SWA000206_Soils/Geotechnical Report_20230524

March 24, 2022
Mr. Hayes Christenbury
LENNAR
6701 Carmel Road, Suite 425
Charlotte, NC 28226
Email: [e-mail]
SUMMIT
ENGINEERING • LABORATORY • TESTING
A Universal Engineering Sciences Company
Subject: Estimated Seasonal High Water Table (ESHWT) Determinations
Village at Waxhaw
5401 Waxhaw-Marvin Road
Waxhaw, North Carolina
SUMMIT Project No. 1506.G0025
Dear Mr. Christenbury:
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). This report contains the following items:
• 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.

Summary of ESHWT Determinations SUMMIT Project No. 1506.G0025
Village at Waxhaw March 24, 2022
EXPLORATION PROCEDURES
SUMMIT visited the site on March 10, 2022 and performed two (2) soil test borings (identified as
SW-10 and SW-11) in the proposed stormwater BMP ponds. The approximate locations of the
borings are shown on Figure 2 — "Boring Location Plan" provided in Appendix 2. The client
(LENNAR) provided SUMMIT a plan sheet titled "Conceptual Plan A", prepared by WK Dickson
dated December 2021, 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 and were
extended to an approximate depth of 16 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 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

Summary of ESHWT Determinations SUMMIT Project No. 1506.G0025
Village at Waxhaw March 24, 2022
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
thicknesses of approximately 4 inches. Beneath the topsoil layer, residual (undisturbed) soils
were encountered that consisted of lean clays, elastic silts, and sandy silts. Partially Weathered
Rock (PWR) and auger refusal materials were not encountered in the borings.
GROUNDWATER LEVEL MEASUREMENTS
At the time of drilling and 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.
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.

Summary of ESHWT Determinations SUMMIT Project No. 1506.G0025
Village at Waxhaw March 24, 2022
CONCLUSIONS
Based on our observations, ESHWT indicators were evident in soils sampled in the borings.
The following table summarizes the results of the borings and our observations.
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-10
16
5
NE
NE
NE
NE
SW-11
16
8
NE
NE
NE
NE
i 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 SUMMIT Project No. 1506.G0025
Village at Waxhaw March 24, 2022
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.
E A L ,
042323 —
3/24/20�2
WON
Robert L. Price, P.E.
Chief Engineer
LIST OF APPENDICES
Appendix 1 Figure No. 1— Site Vicinity Map
Figure No. 2 — Boring Location Plan
Appendix 2 Boring Logs
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SUMMIT ••
;_
m : Engineering, Laboratory : a'
o & Testing, Inc. ; `
No. F-1454 ,�I
Todd A. Costner, El
Senior Project Manager

Summary of ESHWT Determinations
Village at Waxhaw
SUMMIT Project No. 1506.G0025
March 24, 2022
SUMMIT
ENGINEERING • LABORATORY • TESTING
A Universal Engineering Sciences Company
APPENDIX 1
Figures

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Figure 1
Site Vicinity Map
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Village at Waxhaw
5401 Waxhaw-Marvin Road
Waxhaw, North Carolina SUMMIT
ENGINEERING • LABORATORY • TESTING
SCALE: NTS
SUMMIT Project No.: 1506.G0025
A Universal Engineering Sciences Company
3575 Centre Circle
Fort Mill, South Carolina 29715
[phone]

Boring locations were not
surveyed and should be
considered approximate
Figure 2
Boring Location Plan
Approx. Soil Test Boring
Location
l' SW-11
FSHWT — 8' N
i
r-- _7i
r �1
SW-10
t f ESHWT 5'
>+ r r
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Village at Waxhaw
5401 Waxhaw-Marvin Road
Waxhaw, North Carolina
SUMMIT
ENG IN KERING • LABORATORY - TF$TING
SCALE: NTS
SUMMIT Project No.: 1506.G0025
A Universal Engineering Sciences Company
3575 Centre Circle
Fort Mill, South Carolina 29715
[phone]

Summary of ESHWT Determinations
Village at Waxhaw
SUMMIT Project No. 1506.G0025
March 24, 2022
SUMMIT
ENGINEERING • LABORATORY • TESTING
A Universal Engineering Sciences Company
APPENDIX 2
Boring Logs

SUMMIT ENGINEERING, LABORATORY AND TESTING, INC KEY TO SYMBOLS
OCENTRE CIRCLE DRIVE
FORT MILL, SOUTH CAROLING 29715
//-
�
SUMMIT
WWW.S MMIT
W W W.SUMMIT-COMPANIES. GOM
CLIENT LENNAR PROJECT NAME Village at Waxhaw
PROJECT NUMBER 1506.G0025 PROJECT LOCATION Waxhaw, North Carolina
LITHOLOGIC SYMBOLS
SAMPLER SYMBOLS
(Unified Soil Classification System)
Standard Penetration Test
F-1 BLANK
CL: USCS Low Plasticity Clay
MI
MH: USCS Elastic Silt
RH
MLS: USCS Sandy Silt
Ty. TOPSOIL: Topsoil
PWR: Partially Weathered Rock
WELL CONSTRUCTION SYMBOLS
ABBREVIATIONS
LL -LIQUID LIMIT (%) TV -TORVANE
PI -PLASTIC INDEX (%) PID - PHOTOIONIZATION DETECTOR
W - MOISTURE CONTENT (%) UC -UNCONFINED COMPRESSION
DD - 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 AND TESTING, INC
3575 CENTRE CIRCLE DRIVE
BORING NUMBER SW-10
FORT
FORT MILL, SOUTH GAROLINA 29715
//-
PAGE I OF I
SUMMIT WWW.S MMIT �
W W W.SUMMIT-COMPANIES. COM
CLIENT LENNAR PROJECT NAME Village at Waxhaw
PROJECT NUMBER 1506.G0025 PROJECT LOCATION
Waxhaw, North Carolina
DATE STARTED 3/10/22 COMPLETED 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 C. Killian CHECKED BY T. Costner
AT END OF DRILLING --- GW NE > 24 Hour
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring
AFTER DRILLING
---
p
_
Q
>
w
U
a O
ry J
0
MATERIAL DESCRIPTION
w
I--w
J ED
a
�Z
<
o
} ^
of
LU >
O-
U�
LU
u) w
I —D
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 (%) El
0 20 40 60 80 100
0.0
a
Approx. 4" of Topsoil
(MH) RESIDUUM:
Firm Moist Red (2.5YR, 5/8) Elastic SILT
SPT
1
2-2-3-4
5
()
.......:........:........:........:........
(ML) Firm Moist Reddish Yellow (5YR, 7/8) and Yellow (10YR,
8/8) Slightly Clayey Sandy SILT
SPT
3-3-4-8
2
(7)
— — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Stiff Moist (White, N) and Yellow (10YR, 8/8) Sandy SILT
—
.................:........:........
5.0
ESHWT — 5 feet bgs
SPT
3
3-6-9-9
(15)
.................
-5.0
— — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Moist (White, N) and Yellow (10YR, 8/8) Sandy
—
........ ;........ ;........ ;........ ;........
SILT
SPT
5-7-10-11
4
(17)
6-7-12-14
SPT
:........ :........ :........
5
(19)
...............
10.0
'
................. :........ :........ :........
o.o
SPT
7-8-10-12
6
(18)
SPT
6-8-10-10
7
(18)
I5.0
SPT
8
6-8-11-12
(19)
............... :........ :........ :........
s.o
Bottom of Boring at 16 feet bgs, Boring Terminated
20.0
20.0

SUMMIT ENGINEERING, LABORATORY AND TESTING, INC
3575 CENTRE CIRCLE DRIVE
BORING NUMBER SW-11
FORT MILL, SOUTH GAROLINA 29715
FORT
//-
PAGE I OF I
�
SUMMIT
WWW.S MMIT
W W W.SUMMIT-COMPANIES. COM
CLIENT LENNAR PROJECT
NAME Village at Waxhaw
PROJECT NUMBER 1506.G0025 PROJECT
LOCATION
Waxhaw, North Carolina
DATE STARTED 3/10/22 COMPLETED 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 C. Killian CHECKED BY T. Costner
AT END OF DRILLING --- GW NE > 24 Hour
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring
AFTER DRILLING
---
w
o
A SPT N VALUE A
p
U
}
u) w
0 20 40 60 80 100
PL MC LL
_
Q
a O
MATERIAL DESCRIPTION
I--w
J ED
of ^
LU >
I —D
p Z Q
>
ry J
a
O-
m O>
0 20 40 60 80 100
0
�Z
U�
UZ
w
<
LU
El FINES CONTENT (%) El
0 20 40 60 80 100
0.0
a
Approx. 4" of Topsoil
(CL) RESIDUUM:
SPT
1-1-1-6
Very Soft Moist Brownish Yellow (10YR, 6/8) Lean CLAY
1
2
........:........:........:........:........
(ML) Stiff Moist Brownish Yellow (10YR, 7/8), Red (2.5YR, 5/8)
and Yellow (10YR, 8/8) Sandy SILT
SPT
4-5-9-21
2
(14)
— — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Brownish Yellow (10YR, 7/8), White (White, N) and
—
........:........:........:........:........
s.o
A.
Yellow (10YR, 8/8) Sandy SILT
SPT
3
17-25-25-30
(50)
..................... .....................
-5.0
— — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Red (2.5YR, 5/8) and Yellow (10YR, 8/8) Sandy
—
........;....... ;........ ;........ ;........
SILT
SPT
5-12-12-14
4
(24)
----------------------------
(ML) Hard White (White, N), Yellow (10YR, 8/8) and Red (2.5YR,
5/8) Sandy SILT
ESHWT 8 feet bgs
SPT
10-16-22-26
5
(38)
l 0.0
— — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard White (White, N) and Yellow (10YR, 8/8) Sandy SILT
—
.................;........;........
-10.0
.'
SPT
10-15-21-25
6
(36)
SPT
6-19-27-30
7
(46)
— — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff White (White, N) and Yellow (10YR, 8/8) Sandy
—
........ :....... :........ :........ :........
SILT
I5.0
SPT
8
10-12-17-25
(29)
s.o
Bottom of Boring at 16 feet bgs, Boring Terminated
20.0
20.0