX 2
Boring Logs

SUMMIT ENGINEERING
KEY TO SYMBOLS
Aa
3575 CENTRE CIRCLE
FORT MILL, SC 29715
SUMMIT 704,504,1717
[e-mail]
CLIENT True Homes
PROJECT NAME The Glenns II
PROJECT NUMBER 2022.G0657
PROJECT LOCATION Wingate, North Carolina
LITHOLOGIC SYMBOLS
SAMPLER SYMBOLS
(Unified Soil Classification System)
Standard Penetration Test
I
AUGER: Auger Probe
F-1
BLANK
MI
CL: USCS Low Plasticity Clay
EnCultivated
Soils: Cultivated Soils
MLS: USCS Sandy Silt
SM: USCS Silty Sand
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
BORING NUMBER SW-26
3575 CENTRE CIRCLE
FORT MILL, SC 29715
PAGE I OF I
SUMMIT 704504�1717
..... CPAYNEC&SUMMIT-COMPANIES.COM
CLIENT True Homes PROJECT NAME The Glenns II
PROJECT NUMBER 2022.G0657 PROJECT LOCATION Wingate,
North Carolina
DATE STARTED 12/13/22 COMPLETED 12/13/22 GROUND ELEVATION Oft
HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING
--- GW NE ATD
LOGGED BY D. Smith CHECKED BY Z. Rodriguez
AT END OF DRILLING
--- GW NE > 24 hrs
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location
AFTER DRILLING -
w
o
A SPT N VALUE A
p
U
U) w
0 20 40 60 80 100
❑=
Q
(7
o- O
MATERIAL DESCRIPTION
I— w
J ED
of
> O
� I— D
O? Q
PL MC LL
Q J
o
O of
U
m O>
0 20 40 60 80 100
El FINES CONTENT (%) El
w
(D
Z
<
LU
UZ
0 20 40 60 80 100
0.0
_ Approx. 3" of Topsoil
(ML) CULTIVATED FILL:
Soft Pale Brown (2.5Y, 7/3) Sandy SILT
........ :........ :........ :........ :........
SPT
2-2-2-2
(ML) RESIDUUM:
1
(4)
Soft Olive Yellow (2.5Y, 6/3) and Light Olive Brown (2.5Y, 5/6)
Sandy SILT
- ---
----------------------------
(ML) Firm Pale Brown (2.5Y, 7/3) and Olive Yellow (2.5Y, 6/6)
...........................................
Sandy SILT with Manganese Stains
2.5
-2.5
SPT
3-4-4-7
T.
2
(8)
(ML) Partially Weathered Rock When Sampled Becomes Light
................:........
= Yellowish Brown (2.5Y, 6/4) and Light Olive Brown (2.5Y, 5/6)
Sandy SILT
SPT
22-50 >>
3
(50/3")
5.0
-S.o
(ML) Partially Weathered Rock When Sampled Becomes Light
SPT
50
Olive Brown (2.5Y, 5/6) Sandy SILT
4
Bottom of Boring at 6.1 feet bgs, Auger Refusal
7.5
-7.5

SUMMIT ENGINEERING
BORING NUMBER SW-2/
3575 CENTRE CIRCLE
FORT MILL, SC 29715
PAGE I OF I
SUMMIT 704504�1717
.....
CPAYNEC&SUMMIT-COMPANIES.COM
CLIENT True
Homes PROJECT NAME The Glenns II
PROJECT NUMBER 2022.G0657 PROJECT LOCATION Wingate, North Carolina
DATE STARTED 12/13/22 COMPLETED 12/13/22 GROUND ELEVATION Oft
HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATD
LOGGED BY D. Smith CHECKED BY Z. Rodriguez
AT END OF DRILLING
--- GW NE > 24 hrs
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location
AFTER DRILLING -
w
o
A SPT N VALUE A
p
U
U) w
0 20 40 60 80 100
❑=
Q
(7
o- O
MATERIAL DESCRIPTION
I— w
J ED
of
> O
� I— D
O? Q
PL MC LL
Q J
o
O of
U
m O>
0 20 40 60 80 100
El FINES CONTENT (%) El
w
(D
Z
<
LU
UZ
0 20 40 60 80 100
0.0
_
Approx. 3" of Topsoil
(ML) CULTIVATED FILL:
Soft Olive Yellow (2.5Y, 6/6) and Pale Brown (2.5Y, 7/3) Sandy
........ :........ :........ :........ :........
SILT
SPT
2-2-2-3
(ML) RESIDUUM:
1
(4)
Soft Light Yellowish Brown (2.5Y, 6/4) and Olive Yellow (2.5Y,
6/6) Sandy SILT
(ML) Partially Weathered Rock When Sampled Becomes Light
...........................................
Olive Brown (2.5Y, 5/6) and Yellowish Brown (10YR, 5/8) Sandy
SILT
2.5
= -
-
SPT
...... ...... ...... ......
8-12-50
-2. s
_ -
2
»
(50/5")
(ML) Partially Weathered Rock When Sampled Becomes Light
Yellowish Brown (2.55Y, 6/4) and Yellowish Brown (10YR, 5/8)
Sandy SILT
SPT
23-50
5.0
-
...... ...... ...... ...... ......
-s.o
(ML) Partially Weathered Rock When Sampled Becomes Dark
SPT
50
Yellowish Brown (10YR, 4/4) Sandy SILT
4
50/1"
Bottom of Boring at 6.1 feet bgs, Auger Refusal
7.s
-7.s

SUMMIT ENGINEERING BORING NUMBER SW-28
3575 CENTRE CIRCLE
FORT MILL, SC 29715 PAGE I OF I
SUMMIT 704504�1717
..... CPAYNEC&SUMMIT-COMPANIES.COM
CLIENT True Homes PROJECT NAME The Glenns II
PROJECT NUMBER 2022.G0657 PROJECT LOCATION Wingate, North Carolina
DATE STARTED 12/14/22 COMPLETED 12/14/22 GROUND ELEVATION Oft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD
LOGGED BY D. Smith CHECKED BY Z. Rodriguez AT END OF DRILLING --- GW NE > 24 hrs
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING -
p
❑=
Q
w
U
(7
o- O
Q J
(D
MATERIAL DESCRIPTION
w
I— w
J ED
o
Z
<
o
of
> O
O of
U
LU
U) w
� I— D
O? 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 (%) El
0 20 40 60 80 100
0.0
_
Approx. 3" of Topsoil
(ML) RESIDUUM:
Very Stiff Pale Brown (2.5Y, 7/3) Sandy SILT
SPT
8-8-9-12
1
(17)
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Yellow (10YR, 7/8) and Pale Brown (2.5Y, 7/3)
............................................
2.5
Sandy SILT
............................................
-2.5
SPT
9-11-14-15
:.
2
(25)
.......................:........
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Yellow (2.5Y, 8/6) and Pale Brown (2.5Y, 7/3)
........:........:........:........:........
Sandy SILT
5.0
'.
SPT
3
9-8-9-9
(17)
-5.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Light Gray (10YR, 7/1) and Yellowish Brown
................. :........ :........ :........
(10YR, 5/8) Sandy SILT with Manganese Stains
SPT
9-9-11-14
4
(20)
7.s
-7.s
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Hard Yellow (2.5Y, 7/6) and Pale Brown (2.5Y, 7/4)
.......................... ........ ;........ ;........
Sandy SILT
SPT
12-22-44-36
5
(66)
10.0
-10.0
Bottom of Boring at 10 feet bgs, Boring Terminated

SUMMIT ENGINEERING BORING NUMBER SW-29
3575 CENTRE CIRCLE
FORT MILL, SC 29715 PAGE I OF I
SUMMIT 704504�1717
..... CPAYNEC&SUMMIT-COMPANIES.COM
CLIENT True Homes PROJECT NAME The Glenns II
PROJECT NUMBER 2022.G0657 PROJECT LOCATION Wingate, North Carolina
DATE STARTED 12/14/22 COMPLETED 12/14/22 GROUND ELEVATION Oft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD
LOGGED BY D. Smith CHECKED BY Z. Rodriguez AT END OF DRILLING --- GW NE > 24 hrs
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING -
w
o
A SPT N VALUE A
p
U
U) w
0 20 40 60 80 100
❑=
Q
(7
o- O
MATERIAL DESCRIPTION
I— w
J ED
of
> O
� I— D
O? Q
PL MC LL
Q J
o
O of
U
m O>
0 20 40 60 80 100
El FINES CONTENT (%) El
w
(D
Z
<
LU
UZ
0 20 40 60 80 100
0.0
_
. 04, '
Approx. 3" of Topsoil
(ML) RESIDUUM:
Firm Pale Brown (2.5Y, 7/3) Sandy SILT
SPT
2-2-3-3
1
(5)
..........................
(ML) Partially Weathered Rock When Sampled Becomes Light
Yellowish Brown (2.5Y, 6/6) and Light Gray (2.5Y, 7/2) Sandy
SILT with Manganese Stains
2.s
-
- -
SPT
10-25-50
...... ...... ...... ......
-2.5
2
(50/5")
»
) P
(MLartially Weathered Rock When Sampled Becomes Pale
SPT
50
Brown (2.5Y, 7/3) Sandy SILT
3
50/3"
»
s. o
-
...... ...... ...... ...... ......
-s.0
Bottom of Boring at 5.3 feet bgs, Auger Refusal