SW3220202_Design Calculations_20221101 (2)

Storm Water Managemen
Erosion and Sedimentatio
Waxhaw Town Campus
Kensington Drive & Waxhaw-Marvin Road
Waxhaw, North Carolina
PREPARED FOR:
ADW Architects
January 26, 2022
Revised: June 9, 2022
�; benesch
�i
l
Corporate Certifications:
NC P.E.: F-1320
NC L.A.: C-454

OF CONTENTS
SECTION 1 Narrative
Project Description
Erosion and Sedimentation Control Plan
Post Construction Storm Water Management
Topography/Drainage
Soils
Model Parameters/Analysis/Detention Summary
SECTION 2 Erosion and Sedimentation Control Calculations
Sediment Basin Worksheets*
Swale Liner Calculations*
Rip -Rap Outlet Sizing Worksheet*
SECTION 3 Storm Drainage Calculations
Waxhaw IDF Table
Closed Conduit Calculations - Conduit Table*
Swale Capacity Calculations*
SECTION 4 Water Quality / Detention Design Calculations
Sand Filter Sizing Worksheet*
Waxhaw Precipitation Depth Table
Detention Routing Report*
SECTION 5 Appendix
USGS Topographic Map
Union County Hydrologic Soils Map
Geotechnical Report & SHWT Determination
Preliminary Jurisdictional Determination
Pre -Development Drainage Area Map DA-1*
Post -Development Drainage Area Map DA-2*
Component Drainage Area Map DA-3*
*Indicates revision
benesch
Waxhaw Town Campus I Storm Water Management Report / Erosion and Sedimentation Control Plan

NARRATIVE
PROJECT DESCRIPTION
This site development is for the proposed Town Hall and Parks and Recreation center for the Town
of Waxhaw. The development is on a predominantly undisturbed parcel with only a single older
residence that will be demolished. The site located Southwest of the intersection of Kensington
Drive and Waxhaw Marvin Road of Parcel No. 06192003A approximately 2.1 miles Northwest of
Waxhaw, NC. This property will be adjacent to both roads and current property of the Union County
Board of Education. This site is 18.406 acres and owned by the Town of Waxhaw per deed book
7686 and page 0838. The Town of Waxhaw is financially responsible, and the total denuded area is
9.78 Acres.
There are two proposed buildings with parking and necessary infrastructure. The Town Hall is a
single story with 13,360 SF building. The Parks and Recreation Building will be a single story with
17,000 SF building. There is also a planned location for an 8,000 SF future building and 2 building
additions that total 2,600 SF.
TOPOGRAPHY AND DRAINAGE
The site naturally drains from the roadways towards a stream that begins on site. The stream directly
connects to Twelvemile Creek which is also the Southern property line. Twelvemile Creek
eventually connects to the Catawba River. An existing portion of a ditch that connects to this stream
will be by-passed on site to connect at the beginning of the stream. The proposed sand filter BMP
will eventually drain into the Twelvemile creek.
Twelvemile creek is classified as WS-IV, use classification C. There is no impact made onsite to the
Twelvemile creek and its buffer. A small portion of the sand filter and its outlet is built with in the
FEMA 100 flood plain line. The 0.2%, 500 Year Flood plain has a roughly 50% of the BMP with
that defined area. The remainder of the project is outside of those boundaries.
EROSION AND SEDIMENTATION CONTROL PLAN
Erosion and sedimentation will primarily be handled through a combination of two sediment basins,
excavated inlet protection, and silt fence with stone openings in the initial stages of construction,
and sediment basins, excavated inlet protection, and inlet protection once the storm drainage system
has been installed and as the site is brought to final grade. Smaller areas that cannot be diverted to
the basin will be captured by silt fence with stone openings. As the storm drainage is installed,
temporary inlet protection and silt sacks will be installed. Matting will be installed on all slopes 3:1
or greater. Peak flows were calculated using the Rational Method (Monroe IDF curve for 10-year
frequency). Design of the erosion control measures was completed using Benesch's spreadsheets
based on methods outlined in the NCDEQ Erosion and Sedimentation Control Design Manual. One
benesch
Waxhaw Town Campus I Storm Water Management Report / Erosion and Sedimentation Control Plan

of these Sediment basins will be converted to a sand filter BMP and will be the only measure
required to meet the permanent post construction site developed for stormwater quality.
SOILS
The soil survey of Union County indicates that soils on the site are as follows:
Tatum gravelly Silty Clay Loam, 2-8% slopes eroded (TbB2)
• Secrest-Cid complex, 0-3% slopes (ScA)
POST -CONSTRUCTION STORM WATER MANAGEMENT
Proposed storm water management for this project will be accomplished by utilizing a combination
of Stormwater Control Measures (SCMs) to provide runoff quantity control (peak flow) and water
quality treatment (pollutant removal). One permanent primary SCM is proposed for this project,
which will be a sand filter. The sand filter will function for water quality, and peak flow attenuation.
The majority of the site's proposed impervious areas will be physically treated and detained by the
proposed primary SCM in accordance with the NCDEQ Stormwater Design Manual. There is a
small amount of impervious area at the connecting drive to Waxhaw Marvin Road that is unable to
be captured by the proposed SCM due to grade constraints. The proposed SCM has been sized for
all future impervious areas shown on the plans. Refer to the drainage area maps in the Appendix for
more information.
MODEL PARAMETERS / ANALYSIS / DETENTION SUMMARY
Capacity analysis for proposed on -site storm water conveyance system design was done using the
Rational Method (10-year frequency). Model analysis and results for the closed conduit storm
conveyance system were generated by Bentley's StormCAD. The time of concentration values
varied and were determined by either the SCS Method, FAA Method, or user input.
The water quality SCM was designed to comply with the NCDEQ Stormwater Design Manual. For
purposes of detention calculations, the area of the SCM was counted as impervious.
Detention routing calculations were completed using Bentley's PondPack. Drainage areas for the
model were named as DA-PRE, and DA-POST for the pre and post -developed conditions. The pre -
developed condition was assumed to be a combination of brush and open space in fair condition. For
simplicity of comparison, the pre and post drainage areas have been matched. Events modeled for
peak flow attenuation were the 1-year, 2-year, and 10-year, 24-hour storms. The 50 and 100-year,
24-hour storms were modeled to show that the SCM could route it safely. Refer to Section 4 of this
report for full routing calculations.
benesch
Waxhaw Town Campus I Storm Water Management Report / Erosion and Sedimentation Control Plan

Total Pre
Event
SCM IN (efs)
SCM OUT (efs)
SCM Stage
Flow efs
1-yr, 24-
hr
2.69
19.72
1.96
509.60
2-yr, 24-
hr
5.10
25.99
4.131
510.06
10-yr,24-
hr
13.24
43.12
12.36
511.26
50-yr, 24-
hr
23.94
62.34
47.43
511.87
100-yr,
24-hr
29.43
71.38
59.37
512.01
*Top of SCM is 513.00
benesch
Waxhaw Town Campus I Storm Water Management Report / Erosion and Sedimentation Control Plan

Section 2
Erosion and Sedimentation Control Calculations

SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 POST
PROJECT NAME:
Waxhaw Town hall
BY:
MRW
COUNTY:
Union
DATE:
10/5/2021
PROJECT NUMBER:
17000405
REV:
3.30.22
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE
WITH THE N.C. SEDIMENT AND EROSION CONTROL
MANUAL, SECTION 6.64 AND SECTION 8.07.
DRAINAGE AREA=
7.13 ac.
DENUDED AREA-
7.13
ac.
PEAK FLOW: Q2 =
CCI2A
WHERE: I2=
5.93
in/hr (2yr)
5 min. ToC
Q2 =
21.14 cfs
Ito=
7.58
In/hr (10yr)
I25=
8.39
in/hr (25yr)
Qio=
CclioA
A=
0.00
ac. Woods
C= 0.25
Q10=
27.02 cfs
A=
0.00
ac. Grass
C= 0.30
A=
7.13
ac. BARE SOIL
C= 0.50
Q25=
CclioA
A=
0.00
ac. Offsite (farmland)
C= 0.30
Q25 =
29.91 cfs
A=
0.00
ac. Buildg/pavt
C= 0.95
A=
7.13
ac. TOTAL DRAINAGE
AREA
Cc=
0.50
COMPOSITE C
BASIN STAGE/STORAGE:
DWG. SCALE:1"= 1
(NOTE MAX
FILLHEIGHT=5')
ELEV.
PLANIMETER READING
AREA (sf)
AVG. AREA (sf)
VOL (cf)
ACCUM. VOL (cf.)
507
0
0
0
0
0
508
9832
9832
4916
4916
4916
509
10987
10987
10410
10410
15326
510
12200
12200
11594
11594
26919
511
13468
13468
12834
12834
39753
512
14793
14793
14131
14131
53884
513
16175
16175
15484
15484
69368
REQUIRED BASIN VOL. (1800xDA) = 12,834 cf
DETERMINE ELEV. OF SEDIMENT STORAGE
ELEV.
VOLUME (cf)
BASED ON REQUIRED BASIN VOLUME:
508
4916
X
12834
X= 508.76
509
15325.5
H= 1.76
REQUIRED SURFACE AREA (435xQlo) =
11,755
Sq.Ft.
DETERMINE ELEV. OF SEDIMENT STORAGE:
ELEV.
AREA (sf)
BASED ON REQUIRED SURFACE AREA:
509
10987
X
11755
X= 509.63
510
12200
H= 2.63
H= 2.63
DESIGN ELEVATION OF SEDIMENT STORAGE:
USE H= 3.00
RISER DESIGN: DETERMINE HEAD
ON RISER FOR VARIOUS DRAINAGE STRUCTURES
Hr=[Qp / Cw x L]2(3
WHERE: Qp=
27.02 cfs
Cw=
3.3 WEIR COEFF.
RISER DIM. (L x W)
HEAD (Hr)
L= WEIR LENGTH (INTERIOR)
4 ft.
0.64 ft.
5 ft.
0.55 ft.
6 ft.
0.49 ft.
7 ft.
0.44 ft.
NOTE: MAX. HEAD ALLOWED =1. 1
USE 5
ft. SQ. RISER, Hr=
0.55 ft. Qr=
27.02 cfs

SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 POST
PROJECT NAME: Waxhaw Town hall
COUNTY: Union
PROJECT NUMBER: 17000405
BY: MRW
DATE: 10/5/2021
REV: 3.30.22
BARREL DESIGN: DETERMINE THE REQUIRED BARREL SIZE
Q = Cd x A x (2GHb) 0.5
WHERE: Cd= 0.59
A= PIPE AREA (sf.)
Hb= "Z" + "Hr"-DIA./2
BARREL DIA.
HEAD (Hb)
DISCHARGE
15 in.
2.93 ft.
9.94 cfs
18 in.
2.80 ft.
14.00 cfs
24 in.
2.55 ft.
23.76 cfs
30 in.
2.30 ft.
35.26 cfs
36 in.
2.05 ft.
47.93 cfs
42 in.
1.80 ft.
61.14 cfs
48 in.
1.55 ft.
74.11 cfs
USE 36
in. BARREL,
Qb= 47.93 cfs
1
BARREL(S)
SKIMMER SIZING:
Required Volume=
26,919 cf
Min. Dewatering Time (days)=
3 days
Optimal Skimmer Size=
3"
Orifice Area Required (sq. in.)=
6.49 sq. in.
Skimmer Orifice Size (RADIUS)=
1.4 "
Skimmer Orifice Size (DIAMETER)=
2.9 "
Provided Volume=
26919 cf
Dewatering Time (days)=
2.8 days
(5 days max.;
3 days optimal)
From Faircloth Skimmer Design Manual
11/07
Skimmer Size
(inches)
Cap./Day (cf)
Head (ft)
1.5
1,728
0.125
2.0
3,283
0.167
2.5
6,234
0.208
3.0
9,774
0.25
4.0
20,109
0.333
5.0
32,832 4" head
0.333
6.0
51,840 5'head
0.417
8.0
97,978 6" head
1 0.5
Skimmer Orifice Size (in)
1.5
960
cf
2.0
1,123
cf
2.5
1,270
cf
3.0
1,382
cf
4.0
1,601
cf
5.0
1,642
cf
6.0
1,814
cf
8.0
1,987
cf

SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 POST
PROJECT NAME: Waxhaw Town hall BY: MRW
COUNTY: Union DATE: 10/5/2021
PROJECT NUMBER: 17000405 REV: 3.30.22
Qjo= CcIjoA WHERE: Cc= 0.50 COMPOSITE C
Q10= 27.02 cfs 110= 7.58 in/hr (10 YR STORM)
A= 7.13 ac.
Qp= FLOW THRU THE PRINCIPLE STRUCTURE
RISER CAPACITY= 27.02 cfs
BARREL CAP.= 47.93 cfs RISER CONTROLS
Qp= 27.02 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe= 0.00 cfs SPILLWAY NOT REQUIRED
DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY
He=[Qe/ (C x L)]213 WHERE: C= 2.7
LENGTH HEAD (He)
10 ft. 0.00 ft.
15 ft. 0.00 ft.
20 ft. 0.00 ft.
25 ft. 0.00 ft.
30 ft. 0.00 ft.
USE 10 ft. SPILLWAY, He= 0.00 ft.
TEMPORARY SEDIMENT BASIN #1 POST SUMMARY
TOP OF DAM EL. 513.00
S
RISER
DIA. (IN.)
BARREL
DIA.(IN.)
BARREL
SLOPE (%)
I (in.)
S
(ft.)
Z
(ft,)
Y
(ft.)
H
(ft.)
L
(ft.)
STORAGE
REQ'D (cf.)
5
36
0.73
1 12
8.00
6.00
3.55
3.00
10
12834

SKIMMER BASIN W/ PERM. OUTLET STRUCTURE
#1 POST
PROJECT NAME: Waxhaw Town hall BY:
MRW
COUNTY: Union DATE:
10/5/2021
PROJECT NUMBER: 17000405 REV:
3.30.22
SHEET NOT NEEDED- DISCARD
EMERGENCY SPILLWAY: DESIGN FLOW: Qe=Q,O-Qp
Q10= CcI10A WHERE: Cc= 0.50
COMPOSITE C
Q10= 27.02 cfs 110= 7.58
in/hr (10 YR STORM)
A= 7.13
ac.
Qp= FLOW THRU THE PRINCIPLE STRUCTURE
RISER CAPACITY= 27.02 cfs
BARREL CAP.= 47.93 cfs RISER CONTROLS
Qp= 27.02 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe= 0.00 cfs SPILLWAY NOT REQUIRED
TEMPORARY SEDIMENT BASIN #1 POST SUMMARY
TOP OF DAM EL. 513.00
RISER
DIA. (IN.)
BARREL
DIA.(IN.)
BARREL
SLOPE (%)
I (in.)
S
(ft.)
Z
A
Y
(ft.)
H
(ft.)
L
(ft.)
STORAGE
REQ'D (cf.)
5
36
2.45
12
8.00
6.00
3.55
3.00
N W
12834

SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 POST
PROJECT NAME: Waxhaw Town hall BY: MRW
COUNTY: Union DATE: 10/5/2021
PROJECT NUMBER: 17000405 REV: 3.30.22
Detail Information:
6" min
Freeboard
Spill.Eev
(ft.)
(ft.)
0.50
1.95
DATA BLOCK (For Plans):
BASIN
#
DRAINAGE
AREA
(AC)
DENUDED
AREA
(AC)
Qio
(CFS)
BASIN VOLUME
BASIN SURFACE AREA
REQ'D
(CF)
PROV.
(CF)
REQ'D
(SF)
PROV.
(SF)
#1 POST
7.13
7.13
27.02
12834
26919
11755
12200
CLEANOUT
H
Z
L
T
W
SKIMMER
SKIMMER
DEPTH (H/2)
PIPE DIAM
ORR. DIAM
(FT)
(FT)
(FT)
(FT)
(FT)
(FT)
(IN)
(IN)
1.50
3.00
6
NA
3.00
NA
3.0
2.9

TEMPORARY SKIMMER BASIN 2
PROJECT NAME: WAXHAW TOWN HALL BY: Benesch
PROJECT NUMBER: 17000405 DATE: 12.10.21
REV 4.1.22
THE SKIMMER SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE NORTH CAROLINA
SEDIMENT AND EROSION CONTROL MANUAL, SECTION 6.64
Pre Post
DISTURBED AREA= 2.28 ac. NA
DRAINAGE AREA= 2.28 ac. NA
USED: 2.28 ac.
REQ'D BASIN VOL.= DISTURBED AREA X 1800 cf/ac
= 4,104 cf
ROCIN CTOf,F/ CTnROf,F- rNNf, gr.Al F- 9"= 9 rninTF nnvx ru i WP-WT-F9
ELEV.
PLANIMETER READING
AREA s
AVG. AREA s
VOL c
ACCUM. VOL cf.
512
1444
1444
0
0
0
513
1796
1796
1620
1620
1620
514
2171
2171
1984
1984
3604
515
2571
2571
2371
2371
5975
516
2996
2996
2784
2784
8758
517
3445
3445
3221
3221
11979
DETERMINE ELEV. OF SEDIMENT STORAGE
PEAK FLOW: Qp = CC12A
Qp = 7.65 cfs
ELEV.
VOLUME (cf)
514
3604
X
4104
515
5975
WHERE: 110=
6.71
in/hr (10 YEAR STORM)
A=
0.00
ac. GRASS
A=
2.28
ac. BARE SOIL
A=
0.00
ac. WOODS
A=
0.00
ac. BLDG/PVM'T
A=
2.28
ac. TOTAL
DETERMINE REQ'D SURFACE AREA:
Qjo = Ccl,oA= 7.65 cfs
AR= 325 sf/cfs x Q 1 o
AR= 2,486 sf
DETERMINE SURFACE AREA ELEV. OF THE 10 YR
RAINFALL
AREA (sf)
512
1444
X
2486
513
1796
DEPTH OF SEDIMENT STORAGE (H) BASED ON VOL. REQUIREMENT =
2.21 ft
DEPTH OF SEDIMENT STORAGE (H) BASED ON AREA REQUIREMENT=
2.96 ft
USE H= 3.00
SKIMMER SIZING:
Required Volume=
4,104 cf
Min. Dewatering Time (days)=
2.0 days
Optimal Skimmer Size=
2 "
Orifice Area Required (sq. in.)=
1.8 sq. in.
Skimmer Orifice Size (RADIUS)=
0.8
Skimmer Orifice Size (DIAMETER)=
1.5
Provided Volume=
5,975 cf
Dewatering Time (days)=
3 days
(5 days max., 3 days optimal)
From Faircloth Skimmer Design
Manual 11/07
Skimmer Size
(inches) ;ap./Day (cf)
Head (ft)
1.5 1,728
0.125
2.0 3,283
0.167
2.5 6,234
0.208
3.0 9,774
0.25
4.0 20,109
0.333
5.0 32,832 4" head
0.333
6.0 51,840 5" head
0.417
8.0 97,978 6" head
0.5
Skimmer Orifice Size (in)
1.5
960
cf
2.0
1,123
cf
2.5
1,270
cf
3.0
1,382
cf
4.0
1,601
cf
5.0
1,642
cf
6.0
1,814
cf
8.0
1,987
cf
X= 514.21
H= 2.21 ft
8 min TC
C= 0.30
C= 0.50
C= 0.25
C= 0.95
Cc= 0.50
X= 514.96
H= 2.96 ft
Page 1 of 2

EMERGENCY SPILLWAY:
DESIGN FLOW: QQ Qio WHERE Qio= 7.65 cfs
Qe 7.65 cfs
DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY
HQ [QQ/ (C x L)I "' WHERE: C= 2.7
LENGTH HEAD (He)
loft 0.43 ft
15 ft 0.33 ft
20 ft 0.27 ft
25 ft 0.23 ft
30 ft 0.21 ft
USE loft SPILLWAY, HQ 0.43 ft
TEMPORARY SKIMMER BASIN 2 SUMMARY
plan Vi¢w
wief�°n9`w .Pis' L
rcnaf burinsmfacem Baffles
tep of rrcipM sg-llwcy alevellen yy_5' MIN.
I' F�aboor•d Emba� Influx Baffles
maw,
sM1ticfure / 1 � _ �T-,.S IN
'n9 6" min, in
H=2 Iwa
E ancy
p llway
Sadimant Cross Section PMI—SEEP
. arvga mna View wlf
r.1r-TvffNrsrrj-pwnr. pis
6" min
Freeboard
SpiII.Eev
ft.
ft.
0.50
1.07
nATO RI nr'.V /far alone\
BASIN
DRAINAGE
AREA
AC
DENUDED
AREA
AC)
Q10
(CFS)
BASIN VOLUME
BASIN SURFACE AREA
REQ'D
(CF
PROV.
CF
REQ'D
SF
PROV.
SF
2
2.28 ac.
2.28 ac.
1 7.65 cfs
4104
5975
2486
2571
CLEANOUT
H
Z
L
T
W
SKIMMER
SKIMMER
DEPTH (H/2)
PIPE DIAM
ORIFICE DIA.
FT
FT
FT
FT
FT
FT
IN
IN
1.50
3.00
5.00
10
2.00
5
2.0
1.5
Page 2 of 2

12/16/21, 8:58 AM
6 NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > South-B
Name
DI-4 to DI 2A
Discharge
3.09
Channel Slope
0.0242
Channel Bottom Width
2
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Sod Former
Vegetation Density
Excellent > 95%
Soil Type
Clay Loam (CL)
S150
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 3.09 cfs 2.3 ft/s 0.41 ft 0.044 1.8 Ibs/ft2 0.63 Ibs/ft2 2.87 STABLE D
Unvegetated
Underlying Straight 3.09 cfs 2.3 ft/s 0.41 ft 0.044 1.96 Ibs/ft2 0.44 Ibs/ft2 4.46 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 3.09 cfs 2.32 ft/s 0.41 ft 0.044 4 Ibs/ft2 0.62 Ibs/ft2 6.44 STABLE
Vegetation
Underlying Straight 3.09 cfs 2.32 ft/s 0.41 ft 0.044 4 Ibs/ft2 0.44 Ibs/ft2 9.16 STABLE
Substrate
https://ecmds.com/project/l 50547/channel-analysis/215605/show 1 /1

12/16/21, 8:52 AM
6 NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > South -A
Name
DI 5 - DI 4
Discharge
3.36
Channel Slope
0.006
Channel Bottom Width
2
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Sod Former
Vegetation Density
Excellent > 95%
Soil Type
Clay Loam (CL)
S150
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 3.36 cfs 1.16 ft/s 0.7 ft 0.058 1.8 Ibs/ft2 0.26 Ibs/ft2 6.83 STABLE D
Unvegetated
Underlying Straight 3.36 cfs 1.16 ft/s 0.7 ft 0.058 1.96 Ibs/ft2 0.17 Ibs/ft2 11.68 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 3.36 cfs 1.09 ft/s 0.73 ft 0.063 4 Ibs/ft2 0.27 Ibs/ft2 14.6 STABLE
Vegetation
Underlying Straight 3.36 cfs 1.09 ft/s 0.73 ft 0.063 4 Ibs/ft2 0.17 Ibs/ft2 23.07 STABLE
Substrate
https://ecmds.com/project/l 50547/channel-analysis/215604/show 1 /1

12/15/21, 6:05 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > East
Name
East
Discharge
2.79
Channel Slope
0.0596
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Sod Former
Vegetation Density
Excellent > 95%
Soil Type
Clay Loam (CL)
SC150
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150 Straight 2.79 cfs 3.79 ft/s 0.49 ft 0.036 2 Ibs/ft2 1.84 Ibs/ft2 1.09 STABLE D
Unvegetated
Underlying Straight 2.79 cfs 3.79 ft/s 0.49 ft 0.036 2.18 Ibs/ft2 0.87 Ibs/ft2 2.5 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 2.79 cfs 4.04 ft/s 0.48 ft 0.033 4 Ibs/ft2 1.78 Ibs/ft2 2.24 STABLE
Vegetation
Underlying Straight 2.79 cfs 4.04 ft/s 0.48 ft 0.033 4 Ibs/ft2 0.85 Ibs/ft2 4.73 STABLE
Substrate
https://ecmds.com/project/l 50547/channel-analysis/215596/show 1 /1

12/15/21, 5:19 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > North
Name
North
Discharge
3.35
Channel Slope
0.0933
Channel Bottom Width
3
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Sod Former
Vegetation Density
Excellent > 95%
Soil Type
Clay Loam (CL)
S150
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
5150 Straight 3.35 cfs 4.22 ft/s 0.22 ft 0.034 1.8 Ibs/ft2 1.27 Ibs/ft2 1.42 STABLE D
Unvegetated
Underlying Straight 3.35 cfs 4.22 ft/s 0.22 ft 0.034 1.96 Ibs/ft2 1.06 Ibs/ft2 1.86 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 3.35 cfs 4.51 ft/s 0.21 ft 0.031 4 Ibs/ft2 1.2 Ibs/ft2 3.35 STABLE
Vegetation
Underlying Straight 3.35 cfs 4.51 ft/s 0.21 ft 0.031 4 Ibs/ft2 1.01 Ibs/ft2 3.98 STABLE
Substrate
https://ecmds.com/project/l 50547/channel-analysis/215592/show 1 /1

RIP RAP OUTLET PROTECTION
PROJECT NAME: WAXHAW TOWN HALL BY: MRW
PROJECT NUMBER: 17000405 DATE: 12.10.21
REV: 4.6.22
DESIGN OF RIP RAP OUTLET PROTECTION IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION
CONTROL MANUAL. ASSUME TAILWATER DEPTH < 0.5 Do
RIP RAP GRADATION PER NCDOT SPECIFICATIONS
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
(IN)
(IN)
(IN)
A
2
4
6
B
5
8
12
1
5
10
17
2
9
14
23
FES 1
DISCHARGE (Q)=
PIPE DIA. (Do)=
LENGTH (La)=
WIDTH W=Do + La=
WIDTH Wl= 3Do =
d50=
27.65 cfs
3.00 ft.
FROM FIGURE 8.06A
20.0 ft.
3.00 + 20.0 = 23.00 ft.
9.00 = 9.00 ft.
0.65 ft. = 7.80 in
USE CLASS ©RIP RAP
d50= 8 in.
dMAx= 12 in.
APRON THICKNESS= 1.5 x dMAx
APRON THICKNESS= 18.0 in.
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 24 in
SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1V
FES 28
DISCHARGE (Q)= 14.03 cfs
PIPE DIA. (Do)= 3.00 ft.
FROM FIGURE 8.06A
LENGTH (La)= 20.0 ft.
WIDTH W=Do + La= 3.00 + 20.0 = 23.00 ft.
WIDTH Wl= 3Do = 9.00 = 9.00 ft.
d50= 0.65 ft. = 7.80 in
USE CLASS ©RIP RAP
d50= 8 in.
dMAx= 12 in.
APRON THICKNESS= 1.5 x dMAx
APRON THICKNESS= 18.0 in.
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 24 in
SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1V
FES 29
DISCHARGE (Q)= 54.19 cfs
PIPE DIA. (Do)= 3.00 ft.
FROM FIGURE 8.06A
LENGTH (La)= 20.0 ft.
WIDTH W=Do + La= 3.00 + 20.0 = 23.00 ft.
WIDTH Wl= 3Do = 9.00 = 9.00 ft.
d50= 0.65 ft. = 7.80 in
USE CLASS ©RIP RAP
d50= 8 in.
dMAx= 12 in.
APRON THICKNESS= 1.5 x dMAx
APRON THICKNESS= 18.0 in.
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 24 in
SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1V
FES 100 USE CLASS ©RIP RAP
DISCHARGE (Q)= 5.00 cfs d50= 8 in.
PIPE DIA. (Do)= 1.50 ft. dMAx= 12 in.
FROM FIGURE 8.06A
riprapoutlet.xls Page 1

RIP RAP OUTLET PROTECTION
PROJECT NAME:
WAXHAW
TOWN HALL BY: MRW
PROJECT NUMBER:
17000405
DATE: 12.10.21
REV: 4.6.22
LENGTH (La)=
10.0 ft.
APRON THICKNESS=
1.5 x dMAx
WIDTH W=Do + La=
1.50
+ 10.0 = 11.50 ft. APRON THICKNESS=
18.0 in.
WIDTH Wl= 3Do =
4.50
= 4.50 ft.
d50=
0.40 ft.
= 4.80 in
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 12 in
SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1V
riprapoutlet.xls Page 2

Section 3
Storm Drainage Calculations

NOAA Atlas 14, Volume 2, Version 3
Location name: Waxhaw, North Carolina, USA* Mt
Latitude: 34.9456°, Longitude:-80.7731
Elevation: 517.32 ft**
*source: ESRI Maps
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hourp
Duration
Average recurrence interval (years)
1
2
5
10
25
50
1 100
100
200
500
1000
5-min
5.03
(4.63-5.46)
5.93
(5.45-6.46) 11
6.88
(6.31-7.49) 11
7.58
(6.95-8.23) 11
8.39
(7.66-9.10)
8.95
1 (8.12-9.70)
9.46
1 (8.54-10.2)
9.92
1 (8.92-10.8)
10.5
1 (9.31-11.4)
10.8
1 (9.58-11.8)
4.01
4.74
5.51
6.06
6.68
7.12
7.52
7.87
8.27
8.53
10-min
(3.70-4.36)
1 (5.56-6.58) 11
(6.10-7.25)
1 (6.47-7.73)
1 (6.79-8.15)
1 (7.07-8.53)
1 (7.37-8.99)
1 (7.54-9.29)
3.34
3.97
4.64
5.11
5.64
6.01
6.34
6.62
6.94
7.14
15-min
(3.08-3.63) 11
(3.65-4.33) 11
(4.26-5.06)
1 (5.15-6.12)
1 (5.46-6.52)
1 (5.72-6.86)
1 (5.95-7.18)
1 (6.18-7.54)
1 (6.31-7.78)
2.29
2.74
3.30
3.70
4.18
4.53
4.85
5.15
5.52
5.78
30-min
(2.11-2.49)
(2.52-2.99)
(3.03-3.59) 11
(3.39-4.02) 11
(3.82-4.54)
1 (4.11-4.91)
1 (4.38-5.26)
1 (4.63-5.59)
1 (4.92-6.00)
1 (5.11-6.30)
1.43
1.72
2.12
2.41
2.78
3.07
3.34
3.61
3.96
4.22
60-min
(1.32-1.55)
(1.58-1.88)
(1.94-2.30)
(2.21-2.62)
(2.54-3.02)
1 (2.79-3.33)
1 (3.02-3.62)
1 (3.25-3.92)
1 (3.53-4.31)
1 (3.73-4.60)
0.826
0.998
1.24
1.42
1.66
1.84
2.02
2.21
2.45
2.63
2-hr
(0.756-0.904)
(0.914-1.09) 1
1 (1.50-1.81)
(1.66-2.00)
1 (1.82-2.20)
1 (1.97-2.40)
1 (2.16-2.67)
1 (2.31-2.88)
0.585
0.705
0.878
1.01
1.20
1.35
1.49
1.65
1.86
2.03
3-hr
(0.534-0.643)
(0.645-0.776)
(0.802-0.966)
(0.923-1.11) 11
(1.08-1.31)
1 (1.21-1.47)
1 (1.34-1.63)
1 (1.46-1.80)
1 (1.63-2.03)
1 (1.76-2.22)
0.352
0.424
0.529
0.612
0.726
0.817
F 0.911
1.01
1.14
1.25
6-hr
(0.322-0.387)
(0.389-0.466)
(0.484-0.581)
(0.558-0.670)
(0.658-0.792)
(0.736-0.890)
(0.814-0.991)
(0.893-1.10)
(0.999-1.24)
(1.08-1.36)
0.207
0.249
0.312
0.363
0.434
0.491
0.551
0.615
0.704
0.777
12-hr
(0.190-0.227)
(0.229-0.274)
(0.286-0.343)
(0.331-0.398)
(0.393-0.474)
(0.442-0.536)
(0.491-0.600)
(0.541-0.668)
(0.610-0.765)
(0.664-0.845)
0.123
0.148
0.186
0.216
0.258
0.292
0.327
0.364
0.416
0.458
24-hr
(0.113-0.133)
(0.137-0.160)
(0.172-0.201)
(0.199-0.234)
(0.237-0.279)
(0.267-0.316)
(0.298-0.354)
(0.331-0.395)
(0.375-0.451)
(0.411-0.498)
0.072
0.087
0.108
0.126
0.149
0.168
0.188
0.209
0.238
0.261
2-day
(0.067-0.078)
(0.081-0.094)
(0.100-0.118)
(0.116-0.136)
(0.137-0.162)
(0.154-0.183)
(0.172-0.204)
(0.190-0.227)
(0.215-0.259)
(0.234-0.286)
0.051
0.061
0.076
0.088
0.104
0.117
0.131
0.145
0.165
0.181
3-day
(0.047-0.055)
(0.057-0.066)
(0.071-0.083)
(0.081-0.095)
(0.096-0.113)
(0.108-0.127)
(0.120-0.142)
(0.132-0.158)
(0.149-0.180)
(0.163-0.198)
0.041
0.049
0.060
0.069
0.082
0.092
0.102
0.113
0.129
0.141
4-day
(0.038-0.044)
(0.045-0.053)
(0.056-0.065)
(0.064-0.075)
(0.075-0.088)
(0.084-0.099)
(0.094-0.111)
(0.103-0.123)
(0.117-0.140)
(0.128-0.154)
0.027
0.032
0.039
0.045
0.052
0.059
0.065
0.072
0.081
0.089
7-day
(0.025-0.029)
(0.030-0.034)
(0.036-0.042)
(0.042-0.048)
(0.049-0.056)
(0.054-0.063)
(0.060-0.070)
(0.066-0.077)
(0.074-0.088)
(0.081-0.096)
0.021
0.026
0.031
0.035
0.040
0.045
0.049
0.054
0.060
0.066
10-day
(0.020-0.023)
(0.024-0.027)
(0.029-0.033)
(0.033-0.037)
(0.038-0.043)
(0.042-0.048)
(0.046-0.053)
(0.050-0.058)
(0.055-0.065)
(0.060-0.071)
0.014
0.017
0.020
0.022
0.026
0.028
0.031
0.034
0.037
0.040
20-day
(0.013-0.015)
(0.016-0.018)
(0.019-0.021)
(0.021-0.024)
(0.024-0.027)
(0.026-0.030)
(0.029-0.033)
(0.031-0.036)
(0.034-0.040)
(0.037-0.043)
0.012
0.014
0.016
0.018
0.020
0.022
0.024
0.025
0.028
0.030
30-day
(0.011-0.012)
(0.013-0.015)
(0.015-0.017)
(0.017-0.019)
(0.019-0.021)
(0.021-0.023)
(0.022-0.025)
(0.024-0.027)
(0.026-0.030)
(0.027-0.032)
0.010
0.012
0.013
0.014
0.016
0.017
0.019
0.020
0.021
0.023
45-day
(0.009-0.010)
(0.011-0.012)
(0.013-0.014)
(0.014-0.015)
(0.015-0.017)
(0.016-0.018)
(0.018-0.020)
(0.019-0.021)
(0.020-0.023)
(0.021-0.024)
0.009
0.010
0.012
0.013
0.014
0.015
0.016
0.017
0.018
0.019
60-day
(0.008-0.009)
(0.010-0.011)
(0.011-0.012)
(0.012-0.013)
(0.013-0.015)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.020)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PD5-based intensity -duration -frequency (IDF) curves
Latitude: 34.9456 Longitude:-80.7738'
1161616I6161
10.000
C
41
1.000
C
GJ
a-�
C
� 0.100
L
Ld
a 0.010
0.001
t t Jr t L N N O r{4 N rq rq rq N rq N Alb A q r, O O O Ln O
,1 r-I rn w � N rn v Ln
Duration
100.000
10.000
L
k
1.000
w
c
e
0.100
4.1
49
0.010
0.001 i 1 1 1 1 1 1 1 1 1
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created {GMTY Thu Dec 2 19:19:43 2021
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{years}
— 1
2
— 5
— 10
— 25
50
100
200
500
1000
Duration
— 6-min —
2-day
— 10-min —
3-day
15-min —
4-day
— 30--min —
7-day
— 66-min —
I"ay
— 2fir —
20-day
— 3-trr —
30-day
— Bfir —
45-day
— 12-hr —
60-eay
24-hr

•,5
Large scale terrain
Inson City :r-!�' .ram *e{: e- . V
q Winston-Salem
I � • [�uii7am
y' Greensboro •
• Ashe)iile NORTH C A R O L I N A
+harlotte
Fayette'rille ,
•Greenville 7
SOUTH CAROLINA +
}
s
100km Columbia
60mi
f n�
Large scale map
J VS�inston-Salern
Large scale aerial
Greensboro
_•�D
ort h
rolina

Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
Disclaimer

FlexTable: Conduit Table
Label
Start Node
Invert (Start)
(ft)
Stop Node
Invert (Stop)
(ft)
Has User
Defined Length?
Length (Scaled)
(ft)
Slope
(Calculated)
(ft/ft)
Diameter
(in)
Manning's n
Flow
(cfs)
Depth (Out)
(ft)
Capacity (Full
Flow)
(cfs)
Flow / Capacity
(Design)
M
Velocity
(ft/s)
2-1 (1) (N-
DI 2(N-STORM)
508.87
FES-1
508.50
False
65.4
0.006
36.0
0.013
38.24
1.96
50.24
76.1
7.82
STORM)
2-1 (N-STORM)
DI 2A (N-
STORM)
509.45
DI 2(N-STORM)
508.87
False
100.9
0.006
36.0
0.013
38.54
1.96
50.70
76.0
7.89
3-2 (N-STORM)
DI 3 (N-STORM)
511.08
DI 2A (N-
STORM)
510.45
False
124.7
0.005
24.0
0.013
9.29
1.09
16.08
57.8
5.30
3A-3 (N-STORM)
CI 3A (N-
STORM)
514.55
DI 3 (N-STORM)
511.83
False
114.7
0.024
15.0
0.013
3.40
0.50
9.95
34.2
7.34
4-2 (N-STORM)
DI 4 (N-STORM)
510.49
DI 2A (N-
STORM)
509.45
False
172.1
0.006
36.0
0.013
29.02
2.02
51.76
56.1
7.53
5-4 (N-STORM)
DI 5 (N-STORM)
511.58
DI 4 (N-STORM)
510.49
False
131.2
0.008
30.0
0.013
27.55
1.60
37.36
73.8
8.32
6-5 (N-STORM)
MH 6 (N-
STORM)
512.09
DI 5 (N-STORM)
511.58
False
53.5
0.010
30.0
0.013
26.61
1.79
40.06
66.4
8.73
7-6 (N-STORM)
MH 7 (N-
512.35
MH 6 (N-
512.09
False
51.7
0.005
30.0
0.013
26.73
1.76
29.10
91.8
6.73
STORM)
STORM)
8-7 (N-STORM)
CI 8 (N-STORM)
512.75
MH 7 (N-
STORM)
512.35
False
60.6
0.007
30.0
0.013
26.86
1.87
33.29
80.7
7.55
9-8 (N-STORM)
CI 9 (N-STORM)
516.30
CI 8 (N-STORM)
516.00
False
56.3
0.005
18.0
0.013
2.70
0.61
7.67
35.2
3.96
10-8 (N-STORM)
CI 10 (N-
STORM)
512.97
CI 8 (N-STORM)
512.75
False
36.7
0.006
30.0
0.013
23.58
1.77
31.84
74.0
7.10
11-10 (N-
CI 11 (N-
519.10
CI 10 (N-
518.75
False
22.2
0.016
18.0
0.013
7.27
0.84
13.19
55.1
7.65
STORM)
STORM)
STORM)
11A-11 (N-
DI 11.1 (N-
519.79
CI 11 (N-
519.10
False
68.6
0.010
18.0
0.013
6.76
1.04
10.53
64.2
6.33
STORM)
STORM)
STORM)
1113-11 (N-
CI 11.2 (N-
521.87
DI 11.1 (N-
520.04
False
45.9
0.040
15.0
0.013
1.83
0.76
12.90
14.2
7.44
STORM)
STORM)
STORM)
12-10 (N-
CI 12 (N-
522.71
CI 10 (N-
520.04
False
74.0
0.036
15.0
0.013
4.01
0.49
12.27
32.7
8.95
STORM)
STORM)
STORM)
13-12 (N-
DI 13 (N-
526.66
CI 12 (N-
522.71
False
151.2
0.026
15.0
0.013
3.02
0.81
10.44
28.9
7.36
STORM)
STORM)
STORM)
14-13 (N-
DI 14 (N-
527.50
DI 13 (N-
526.66
False
166.9
0.005
15.0
0.013
1.82
0.70
4.58
39.7
3.52
STORM)
STORM)
STORM)
15-14 (N-
DI 15 (N-
527.65
DI 14 (N-
527.50
False
30.4
0.005
15.0
0.013
1.05
0.55
4.53
23.2
3.01
STORM)
STORM)
STORM)
16-15 (N-
DI 16 (N-
527.85
DI 15 (N-
527.65
False
31.3
0.006
15.0
0.013
0.61
0.42
5.16
11.8
2.82
STORM)
STORM)
STORM)
17-10 (N-
CI 17 (N-
513.52
CI 10 (N-
512.97
False
91.3
0.006
24.0
0.013
12.37
1.65
17.52
70.6
6.05
STORM)
STORM)
STORM)
18-17 (N-
CI 18 (N-
522.43
CI 17 (N-
517.12
False
75.8
0.070
15.0
0.013
2.69
0.34
17.09
15.8
10.16
STORM)
STORM)
STORM)
20-17 (N-
CI 20 (N-
517.39
CI 17 (N-
517.13
False
52.1
0.005
24.0
0.013
8.07
1.01
16.00
50.5
5.10
STORM)
STORM)
STORM)
21-20 (N-
CI 21 (N-
518.12
CI 20 (N-
517.39
False
146.2
0.005
18.0
0.013
6.27
1.01
7.43
84.4
4.71
STORM)
STORM)
STORM)
22-21 (N-
CI 22 (N-
518.55
CI 21 (N-
518.12
False
86.7
0.005
15.0
0.013
3.70
1.06
4.55
81.3
4.13
STORM)
STORM)
STORM)
23-21 (N-
MH 23 (N-
525.05
CI 21 (N-
518.37
False
113.3
0.059
15.0
0.013
2.13
0.81
15.69
13.6
8.93
STORM)
STORM)
STORM)
24-23 (N-
DI 24 (N-
527.01
MH 23 (N-
525.05
False
110.6
0.018
15.0
0.013
2.15
0.43
8.59
25.0
5.82
STORM)
STORM)
STORM)
25-24 (N-
DI 25 (N-
527.25
DI 24 (N-
527.01
False
49.0
0.005
15.0
0.013
1.63
0.59
4.52
36.0
3.38
STORM)
STORM)
STORM)
StormCAD
Waxhaw P&R Storm REV1.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2022 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA [phone] Page 1 of 2

FlexTable: Conduit Table
Label
Start Node
Invert (Start)
(ft)
Stop Node
Invert (Stop)
(ft)
Has User
Defined Length?
Length (Scaled)
(ft)
Slope
(Calculated)
(ft/ft)
Diameter
(in)
Manning's n
Flow
(cfs)
Depth (Out)
(ft)
Capacity (Full
Flow)
(cfs)
Flow / Capacity
(Design)
M
Velocity
(ft/s)
26-25 (N-
DI 26 (N-
527.44
DI 25 (N-
527.25
False
36.8
0.005
15.0
0.013
1.02
0.52
4.64
22.0
3.03
STORM)
STORM)
STORM)
27-26 (N-
DI 27 (N-
527.65
DI 26 (N-
527.44
False
38.4
0.005
15.0
0.013
0.38
0.40
4.78
7.9
2.32
STORM)
STORM)
STORM)
30-29 (N-
MH 30 (N-
518.72
FES-29
518.50
False
29.6
0.007
36.0
0.013
43.34
1.99
57.54
75.3
8.94
STORM)
STORM)
31-30 (N-
MH 31 (N-
519.88
MH 30 (N-
518.72
False
154.2
0.008
36.0
0.013
43.56
1.94
57.84
75.3
8.99
STORM)
STORM)
STORM)
32-31 (N-
MH 32 (N-
526.50
MH 31 (N-
520.38
False
249.6
0.025
30.0
0.013
43.78
1.51
64.22
68.2
14.07
STORM)
STORM)
STORM)
33-32 (N-
OTCB 33 (N-
528.00
MH 32 (N-
526.70
False
54.6
0.024
30.0
0.013
43.82
1.68
63.31
69.2
13.92
STORM)
STORM)
STORM)
101-100 (N-
MH 101
510.30
FES 100 (N-
510.00
False
53.9
0.006
18.0
0.013
2.92
0.63
7.82
37.3
4.11
STORM)
STORM)
102-101
DI 102
510.65
MH 101
510.55
False
10.9
0.009
15.0
0.013
0.35
0.40
6.18
5.6
2.72
103-102 (N-
OTCB 103
518.00
MH 101
510.55
False
133.5
0.056
15.0
0.013
2.60
0.35
15.26
17.0
9.28
STORM)
StormCAD
Waxhaw P&R Storm REV1.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2022 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA [phone] Page 2 of 2

Hydrology Report
Hydraflow Express Extension for Autodesk0 Civil 3DO by Autodesk, Inc.
<Name>
Hydrograph type
Storm frequency (yrs)
Drainage area (ac)
Rainfall Inten (in/hr)
OF Curve
Q (cfs)
4.00
3.00
rM
1.00
X1 11
I
= Rational
= 10
= 0.490
= 7.238
= SampleExpress.IDF
Runoff Hyd - Qp = 3.37 (cfs)
Peak discharge (cfs)
Time interval (min)
Runoff coeff. (C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
10-yr frequency
5
Thursday, Dec 16 2021
= 3.369
= 1
= 0.95
= 5
= 1.00
Hydrograph Volume = 1,011 (cult); 0.023 (acft)
Q (cfs)
4.00
3.00
2.00
1.00
'- 0.00
10
Time (min)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
<DI 5 TO DI 4>
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 520.50
Slope (%)
= 0.60
N-Value
= 0.002
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.36
Elev (ft) Section
522.00
521.50
521.00
520.50
520.00
1 2 3 4
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
5 6
Reach (ft)
Thursday, Dec 16 2021
= 0.12
= 3.360
= 0.28
= 11.86
= 2.76
= 0.37
= 2.72
= 2.31
Depth (ft)
1.50
1.00
0.50
wixffel
7 8 9 10 - --

Hydrology Report
Hydraflow Express Extension for Autodesk0 Civil 3DO by Autodesk, Inc.
<Name>
Hydrograph type
Storm frequency (yrs)
Drainage area (ac)
Rainfall Inten (in/hr)
OF Curve
Q (cfs)
4.00
3.00
rM
1.00
e
= Rational
= 10
= 0.450
= 7.238
= SampleExpress.IDF
Runoff Hyd - Qp = 3.09 (cfs)
Peak discharge (cfs)
Time interval (min)
Runoff coeff. (C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
10-yr frequency
5
Thursday, Dec 16 2021
= 3.094
= 1
= 0.95
= 5
= 1.00
Hydrograph Volume = 928 (cult); 0.021 (acft)
Q (cfs)
4.00
3.00
2.00
1.00
%- 0.00
10
Time (min)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
<DI 4 TO D12A>
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 516.50
Slope (%)
= 2.42
N-Value
= 0.002
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.09
Elev (ft) Section
518.00
517.50
517.00
516.50
516.00
1 2 3 4
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
5 6
Reach (ft)
Thursday, Dec 16 2021
= 0.08
= 3.090
= 0.18
= 17.24
= 2.51
= 0.36
= 2.48
= 4.70
Depth (ft)
1.50
1.00
0.50
wixffel
7 8 9 10 - --

Hydrology Report
Hydraflow Express Extension for Autodesk0 Civil 3DO by Autodesk, Inc.
<Name>
Hydrograph type
Storm frequency (yrs)
Drainage area (ac)
Rainfall Inten (in/hr)
OF Curve
Q (cfs)
3.00
rM
1.00
X1 11
I
= Rational
= 10
= 0.428
= 7.238
= SampleExpress.IDF
— Runoff Hyd - Qp = 2.79 (cfs)
Peak discharge (cfs)
Time interval (min)
Runoff coeff. (C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
10-yr frequency
5
Wednesday, Dec 15 2021
= 2.788
= 1
= 0.9
= 5
= 1.00
Hydrograph Volume = 836 (cult); 0.019 (acft)
Q (cfs)
3.00
2.00
1.00
X- 0.00
10
Time (min)

Channel Report
Hydraflow Express Extension for Autodesk0 Civil 3DO by Autodesk, Inc.
<East Channel>
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 524.00
Slope (%)
= 5.96
N-Value
= 0.002
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.79
Elev (ft)
526.00
525.50
525.00
524.50
524.00
523.50
0 1 2 3
Section
Wednesday, Dec 15 2021
Highlighted
Depth (ft)
= 0.17
Q (cfs)
= 2.790
Area (sqft)
= 0.09
Velocity (ft/s)
= 32.18
Wetted Perim (ft)
= 1.08
Crit Depth, Yc (ft)
= 0.56
Top Width (ft)
= 1.02
EGL (ft)
= 16.27
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Hydrology Report
Hydraflow Express Extension for Autodesk0 Civil 3DO by Autodesk, Inc.
<Name>
Hydrograph type
Storm frequency (yrs)
Drainage area (ac)
Rainfall Inten (in/hr)
OF Curve
Q (cfs)
4.00
3.00
rM
1.00
X1 11
I
= Rational
= 10
= 0.520
= 7.238
= SampleExpress.IDF
Runoff Hyd - Qp = 3.39 (cfs)
Peak discharge (cfs)
Time interval (min)
Runoff coeff. (C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
10-yr frequency
5
Wednesday, Dec 15 2021
= 3.387
= 1
= 0.9
= 5
= 1.00
Hydrograph Volume = 1,016 (cult); 0.023 (acft)
Q (cfs)
4.00
3.00
2.00
1.00
'- 0.00
10
Time (min)

Channel Report
Hydraflow Express Extension for Autodesk0 Civil 3DO by Autodesk, Inc.
<North Channel>
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 533.00
Slope (%)
= 9.33
N-Value
= 0.002
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.35
Elev (ft) Section
535.00
534.50
534.00
533.50
533.00
532.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Dec 15 2021
= 0.05
= 3.350
= 0.16
= 21.27
= 3.32
= 0.31
= 3.30
= 7.08
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE #1
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 1.00
Slope (%)
= 5.60
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.81
Elev (ft)
3.00
2.50
2.00
1.50
1.00
0.50
0 1 2 3
Section
Thursday, Jun 9 2022
Highlighted
Depth (ft)
= 0.47
Q (cfs)
= 2.810
Area (sqft)
= 0.66
Velocity (ft/s)
= 4.24
Wetted Perim (ft)
= 2.97
Crit Depth, Yc (ft)
= 0.56
Top Width (ft)
= 2.82
EGL (ft)
= 0.75
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE #2
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 1.00
Slope (%)
= 4.10
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.42
Elev (ft)
3.00
2.50
2.00
1.50
1.00
0.50
0 1 2 3
Section
Thursday, Jun 9 2022
Highlighted
Depth (ft)
= 0.47
Q (cfs)
= 2.420
Area (sqft)
= 0.66
Velocity (ft/s)
= 3.65
Wetted Perim (ft)
= 2.97
Crit Depth, Yc (ft)
= 0.53
Top Width (ft)
= 2.82
EGL (ft)
= 0.68
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE #3
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 1.00
Slope (%)
= 7.20
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.39
Elev (ft)
3.00
2.50
2.00
1.50
1.00
0.50
0 1 2 3
Section
Thursday, Jun 9 2022
Highlighted
Depth (ft)
= 0.48
Q (cfs)
= 3.390
Area (sqft)
= 0.69
Velocity (ft/s)
= 4.90
Wetted Perim (ft)
= 3.04
Crit Depth, Yc (ft)
= 0.61
Top Width (ft)
= 2.88
EGL (ft)
= 0.85
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Section 4
Water Quality / Detention Design Calculations

SAND FILTER CALCULATIONS
PROJECT NAME: Waxhaw P&R Town Hall BMP ID: 1
PROJECT NUMBER: 17000405
DESIGNER: MRW
DATE: 12.7.21
REV.: 05/27/22
NOTE: This spreadsheet has been designed to comply with the revised North Carolina Department of
Environmental Quality Stormwater Design Manual (January 2017).
Drainage Area Characteristics:
Physical Drainage Area: 7.25 ac
Existing Impervious Area: 0.00 ac
Proposed Impervious Area: 3.96 ac
Future Impervious Area: 1.01 ac
4benesch
WATER QUALITY VOLUME CALCULATION
BMP ID Pervious Area Impervious Total Imperv. Runoff. Coeff. Rainfall Depth Drainage Area Water Quality
Area Fraction IA Rv P (A) Volume (WQv)
1 2.28 ac 1 4.97 ac 7.25 ac 0.69 1 0.67 1 1.00 inj 7.25 acl 17,552.94 c
Simple Method Water Quality Volume:
R, =0.05+0.9x1A
WQ, =(PxR, xA)/12
BMP SURFACE
AREA CALCULATIONS
BMP ID
Discounted
Sand Media
Coeff. of Permeability
Avg. Ht of
Design Drain
*Minimum
**Minimum
Sand Surface
Water Quality
Depth (df)
(k)
Water Above
Time (tf)
Required Area
Required Area
Area Provided
Volume
Filter Bed (Ha)
of Total BMP
of Sand Media
(As)
(0.75*WQv)
(As + Af)
1
13,164.70 cf
2.00-ft
5.00-ft/day
1.00-ft
0.500 days
6,582.35-sf
2,632.94-sf
2,700.00 sf
ACCEPTABLE
Required Minimum Sediment Chamber (Forebay) Area Calculation:
A s = 240 * Rv * Drainage Area * Runoff Depth
As: 1,160.52 sf (min. per Camp Hazen Equation) As: 3,882.35 sf Target area per (As + Aq
*Determine Sand Filter and Forebay Surface Areas with respect to WQ volume and maximum head (hmax):
hmax=(0.75*WQJ/(As +Af) Ha=hmax/2
Available Combinations-
Hmax
Ha
As+Af
0.50
0.25
26,329
1.00
0.50
13,165
1.50
0.75
8,776
2.00
1.00
6,582
3.00
1.50
4,388
4.00
2.00
3,291
5.00
2.50
2,633
6.00
3.00
2,194
'Use Hmax = 2.00
**Darcy's Law Surface Area Calculation (Required Area of Sand Media):
A f = (0. 75*WQ J /(d f) / I(k) (h f + d f) (t f)]
(Drawdown Adjusted 1-Inch WQ Runoff at
rate of 2" of sand media per hour.)
2898-RG Calcs-8-14-07.xls
Page 1

SAND FILTER ELEVATION AREAS
Elevation
Sediment
Chamber Area
Sand Chamber
Area
Avg.Sed. Chamber
Area
Incremental
Sed.
Chamber Vol.
Acc. Sed.
Chamber Vol.
Avg. Sand
Chamber Area
Incremental
Sand Chamber
Vol.
Total Acc.
Sand Filter Vol.
507
2,700.00-sf
0.00 sf
0.00 cf
0.00 cf
2,700.00 sf
0.00 cf
0.00 cf
508
2,031.00-sf
4,247.00-sf
1,015.50 sf
1,015.50 cf
1,015.50 cf
3,473.50 sf
3,473.50 cf
4,489.00 cf
508.5
1 5,500.00-sf
4,708.00-sf
3,765.50 sf
1,882.75 cf
2,898.25 cf
4,477.50 sf
1 2,238.75 cf
8,610.50 cf
509
5,798.00-sf
4,989.00-sf
5,649.00 sf
2,824.50 cf
5,722.75 cf
4,848.50 sf
2,424.25 cf
13,859.25 cf
510
12,200.00-sf
0.00 sf
0.00 cf
5,722.75 cf
8,594.50 sf
8,594.50 cf
22,453.75 cf
511
13,468.00-sf
0.00 sf
0.00 cf
5,722.75 cf
12,834.00 sf
12,834.00 cf
35,287.75 cf
512
14,793.00-sf
0.00 sf
0.00 cf
5,722.75 cf
14,130.50 sf
14,130.50 cf
49,418.25 cf
513
16,175.00-sf
0.00 sf
0.00 cf
5,722.75 cf
15,484.00 sf
15,484.00 cf
64,902.25 cf
WQv Elev.: 509 Sed. Chamber Vol. Provided: 5,722.75 cf
Approx. Sed. Chamber Vol. Req.: 6,929.63 cf
Tolerance ±20% ACCEPTABLE
Calculate the Stage -Discharge for the Sand Filter
o�
m
E
E
m o
E
s
WQ ,Ar = Q. = A r (k) (h r+d r)7(d r)
Af: 2, 632.94-sf
Ar: 2,632.94-sf (Provided Surface Area of Filter Bed)
k: 5.0 ft/day (Coeff. Of Permeability)
df: 1.5 ft (Filter Bed Depth)
Elevation (ft)
Depth above
sand filter (hf)
(ft)
Discharge (cfs)
507.00
0
0.000
508.00
1.00
0.254
509.00
2.00
0.356
510.00
1 3.00
1 0.457
511.00
4.00
0.559
512.00
5.00
0.660
513.00
6.00
0.762
Calculate the Underdrain Outflow and Minimum Drawdown
Calculate Minimum Drawdown (Q min)
Q min = (INQv / to / 86,400 sec/day
Qmin: 0.32 cfs
Size Underdrain System for BMP
Calculate Perforation Capacity
Pipe
Perforations:
8/If
Linear Ft of
Pipe
94.00
Total
Perforations:
752
50%
Perforations:
376
Dia. of
Perforation:
0.38-in
Total Head
Above Drain:
2.00-ft
Capacity Per
Perforation
0.02-cfs
Total Capacity:
8.12-cfs
2 rows/ft. 4 holes/row
ca(2gh)0 5 c = 0.62
ACCEPTABLE
WQv Provided: 13,859.25 cf
WQv Req'd: 13,164.70 cf
ACCEPTABLE
6,278.00
10,208.00
10,787.00
12,200.00
13,468.00
14,793.00
16,175.00
2898-RG Calcs-8-14-07.xls Page 2

NOAA Atlas 14, Volume 2, Version 3
Location name: Waxhaw, North Carolina, USA* Mt
Latitude: 34.9456°, Longitude:-80.7731
Elevation: 517.32 ft**
*source: ESRI Maps
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
Average recurrence interval (years)
1
2
5
10
25
50
1 100
100
200
500
1000
0.419
0.494
0.573
0.632
0.699
0.746
0.788
0.827
0.871
0.903
5-min
(0.386-0.455)
(0.454-0.538)
(0.526-0.624)
(0.579-0.686)
(0.638-0.758)
(0.677-0.808)
(0.712-0.854)
(0.743-0.897)
(0.776-0.947)
(0.798-0.983)
0.669
0.790
0.918
1.01
1.11
1.19
1.25
1.31
1.38
1.42
10-min
(0.616-0.726)
(0.727-0.861)
(0.842-1.00)
(0.926-1.10)
(1.02-1.21)
1 (1.08-1.29)
1 (1.13-1.36)
1 (1.18-1.42)
1 (1.23-1.50)
1 (1.26-1.55)
0.836
0.993
1.16
1.28
1.41
1.50
1.58
1.65
1.73
1.78
15-min
(0.770-0.908)
(0.913-1.08)
(1.07-1.26) 11
(1.17-1.39) 11
(1.29-1.53)
1 (1.37-1.63)
1 (1.43-1.72)
1 (1.49-1.79)
1 (1.55-1.89)
1 (1.58-1.94)
1.15
1.37
1.65
1.85
2.09
2.26
2.43
2.58
2.76
2.89
30-min
(1.06-1.25)
(1.26-1.49)
(1.51-1.80)
(1.70-2.01) 11
(1.91-2.27)
1 (2.06-2.46)
1 (2.19-2.63)
1 (2.31-2.79)
1 (2.46-3.00)
1 (2.56-3.15)
1.43
1.72
2.12
2.41
2.78
3.07
3.34
3.61
3.96
4.22
60-min
(1.32-1.55)
(1.58-1.88)
(1.94-2.30)
(2.21-2.62)
(2.54-3.02)
(2.79-3.33)
(3.02-3.62)
(3.25-3.92)
(3.53-4.31)
(3.73-4.60)
1.65
2.00
2.48
2.84
3.32
3.68
4.05
4.41
4.89
5.27
2-hr
(1.51-1.81) 11
(1.83-2.19) 11
(2.26-2.71)
(2.59-3.10) 11
(3.01-3.62)
(3.32-4.01)
(3.63-4.41)
(3.94-4.81)
(4.32-5.34)
(4.61-5.75)
1.76
2.12
2.64
3.05
3.60
4.04
4.48
4.95
5.58
6.09
3-hr
(1.61-1.93)
(1.94-2.33)
(2.41-2.90)
(2.77-3.34)
(3.26-3.94)
(3.63-4.41)
(4.01-4.89)
(4.39-5.40)
(4.89-6.10)
(5.28-6.65)
2.11
2.54
3.17
3.67
4.35
4.89
5.45
6.04
6.85
7.50
6-hr
(1.93-2.32)
(2.33-2.79)
(2.90-3.48)
(3.34-4.01)
(3.94-4.74)
(4.41-5.33)
(4.88-5.94)
(5.35-6.57)
(5.98-7.44)
(6.47-8.15)
2.49
3.01
3.76
4.37
5.23
5.92
6.64
7.41
8.48
9.36
12-hr
(2.29-2.73) 11
(2.76-3.31) 11
(3.45-4.13) 1
(4.74-5.71)
(5.32-6.45)
(5.92-7.23)
(6.52-8.05)
(7.35-9.22)
(8.00-10.2)
2.94
3.55
4.46
5.18
6.19
7.00
7.85
8.74
9.98
11.0
24-hr
(2.72-3.19)
(3.29-3.85)
(4.12-4.83)
(4.78-5.61)
(5.69-6.70)
(6.42-7.58)
(7.16-8.50)
(7.94-9.48)
(9.01-10.8)
(9.86-11.9)
3.47
4.17
5.21
6.03
7.17
8.09
9.04
10.0
11.4
12.5
2-day
(3.21-3.76)
(3.87-4.53)
(4.82-5.65)
(5.56-6.54)
(6.59-7.77)
(7.41-8.77)
(8.25-9.81)
(9.11-10.9)
(10.3-12.5)
(11.2-13.7)
3.68
4.42
5.48
6.33
7.51
8.45
9.43
10.5
11.9
13.0
3-day
(3.41-3.98)
(4.10-4.79)
(5.08-5.94)
(5.85-6.85)
(6.91-8.12)
(7.76-9.15)
(8.63-10.2)
(9.52-11.4)
(10.8-12.9)
1 (11.7-14.2)
3.89
4.67
5.76
6.63
7.85
8.82
9.83
10.9
12.4
13.6
4-day
(3.62-4.20)
(4.34-5.04)
(5.34-6.23)
(6.14-7.17)
(7.24-8.48)
(8.11-9.54)
(9.01-10.6)
(9.93-11.8)
(11.2-13.4)
(12.2-14.7)
4.51
5.38
6.56
7.50
8.81
9.86
10.9
12.1
13.7
14.9
7-day
(4.21-4.84)
(5.03-5.77)
(6.12-7.03)
(6.99-8.04)
(8.18-9.45)
(9.12-10.6)
(10.1-11.7)
(11.1-13.0)
(12.5-14.7)
(13.6-16.1)
5.15
6.13
7.38
8.37
9.71
10.8
11.9
13.0
14.5
15.7
10-day
(4.83-5.52)
(5.74-6.56)
(6.91-7.90)
(7.82-8.95)
(9.04-10.4)
(10.0-11.5)
(11.0-12.7)
(12.0-13.9)
(13.3-15.6)
(14.4-16.9)
6.88
8.12
9.59
10.8
12.3
13.6
14.8
16.1
17.8
19.2
20-day
(6.48-7.33)
(7.64-8.65)
(9.01-10.2)
(10.1-11.5)
(11.6-13.2)
(12.7-14.5)
(13.8-15.8)
1 (15.0-17.2)
1 (16.5-19.1)
1 (17.7-20.6)
8.44
9.93
11.6
12.8
14.5
15.8
17.1
18.3
20.0
21.3
30-day
(7.97-8.96)
(9.37-10.5)
(10.9-12.3)
(12.1-13.6)
(13.6-15.4)
(14.8-16.8)
(16.0-18.1)
(17.1-19.5)
(18.6-21.4)
(19.8-22.8)
10.6
12.4
14.2
15.6
17.4
18.8
20.1
21.4
23.1
24.4
45-day
(10.1-11.2)
(11.8-13.1)
(13.5-15.0)
(14.8-16.4)
(16.5-18.3)
(17.8-19.8)
(19.0-21.2)
(20.2-22.6)
(21.7-24.4)
(22.9-25.9)
12.6
14.7
16.7
18.2
20.1
21.6
23.0
24.3
26.1
27.4
60-day
(12.0-13.2)
(14.0-15.5)
(15.9-17.5)
(17.3-19.1)
(19.1-21.1)
(20.5-22.6)
(21.8-24.1)
(23.0-25.6)
(24.6-27.5)
(25.8-28.9)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

Pas -based depth -duration -frequency (DDF) curves
Latitude: 34.9456'. Longitude:-30.7738'
25
c
t 20
C
a
di
U
15
49
10
a
5
n
t t Jr t L N N O r{4 N rq rq rq N rq N Alb N rV A q r, O O O Ln O
,1 r-I rn w � N rn v Ln
Duration
M
25
c
s 20
a
m
a 15
A,
49
a
10
CL
a
5
n
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created {GMTY Thu Dec 2 19:20:47 2021
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
mtwa I
{years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Duration
— 6-min —
2-day
— 10-min —
3-day
15-min —
4-day
— 30-min —
7-day
— 64-min —
14-day
— 2fir —
20-day
— 3-fir —
30-0ay
— Bfir —
45-day
— 12-hr —
60-eay
24-hr

•,5
Large scale terrain
Inson City :r-!�' .ram *e{: e- . V
q Winston-Salem
I � • [�uii7am
y' Greensboro •
• Ashe)iile NORTH C A R O L I N A
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SOUTH CAROLINA +
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100km Columbia
60mi
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Large scale map
J VS�inston-Salern
Large scale aerial
Greensboro
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ort h
rolina

Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
Disclaimer

Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
2.699
5.098
-------
-------
13.24
-------
23.94
29.43
pre
2
SCS Runoff
------
19.72
25.99
-------
-------
43.12
-------
62.34
71.38
post
3
Reservoir
2
1.956
4.131
-------
-------
12.36
-------
47.43
59.37
Thru SCM
Proj. file: 405 Detention.gpw
Thursday, 06 / 9 / 2022

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.699
2
730
12,945
------
------
------
pre
2
SCS Runoff
19.72
2
716
39,963
------
------
------
post
3
Reservoir
1.956
2
744
39,946
2
509.60
19,640
Thru SCM
405 Detention.gpw
Return Period: 1 Year
Thursday, 06 / 9 / 2022

Hydrograph
Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 06 / 9 / 2022
Hyd. No. 1
pre
Hydrograph type
= SCS Runoff
Peak discharge
= 2.699 cfs
Storm frequency
= 1 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 12,945 cuft
Drainage area
= 7.250 ac
Curve number
= 65
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 22.30 min
Total precip.
= 2.95 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
pre
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
pre
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 200.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.56
0.00
0.00
Land slope (%)
= 3.10
0.00
0.00
Travel Time (min)
= 19.77 +
0.00 +
0.00 =
19.77
Shallow Concentrated Flow
Flow length (ft)
= 424.00
0.00
0.00
Watercourse slope (%)
= 3.05
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.82
0.00
0.00
Travel Time (min)
= 2.51 +
0.00 +
0.00 =
2.51
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
22.30 min

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 06 / 9 / 2022
Hyd. No. 2
post
Hydrograph type
= SCS Runoff
Peak discharge
= 19.72 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 39,963 cuft
Drainage area
= 7.250 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.95 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(4.970 x 98) + (2.280 x 61)] / 7.250
Q (cfs)
21.00
18.00
15.00
12.00
•M
3.00
post
Hyd. No. 2 -- 1 Year
0.00 1---J— ' ' ' ' '
0 120 240 360 480 600 720 840
— Hyd No. 2
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00
960 1080 1200 1320 1440
Time (min)

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 06 / 9 / 2022
Hyd. No. 3
Thru SCM
Hydrograph type
= Reservoir
Peak discharge
= 1.956 cfs
Storm frequency
= 1 yrs
Time to peak
= 744 min
Time interval
= 2 min
Hyd. volume
= 39,946 cuft
Inflow hyd. No.
= 2 - post
Max. Elevation
= 509.60 ft
Reservoir name
= SCM 1
Max. Storage
= 19,640 cuft
Storage Indication method used.
Thru SCM
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
— Hyd No. 3 — Hyd No. 2 Total storage used = 19,640 cult

Pond
Report
7
Hydraflow Hydrographs Extension for
Autodesk® Civil 3D® by Autodesk,
Inc. v2022
Thursday, 06 / 9 / 2022
Pond No. 1 - SCM 1
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining
Elevation = 507.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
507.00
2,700
0
0
1.00
508.00
6,278
4,365
4,365
2.00
509.00
10,787
8,431
12,795
3.00
510.00
12,200
11,485
24,280
4.00
511.00
13,468
12,827
37,108
5.00
512.00
14,793
14,124
51,232
6.00
513.00
16,175
15,477
66,709
Culvert / Orifice
Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 30.00
0.00 0.00 0.00
Crest Len (ft)
= 19.00 1.00
Inactive
0.00
Span (in)
= 30.00
0.00 0.00 0.00
Crest El. (ft)
= 511.25 509.00
0.00
0.00
No. Barrels
= 1
0 0 0
Weir Coeff.
= 3.33 3.33
2.60
3.33
Invert El. (ft)
= 502.00
0.00 0.00 0.00
Weir Type
= 1 Rect
Broad
---
Length (ft)
= 61.20
0.00 0.00 0.00
Multi -Stage
= Yes Yes
No
No
Slope (%)
= 2.45
0.00 0.00 n/a
N-Value
= .013
.013 .013 n/a
Orifice Coeff.
= 0.60
0.60 0.60 0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
No No No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage Storage Elevation
Clv A Clv B Clv
C PrfRsr
Wr A
Wr B Wr C
Wr D
Exfil User
Total
ft cuft
ft
cfs cfs cfs
cfs
cfs
cfs cfs
cfs
cfs cfs
cfs
0.00
0 507.00
0.00 --- ---
---
0.00
0.00 ---
---
--- ---
0.000
0.10
436 507.10
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.026
0.026
0.20
873 507.20
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.052
0.052
0.30
1,309 507.30
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.077
0.077
0.40
1,746 507.40
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.103
0.103
0.50
2,182 507.50
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.129
0.129
0.60
2,619 507.60
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.155
0.155
0.70
3,055 507.70
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.181
0.181
0.80
3,492 507.80
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.206
0.206
0.90
3,928 507.90
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.232
0.232
1.00
4,365 508.00
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.258
0.258
1.10
5,208 508.10
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.268
0.268
1.20
6,051 508.20
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.279
0.279
1.30
6,894 508.30
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.289
0.289
1.40
7,737 508.40
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.299
0.299
1.50
8,580 508.50
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.310
0.310
1.60
9,423 508.60
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.320
0.320
1.70
10,266 508.70
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.330
0.330
1.80
11,109 508.80
45.76 ic --- ---
---
0.00
0.00 ---
---
--- 0.340
0.340
1.90
11,952 508.90
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.351
0.351
2.00
12,795 509.00
45.76 is --- ---
---
0.00
0.00 ---
---
--- 0.361
0.361
2.10
13,944 509.10
45.76 is --- ---
---
0.00
0.11 ---
---
--- 0.371
0.477
2.20
15,092 509.20
45.76 is --- ---
---
0.00
0.30 ---
---
--- 0.382
0.680
2.30
16,241 509.30
45.76 is --- ---
---
0.00
0.55 ---
---
--- 0.392
0.939
2.40
17,389 509.40
45.76 is --- ---
---
0.00
0.84 ---
---
--- 0.403
1.245
2.50
18,538 509.50
45.76 is --- ---
---
0.00
1.18 ---
---
--- 0.413
1.590
2.60
19,686 509.60
45.76 is --- ---
---
0.00
1.55 ---
---
--- 0.423
1.971
2.70
20,835 509.70
45.76 is --- ---
---
0.00
1.95 ---
---
--- 0.434
2.384
2.80
21,983 509.80
45.76 is --- ---
---
0.00
2.38 ---
---
--- 0.444
2.827
2.90
23,132 509.90
45.76 is --- ---
---
0.00
2.84 ---
---
--- 0.455
3.298
3.00
24,280 510.00
45.76 is --- ---
---
0.00
3.33 ---
---
--- 0.465
3.795
3.10
25,563 510.10
45.76 is --- ---
---
0.00
3.84 ---
---
--- 0.475
4.317
3.20
26,846 510.20
45.76 is --- ---
---
0.00
4.38 ---
---
--- 0.486
4.863
3.30
28,129 510.30
45.76 is --- ---
---
0.00
4.94 ---
---
--- 0.496
5.432
3.40
29,411 510.40
45.76 is --- ---
---
0.00
5.52 ---
---
--- 0.506
6.022
3.50
30,694 510.50
45.76 is --- ---
---
0.00
6.12 ---
---
--- 0.516
6.634
Continues on next
page...

0
SCM 1
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
cuft
ft
cfs
3.60
31,977
510.60
45.76 is
3.70
33,260
510.70
45.76 is
3.80
34,542
510.80
45.76 is
3.90
35,825
510.90
45.76 is
4.00
37,108
511.00
45.76 is
4.10
38,520
511.10
45.76 is
4.20
39,933
511.20
45.76 is
4.30
41,345
511.30
45.76 is
4.40
42,757
511.40
45.76 is
4.50
44,170
511.50
45.76 is
4.60
45,582
511.60
45.76 is
4.70
46,995
511.70
45.76 is
4.80
48,407
511.80
45.76 is
4.90
49,819
511.90
49.61 is
5.00
51,232
512.00
58.18 is
5.10
52,779
512.10
64.48 is
5.20
54,327
512.20
67.83 is
5.30
55,875
512.30
68.99 is
5.40
57,423
512.40
69.85 is
5.50
58,970
512.50
70.57 is
5.60
60,518
512.60
71.20 is
5.70
62,066
512.70
71.77 is
5.80
63,614
512.80
72.29 is
5.90
65,161
512.90
72.78 is
6.00
66,709
513.00
73.25 is
... End
Clv B Clv C
cfs cfs
PrfRsr
Wr A
Wr B Wr C
cfs
cfs
cfs cfs
---
0.00
6.74 ---
---
0.00
7.38 ---
---
0.00
8.04 ---
---
0.00
8.72 ---
---
0.00
9.42 ---
---
0.00
10.13 ---
---
0.00
10.87 ---
---
0.71
11.62 ---
---
3.68
12.38 ---
---
7.91
13.16 ---
---
13.10
13.96 ---
---
19.10
14.77 ---
---
25.81
15.60 ---
---
33.16
16.45 ---
---
41.10
17.08 s ---
---
49.58
14.89 s ---
---
55.62 s
12.21 s ---
---
57.65 s
11.34 s ---
---
59.14 s
10.71 s ---
---
60.37 s
10.20 s ---
---
61.42 s
9.78 s ---
---
62.34 s
9.42 s ---
---
63.18 s
9.11 s ---
---
63.95 s
8.83 s ---
---
64.66 s
8.59 s ---
Wr D Exfil
User
Total
cfs cfs
cfs
cfs
--- ---
0.527
7.266
--- ---
0.537
7.918
--- ---
0.547
8.590
--- ---
0.558
9.279
--- ---
0.568
9.987
--- ---
0.578
10.71
--- ---
0.589
11.45
--- ---
0.599
12.92
--- ---
0.609
16.67
--- ---
0.619
21.69
--- ---
0.630
27.69
--- ---
0.640
34.52
--- ---
0.650
42.06
--- ---
0.661
50.27
--- ---
0.671
58.85
--- ---
0.681
65.16
--- ---
0.692
68.52
--- ---
0.702
69.69
--- ---
0.712
70.56
--- ---
0.722
71.29
--- ---
0.733
71.93
--- ---
0.743
72.50
--- ---
0.753
73.04
--- ---
0.764
73.54
--- ---
0.774
74.02

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
5.098
2
728
20,991
------
------
------
pre
2
SCS Runoff
25.99
2
716
53,084
------
------
------
post
3
Reservoir
4.131
2
726
53,067
2
510.06
25,105
Thru SCM
405 Detention.gpw
Return Period: 2 Year
Thursday, 06 / 9 / 2022

Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
pre
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 7.250 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.56 in
Storm duration
= 24 hrs
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
pre
Hyd. No. 1 -- 2 Year
Thursday, 06 / 9 / 2022
= 5.098 cfs
= 728 min
= 20,991 cuft
= 65
= 0 ft
= 22.30 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1
" ' ' ' ' ' ' %, ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 06 / 9 / 2022
Hyd. No. 2
post
Hydrograph type
= SCS Runoff
Peak discharge
= 25.99 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 53,084 cuft
Drainage area
= 7.250 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(4.970 x 98) + (2.280 x 61)] / 7.250
Q (cfs)
28.00
24.00
20.00
16.00
12.00
post
Hyd. No. 2 -- 2 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 ' —' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 06 / 9 / 2022
Hyd. No. 3
Thru SCM
Hydrograph type
= Reservoir
Peak discharge
= 4.131 cfs
Storm frequency
= 2 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 53,067 cuft
Inflow hyd. No.
= 2 - post
Max. Elevation
= 510.06 ft
Reservoir name
= SCM 1
Max. Storage
= 25,105 cuft
Storage Indication method used.
Thru SCM
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
— Hyd No. 3 — Hyd No. 2 Total storage used = 25,105 cult

Hydrograph Summary Report
13
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
13.24
2
728
47,896
------
------
------
pre
2
SCS Runoff
43.12
2
716
90,156
------
------
------
post
3
Reservoir
12.36
2
724
90,139
2
511.26
40,805
Thru SCM
405 Detention.gpw
Return Period: 10 Year
Thursday, 06 / 9 / 2022

Hydrograph Report
14
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
pre
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 7.250 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.20 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
ItM
M
4.00
ItM
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
pre
Hyd. No. 1 -- 10 Year
Thursday, 06 / 9 / 2022
= 13.24 cfs
= 728 min
= 47,896 cuft
= 65
= 0 ft
= 22.30 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
. ��
4.00
of
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 06 / 9 / 2022
Hyd. No. 2
post
Hydrograph type
= SCS Runoff
Peak discharge
= 43.12 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 90,156 cuft
Drainage area
= 7.250 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(4.970 x 98) + (2.280 x 61)] / 7.250
Q (cfs)
50.00
40.00
20.00
10.00
post
Hyd. No. 2 -- 10 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 06 / 9 / 2022
Hyd. No. 3
Thru SCM
Hydrograph type
= Reservoir
Peak discharge
= 12.36 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 90,139 cuft
Inflow hyd. No.
= 2 - post
Max. Elevation
= 511.26 ft
Reservoir name
= SCM 1
Max. Storage
= 40,805 cuft
Storage Indication method used.
Q (cfs)
50.00
40.00
20.00
10.00
0.00
0 240
— Hyd No. 3
Thru SCM
Hyd. No. 3 -- 10 Year
480 720 960 1200 1440 1680 1920
— Hyd No. 2 Total storage used = 40,805 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
---6- 0.00
2160
Time (min)

Hydrograph Summary Report
17
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
23.94
2
728
83,939
------
------
------
pre
2
SCS Runoff
62.34
2
716
133,336
------
------
------
post
3
Reservoir
47.43
2
720
133,319
2
511.87
49,331
Thru SCM
405 Detention.gpw
Return Period: 50 Year
Thursday, 06 / 9 / 2022

Hydrograph Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
pre
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 7.250 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.04 in
Storm duration
= 24 hrs
Q (cfs)
24.00
20.00
16.00
12.00
m
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
pre
Hyd. No. 1 -- 50 Year
Thursday, 06 / 9 / 2022
= 23.94 cfs
= 728 min
= 83,939 cuft
= 65
= 0 ft
= 22.30 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

19
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 06 / 9 / 2022
Hyd. No. 2
post
Hydrograph type
= SCS Runoff
Peak discharge
= 62.34 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 133,336 cuft
Drainage area
= 7.250 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.970 x 98) + (2.280 x 61)] / 7.250
post
Q (cfs)
Hyd. No. 2 -- 50 Year
Q (cfs)
70.00
70.00
11I111I1Z� i �M1111I11
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 2 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 06 / 9 / 2022
Hyd. No. 3
Thru SCM
Hydrograph type
= Reservoir
Peak discharge
= 47.43 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 133,319 cuft
Inflow hyd. No.
= 2 - post
Max. Elevation
= 511.87 ft
Reservoir name
= SCM 1
Max. Storage
= 49,331 cuft
Storage Indication method used.
Q (cfs)
70.00
40.00
20.00
10.00
Thru SCM
Hyd. No. 3 -- 50 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 2 Total storage used = 49,331 cult

Hydrograph Summary Report
21
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
29.43
2
726
102,371
------
------
------
pre
2
SCS Runoff
71.38
2
716
154,060
------
------
------
post
3
Reservoir
59.37
2
720
154,044
2
512.01
51,361
Thru SCM
405 Detention.gpw
Return Period: 100 Year
Thursday, 06 / 9 / 2022

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
pre
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 7.250 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.91 in
Storm duration
= 24 hrs
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
pre
Hyd. No. 1 -- 100 Year
Thursday, 06 / 9 / 2022
= 29.43 cfs
= 726 min
= 102,371 cuft
= 65
= Oft
= 22.30 min
= Type II
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 '1 1 1 --0- ' ' ' ' ' ' '� ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 06 / 9 / 2022
Hyd. No. 2
post
Hydrograph type
= SCS Runoff
Peak discharge
= 71.38 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 154,060 cuft
Drainage area
= 7.250 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(4.970 x 98) + (2.280 x 61)] / 7.250
Q (cfs)
80.00
70.00
40.00
20.00
10.00
post
Hyd. No. 2 -- 100 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1
' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 06 / 9 / 2022
Hyd. No. 3
Thru SCM
Hydrograph type
= Reservoir
Peak discharge
= 59.37 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 154,044 cuft
Inflow hyd. No.
= 2 - post
Max. Elevation
= 512.01 ft
Reservoir name
= SCM 1
Max. Storage
= 51,361 cuft
Storage Indication method used.
Thru SCM

Hydraflow Rainfall Report
25
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
66.8196
12.9000
0.8963
--------
2
71.1962
12.5000
0.8678
--------
3
0.0000
0.0000
0.0000
--------
5
0.0000
0.0000
0.0000
--------
10
75.5517
12.4000
0.8036
--------
25
0.0000
0.0000
0.0000
--------
50
0.0000
0.0000
0.0000
--------
100
54.8500
9.3000
0.6596
--------
File name: Waxhaw.IDF
Intensity = B / (Tc + D)^E
Thursday, 06 / 9 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
5.03
4.04
3.38
2.92
2.57
2.30
2.08
1.91
1.76
1.63
1.52
1.43
2
5.94
4.78
4.01
3.47
3.07
2.75
2.50
2.29
2.12
1.97
1.84
1.73
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
7.61
6.21
5.28
4.62
4.11
3.72
3.40
3.14
2.92
2.73
2.56
2.42
25
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
100
9.49
7.78
6.69
5.91
5.33
4.87
4.50
4.19
3.93
3.71
3.52
3.35
Tc = time in minutes. Values may exceed 60.
lame: Y:\Charlotte\17000400S\17000403.01 Waxhaw CP Desian\Ena Docs\Calculations\Detention\Waxhaw NC.DCD
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
2.95
3.56
0.00
0.00
5.20
0.00
7.04
7.91
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5.20
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Hydraflow Table of Contents 405 Detention.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 06 / 9 / 2022
Hydrograph Return Period Recap............................................................................. 1
1 -Year
SummaryReport......................................................................................................................... 2
HydrographReports................................................................................................................... 3
Hydrograph No. 1, SCS Runoff, pre......................................................................................... 3
TR-55 Tc Worksheet........................................................................................................... 4
Hydrograph No. 2, SCS Runoff, post....................................................................................... 5
Hydrograph No. 3, Reservoir, Thru SCM................................................................................. 6
PondReport - SCM 1.......................................................................................................... 7
2 - Year
SummaryReport......................................................................................................................... 9
HydrographReports................................................................................................................. 10
Hydrograph No. 1, SCS Runoff, pre....................................................................................... 10
Hydrograph No. 2, SCS Runoff, post..................................................................................... 11
Hydrograph No. 3, Reservoir, Thru SCM............................................................................... 12
10 -Year
SummaryReport....................................................................................................................... 13
HydrographReports................................................................................................................. 14
Hydrograph No. 1, SCS Runoff, pre....................................................................................... 14
Hydrograph No. 2, SCS Runoff, post..................................................................................... 15
Hydrograph No. 3, Reservoir, Thru SCM............................................................................... 16
50 - Year
SummaryReport....................................................................................................................... 17
HydrographReports................................................................................................................. 18
Hydrograph No. 1, SCS Runoff, pre....................................................................................... 18
Hydrograph No. 2, SCS Runoff, post..................................................................................... 19
Hydrograph No. 3, Reservoir, Thru SCM............................................................................... 20
100 - Year
SummaryReport....................................................................................................................... 21
HydrographReports................................................................................................................. 22
Hydrograph No. 1, SCS Runoff, pre....................................................................................... 22
Hydrograph No. 2, SCS Runoff, post..................................................................................... 23
Hydrograph No. 3, Reservoir, Thru SCM............................................................................... 24
OFReport.................................................................................................................. 25

Section 5
Appendix

520400
34' 56' 53" N
0
m
Hydrologic Soil Group —Union County, North Carolina
(Waxhaw Town Hall)
520490 520580 520670 520760
k
'► Sail Map may not he valiel at this scale.
r
34o 56' 28" N
520400 520490 520580 520670 520760
Map Scale: 1:3,760 if printed on A portrait (8.5" x 11") sheet.
Meters
$ N 0 50 100 200 300
Feet
0 150 300 600 900
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
520850
520850
520940
34o 56' 53" N
0
m
It34o 56' 28" N
520940
1 /5/2022
Pagel of 4

Hydrologic Soil Group —Union County, North Carolina
(Waxhaw Town Hall)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
D6 Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 21, Sep 15, 2021
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 18, 2011—Nov
25, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 1/5/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Union County, North Carolina
Waxhaw Town Hall
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
ChA
Chewacla silt loam, 0 to
B/D
14.2
20.3%
2 percent slopes,
frequently flooded
ScA
Secrest-Cid complex, 0
C
11.2
16.0%
to 3 percent slopes
TbB2
Tarrus gravelly silty clay
B
33.4
47.8%
loam, 2 to 8 percent
slopes, moderately
eroded
TbC2
Tarrus gravelly silty clay
B
11.0
15.8%
loam, 8 to 15 percent
slopes, moderately
eroded
Totals for Area of Interest
69.8
100.0%
USDA Natural Resources Web Soil Survey 1/5/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union County, North Carolina
Waxhaw Town Hall
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 1/5/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

�I
STEWART
GEOTECHNICAL
ENGINEERING REPORT
Waxhaw Town Campus
4220 Waxhaw Marvin Road
Waxhaw, North Carolina
July 23, 2021
sfcwor}in[.tam

GEOTECHNICAL ENGINEERING REPORT
Waxhaw Town Campus
4220 Waxhaw Marvin Road
Waxhaw, North Carolina
July 23, 2021
Prepared For:
Town of Waxhaw
1150 N. Broome Street
Waxhaw, NC 28173
Prepared BY:
STEWART
9801-E Southern Pines Blvd
Charlotte, NC 28273
Stewart Project No.: F21025.00
DOGUSigned by:
6�
F-1 D2E4BA42D-..
Justin B. Nance, PE
Manager of Testing & Inspections
NC PE License No. 040805
SEAL
r
028422
r
7/23/2021
uSigned by:
17F5F770411...
Donald W. Brown Jr., PE, LEED AP
Practice Leader
Geotechnical & Construction Services
NC PE License No. 28422
Stewart License No. C-1051

TABLE OF CONTENTS
EXECUTIVE SUMMARY................................................................................................ 1
2 PROJECT INFORMATION............................................................................................ 2
2.1 Project Understanding........................................................................................ 2
2.2 Site Location and Description.............................................................................. 2
2.3 Geologic Area Overview...................................................................................... 2
3 SUBSURFACE EXPLORATION...................................................................................... 4
3.1
Field Testing..................................................................................................... 4
3.2
Current Exploration............................................................................................ 4
3.3
Past Exploration................................................................................................ 4
3.4
Laboratory Services........................................................................................... 4
3.5
Subsurface Conditions........................................................................................ 5
3.5.1 Ground Cover......................................................................................... 5
3.5.2 Residuum.............................................................................................. 5
3.5.3 Weathered Rock..................................................................................... 6
3.5.4 Rock..................................................................................................... 6
3.5.5 Groundwater..........................................................................................6
4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS ............................................. 7
4.1
Site Grading......................................................................................................
7
4.1.1 Subgrade Preparation..............................................................................
7
4.1.2 Structural Fill.........................................................................................
7
4.1.3 Difficult Excavations................................................................................
8
4.1.4 Groundwater..........................................................................................9
4.2
Foundations......................................................................................................
9
4.2.1 Design..................................................................................................
9
4.2.2 Construction..........................................................................................
9
4.3
Slab-On-Grade.................................................................................................10
4.3.1 Design.................................................................................................10
4.3.2 Construction.........................................................................................10
4.4
Seismic Design Considerations...........................................................................11
4.5
Pavement........................................................................................................11
4.5.1 Flexible (Asphalt) Design........................................................................11
4.5.2 Construction.........................................................................................12
Appendix A
Site Vicinity Map
Boring Location Diagram
Appendix B
Boring Snapshot
Boring Logs (Stewart, 2021)
Boring Logs (F&R, 2019)
Boring Summary Table
Legend to Soil Descriptions
Appendix C
Laboratory Results
Appendix D
SHWT Evaluation Report
Appendix E
Site Photographs

I EXECUTIVE SUMMARY
Stewart has completed a geotechnical exploration for the proposed Waxhaw Town Campus development
at 4220 Waxhaw Marvin Road in Waxhaw, North Carolina. This Executive Summary is provided as a brief
overview of our geotechnical engineering evaluation for the project and is not intended to replace more
detailed information contained elsewhere in this report. A summary of our findings, opinions, and
recommendations is provided below.
• The current plans for this project include the construction of two new buildings - a two-story
Town Hall and a one-story Parks & Recreation building.
• A total of 24 soil test borings were performed for this geotechnical exploration. Borings were
advanced to depths ranging from approximately 5.9 to 15 feet below the existing grade.
The subsurface soils encountered at the boring locations consist of residual soils. The
USCS soil types encountered onsite include Sandy SILT (ML), Lean CLAY (CL), and
Silty SAND (SM), with lesser amounts of Elastic SILT (MH).
o Weathered rock was encountered in 12 borings at depths ranging from approximately
2 feet to 14 feet below the current grade (el. 507.5t feet to 535.5t feet)
o Auger refusal was encountered in 10 borings at depths ranging from approximately
5.9 feet to 14.9 feet below the current grade (el. 512.9t feet to 530.1t feet).
• A seasonal high water table (SHWT) evaluation was conducted on soil samples collected from
two borings in the proposed BMP areas. Indicators of a SHWT were identified in both borings.
We recommend a Seismic Site Class C for design of the Town Hall, and a Seismic Site Class D
for design of the Parks & Recreation building.
• The use of conventional spread footings and concrete slab -on -grade are recommended for
both buildings.
The owner/designer/contractor should not rely solely upon the summary above. This report should be
read in its entirety prior to implementing the recommendations in the preparation of design and
construction documents. Stewart should be retained to perform sufficient services to determine
plan/specification compliance with the recommendations in this report.
Waxhaw Town Campus - Waxhaw, North Carolina Page 1

2 PROJECT INFORMATION
2.1 Project Understanding
As we understand it, current plans for the project involve the construction of two new buildings - a
Town Hall (TH) and a Parks & Recreation (P&R) building. The Town Hall will be an approximately
22,300f SF, two story, steel -framed building. The Parks & Recreation building will be an
approximately 11,500f SF, one-story, pre-engineered metal building with an approximately 2,100f
SF covered parking structure. Based on the current grading plan provided by Benesch, the finished
floor elevations (FFE) will be 533.5f feet for the Town Hall and 522.5f feet for the Parks & Recreation
building.
Additional site amenities include heavy- and light -duty asphalt pavement for driveways and parking
spaces, gravel pavement, public greenspace, two stormwater BMPs, and trash/recycling dumpster
enclosures.
2.2 Site Location and Description
The site is located at 4220 Waxhaw Marvin Road in Waxhaw, North Carolina. Please refer to Figure Al
in Appendix A of this report for the site vicinity map. The site is currently undeveloped land, most of
which is covered with trees and moderate underbrush, with the exception of an existing brick
structure located on the east side of the property along Waxhaw Marvin Road. Small amounts of
miscellaneous household garbage and construction debris (bricks, concrete, conduit) were observed
scattered throughout the site. A cleared trail was observed entering the property near its northwest
corner, which is assumed to be associated with previous subsurface exploration activities. Photographs
of general site conditions are included in Appendix D of this report.
According to the provided topographic map, the site gradually slopes downward from north to south
and has a relief of approximately 48 feet. Steeper slopes were observed along a drainage swale
located near center of the property.
2.3 Geologic Area Overview
The project site is located within Union County, North Carolina, and lies within the Charlotte and Milton
Belts of the Piedmont Geologic Province of North Carolina. Review of the 1985 Geologic Map of North
Carolina shows that the site is characterized by metamorphic rocks from the Late Proterozoic -
Cambrian era. More specifically, the map indicates that the site is underlain by phyllite and schist
(CZph).
Waxhaw Town Campus - Waxhaw, North Carolina Page 2

Based on our local experience, differential weathering of bedrock often results in highly variable
subsurface conditions over relatively short horizontal and vertical distances. Furthermore, suspended
boulders, discontinuous rock layers/lenses, rock pinnacles and/or zones of weathered and fractured
rock are commonly encountered within residual soils in this area.
Waxhaw Town Campus - Waxhaw, North Carolina Page 3

3 SUBSURFACE EXPLORATION
3.1 Field Testing
3.2 Current Exploration
The subsurface conditions below the site were explored with a total of 24 soil test borings (S-1 thru S-
24). The boring layout is illustrated in Figure A2 in Appendix A of this report. The borings were
advanced to the depths ranging from approximately 5.9 to 15 feet below the current ground surface.
The borings were performed by HPC of Albemarle, NC with a track -mounted Diedrich D-50T drill rig
using 21/4-inch (ID) hollow -stem, continuous flight augers in general accordance with ASTM D6151.
Sampling operations were conducted in general accordance with ASTM D1586. At predetermined
intervals, soil samples were obtained with a split -barrel sampler (standard 2-inch O.D.). The sampler
was rested on the bottom of the borehole and driven to a penetration of 18 inches (or fraction thereof)
with blows of a 140-pound automatic drop hammer falling a distance of 30 inches. Of the 18 inches,
the number of hammer blows required to achieve 6 inches of penetration is recorded for three
consecutive segments. The sum of the blow counts for the second and third 6-inch segment is termed
the Standard Penetration Test (SPT) resistance, or N-value. The N-values presented on the Boring
Logs and Boring Snapshot are the actual, field -recorded blow counts and do not include correction
factors for hammer energy or overburden soil pressures.
Soil test borings were backfilled with auger cuttings (soil) 24t hours after drilling, following stabilized
groundwater measurements. The Boring Logs are included in Appendix B of this report.
A season high water table (SHWT) evaluation was conducted by Soil & Forestry Services of the
Carolinas, P.A. in the areas of the proposed BMPs. The evaluation was performed using split spoon soil
samples collected from borings S-23 and S-24. Please refer to the report prepared by Soil & Forestry
Services in Appendix D of this report.
3.3 Past Exploration
Stewart was provided a Report of Subsurface Exploration and Geotechnical Engineering Services
prepared by Froehling & Robertson, Inc. (F&R) dated November 12, 2019. This report was prepared
for a fire station and publics works building that were once planned for this site; however, neither
were constructed. The F&R exploration consisted of 15 soil test borings (B-01 thru B-15), primarily
concentrated along the western half of the site. These borings were taken into consideration in
preparing this report, in conjunction with our 24 soil test borings. As such, the associated F&R boring
logs are also included in Appendix B of this report.
3.4 Laboratory Services
The soil samples obtained during the drilling operations were placed in labeled containers and
transported to our Charlotte laboratory where they were visually -manually classified in general
accordance with ASTM D2488 and logged by a member of Stewart's geotechnical engineering staff.
The Boring Logs are included in Appendix B of this report.
Laboratory testing was performed on select soil samples to aide in our geotechnical evaluation.
Atterberg Limits test (ASTM D4318) and #200 washes (ASTM D1140) were performed on split -spoon
soil samples from three borings as well as one bulk soil sample. Additionally, a Standard Proctor
Waxhaw Town Campus - Waxhaw, North Carolina Page 4

(ASTM D698) test was performed on the bulk soil sample. The results of these tests are summarized
in Table 1.
Table 1: Summary of Lab Classification Testing
Boring
Sample
Depth,
ft
Atterberg Limits
< #200
Sieve,
%
Water
Content,
%
USCS
Class.
MDD,
pcf
Opt.
WC
LL, PL,
% % PI
S-10
1-2.5
32 23 9
88.4
16.8
CL
---
---
S-11
1-2
30 18 12
83.4
14.2
CL
112.1
14.0
S-12
1-2.5
45 21 24
95.0
19.8
CL
---
---
S-22
1-2.5
36 18 18
85.4
16.0
CL
---
---
Water content tests (ASTM D2216) were also performed on 11 near -surface soil samples. The results
of the lab tests are presented on the individual boring logs in Appendix B and/or the lab reports in
Appendix C. All soil samples will be stored for two months before discarding.
3.5 Subsurface Conditions
The following is a subsurface description of a generalized nature, provided to highlight the major soil
strata encountered. The stratification of the subsurface materials illustrated on the Boring Logs and
Boring Snapshot represent the conditions at the actual test locations; therefore, variations should be
expected between borings. Stratigraphy boundaries only represent the approximate depth/elevation of
a noticed material change but the transition between material types is typically gradual. The soil types
are based on the Unified Soil Classification System (USCS).
Please note that the ground surface elevations in this report, including those shown on logs and other
illustrations in the appendices, were interpolated from available grading plan and should therefore be
considered approximate. If greater elevation accuracy is necessary, the boreholes should be surveyed
by a professional land surveyor.
3.5.1 Ground Cover
Topsoil was encountered in all 24 borings at ground surface. The approximate thickness of this layer
was generally 4 to 7 inches. Please note that the clearing/mulching performed to provide drill rig
access disturbed the surface topsoil layer to varying degrees. As such, thicker topsoil layers are likely
present in the undisturbed portions of the site. For wooded sites like this, it is not uncommon to
encounter a topsoil layer on the order o 8 to 10 inches thick.
The term topsoil is used to describe the organic -laden surficial material as mentioned above. No
organic or nutrient testing was performed for this exploration; therefore, the topsoil should not be
assumed capable of establishing or maintaining vegetation of any kind.
3.5.2 Residuum
Residual soils are the fully weathered remains of the parent rock. Residual soil was encountered in all
24 soil test borings. Residuum encountered at the site primarily consists of soft to very stiff lean CLAY
(CL) underlain by soft to hard sandy SILT (ML) and/or medium dense to very dense silty SAND (SM).
Medium stiff Elastic SILT (MH) was encountered in one boring (S-24). The SPT N-values within the
Waxhaw Town Campus - Waxhaw, North Carolina Page 5

residuum range from 3 to 72 bpf. Borings S-1, S-9, S-12 thru S-17, and S-21 thru S-24 were
terminated in residuum.
3.5.3 Weathered Rock
Weathered rock (WR) is a transitional geomaterial between the parent rock and soil. Weathered rock
is identified by SPT N-values of 50 blows per 6 inches or less of penetration. Weathered rock was
encountered in 12 of the 24 borings at approximate depths of 2 feet to 14 feet below the current
grade (el. 507.5t feet to 535.5t feet). The weathered rock encountered was classified as phyllite and
sampled as Silty SAND (SM). Boring S-2 and S-19 were terminated in WR.
3.5.4 Rock
Rock is defined as material of sufficient hardness to refuse mechanical drilling equipment. Auger
refusal was encountered in 10 of the 24 borings at approximate depths of 5.9 feet to 14.9 feet (el.
512.9t feet to 530.1t feet). The rock was not sampled but is expected to be phyllite based on the WR
samples and the local geology map referenced earlier in this report.
3.5.5 Groundwater
At the time of drilling, groundwater was not encountered in any of the 24 borings. All 24 borings were
left open for a stabilization period of 24t hours, after which groundwater was not encountered. All 24
borings were backfilled with auger cuttings (soil) after water level measurements were completed.
The groundwater conditions represent the conditions at the time of the exploration. Fluctuations in
groundwater levels are common and should be expected. Common factors that influence groundwater
levels include, but are not limited to, soil stratification, climate/weather, nearby bodies of water (lakes,
ponds, etc.), underground springs, streams, rivers and surface water discharge. At the onset, as well as
continually throughout the construction process, the contractor should monitor groundwater levels if
determined to be detrimental to the project.
Although no groundwater was encountered to the depths explored by the soil test borings, evidence of a
SHWT was identified in the areas of the proposed BMPs. The SHWT elevations should be considered 502.5
feet in the area of boring S-23 and 508.5 in the area of boring S-24.
Waxhaw Town Campus - Waxhaw, North Carolina Page 6

4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS
4.1 Site Grading
4.1.1 Subgrade Preparation
All vegetation, topsoil, and any other unsatisfactory or deleterious materials should be removed from
the limits of new construction. Such material should be considered unsuitable for reuse as structural
fill.
After stripping the site in areas at or below the finished subgrade elevation, the exposed ground
should be thoroughly compacted with a large roller to densify the near -surface soils and to achieve a
stiff, stable surface. Moisture conditioning (wetting or drying) may be required to achieve proper
compaction, depending on the conditions at the time of construction.
Areas of the site to receive fill or directly support new construction should be proofrolled with a
tandem -axle dump truck weighing between 15 and 20 tons. Proofrolling should occur prior to fill
placement or after reaching final grade in cut areas but must be in the presence of Stewart personnel
so that recommendations can be provided for areas that rut, pump, or deflect excessively. Proofrolling
should not be performed on frozen or excessively wet subgrades.
Based on the low N-value (3 bpf) at the surface in boring S-1, we anticipate that this area will require
additional densification efforts to render it stable and suitable for fill placement and/or foundation
support. This should be accomplished by using large, ride -on, vibratory rollers with multiple
overlapping passes throughout the area until adequately densified. Testing to verify densification
should consist of proofrolling as well as before -and -after DCP testing to quantify the degree of
improvement. If these soils cannot be adequately densified/stabilized, shallow undercutting and
replacement will be necessary. The depth and lateral extents of such remedial work will depend on the
site condition at the time of construction. If similar soft conditions are encountered in unexplored
areas of the site, the same treatment should be considered for repair.
Given the fine/clayey nature of the onsite soil, the exposed surface soils are likely to become unstable
rapidly in the presence of excess moisture (water) and construction traffic loading. Therefore, proper
site drainage should be maintained during earthwork operations. If not, the accumulation of water
could result in construction delays. Common approaches to reduce wet weather delays include
grading the area so that surface water flows away from the excavation, sealing exposed soil surface
with a smooth -drum roller prior to precipitation events, and forming temporary ditches, swales, berms
or other surface water diversion features. We also recommend limiting construction traffic during and
after wet weather.
4.1.2 Structural Fill
4.1.2.1 Selection
Whether imported or borrowed from an onsite source, structural fill should satisfy the following:
• No excessive deleterious material
• No rocks or other inclusions greater than 3 inches in diameter
• A maximum of 30% of the total material weight retained on the 3/4-inch sieve
• Maximum Dry Density (MDD) of 95 pounds per cubic foot (pcf) or greater, as determined by
the Standard Proctor Compaction Test (ASTM D698)
Waxhaw Town Campus - Waxhaw, North Carolina Page 7

• Liquid Limit (LL) of 50 or less and a Plasticity Index (PI) of 25 or less, as determined by
Atterberg Limit testing (ASTM D4318), unless otherwise noted/allowed
• Organic content no greater than 3% (by weight)
The SM, ML, and CL soils encountered onsite meet the LL/PI requirements above and are suitable for
reuse as structural fill. If encountered, CH and MH soils will not meet the LL/PI requirements above;
therefore, their use should be restricted to nonstructural areas or at a depth of 18 inchers or greater
below parking areas. Although not encountered in our current borings, it is prudent to point out that
CH soils were identified by two F&R borings (S-14 and S-15) in 2019 in the southwestern portion of
the site.
4.1.2.2 Moisture Conditioning
The water content of structural fill should be maintained within t3% of the material's optimum water
content as determined by the Standard Proctor Compaction Test (ASTM D698). Please note that soils
can be deemed unusable due to water content but shall not be classified as unsuitable based solely on
water content. When soil water content falls outside of the requirements set herein, the contractor
shall be responsible for taking appropriate measures (drying or wetting) to render the soil usable.
4.1.2.3 Compaction
When using large, ride -on compactors, fill should be placed in loose lifts measuring 8 to 10-inch thick. Lift
thicknesses should be thinned to 4 to 6 inches when using smaller, Rammax-type compactors and no
more than 4 inches thick for sled and jumping -jack tampers. Structural fill should be compacted to the
requirements below, which are based on the soil's maximum dry density as determined by ASTM D698:
Within 12 inches of finished subgrade elevation ............................ 98%
Below 12 inches of finished subgrade elevation ........................... 95%
It is recommended that the placement and compaction of structural fill be monitored by an engineering
technician from Stewart. Field compaction testing should be performed in accordance with ASTM D1556
(Sand Cone Method), ASTM D2167 (Rubber Balloon Method), ASTM D2937 (Drive Cylinder Method), or
ASTM D6938/ D8167 (Nuclear Methods).
4.1.3 Difficult Excavations
As discussed in previous Sections 3.3.3 and 3.3.4 of this report, multiple borings encountered shallow
weathered rock and/or rock, particularly the northeast section of the property in the vicinity of the
proposed Town Hall. Borings S-6, S-7, S-8, S-10, S-11, S-20 and B-06 (F&R) encountered weathered
rock very close to, or just above, the proposed finished subgrade elevation. As such, difficult
excavation should be expected in these areas.
Typically, materials with SPT N-values of 50 blows per 3 inches to 50 blows per 6 inches of
penetration are rippable using a CAT D9 dozer with a ripper teeth. Denser material such as rock or
weathered rock with SPT N-values of 50 blows per 2 inches or less penetration will likely require
blasting and/or hammering to facilitate removal.
Please refer to the Boring Logs, Boring Snapshot, and the Boring Summary Table in Appendix B of this
report for more detailed information regarding depths and elevations of the weathered rock and rock
and how they may impact other site excavations such as trenching for utilities.
Waxhaw Town Campus - Waxhaw, North Carolina Page 8

4.1.4 Groundwater
Based on information currently on hand, groundwater is not expected to impact site grading. We
cannot, however, rule out pockets of perched water that can be encountered unexpectedly above
dense or low permeability layers such as weathered rock or clay. In the event that groundwater
seepage occurs in open excavations, conventional sump and pump techniques from the point of
seepage are expected to be adequate for most temporary conditions.
4.2 Foundations
4.2.1 Design
For the Town Hall building, we anticipate maximum column loads of 200 kips and wall loads of 2 kips
per linear foot (klf). For the P&R building, we anticipate maximum column and wall loads of 75 kips
and 1.5 klf, respectively. Based on these structural loads, the FFEs, and the site preparation
recommendations provided in this report, we recommend the use of conventional shallow spread footings
to support the proposed structures. For design of the foundations, we recommend the parameters
provided in Table 2.
Table 2: Spread Footing Design Parameters
Parameter
Value
Net Allowable Soil Bearing Capacity, psf
Town Hall
3,500
P&R Building
2,000
Minimum Bearing Depth, in.
18
Minimum Column Footing Widths, in.
Town Hall
36
P&R Building
30
Minimum Wall Footing Widths, in.
Town Hall
36
P&R Building
36
Estimated Post -Construction Settlement, in.
Total
1 or less
Differential
1/2 or less
Moist Soil Unit Weight, pcf
120
Passive Earth Pressure Coefficient'
2.77
Ultimate Friction Factor (tan b)
0.32
Notes:
1. We recommend that a safety factor of at least 1.5 be used to determine the soil's
allowable passive resistance and the soil's allowable friction.
4.2.2 Construction
It is preferable for spread footing excavations to be performed using a bucket with a flat cutting edge
(no teeth) to reduce disturbance of the exposed bearing soil. Regardless, footing bottoms should be
tamped with a jumping -jack or sled compactor prior to the foundation inspection and placement of
reinforcing steel. Footings should be clean of loose material and debris and protected from
disturbance. This includes protection from surface water run-off and freezing. If water is allowed to
Waxhaw Town Campus - Waxhaw, North Carolina Page 9

accumulate within a footing excavation and soften the bearing soils, or if the bearing soils are allowed
to freeze, the deficient soils should be removed from the excavation and rechecked by Stewart prior to
concrete placement. When concrete cannot be placed immediately, we recommend placing a mud -mat
to protect the bearing soil.
Foundation bearing soils should be checked by Stewart during construction to verify satisfactory
bearing conditions (i.e., materials and strength). This typically involves using a 1/2-inch diameter, T-
handled probe rod for an overall qualitative assessment throughout the foundation excavations,
followed by strategically placed hand auger borings and Dynamic Cone Penetrometer (ASTM STP-399)
testing for quantitative evaluation. DCP testing should be performed in accordance with the ASTM and
completed prior to stone, steel, or concrete placement. Unsuitable soil detected during this evaluation
should be repaired as recommended by Stewart.
If a column footing encounters rock or weathered rock in a portion of the excavation, then the
rock/WR should be overexcavated by a minimum of 12 inches and replaced with compacted structural
fill soil. Similarly, for strip footings, the rock/WR should be overexcavated by 12 inches from the
soil/rock transition point to a distance of 15 feet beyond the beginning of the rock.
4.3 Slab -On -Grade
4.3.1 Design
In designing the slab -on -grade, we recommend a minimum 4-inch base layer of washed No. 57 stone
to provide uniform support and to provide a capillary break. We also recommend the installation of a
vapor barrier as a measure of protection against water vapor intrusion into the building. Even when
the groundwater table is not shallow, omitting the vapor barrier could lead to water vapor
transmission through the slab and cause damage flooring and/or cause elevated moisture levels within
the structure. We recommend considering the use of a vapor barrier meeting ASTM E1745, which
should be installed per the ACI guidelines (ACI 302.2R) and ASTM E1643.
The design of the concrete slab -on -grade should be based on Westergaard's modulus of subgrade
reaction (k). Based on the soil conditions encountered near the surface at the site, and the stone
layer recommended above, we recommend using an effective value (kef) of 120 pci for slab design.
However, if the floor slab will be heavily loaded or the design is otherwise sensitive to "k", we
recommend performing plate load testing in accordance with ASTM D1196 to allow site -specific
refinement of the design k-value.
It is important to point out that cracking of concrete is normal and should be expected. Proper
jointing of slabs is paramount in the control of cracking. The American Concrete Institute (ACI)
recommends a maximum panel size (in feet) equal to approximately three times the thickness of the
slab (in inches) in both directions. Controlling the water -cement ratio of the concrete, particularly after
batching, and including fiber reinforcement in the mix can also help reduce shrinkage cracking.
4.3.2 Construction
After the pad area is prepared as described in Section 4.1.1 of this report, it should be evaluated by
Stewart to check for weak or excessively unstable areas that need repair. This is typically
accomplished by proofrolling with heavy, rubber -tired equipment such as a tandem -axle dump truck.
In confined areas that cannot be proofrolled with a dump truck, use of smaller rubber tire equipment,
probing, and/or DCP testing should be considered.
Waxhaw Town Campus - Waxhaw, North Carolina Page 10

Similar to footing construction discussed herein, if a knob/pinnacle of rock or weathered rock is
encountered in the slab area, it should be overexcavated by at least 12 inches and replaced with
compacted structural fill soil.
Cracking of concrete is normal and should be expected. Proper jointing practices are paramount in
the control of cracking, particularly their location and the time at which they are installed. Concrete
pavements should be jointed according to ACI 330 Section 3.7. Joint reinforcing shall be sized and
detailed by the deck designer.
4.4 Seismic Design Considerations
Per the 2018 NC State Building Code, the design of a structure must consider dynamic forces resulting
from seismic events, regardless of their likelihood of occurrence. As part of a generalized procedure to
estimate seismic forces, the code assigns a Seismic Site Classification (letter designation of Class A
through F) based on the subgrade soil/rock conditions within the upper 100 feet of the ground surface at
the subject site. Based on our review of the SPT N-values, we recommend designing for a Seismic Site
Class "C" for the Town Hall and a Seismic Site Class "D" for the Parks & Recreation building.
The following bulleted items briefly discuss our qualitative assessments of the other seismic -related
issues. Detailed quantitative analyses for these items were not included in our Scope of Work and are not
considered necessary at this time given the development plans and the subsurface conditions
encountered.
Liquefaction Hazard - Risk level is low - The soils encountered were of sufficient fines
content and/or density to render them not readily liquefiable during the design
earthquake.
• Slope Stability - Risk level is low - Based on the grading plan, neither tall nor overly
steep cut/fill slopes are planned for construction.
• Surface Rupture - Risk is low - No active faults underlie the site.
4.5 Pavement
4.5.1 Flexible (Asphalt) Design
For the subject site, we have assumed that typical traffic will consist of support of 1,000 passenger
vehicles per day. The heavy-duty driveway pavement is assumed to support an additional six delivery
trucks and two garbage trucks per week. Based on these traffic assumptions, the site soil conditions
encountered in the borings, and the site preparation recommendations herein, we recommend the
minimum asphalt pavement sections in Table 3. Improvements to any public roads should be designed
according to the local municipality's standards.
Table 3: Asphalt Pavement Sections
Layer
Light -Duty
Thickness, in.
Heavy -Duty
Thickness, in.
Surface (S9.5B)
2
3*
Aggregate Base (ABC)
6
8
* Two lifts required
Waxhaw Town Campus - Waxhaw, North Carolina Page 11

The flexible pavement design above is based on the standard 20-year design life and the NCDOT/AASHTO
design methodology. All materials and workmanship used during construction should conform to the NC
Department of Transportation Standard Specifications for Roads and Structures, current edition.
4.5.2 Construction
The pavement recommendations herein are predicated by the assumption that the subgrade soils are
suitable for pavement support and have been properly moisture conditioned and compacted to a uniform
and stable condition. Experience has shown that most pavement failures are caused by localized soft
spots in the subgrade or inadequate drainage. Proofrolling observed by an experienced engineer or
technician from Stewart will reduce the likelihood of weak spots in the subgrade.
We recommend proofrolling finished subgrades, as well as the subsequently placed stone base, with a
tandem -axle dump truck weighing between 25 and 35 tons. Proofrolling should occur in the presence of
Stewart so that recommendations can be provided for areas that rut, pump, or deflect excessively.
Proofrolling should not be performed on frozen or excessively wet subgrades. If subgrades are exposed to
precipitation or freezing temperatures prior to paving, the area should be re-proofrolled to verify its
condition.
Aggregate base course stone should be compacted to at least 98 percent of its maximum dry density as
determined by AASHTO T-180 (modified Proctor). Asphalt shall be placed with appropriate lift thicknesses
and achieve the proper compaction for the mix(es) used, as specified in the latest edition of the NCDOT
QMS for Asphalt Pavements. For reference, these requirements are provided in Table 4.
Table 4: NCDOT Sinqle Lift Asphalt Placement Requirements
Asphalt
Course
Mix
Type
Thickness,
in.
Compaction,
%*
Surface
B
1.0 - 1.5
90.0
C, D
1.5 - 2.0
92.0
Intermediate
C
2.5 - 4.0
Base
4.0 - 5.5
* Percent of maximum specific gravity (Gmm)
The pavement sections provided herein do not account for construction traffic (dump trucks, concrete
trucks, Lulls, etc.), which is typically very heavy. If construction traffic is allowed to operate on paved
surfaces, damage should be expected. Operating construction equipment on an early placement of
base/intermediate course, and then placing a final surface lift at the end of construction, is not an
appropriate approach unless the pavement is designed accordingly. In light of this, we recommend
that paving operations be scheduled for the end of construction when heavy construction traffic will be
less.
Waxhaw Town Campus - Waxhaw, North Carolina Page 12

prepare All documents including computer files and drawings
Project No.: F21025.00
Figure No.:
prepared Stewart are instruments of professional service
rIAQ
SITE VICINITY MAP
intended foror one-time use. They are subject to copyright and
other property right laws and shall remain the property of
WAXHAW TOWN CAMPUS
Scale: NTS
Stewart. They are not to be copied, modified, or changed in any
manner whatsoever nor assigned to a third party without prior
4220 Waxhaw Marvin Road
I,,
w
/„\
written permission of Stewart.
STEWART
Prepared by: DB
Raleigh, N C
Note: All test locations are approximate (unless otherwise
p F
Date: 07-21-21
reported) and intended for illustration purposes only.
enz,,..�.av,��om

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STEWART
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All documents including computer files and
drawings prepared by Stewart are instruments of
professional serAce intended for one-time use. They are
1 I
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subject to copyright and other property right laws and shall
remain the property of Stewart. They are not to be copied,
or
modified, or a third party
y m thout perwhatten per is
assigned toathird party without prior written permission
//\,
\ \
by Stem d
/ —504— / I
Note: All test locations are approximate unless ose
reported) and intended for illustration purposes only.
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Title:
BORING
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LOCATION
DIAGRAM
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/ ® SOIL TEST BORING (STEWART, 2021) /
/ ®SOIL TEST BORING (F&R, 2019) �""'�8� �� ��_
Project number: F2102 -21 Figure: A2
Prepared by: 0721 DB
scale 1X17): 1 in = 100 e
NORTH
I I
(1

BORING SNAPSHOT
STEWART
535
..................................................................
............................................................
535
S-18
S-20
S-19
530
.......................................................................
... ...... 7ILI ..............
..............................................................
530
24
54 S-22
50/0.3' 14
50/0.3'
50/0.
8
525
....................................
........ .....
5253 5010.3...................... ............................................
525
50/0.0
17
49
AR
50/0.2'
AR
50/0.3'
1 8
520
....................................
....................
. .................
........... S-21 .
520
5-17
T I I I
18
8
1
1,
.0
S-16
13
.
m515
>
.....................................
S-15 ....
.......................
........... ...............................
515
39
w
S-14
6
18
11
S-24
5�12 4
50/0.4'
510
S-13
....................
4
26
...........
21 ..... '
22
....................... ..........................
. . ........................... . ............
5...............
510
�O9 4
5
2 8 S- 23
508 7
15
6
23
18
S-12
50-7 1
26
jM 26
7
7
505
... I 17
.......
18
......
24 ....... ---21 ..............................................................................................................
...........
72*
1
505
I
....
.
=
827
20
5033 22
23
58
I
8
500
- 21
.
..........................................................
............. ........... .................................
500
13
11
18
495
1495
The borings in ths snapshd are arranged inalphabetical orcLranddo rot represent a pwib
or— sdim oftle-6—face w dffws.
LITHOLOGY GRAPHICS
Topsoil /Organic Lean Clay (CL)
FI m. Layer
Silt (ML)
Silty Sand (SM)
MI
Weathered Crystaline
EnRock
(WR)
WAXHAW TOWN CAMPUS
IH] Elastic Silt (MH)
WAXHAW,NC
PROJECT NO.: F21025.00

BORING SNAPSHOT
BUILDING BORINGS
STEWART
550
550
S-11
545
..................................................................................................................................................................................
545
10
8
540
......................
..........................
.............. ............
....................
21
540
18
S-10
50
S-7 60
535
......................
.............
j--6
*9* .... 50/0.2 ....
: . ....
S-9
...... 14 .....
30/,
50/0.4'
535
36
50
5�34 3
50/0.2' 50/0.2' 50/0.2'
1
1
72
66
10
50/0.2'
T
530
......................
. .............
.. ........
. * ........
50/0.4' 50/0.0'
....... ......... 5302 ........
.....
so/... .......
50/0. 0'
..................
530
.
21
AR
AR
53
50/0.2'
- 50/0.3'
5�281
50/0.4'
5272
50/0.3'
23
50/0.0'
.0
525
.............. ..........
50/0:0
50/0. 0'
50/0.2' AR
'66�6.6- ..........
.....
AR
..................
525
>
a)
lS--'3
M� 50/0.1-
AR
52-5
w
E-
AR
S-2
50/0.0'
035
9
AR
520
... S-1 ...
........
.....
..........
..............................
....
..................
520
10
12
39
3
14
9
515
... .............
........
...............
..........
....................
....
..................
515
19
m
50/0.0'
9
41 AR
510
1
510
17
50/0.4'
505
..............................................................................
............
505
53
5001
500
The borings in ths snapshd are amrged in alphabetical orcLr
and do rot rep—t a pWib
or — sdim
oftle-6—face w dffws.
LITHOLOGY GRAPHICS
Topsoil /Organic Lean Clay (CL)
Layer
Silt (ML)
Weathered Crystaline
EnRock
Silty Sand (SM)
M-1
(WR)
WAXHAW TOWN CAMPUS
WAXHAW,NC
PROJECT NO.: F21025.00

STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW, NC
EXPLORATION SUMMARY TABLE
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
Borehole
ID
Date
Performed
Ground
Surface El.
(ft)
Exploration
Depth
(ft)
Time of Drilling GW
Depth El.
(ft) (ft)
After Drilling
Depth
(ft)
GW
El.
(ft)
Weathered Rock
Depth El.
(ft) (ft)
Depth
(ft)
Refusal
EI.
(ft)
S- 1
7/1 /2021
519
15
DRY
DRY
S- 2
6/30/2021
521.5
14.4
DRY
DRY
14.5
507
S- 3
6/30/2021
523.5
10.6
DRY
DRY
10.6
512.9
S- 4
6/29/2021
530
8
DRY
DRY
4.5
525.5
8
522
S- 5
6/29/2021
536
11.4
DRY
DRY
8.5
527.5
11.4
524.6
S- 6
6/29/2021
534
10
DRY
DRY
2
532
10
524
S- 7
6/30/2021
536
5.9
DRY
DRY
3.5
532.5
5.9
530.1
S- 8
6/29/2021
541
14.3
DRY
DRY
6
535
14.3
526.7
S- 9
6/29/2021
534
15
DRY
DRY
S-10
6/30/2021
537
10.3
DRY
DRY
7
530
10.3
526.7
S-11
6/30/2021
545
14.9
DRY
DRY
9.5
535.5
14.9
530.1
S-12
7/1 /2021
506.5
10
DRY
DRY
S-13
7/1 /2021
510
10
DRY
DRY
S-14
7/1 /2021
512.5
10
DRY
DRY
S-15
7/1 /2021
514.5
10
DRY
DRY
S-16
7/1 /2021
515
10
DRY
DRY
S-17
7/1 /2021
518
10
DRY
DRY
S-18
6/30/2021
531.5
8.2
DRY
DRY
4
527.5
8.2
523.3
S-19
6/30/2021
530
9.8
DRY
DRY
9.5
520.5
S-20
6/29/2021
531
8.7
DRY
DRY
4
527
8.7
522.3
S-21
6/29/2021
519
10
DRY
DRY
7
512
S-22
6/29/2021
528
10
DRY
DRY
S-23
7/1 /2021
508.5
10
DRY
DRY
S-24
7/1 /2021
512
10
DRY
DRY
Note: Blank cells indicate not encountered or not measured/recorded. Refer to the individual boring log and report for additional details

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-1
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 07/01 /21 LOGGED BY J. NANCE GROUND SURFACE EL. 519 ft BORING DEPTH 15 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 10.9 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 10.3ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
2
a
IY
<
Q
L
U
m
=
a a z
H
O
w
D
Q
10 20 30 40� 0 80 90
o
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
w
ca- m
z
10 20 30 40 50 60 70 80 90
0.3
TOPSOIL
59&7
----
--
--
-----------
-----------------------------
RESIDUAL - SOFT, LIGHT BROWN AND RED, MOIST, SANDY CLAY WITH
TRACE ROOTLETS
1
CL
SS
3
1
1
2
...:............. ...:............. ...:....
3
2.5
_3.0
— — — — — — — — — — —
--
STIFF TO HARD, RED, MOIST, SANDY SILT
3.5
SS
3
4
...:...:...:..........:...:...:...:...
2
5
9.
5
6
...........:... ................ ...:....
SS
4
6
3
3
9
7.5
8.5
ML
SS
6
... :....:....:.......:....:....:.......:....
4
7
10
17
10
...:..♦:....:...:..............:...:....
5os.7
508.1
................ �..........:...........
COLOR TRANSITION TO BROWN AND OLIVE
...:....:....:... . ...:........:... . ...:....
13.5
L15
13
21
...:............. ...:............. .....
32
15.0
15
53
BORING TERMINATED
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S- 2
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/30/21 LOGGED BY J. NANCE GROUND SURFACE EL. 521.5 ft BORING DEPTH 14.4 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 8.3 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 8.2ft
DRILL RIG D50-T HAMMERTYPE AUTO
CL
[&IN
MATERIAL DESCRIPTION
TOPSOIL
RESIDUAL - STIFF, RED AND LIGHT BROWN, MOIST, SANDY LEAN CLAY
------------------------------
STIFF TO HARD, RED AND LIGHT BROWN, MOIST, SANDY SILT
COLORS TRANSITION TO LIGHT BROWN AND WHITE
_
SAMPLE
J
CC`
z
O
W
0-1
W
m
z
L
Q
U
d a Z
u)
HOD
LU
Q
w
o
U)ED00
z
1
3
SS
4
1
6
10
2.5
3.5
4
SS
6
2
8
5
14
6
7
SS
9
3
15
24
7.5
8.5
13
SS
17
4
24
41
10
SS 1 40
WEATHERED ROCK -VERY DENSE, WHITE AND GRAY, MOIST, SILTY SAND
WITH ROCK FRAGMENTS
BORING TERMINATED
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
A SPT N-VALUE (BPF) A
10 20 30 40 50 60 70 80 90
PL WC LL
10 20 30 40 50 60 70 80 90
❑ FINES CONTENT (%) ❑
1
------------
A- ............
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S- 3
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/30/21 LOGGED BY J. NANCE GROUND SURFACE EL. 523.5 ft BORING DEPTH 10.6 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 7.9 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 7.5ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
=
a
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40� 0 80 90
o
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
w
ca- m
z
10 20 30 40 50 60 70 80 90
RESIDUAL -STIFF, LIGHT BROWN AND RED, MOIST, SANDY LEAN CLAY
1
...:....:....:......:........:...:...:....
CL
SS
3
1
4
5
...:............. ...:............. ...:....
9
2.5
3.0
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
520-5
— —
— —
STIFF TO VERY STIFF, LIGHT BROWN AND WHITE, MOIST, SANDY SILT
3.5
5
6
...:...:...:...:...:...:...:...:...:...
2
2
6
12
5
...:..:........ :........ :...............
6
...:............. ...:............. ...:....
ML
SS
3
3
4
5
9
n n
7.5
516
515.6
...:...:...:...:...:...:...............
8.5
g
11
...:....:....:...:...:....:....:...:...:....
4
4
8
�9
10
...:...♦........:...:.............:...:....
10.6
512.9
SS
AUGER REFUSAL
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S- 4
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/29/21 LOGGED BY J. NANCE GROUND SURFACE EL. 530 ft BORING DEPTH 8 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 5.5 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 5.4ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
_
ry
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40� 0 80 90
a
MATERIAL DESCRIPTION
I- D
El FINES CONTENT %❑
()
o
Louo
m OU
z
w
ca-
10 20 30 40 50 60 70 80 90
0.3
TOPSOIL
5297
----
--
--
-----------
RESIDUAL -VERY DENSE, WHITE AND LIGHT BROWN, MOIST, SILTY SAND
WITH TRACE ROCK FRAGMENTS
1
SS
10
23
,.....
1
30
SM
.':':::
2.5
53
3.5
4.5
SS
2
24
WEATHERED ROCK - PHYLLITE, SAMPLED AS WHITE AND LIGHT BROWN,
50/0.5
SILTY SAND
5
... :....:............... :...............
6 ® SS
50/0.1'
...:............. : ...... .
WR
6.1 3
0/0.1'
8.0
-
8 S
So/o.o'
0/0.0
AUGER REFUSAL
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S- 5
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/29/21 LOGGED BY J. NANCE GROUND SURFACE EL. 536 ft BORING DEPTH 11.4 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 7.9 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 7.9ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
2
a
ry
<
Q
L
U
m
=
a a z
H
O
w
D
Q
10 20 30 40� 0 80 90
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
o
w
ca- m
z
10 20 30 40 50 60 70 80 90
0.3
TOPSOIL
5357
----
--
--
-----------
RESIDUAL - HARD, WHITE AND LIGHT BROWN, MOIST, SANDY SILT
1
...:....:....:.......:....:....:.......:....
SS
10
12
1
24
...:............. ...:............. ...:....
36
2.5
A:
ML
ROCK FRAGMENTS OBSERVED IN SAMPLE SS-2
3.5
16
18
........ :........ ......................
2
2
48
66
5
...:........:.......:......A.:.......:....
5.5
— — — — — — — — — — — — — — — — — — — — — — — — — — — — —
53Q�
MEDIUM DENSE, GRAY AND WHITE, MOIST, SILTY SAND WITH ROCK
FRAGMENTS
6
...:....:....:...:...:....:....:...:...:... .
SS
26
8
....
13
21
7.5
...
528.1
_
-
527-5
--
-----------
WEATHERED ROCK - PHYLLITE, SAMPLED AS GRAY AND WHITE, MOIST,
4
50/0.4'
SILTY SAND
8.9
0/0.4
...:............. ; . .
WR
-
11.4
-
11. SS
So/o.o'
0/0.0
AUGER REFUSAL
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S- 6
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/29/21 LOGGED BY J. NANCE GROUND SURFACE EL. 534 ft BORING DEPTH 10 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 8.7 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 6.8ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
Q~
z
O
w
Lau
PL WC LL
_
ry
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40� 0 80 90
a
MATERIAL DESCRIPTION
I- D
El FINES CONTENT %❑
()
o
Louo
m OU
z
w
ca-
10 20 30 40 50 60 70 80 90
0.3
OL
TOPSOIL
5337
----
--
--
-----------
RESIDUAL - VERY DENSE, LIGHT BROWN AND WHITE, MOIST, SILTY SAND
WITH ROCK FRAGMENTS
1
SM
:..:.::.
SS
10
43
:....
2.0
1
50/0.2'
WEATHERED ROCK - PHYLLITE, SAMPLED AS LIGHT BROWN AND WHITE,
2.2
Lj
- DRY, SILTY SAND
-
3.5 ® SS
50/0.4'
3.9 2
0/0.4
......
WR
50/0.2'
...:....:....:...:.......
-
62® 3S
0/0.2'
527.
8.5 ® SS
50/0.2'
525.3
8.7 4
0/0.2'
10.0
_
594 n
Ss
AUGER REFUSAL
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S- 7
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/30/21 LOGGED BY J. NANCE GROUND SURFACE EL. 536 ft BORING DEPTH 5.9 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 4.1 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 3.8ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
0
w
Lau
2
a
ry
Q
L
U
m
=
a a z
H
O
w
D
Q
10 20 30 40� 0 80 90
o
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
w
ca- m
z
10 20 30 40 50 60 70 80 90
RESIDUAL -DENSE, LIGHT BROWN AND WHITE, MOIST, SILTY SAND
SM
SS
21
50
2.5
_3.5
— — —
WEATHERED ROCK - PHYLLITE, SAMPLED AS WHITE AND GRAY, DRY,
532-5
3.7 � 2
50/0.2'
--
0/0.2
-----------
SILTY SAND
532.2
......
531.9
WR
5.9
5.9 SS
50/0.0'
0/0.0
AUGER REFUSAL
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
BORING INITIALLY ENCOUNTERED REFUSAL AT 5 FEET. OFFSET BORING WAS PERFORMED AND REFUSED AT 5.9 FEET AS NOTED ON LOG ABOVE
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S- 8
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/29/21 LOGGED BY J. NANCE GROUND SURFACE EL. 541 ft BORING DEPTH 14.3 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 10.8ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
2
a
ry
<
Q
L
U
m
=
a a z
H
O
w
D
Q
10 20 30 40� 0 80 90
o
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
w
ca- m
z
10 20 30 40 50 60 70 80 90
0.3
TOPSOIL
5907
----
--
--
-----------
-----------------------------
RESIDUAL -VERY STIFF, BROWN AND GRAY, MOIST, SANDY LEAN CLAY,
WITH ROCK FRAGMENTS
1
CL
SS
6
8
1
10
...:............. ...:............. ...:....
1$
2.5
_3.0
53U
— —
— —
VERY DENSE, LIGHT BROWN AND GRAY, MOIST, SILTY SAND WITH ROCK
FRAGMENTS
3.5
SM
f; ;' :
2S
7
26
....:.
34
5
fi0
...:....:........:.......A...:...;...:....
5.5
"`-
— — — — — — — — — — — — — — — — — — — — — — — — — — — — —
535-5
WEATHERED ROCK - PHYLLITE, SAMPLED AS GRAY AND WHITE, DRY,
-
SILTY SAND
6 ®
50/0.2'
3S
2
6.0/0.2'
® 4
50/0.2'
-
8.7
0/0.2'
WR
=
n,,,,,
13.5
SS
36
14.3
1,96 7
5
14. 6S
50/0.3'
50/0.0'
0/0.3
... ....:....:...:...:....:....:........ :
AUGER REFUSAL
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S- 9
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/29/21 LOGGED BY J. NANCE GROUND SURFACE EL. 534 ft BORING DEPTH 15 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 9 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 9ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
=
a
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40� 0 80 90
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
o
w
ca- m
z
10 20 30 40 50 60 70 80 90
0.3
OL
TOPSOIL
5337
----
--
--
-----------
RESIDUAL - STIFF TO VERY STIFF, LIGHT BROWN AND WHITE, MOIST,
SANDY SILT WITH TRACE ROCK FRAGMENTS
1
SS
4
4
1
6
...:............. ...:............. ...:....
10
2.5
3.5
g
6
...:...:...:...:...:...:...:...:...:...
2
2
8
14
5
...:..:....:...:...:....:....:...:...:....
ML
6
...:....:....:...:...:....:....:...:....
SS
8
9
3
14
........ ......... ......... ......... .........
23
7.5
8.5
595
SS
9
10
.:.......:........:........
4
18
2$
10
...:.......A...:...:.............:...:....
12.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — — —
522-0
DENSE, LIGHT BROWN AND WHITE, MOIST, SILTY SAND
SM:':':::
13.5
SS
21
... ............. �...�............. �...�....
18
1Sn
C':':
cenn
3Q
BORING TERMINATED
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-10
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/30/21 LOGGED BY J. NANCE GROUND SURFACE EL. 537 ft BORING DEPTH 10.3 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 6.1 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 5.9ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
_
a
ry
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40� 0 80 90
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
o
w
ca- m
z
10 20 30 40 50 60 70 80 90
0.4
TOPSOIL--------------------------
53U
RESIDUAL - STIFF, LIGHT BROWN AND WHITE, MOIST, SANDY LEAN CLAY
WITH TRACE ROOTLETS
17
88.4
CL
SS
5
7
23 32
7
... :.... .{..:...........:...:.......
14
2.5
VERY DENSE, LIGHT BROWN AND WHITE, MOIST, SILTY SAND WITH ROCK
FRAGMENTS
3.5
SS
5
31
.......................................
....:.
2
41
SM
„:...
:... `:
5
72
...:............. ; ........:....: A......:... .
530.s
11
SS
31
7.0
53001
3
WEATHERED ROCK - PHYLLITE, SAMPLED AS LIGHT BROWN AND WHITE,
7.3
50/0.3
MOIST, SILTY SAND
WR
8.5
® 4
50/0.3'
8.8
0/0.3'
....... :......... :...:....:......... ;...:....
10.3
1 1,9671
10.3— SS
50/0.0'
_ ._ _
...:....:........:...:.............:...:....
AUGER REFUSAL
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
BORING INITIALLY ENCOUNTEREED REFUSAL AT 8.3 FEET. OFFSET BORING WAS PERFORMED AND REFUSED AT 10.3 FEET AS NOTED ON LOG ABOVE
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-11
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/30/21 LOGGED BY J. NANCE
GROUND SURFACE EL. 545 ft
BORING DEPTH 14.9 ft
DRILLING CONTRACTOR HPC
TIME OF DRILLING:
WL
DRY
CAVE-IN 10.7 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID)
AFTER DRILLING: WL
DRY
CAVE-IN 10.7ft
DRILL RIG
D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
Q~
z
O
w
Lau
PL WC LL
_
a
ry
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40� 0 80 90
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
o
w
ca- m
z
10 20 30 40 50 60 70 80 90
0.5
11
TOPSOIL
54
—
-----------------------------
RESIDUAL - STIFF, LIGHT BROWN, MOIST, LEAN CLAY
—
--
--
-----------
: 14
1
BS
...:..:.........:........:.........;p.:....
83.4
CL
1.5
1
3
4
18 30
6
...:...��...:...:............. ...:....
10
2.5
3.0
—
— — —
5429
--
--
VERY STIFF TO HARD, LIGHT BROWN AND WHITE, MOIST, SILT
3.5
SS
9
9
....... :... :...:...:...:...............
2
12
21
5
...:........... :........ :........ :.......
6
...:....:....:......:....:....:......:....
ML
SS
5
13
3
37
........ ......... ......... ......... .........
50
7.5
ROCK FRAGMENTS OBSERVED IN SAMPLE SS-3
.......................................
8.5
SS9
13
... :....:............... ...............
9.5
1
5355
4
WEATHERED ROCK - PHYLLITE, SAMPLED AS LIGHT BROWN AND WHITE,
50/0.4
-
MOIST, SILTY SAND
9 9
............:...:.............:....
534.3
WR
-
5
50/0.2'
-
13.7®
0/0.2'
14.9
530.1
SS
AUGER REFUSAL
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-12
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 07/01 /21 LOGGED BY J. NANCE GROUND SURFACE EL. 506.5 ft BORING DEPTH 10 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 5.6 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 5.4ft
DRILL RIG D50-T HAMMERTYPE AUTO
CL
MATERIAL DESCRIPTION
-TOPSOIL
RESIDUAL - MEDIUM STIFF TO VERY STIFF, BROWN, MOIST, SANDY, LEAN
CLAY
COLOR TRANSITION TO LIGHT BROWN AND RED
_
SAMPLE
J
CC`
z
O
W
0-1
W
m
z
L
Q
U
d a Z
u)
HOD
LU
Q
w
o
U)ED00
z
1
3
SS
3
1
5
8
2.5
3.5
9
SS
11
2
12
5
23
6
5
SS
6
3
7
13
7.5
8.5
SS 6
4 9
9
BORING TERMINATED
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
A SPT N-VALUE (BPF) A
10 20 30 40 50 60 70 80 90
PL WC LL
10 20 30 40 50 60 70 80 90
❑ FINES CONTENT (%) ❑
20
95.
.:....:�—i
21
45:
.:.............
...:....
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-13
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 07/01 /21 LOGGED BY J. NANCE GROUND SURFACE EL. 510 ft BORING DEPTH 10 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 6.7 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 6.3ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
2
a
IY
<
Q
L
U
m
=
a a z
H
O
w
D
Q
10 20 30 40� 0 80 90
o
MATERIAL DESCRIPTION
Lou
I-
OU
❑ FINES CONTENT %❑
()
w
o
ca- m
z
10 20 30 40 50 60 70 80 90
0.4
TOPSOIL--------------------------
50U
RESIDUAL - MEDIUM STIFF, LIGHT BROWN, MOIST, SANDY LEAN CLAY
WITH TRACE ROOTLETS
1
CL
SS
3
3
3
...:............. ...:............. ...:....
6
2.5
-3.0
- - - - -
507-0
--
--
VERY STIFF, LIGHT BROWN AND RED, MOIST, SANDY SILT
3.5
5
8
...:...:...:...:...:...:...:...:...:...
2
2
9
17
5
...:..:....:...:...:....:....:...:...:....
6
...:....:....:......:....:....:......:....
ML
503.7
SS
7
503.3
3
10
12
........ ......... ......... ......... ....:....
22
7.5
8.5
g
9
...:....:....:...:...:....:....:...:...:....
4
4
12
10.0
10
21
BORING TERMINATED
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-14
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 07/01 /21 LOGGED BY J. NANCE
GROUND SURFACE EL. 512.5 ft
BORING DEPTH 10 ft
DRILLING CONTRACTOR HPC
TIME OF DRILLING:
WL
DRY
CAVE-IN 5.4 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID)
AFTER DRILLING: WL
DRY
CAVE-IN 5.4ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
Q~
z
O
w
Lau
PL WC LL
=
a
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40� 0 80 90
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
o
w
ca- m
z
10 20 30 40 50 60 70 80 90
0.5
—
TOPSOIL
-----------------------------
512.0
----
--
--
: :
-----------
RESIDUAL - SOFT TO VERY STIFF, LIGHT BROWN AND RED, MOIST,
SANDY
SILT WITH TRACE ROOTLETS
1
SS
2
1
1
4
2.5
3.5
M L
2S
g
10
...:...:...:...:...:...:...:...:
13
23
5
...:....:..:...:...:....:.........;...:....
507.1
6
...:....:....:......:....:....:......:....
SS
7
7
3
1$
7.5
8.0
— — — — — — — — — — — — — — — — — — — — — — — — —
— — — —
504,5
MEDIUM DENSE, RED AND BROWN, MOIST, SILTY SAND
8.5
SM
SS
: : ......... ......... .....inn
4
10
BORING TERMINATED
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-15
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 07/01 /21 LOGGED BY J. NANCE GROUND SURFACE EL. 514.5 ft BORING DEPTH 10 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 5.8 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 5.8ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
=
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40� 0 80 90
a
MATERIAL DESCRIPTION
I- D
El FINES CONTENT %❑
()
o
Louo
m OU
z
w
ca-
10 20 30 40 50 60 70 80 90
0.4
TOPSOIL--------------------------
5J`�
RESIDUAL - STIFF TO VERY STIFF, RED AND BROWN, SANDY SILT WITH
ROCK FRAGMENTS
1
SS
4
4
1
7
...:............. ...:............. ...:....
11
2.5
3.5
SS
7
10
...:...:...:...:...:...:...:...:...:...
2
11
21
ML
5
...:.......:.......:....:....:.......:....
5�.7
g
...:............. ...:............. ...
SS
7
1115
3
. . . .
26
7.5
♦:
8.5
4
...........:...:...�....�....:...;...�....
14
BORING TERMINATED
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-16
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 07/01 /21 LOGGED BY J. NANCE GROUND SURFACE EL. 515 ft BORING DEPTH 10 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 5.6 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 5.6ft
DRILL RIG D50-T HAMMERTYPE AUTO
ML
MATERIAL DESCRIPTION
,TOPSOIL
RESIDUAL - MEDIUM STIFF TO VERY STIFF, BROWN, MOIST, SANDY SILT
WITH TRACE ROCK FRAGMENTS
COLOR TRANSITION TO RED AND LIGHT BROWN
_
SAMPLE
J
Cam`
z
LU
0-1
O
W
W
m
L
Q
U
0-
u)
�0D
LU
Q
w
J
0-Z
0
i
z
0
(01000
:,, Q
1
3
SS
2
1
4
6
2.5
3.5
9
SS
12
2
14
5
26
6
7
SS
9
3
9
18
7.5
8.5
SS 7
4 10
11
BORING TERMINATED
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
A SPT N-VALUE (BPF) A
10 20 30 40 50 60 70 80 90
PL WC LL
10 20 30 40 50 60 70 80 90
❑ FINES CONTENT (%) ❑
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-17
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 07/01 /21 LOGGED BY J. NANCE
GROUND SURFACE EL. 518 ft
BORING DEPTH 10 ft
DRILLING CONTRACTOR HPC
TIME OF DRILLING: WL
DRY
CAVE-IN 5.6 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID)
AFTER DRILLING: WL
DRY
CAVE-IN 5.6ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
Q~
z
O
w
Lau
PL WC LL
=
a
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40� 0 80 90
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
o
w
ca- m
z
10 20 30 40 50 60 70 80 90
TOPSL
0.6
RESIDUAL - STIFF, RED AND BROWN, MOIST, SANDY LEAN CLAY WITH
TRACE ROCK FRAGMENTS
1
CL
SS
1
4
5
8
...:............. ...:............. ...:....
13
2.5
3.0
—
59
--
--
STIFF TO VERY STIFF, LIGHT BROWN AND WHITE, MOIST, SANDY SILT
3.5
7
8
...:...:...:...:...:...:...:...:...:...
2
2
10
�$
5
... :..-L... ...............
512.4
6
...:....:....:......:....:....:......:....
ML
SS
8
3
10
12
........ ......... ......... ......... .........
22
7.5
8.5
4
...........:...:...�....�....:...;...�....
inn
8
BORING TERMINATED
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-18
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/30/21 LOGGED BY J. NANCE GROUND SURFACE EL. 531.5 ft BORING DEPTH 8.2 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 5.5 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 5.4ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
_
a
ry
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40� 0 80 90
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
o
w
ca- m
z
10 20 30 40 50 60 70 80 90
0.4
TOPSOIL--------------------------
531J
RESIDUAL - MEDIUM DENSE, LIGHT BROWN, MOIST, SILTY SAND WITH
ROCK FRAGMENTS
1
SS
7
8
1
SM
24
2.5
3.5
4.0
SS
39
WEATHERED ROCK - PHYLLITE, SAMPLED AS WHITE AND LIGHT BROWN
4.3
5010.3
-
0/0.3'
WR
_
6 ® SS
3
50/0.1,
... :............. :................ :...:....
6.1
0/0.1'
8.
523.3
SS
................ ............... .......
AUGER REFUSAL
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-19
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/30/21
LOGGED BY J. NANCE
GROUND SURFACE EL. 530 ft
BORING DEPTH 9.8 ft
DRILLING CONTRACTOR HPC
TIME OF DRILLING: WL DRY
CAVE-IN 6.7 ft
DRILLING METHOD HSA
AUGERSIZE 2-1/41NCH(ID)
AFTER DRILLING: WL DRY
CAVE-IN 6.5ft
DRILL RIG D50-T
HAMMERTYPE AUTO
LU
SAMPLE
A SPT N-VALUE (BPF) A
a
}
~
J
LU
471
CL
10 20 30 40 50 60 70 80 90
PL WC LL
Q
0
LU
LU
LU
z
2
LU
ry
Q
LU
U
m
=
a z
(/)
H
O
LU
Q
10 20 30 40 0 80 90
LU
MATERIAL DESCRIPTION
J
J
a
w
S D
a_j0
?
El FINES CONTENT %
() ❑
0
LU
�j
0
cA 10 0
Z
in ?n nn nn sn Fn 7n sn an
0.4
TOPSOIL--------------------------
52U
RESIDUAL - STIFF TO HARD, LIGHT BROWN AND WHITE, MOIST, SANDY
SILT WITH ROCK FRAGMENTS
1
SS
6
6
1
8
...:............. ...:............. ...:....
14
2.5
3.5
SS
7
15
...:...:...:...:...:...:...:...:...:...
2
15
ML
5
30
...:....:...i..:....... :........ :........
6
...:....:....:......:....:....:......:....
SS
14
27
5
3
22
........ ......... ......... ......... .........
49
7.5
8.5
SS
11
...:....:.........;...:....:.........;...:....
9.5
4
22
9.8 WR WEATHERED ROCK - PHYLLITE, SAMPLED AS GRAY AND WHITE, DRY, 90 9 19 $ 50/0.3
SILTY SAND
BORING TERMINATED
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-20
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/29/21 LOGGED BY J. NANCE GROUND SURFACE EL. 531 ft BORING DEPTH 8.7 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 5.7 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 5.3ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
=
a
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40� 0 80 90
o
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
w
ca- m
z
10 20 30 40 50 60 70 80 90
RESIDUAL - VERY DENSE, LIGHT BROWN AND WHITE, MOIST, SILTY SAND
WITH ROCK FRAGMENTS
'
SS
8
23
SM
31
...:....:....:...:...:.............:...:....
54
2.5
:A
3.5
4.0
5270
SS
39
WEATHERED ROCK - PHYLLITE, SAMPLED AS GRAY AND WHITE, SILTY
4.3
SAND
0/0.3'
525.7
525.3
6 SS
®
50/0.3'
WR
6.3 3
0/0.3'
R 7
8.5 SS
AUGER REFUSAL
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
DATE DRILLED 06/29/21 LOGGED BY J. NANCE
DRILLING CONTRACTOR HPC
DRILLING METHOD HSA AUGERSIZE 2-1/4 INCH (ID)
DRILL RIG D50-T HAMMERTYPE AUTO
W
a
Q
ry
LLU Q MATERIAL DESCRIPTION
0 !!--
ML
SM
BORING LOG: S-21
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
GROUND SURFACE EL. 519 ft BORING DEPTH 10 ft
TIME OF DRILLING: WL DRY CAVE-IN 6.2 ft
AFTER DRILLING: WL DRY CAVE-IN 6 ft
TOPSOIL
------------------------------
RESIDUAL - MEDIUM STIFF, LIGHT BROWN, MOIST, SANDY SILT
------------------------------
DENSE, BROWN, MOIST, SILTY SAND WITH WEATHERED ROCK
FRAGMENTS
WEATHERED ROCK (LENS) - PHYLLITE, SAMPLED AS LIGHT BROWN AND
WR WHITE, MOIST, SILTY SAND
_8.0 _ ------------------------------
MEDIUM DENSE, BROWN, MOIST, SILTY SAND WITH WEATHERED ROCK
FRAGMENTS
SM
BORING TERMINATED
SAMPLE
A SPT N-VALUE (BPF) A
J
W
471
fl-
10 20 30 40 50 60 70 80 90
p
W
LLy
PL WC LL
>
Q
_ m
=
cn
I—
W
D
10 20 30 40 50 0 80 90
>
a a z
� O D
j
El FINES CONTENT El
>J
OU
(%)
W
>
0
U) m
Z
10 20 30 40 50 60 70 80 90
1
...:....:....:.......:....:....:...:...:....
SS
3
2
1
6
...:............. ...:............. ...:....
$
2.5
--
3.5
-
13
19
...:...:...:...:...:...:...:...:...:...
2
2
20
39
5
...:....:....... ....... :........ :........
6
...:............. ...:............. ...:....
512.8
SS
13
5120
3
35
50/0.4
7.4
51L9
----
--
--
-----===---
8.5
_
SS
14
...........:...:...�....�....:...;...�....
4
14
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-22
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 06/29/21 LOGGED BY J. NANCE GROUND SURFACE EL. 528 ft BORING DEPTH 10 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 5.8 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 5.7ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
=
a
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40� 0 80 90
MATERIAL DESCRIPTION
Louo
I-
OU
El FINES CONTENT %❑
()
o
w
ca- m
z
10 20 30 40 50 60 70 80 90
0.4
TOPSOIL--------------------------
527-6
RESIDUAL - MEDIUM STIFF, LIGHT BROWN, MOIST, SANDY CLAY LEAN
WITH TRACE ROOTLETS
16:
85.4
CL
SS
3
3
8 36:
$
2.5
3.0
-----
--
--
VERY STIFF, LIGHT BROWN AND RED, MOIST, SANDY SILT
3.5
7
8
...:...:...:...:...:...:...:...:...:...
2
2
9
��
5
...:..:....:...:...:....:....:...:...:....
COLOR TRANSITION TO LIGHT BROWN AND WHITE
SL2'.
g
...:............. :...:............. :
ML
SS
6
3
8
10
........ ......... ......... ......... ....:....
1$
7.5
8.5
SS
$
...........:...:...�....�....:...;...�....
inn
4
10
BORING TERMINATED
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-23
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 07/01 /21 LOGGED BY J. NANCE GROUND SURFACE EL. 508.5 ft BORING DEPTH 10 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 5.6 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 5.4ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
2
a
IY
<
Q
L
U
m
=
a a z
H
O
w
D
Q
10 20 30 40� 0 80 90
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
o
w
ca- m
z
10 20 30 40 50 60 70 80 90
TOPSL
0.6
RESIDUAL - MEDIUM STIFF TO VERY STIFF, BROWN, MOIST, SANDY LEAN
CLAY
1
............... ........ ...:... .
SS
3
3
1
4
...:............. ...:............. ...:....
T
2.5
A
3.5
7
9
...:...:...:...:...:...:...:...:...:...
2
2
11
5
20
...:......:.......:........:...:...:....
CL
COLOR TRANSITION TO LIGHT BROWN AND RED
SAa 1
502.9
SS
3
1
3
7
$
7.5
8.5
3
4
...:....:....:...:...:....:....:...:...:....
4
4
7
10.0
10
11
BORING TERMINATED
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW. NC
BORING LOG: S-24
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
DATE DRILLED 07/01 /21 LOGGED BY J. NANCE GROUND SURFACE EL. 512 ft BORING DEPTH 10 ft
DRILLING CONTRACTOR HPC TIME OF DRILLING: WL DRY CAVE-IN 5 ft
DRILLING METHOD HSA AUGERSIZE 2-1/41NCH(ID) AFTER DRILLING: WL DRY CAVE-IN 4.9ft
DRILL RIG D50-T HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
w
Lau
2
a
IY
<
Q
L
U
m
=
a a z
H
O
w
D
Q
10 20 30 40� 0 80 90
MATERIAL DESCRIPTION
Louo
I- D
OU
El FINES CONTENT %❑
()
o
w
ca- m
z
10 20 30 40 50 60 70 80 90
0.3
TOPSOIL
59L7
----
--
--
-----------
-----------------------------
RESIDUAL - MEDIUM STIFF, LIGHT BROWN, MOIST, SANDY ELASTIC SILT
MH
SS
3
2
1
3
...:....:....:......:....:....:......:....
5
2.5
_3.0
— — — — —
--
VERY STIFF, RED AND BROWN, MOIST, SANDY LEAN CLAY
3.5
CL
2S
g
11
...:...:...:...:...:...:...:...:
15
26
5
...:....:..�.:... : ...:....:....:
5.5
-----------------------------
5063
HARD, LIGHT BROWN, MOIST, SANDY SILT
6
.............:... .............:... ........
SS
18
28
3
44
............:................:.......:....
72
7.5
ML
8.5
SS
11
18
...:....:....:...:...:....:....:.......:....
4
40
10.0
10
58
BORING TERMINATED
NOTE(S);
GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC MAP AND SHOULD BE CONSIDERED APPROXIMATE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

fgcR FROEHLING ::: ROBERTSON
Project No: 63X-0157
Client: Dewberry
Elevation: 533 ±
Total Depth: 10.0'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
BORING LOG
Boring: B-01 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/10/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
* Sample
Sample
Depth
N-Value
blows/ft)
Remarks
(Classification)
Blows
feet
532.8
0.2
SURFICIAL SOIL r
5-18-24
U.0
No groundwater
:
42
encountered g. boring at
time of drilling.
RESIDUUM: Dense, Orange Brown, Silty Fine to
531.5
1.5
Medium SAND (SM), dry — — — — — — — — — — —
1 5
5 5-6
Stiff to Very Stiff, Brown, Silty CLAY (CL) with
some fine to medium sand, moist
11
3.0
3.5
8-14-15
29
5.0
526.0
7.0
Hard, Tan Gray, Silty Fat CLAY (CH), moist
22-42-50/3
6.5
PARTIALLY WEATHERED ROCK: Sampled as
100+
White and Gray, Clayey, Fine to Coarse SAND
8.0
(SC), dry--------------------
524.5
8.5
Sampled as Brown and Gray, Fine to Medium
8.5
50/6
Sandy SILT (ML) with some clay and rock
100+
523.0
10.0
fragments, dry to moist
Boring Terminated at 10 feet
Number ot blows r quired tor a 140 lb hammer dropping 30 to drive 2 O.D., 1.375 I.D. sampler a totof 18 inc es in t ree 6 increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

f$c� FROEHLINGROBERTSON
Project No: 63X-0157
Client: Dewberry
Elevation: 532 ±
Total Depth: 8.0'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
BORING LOG
Boring: B-02 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/11/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
Depth
feet
N-Value
blows/ft)
Remarks
530.0
2.0
SURFICIAL SOIL
4-14-19
12-47-50/5
0.0
1.5
33
100+
No groundwater
encountered in boring at
time of drilling.
RESIDUUM: Hard, Tan and Brown, Silty CLAY
(CL) with some fine sand, dry
PARTIALLY WEATHERED ROCK: Sampled as Tan,
Silty CLAY (CL) with some fine sand, dry
3.0
528.5
3.5
------------------------
Sampled as Tan, Fine Sandy CLAY (CL) with rock
3.5
50/6
fragments, dry
100+
5.0
525.0
6.5
6.5
100+
RESIDUUM: Hard, Gray and Tan, Silty Fat CLAY
(CH), moist
16-50/6
PARTIALLY WEATHERED ROCK: Sampled as Tan
and Gray, Silty Fine to Medium SAND (SM) with
524.0
8•0
50/0
8.0
rock fragments, dry
100+
Auger Refusal at 8 feet
'Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

f$cR FROEHLWG > ROBERTSON
Project No: 63X-0157
Client: Dewberry
Elevation: 531 ±
Total Depth: 11.0'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
BORING LOG
Boring: B-03 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/10/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
* Sample
Sample
Depth
N-Value
Remarks
(Classification)
Blows
feet
(blows/ft)
530.6
0.4
SURFICIAL SOIL
4-9-11
No groundwater
RESIDUUM: Very Stiff, Orange Brown, Fine to
20
encountered in boring at
time of drilling.
529.5
1.5
Medium Sandy CLAY (CL), dry _ _ _ _ _ _ _ _ _ J
1.5
11-14-16
Very Stiff, Tan, Clayey SILT (ML), dry
30
3.0
527.5
3.5
Hard, Tan and Gray, Silty CLAY (CL), dry to moist
3.5
12 17-18
35
5.0
524.0
7.0
___ _ __________ __
11-11-18
6.5
Very Stiff, Light Gray and Brown, Silty CLAY (CL)
29
with trace fine sand, dry
8.0
522.5
8.5
8.5
PARTIALLY WEATHERED ROCK: Sampled as Tan
50/2
and Gray, Clayey Fine to Medium SAND (SC) with
100+
rock fragments, dry
10.0
520.0
11.0
Auger Refusal at it feet
50/0
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

fgcR FROEHLINGROBERTSON
16
Project No: 63X-0157
Client: Dewberry
Elevation: 529 ±
Total Depth: 15.0'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
�I:ll1► [cII9Z0
Boring: B-04 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/11/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
* Sample
Sample
Depth
N-Value
blows/ft)
Remarks
(Classification)
Blows
feet
SURFICIAL SOIL
4-8-7
0.0
No groundwater
15
encountered g. boring at
time of drilling.
RESIDUUM: Stiff, Tan and Brown, Silty CLAY (CL)
527.5
1.5
with little fine sand, dry ____________
15
Very Stiff, Light Brown and Gray, Clayey SILT (ML)l
10-10 12
with little fine to medium sand, moist
22
3.0
3.5
6-10-13
23
5.0
522.5
6.5
6.5
PARTIALLY WEATHERED ROCK: Sampled as
20-34-50/5
Light Brown, Fine Sandy SILT (ML), dry
100+
8.0
520.5
8.5
8.5
RESIDUUM: Very Hard, Light Brown, Fine
20-29-33
Sandy SILT (MIL), dry
62
10.0
515.5
13.5
13.5
PARTIALLY WEATHERED ROCK: No Recovery
50 2
100+
514.0
15.0
Auger Refusal at 15 feet
50/0
100+
"Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

AIL
c� FROEHLING ROBERTSON
Project No: 63X-0157
Client: Dewberry
Elevation: 527 ±
Total Depth: 6.0'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
Boring: B-05 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/10/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
* Sample
Sample
Depth
N-Value
Remarks
(Classification)
Blows
feet
(blows/ft)
•
SURFICIAL SOIL
3-8-11
No groundwater
19
encountered in boring at
time of drilling.
RESIDUUM: Very Stiff, Orang Brown and Tan,
525.5
1.5
SiItyCLAY (CL) ________________
15
Very Stiff, Orange Brown and Tan, Silty CLAY (CL)
19-10 12
with few fine to medium sand, dry
22
3.0
523.5
3.5
3.5
PARTIALLY WEATHERED ROCK: Sampled as Tan
50/3
and Light Gray, Clayey Fine to Medium SAND (SC)
100+
with some rock fragments, dry
5.0
521.0
6.0
Auger Refusal at 6 feet
50/0
100+
'Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Project No: 63X-0157
Client: Dewberry
Elevation: 527 ±
Total Depth: 3.5'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
BORING LOG
Boring: B-06 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/11/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
* Sample
Sample
Depth
N-Value
blows/ft)
Remarks
(Classification)
Blows
feet
0.1
SURFICIAL SOIL
3 9-5u.0
No groundwater
14
encountered in boring at
time of drilling.
RESIDUUM: Stiff, Tan and Gray, Clayey SILT
(ML), dry
1.5
17-50/4
525.0
2.0
100+
PARTIALLY WEATHERED ROCK: Sampled as Tan,
Silty Fine to Medium SAND (SM) with mostly rock
523.5
3.5
fragments
3.0
Auger Refusal at 3.5 feet
50/0
3.5
100+
'Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Fgc� FROEHLING ROBERTSON
Project No: 63X-0157
Client: Dewberry
Elevation: 524 ±
Total Depth: 18.0'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
BORING LOG
Boring: B-07 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/10/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
* Sample
Sample
Depth
N Value
Remarks
(Classification)
Blows
feet
(blows/ft)
0-1
SURFICIAL SOIL
4-6-10
No groundwater
16
encountered g. boring at
time of drilling.
RESIDUUM: Very Stiff, Tan and Orange Brown,
Silty CLAY (CL), dry
1.5
8-12-13
25
Fx
3.0
520.5
3.5
Hard, Tan and Light Gray, Silty CLAY (CL) with few
3.5
8-11-24
fine sand, moist
35
5.0
12-35-50/4
6.5
517.0
7.0
100+
PARTIALLY WEATHERED ROCK: Sampled as Tan
and Light Gray, Clayey SILT (ML) with little fine to
medium sand, moist
8.0
515.5
8.5
Sampled as Tan and Brown, Fine to Medium
8.5
50/5
Sandy SILT (ML) with some clay and rock
100+
fragments, dry
10.0
510.5
13.5
Sampled as Tan and Gray, Silty Fine to Medium
13.5
50/2
SAND (SM) with mostly rock fragments, dry
100+
15.0
506.0
18.0
Auger Refusal at 18 feet
50/0
100+
^`Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

f$cR FROEHLING ROBERTSON
Project No: 63X-0157
Client: Dewberry
Elevation: 523 ±
Total Depth: 17.5'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
BORING LOG
Boring: B-08 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/11/19
Driller: F&R/Skoglund
Elevation
—572'y
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
Depth
feet
N-Value
blows/ft)
Remarks
521.5
0-1SURFICIAL
1.5
SOIL
4-4-5
1.5
9
13
No groundwater
encountered in boring at
time of drilling.
RESIDUUM: Stiff, Tan an Light Brown, Clayey
SILT (ML), dry
— — — —-----------------
Stiff, Tan and Light Gray, Clayey SILT (ML) with
little fine to medium sand, dry
4-6-7
3.0
519.5
3.5
— — — — — — — — — — — — — — — — — — — — — — — —
Very Stiff, Tan, SILT (ML), dry
3 5
8-9-9
18
5.0
516.5
6.5
— — — — — — — — — — — — — — — — — — — — — — — —
Very Stiff, Light Gray, SILT (ML), dry
6 5
9-10-14
24
8.0
514.5
8.5
Very Stiff, Light Gray, Fine Sandy SILT (ML), dry
8.5
6 9 17
26
10.0
509.0
14.0
13.5
100+
19-50 4
PARTIALLY WEATHERED ROCK: Sampled as Tan
and Gray, Fine Sandy SILT (ML)
15.0
505.5
17.5
Auger Refusal at 17.5 feet
50/0
17.5
100+
*Number of blows r q ired for a 140 lb hammer dropping 30 to drive 2 O.D., 1.375 I.D. sampler a totof 18 inc es in three 6 increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

BORING LOG
FROEHLING ROBERTSON
Project No: 63X-0157
Client: Dewberry
Elevation: 523 ±
Total Depth: 10.0'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
Boring: B-09 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/10/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
* Sample
Sample
Depth
N-Value
blows/ft)
Remarks
(Classification)
Blows
feet
0.1
SURFICIAL SOIL
5-9 12
No groundwater
21
encountered in boring at
time of drilling.
RESIDUUM: Very Stiff, Tan and Light Brown,
521.5
1.5
ClaygSIIT(MI),dry ________--- ___ J
15
Very Stiff, Tan and Brown, Silty CLAY (CL), dry to
12-12-13
moist
25
3.0
3.5
9-50/5
519.0
4.0
100+
PARTIALLY WEATHERED ROCK: Sampled as Tan
and Light Gray, clayey SILT (ML) with few fine
sand, dry
5.0
516.5
6.5
Sampled as Tan and Light Gray, clayey SILT (ML)
6.5
22-50/2
with some fine to medium sand, dry
100+
8.0
514.5
8.5
Sampled as Light Gray, Silty Fine to Medium
8.5
50/3
SAND (SM) with some rock fragments, dry
100+
513.0
10.0
Auger Refusal at 10 feet
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

�$cR FROEHLING , ROBERTSON
Project No: 63X-0157
Client: Dewberry
Elevation: 523 ±
Total Depth: 8.5'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
BORING LOG
Boring: B-10 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/11/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
Depth
feet
N-Value
blows/ft)
Remarks
0.1
SURFICIAL SOIL
3-6-6
12
No groundwater
encountered in boring at
time of drilling.
RESIDUUM: Stiff, Light Brown, SILT (ML), dry
521.5
1.5
Stiff, Tan and Light Brown, Clayey SILT (ML), dry
1.5
5 4-6
to moist
10
3.0
519.5
3.5
Stiff, Tan and Orange Brown, Clayey SILT (ML)
3.5
6-6-7
with trace fine to medium sand, moist
13
5.0
516.5
516.0
6.5
7.0
Very hard, Tan and Light Gray, Silty CLAY (CL),
moist
6.5
100+
30-50/6
PARTIALLY WEATHERED ROCK: Sampled as
Brown and Gray, Silty Fine to Medium SAND (SM)
with some rock fragments, dry
514.5
8 5
8.0
50/0
Auger Refusal at 8.5 feet
100+
Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

FgcR FROEHLING I, ROBERTSON
Project No: 63X-0157
Client: Dewberry
Elevation: 522 ±
Total Depth: 10.0'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
BORING LOG
Boring: B-11 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/10/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
Depth
feet
N Val
blowsue ue
Remarks
0-1
SURFICIAL SOIL
3-5-7
U.0
No groundwater
520.5
1.5
M1,
1.5
12
21
encountered in boring at
time of drilling.
RESIDUUM: Stiff, Orange Brown and Tan, Silty
CLAY (CL), dry to moist
-- —— — — — — — — — — — — — — — — —
Very Stiff, Tan and Brown, Silty CLAY (CL) with
few fine sand, moist
6 -8-13
3.0
518,5
3.5
Very Stiff, Tan and Light Gray, Clayey SILT (ML)
3.5
10-9-11
with trace fine sand, dry to moist
20
5.0
6.5
5-8-11
19
8.0
5-7-50/6
8.5
512.5
9.5
100+
PARTIALLY WEATHERED ROCK: Sampled as Tan
and Light Gray, Clayey SILT (ML) with some fine
511.0
11.0
to medium sand, dry
11.0
Auger Refusal at 11 feet
`Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

FROEHLING ROBERTSON
Project No: 63X-0157
Client: Dewberry
Elevation: 522 ±
Total Depth: 8.5'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
BORING LOG
Boring: B-12 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/11/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
Depth
feet
N Val
blowsue ue
Remarks
SURFICIAL SOIL
3-4-6
U.0
No groundwater
520.5
1.5
1.5
10
18
encountered in boring at
time of drilling.
RESIDUUM: Stiff, Orange Brown and Tan, SILT
(ML), dry-------------------
Very Stiff, Tan, SILT (ML) with few fine sand, dry
to moist
7-7-11
3.0
518.5
3.5
Hard, Light Gray and Brown, Fine Sandy SILT
3.5
13-12-25
(ML), dry
37
5.0
515.0
514.5
7.0
7.5
— — — — — — — — — — — — — — — — — — — — — — — —
Hard, Gray and Tan, Silty Fat CLAY (CH), moist
19-17-50/2
6.5100+
PARTIALLY WEATHERED ROCK: Sampled as Tan
and Gray, Clayey Fine to Medium SAND (SC) with
few rock fragments, dry
513.5
8•5
8.0
50/0
Auger Refusal at 8.5 feet
100+
'Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

F$cR FROEHLING ,: ROBERTSON
Project No: 63X-0157
Client: Dewberry
Elevation: 523 ±
Total Depth: 11.0'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
BORING LOG
Boring: B-13 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/11/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
* Sample
Sample
Depth
N-Value
blows/ft)
Remarks
(Classification)
Blows
feet
SURFICIAL SOIL
4-4-6
No groundwater
10
encountered in boring at
time of drilling.
RESIDUUM: Stiff, Gray and Brown, Fine to
Medium Sandy SILT (ML) with little clay, dry
521.0
2.0
Stiff, Tan, Clayey SILT (ML) with little fine sand
15
dry
3.0
3.5
9-13-13
518.5
4.5
— — — — — — — — — — — — — — — — — — — — — — — —
26
Very Stiff, Orange Brown and Tan, Clayey SILT
5.0
(MH), moist
710-50/6
6.5
100+
515.5
7.5
PARTIALLY WEATHERED ROCK: Sampled as
8.0
514.5
8.5
Tan, Fine to Medium Sandy SILT (ML) with little
8.5
26-50/2
clay_, dry -------------------jam
Sampled as Tan, Fine to Medium Sandy SILT (ML)
100+
with little clay and some rock fragments, dry
10.0
512.0
11.0
Auger Refusal at 11 feet
`Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

f$cR FROEHLING =,ROBERTSON
Project No: 63X-0157
Client: Dewberry
Elevation: 519 ±
Total Depth: 10.0'
Project: Waxhaw - Public Works and Fire Station Boring Location: See Test Location Plan
City/State: Waxhaw, North Carolina
BORING LOG
Boring: B-14 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/11/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
* Sample
Sample
Depth
N Val
blowsue ue
Remarks
(Classification)
Blows
feet
SURFICIAL SOIL (with bark, leaves)
3-4-8
0.0
No groundwater
12
encountered in boring at
time of drilling.
517.5
1.5
1.5
RESIDUUM: Stiff, Orange Brown, Silty CLAY (CH)
5-6-8
with some fine sand, moist
14
3.0
515.5
3.5
Very Stiff, Orange Brown and Tan, Clayey SILT
3.5
10 10-9
(MH), moist
19
5.0
512.5
6.5
Stiff, Tan and Light Brown, Clayey SILT (ML),
6.5
4-5-6
moist
11
8.0
510.5
8.5
Very Stiff, Gray and Brown, SILT (ML), dry
8.5
21-12-15
27
509.0
10.0
Boring Terminated at 10 feet
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

oFROEHLING ROBERTSON
Project No: 63X-0157
Client: Dewberry
Project: Waxhaw - Public Works and Fire Station
City/State: Waxhaw, North Carolina
Elevation: 522 ±
Total Depth: 10.0'
Boring Location: See Test Location Plan
BORING LOG
Boring: B-15 (1 of 1)
Drilling Method: HSA
Hammer Type: Automatic
Date Drilled: 10/11/19
Driller: F&R/Skoglund
Elevation
Depth
Description of Materials
* Sample
Sample
Depth
N-Value
blows/ft)
Remarks
(Classification)
Blows
feet
521.7
0.3
SURFICIAL SOIL
3-4-6
0.0
No groundwater
10
encountered g. boring at
time of drilling.
RESIDUUM: Stiff, Orange Brown and Tan, Silty
520.5
1.5
Fat CLAY (CH), dry ______________
15
5-18-20
Dense to Medium Dense, Orange Brown, Clayey
Fine to Medium SAND (SC) with mostly quartz
38
fragments, dry
3.0
3.5
7-13-17
30
5.0
6.5
8-6-6
12
8.0
513.5
8 5
Very Stiff, Orange Brown, Fine to Medium Sandy
8.5
10-13-16
SILT (ML) with little clay, moist
29
512.0
10.0
Boring Terminated at 10 feet
*Number of blows r q ired for a 140 lb hammer dropping 30 to drive 2 1 O.D., 1.375 1 I.D. sampler a totof 18 inc es in three 6 increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

UNIFIED SOIL CLASSIFICATION (ASTM D-2487)
MATERIAL CRITERIA FOR ASSIGNING SOIL GROUP NAMES
TYPES
GROUPI SOIL GROUP NAMES & LEGEND
GRAVELS
CLEAN GRAVELS
Cu>4 AND 1<Cc<3
GW
WELL -GRADED GRAVEL
w
>50% OF COARSE
<5% FINES
Cu>4AND 1>Cc>3
GP
POORLY -GRADED GRAVEL
a
p z
FRACTION RETAINED
a
Q o w
ON NO 4. SIEVE
GRAVELS WITH FINES
FINES CLASSIFY ASMLORCL
GM
SILTY GRAVEL
w w
z
Z V)
>12% FINES
FINES CLASSIFY AS CL OR CH
GC
CLAYEY GRAVEL
Q
� O
O
0 � N
SANDS
Cu>6AND 1<Cc<3
SW
WELL -GRADED SAND
CLEAN SANDS
0
o z
<5% FINES
Cu>6AND 1>Cc>3
SP
POORLY -GRADED SAND
< A
>50% OF COARSE
Ov
FRACTION PASSES
FINES CLASSIFY ASMLORCIL
SM
SILTY SAND
ON NO 4. SIEVE
SANDS AND FINES
> 12% FINES
FINES CLASSIFY AS CL OR CH
SC
CLAYEY SAND
SILTS AND CLAYS
PI>7 AND PLOTS>"A" LINE
CL
LOW PLASTICITY (LEAN) CLA
U)
INORGANIC
LU
0
LIQUID LIMIT<50
PI>4 AND PLOTS<"A" LINE
ML
LOW PLASTICITY SILT
w >
Lf)w
w a o
ORGANIC
LL (oven dried)/LL (not dried)<0.75
OL
ORGANIC CLAY OR SILT
o
SILTS AND CLAYS
PI PLOTS >"A" LINE
CH
HIGH PLASTICITY (FAT) CLA
Ln p
INORGANIC
z A z
LIQUID LIMIT>50
PI PLOTS <"A" LINE
MH
HIGH ELASTICITY SILT
ORGANIC
LL (oven dried)/LL (not dried)<0.75
OH
ORGANIC CLAY OR SILT
HIGHLY ORGANIC SOILS
PRIMARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR
PT
PEAT
0
MATERIAL TYPES ENCOUNTERED ONSITE
SAMPLE TYPES
® Fat Clay (CH)
® Lean Clay (CL)
® Split Spoon
® Elastic Silt (MH)
F7 Silt (ML)
Silty Sand (SM)
El
Topsoil / Organic Layer
Weathered Crystaline ADDITIONAL ABBREVIATIONS, TERMS, & SYMBOLS
Rock (WR) HSA - HOLLOW -STEM AUGER FIAD - FILLED IMMEDIATELY
PLASTICITY CHART
80
70
60
x 50
z CL
r 40
V
30 �
g OH & MH
a 2p P
10
rEEEIT�ML OL
0
0 10 20 30 40 50 60 70 80 90 100 110 120
LIQUID LIMIT (%)
TEWART
HA -
HAND AUGER
AFTER DRILLING/DIGGING
SPT -
STANDARD PENETRATION TEST
DRY -
REQUIRES WETTING TO REACH OPTIMU
BPF -
BLOWS PER FOOT
MOIST -
AT OR NEAR OPTIMUM
PL -
PLASTIC LIMIT
WET -
REQUIRES DRYING TO REACH OPTIMUM
LL -
LIQUID LIMIT
SAT -
SATURATED, NEARLY LIQUID
MC -
MOISTURE CONTENT
TRACE-
< 5%
SS -
SPLIT SPOON
FEW -
5 - 10 % FEW - 15 - 25 %
AP -
AUGER PROBE
LITTLE -
15 - 25% SOME - 30 - 45%
WL -
WATER LEVEL
USCS -
UNIFIED SOIL CLASSIFICATION SYSTEM
V
WATER LEVEL AT TIME OF DRILLING
WOH -
WEIGHT OF HAMMER
WOR -
WEIGHT OF RODS
V
WATER LEVEL AFTER DRILLING
EOD -
END OF DAY
�n
CAVE-IN LEVEL
PENETRATION RESISTANCE
(RECORDED AS BLOWS PER 6IN.)
SAND & GRAVEL SILT & CLAY
UNDRAINED SHEAR
RELATIVE DENSITY
BLOWS/FOOT-
CONSISTENCY BLOWS/FOOT-
STRENGTH (KSF)
VERYLOOSE
0-3
VERY SOFT 0-1
0 - 0.25
LOOSE
4-9
SOFT 2 - 4
0.26 - 0.50
MEDIUM DENSE
10 - 30
MEDIUM STIFF (FIRM) 5 - 8
0.51 - 1.0
DENSE
31 - 50
STIFF 9-15
1.1 - 2.0
VERYDENSE
51+
VERY STIFF 16 - 30
2.1 - 4.0
HARD 31+
4.0+
* NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH
O.D. (1-3/8 INCH I.D.) SPLIT -BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH
DRIVE(ASTM-1586 STANDARD PENETRATION TEST).
LEGEND TO SOIL
DESCRIPTIONS

STEWART
PROJECT WAXHAW TOWN CAMPUS
LOCATION WAXHAW, NC
SUMMARY OF LABORATORY RESULTS
PAGE 1 OF 1
CLIENT TOWN OF WAXHAW
PROJECT NO. F21025.00
Borehole
Depth
Liquid
Limit
Plastic
Limit
Plasticity
Index
Maximum
Size
(mm)
o 0
Sieve
Sieve
Class-
ification
Water
Content
N
Max. Dry
Density
(pcf)
Opt. Water
Content
N
Void
Ratio
S- 1
1.5
15.7
S- 2
1.5
20.0
S- 3
1.5
21.3
S- 8
1.5
19.8
S-10
2.0
32
23
9
0.075
88.4
CL
16.8
S-11
1.5
30
18
12
0.075
83.4
CL
14.2
112.1
14.0
S-11
4.0
23.2
S-12
2.0
45
21
24
0.075
95.0
CL
19.8
S-14
1.5
17.1
S-17
1.5
20.4
S-22
2.0
36
18
18
0.075
85.4
CL
16.0

ASTM D4318 Liquid and Plastic Limits Test Report
60
Dashed line indicates the approximate
SOIL DATA
NATURAL
SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS
NO. CONTENT LIMIT LIMIT INDEX
� S-10 21-045 16.8 22.9 31.7 8.8 CL
■ S-11 Bulk 21-047-lftto-2ft 14.2 18.3 29.9 11.6 CL
� S-22 21-046 16.0 18.5 36.1 17.6 CL
• S-12 21-044 19.8 21.3 44.9 23.6 CL
Tested By: JE Checked By:
Tested By: JE Checked By:

Particle Size Distribution Report
CO co
C C
O
N M
O O O
000 O O V O
3k 3k 3k 3k ZM 3k
100
I I
I I I I
I
0
90
I I
I I I I
I I
I I
10
I I
I I I I
I I
I I I I
80
I
I
I I
I I
I
I
I
I
I
I I
I
20
I
I
I I
I I
I
I
I
I
I
I I
I
70
30
m
LU
60
40
n
z
m
z
z
w
o
Of
LLI
40
60
Cf)
M
I
I
I I
I I
I
I
I
I
I
I I
I
30
I
I
I I
I I
I
I
I
I
I
I I
I
70
I
I
I I
I I
I
I
I
I
I
I I
I
20
I
I
I I
I I
I
I
I
I
I
I I
I
80
10
I I
I I I I
I I
I I I I I I
90
o
1100
100
10
1 0.1 0.01 0.001
0.0001
GRAIN SIZE - mm.
Client: Town of Waxhaw
Project: Waxhaw Town Campus
S T E WA RT
Project No.: F21025.00
Figure
%Gravel
%Sand
%Fines
% +3"
Coarse
Fine
Coarse
Medium
Fine
Silt Clay
a
0.0
0.0
0.0
0.2
5.1
6.3
88.4
0
0.0
0.0
3.8
1.9
4.8
6.1
83.4
0
0.0
0.0
0.1
0.6
5.2
8.7
85.4
0
0.0
0.0
0.2
0.2
1.6
3.0
95.0
SOIL DATA
SYMBOL
SOURCE
SAMP
NO LE
DEPTH
Material Description
USCS
o
S-10
21-045
Tan/ Gray Lean Clay w/ organics
CL
❑
S-11 Bulk
21-047
-lft to -2ft
Tan Lean Clay with Sand w/ organics
CL
o
S-22
21-046
Tan/ Brown Lean Clay with Sand
CL
o
S-12
21-044
Tan/ Brown Lean Clay w/ organics
CL
Tested By: JE Checked By:

PO Box 832
Mooresville, NC 28115
www.soilandforestryservices.com
July 19, 2021
Job #21-1098
Stewart Engineering
Attn: Don Brown, PE
5400 Old Poole Road
Raleigh, NC 27610
Re: Seasonal -High Water Table Determination-Waxhaw Marvin Road site
At your request Soil & Forestry Services of the Carolinas, PA (S&FS) has prepared a
detailed soil profile description to assist project engineers in designing stormwater facilities
for a parcel at the intersection of Waxhaw Marvin and Kensington Drive in Union County,
NC. Specifically, our scope of work involved determining the depth of seasonal -high water
table, if present in 2 proposed locations. The following is a brief report of the methods
utilized in this evaluation and the results obtained.
Soil Evaluation
S&FS was provided soil samples taken at the 2 proposed stormwater facility locations. The
samples were not continuous in nature with grab depths at four separate ranges: 1'-2.5', 3.5'-
5', 6'-7.5' and 8.5'-10'. Samples were taken by others via drill rig. Specifically, we
evaluated soils taken at drill locations S-23 and S-24. The boring locations, furnished to
S&FS, are shown on the attached site plan. The evaluation involved identifying and
recording soil morphological conditions at the requested location in order to develop a profile
description included with this report.
Evaluated soil types formed from the weathering of Carolina Slate Belt rock materials.
These soil types contain a high percentage of silt textures. The soil samples were taken on
ridge/shoulder landscape positions. Soil conditions were moist at the time of field
evaluation.

Seasonal -High Water Table
Evidence of seasonal -high water table (SHWT) was identified in both samples. For location
5-23 SHWT was identified in the 6.0-7.5' grab depth. In the case of location 5-24 SHWT
was identified in the 3.5'-5' grab depth. The seasonal high-water table depth was determined
via reduced soil mottles (2 chroma Munsell color). In the case of sample 5-24 the depth of
soil was limited to 5ft. Sample 5-24 grab depths greater than 5ft were determined to be C
horizon (parent materials). Profile descriptions for the samples are attached with this report.
Soil & Forestry Services, PA is pleased to be of service in this matter and we look forward to
assisting in the successful completion of the project.
Sincerely,
Wendell Overby, LSS, RF
Eric: Figure 1: Boring Location Map
Figure 2: Profile Descriptions
2

Figure 1. Soil Profile Descriptions
S&FS Project Name: Stewart Engineering-Waxhaw Date: 7/19/21
Job Number: 21-1098 Conducted By:Wendell Overby
Boring Location
Test area #1 (S-23)
Test area #2 (S-24)
Horizon 1 Depth
1-2.5'
1-2.5'
Horizon Designation
B
BA
Matrix Color
2.5YR 5/8
10YR 7/6
Mottle Color
Texture
Silty Clay
Silt Loam
Structure
Blocky
Blocky
moist Consistence
Friable
Friable
Horizon 2 Depth
3.5-5'
3.5-5'
Horizon Designation
BC
BC
Matrix Color
5YR 6/8
2.5YR 5/8
Mottle Color
5Y 8/3
2.5Y 7/6 & 5Y 8/1
Texture
Silty Clay Loam
Silty Clay
Structure
Blocky
Blocky
moist Consistence
Friable
Friable
Horizon 3 Depth
6-7.5'
6-7.5'
Horizon Designation
BC
Cr
Matrix Color
5YR 5/8
2.5Y 7/4
Mottle Color
2.5Y 7/8 & 5Y 8/1
Texture
Silty Clay Loam
Channery slate rock
Structure
Blocky
moist Consistence
Friable
Horizon 4 Depth
8.5-10'
8.5-10'
Horizon Designation
BC
Cr
Matrix Color
5YR 5/8
2.5Y 7/4
Mottle Color
2.5Y 7/8 & 5Y 8/1
Texture
Silty Clay Loam
Channery slate rock
Structure
Massive
moist Consistence
Friable
Horizon 5 Depth
Horizon Designation
Matrix Color
Mottle Color
Texture
Structure
moist Consistence
Horizon 6 Depth
Horizon Designation
Matrix Color
Mottle Color
Texture
Structure
moist Consistence
Horizon 7 Depth
Horizon Designation
Matrix Color
Mottle Color
Texture
Structure
Moist Consistence
Depth to seasonal high water
table
1 6.0-7.6'
1 3.6-6.0'

r
r
i rc s
I4x
e
ro
i

Photograph 3: Cleared trail near boring S-19 from previous subsurface exploration activities.
Photograph 4: Miscellaneous household garbage observed scattered throughout the site.

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2019-02216 County: Union U.S.G.S. Quad: NC- Catawba NE
NOTIFICATION OF JURISDICTIONAL DETERNIINATION
Requestor:
Town of Waxhaw
Erskine Smith
Address:
1150 N. Broome Street
Waxhaw, NC 28173
Telephone Number:
704-843-2195
E-mail:
esmith(&waxhaw.com
Size (acres)
8_5 Nearest Town Marvin
Nearest Waterway
Twelvemile Creek River Basin Santee
USGS HUC
03050103 Coordinates Latitude: 34.945266
Longitude:-80.774083
Location description: The review area is located on west side of Waxhaw-Marvin Road; at the intersection of Waxhaw-Marvin
Road and Kensington Drive. PIN: 06192003A. Reference review area description shown in Jurisdictional Determination
Request package entitled "Figure 1, Aerial Site Map"
Indicate Which of the Following Apply:
A. Preliminary Determination
® There appear to be waters on the above described project area/property, that may be subject to Section 404 of the Clean Water
Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). The waters have been
delineated, and the delineation has been verified by the Corps to be sufficiently accurate and reliable. The approximate boundaries
of these waters are shown on the enclosed delineation map dated 2/4/2020. Therefore this preliminary jurisdiction determination
may be used in the permit evaluation process, including determining compensatory mitigation. For purposes of computation of
impacts, compensatory mitigation requirements, and other resource protection measures, a permit decision made on the basis of a
preliminary JD will treat all waters and wetlands that would be affected in any way by the permitted activity on the site as if they
are jurisdictional waters of the U.S. This preliminary determination is not an appealable action under the Regulatory Program
Administrative Appeal Process (Reference 33 CFR Part 331). However, you may request an approved JD, which is an appealable
action, by contacting the Corps district for further instruction.
❑ There appear to be waters on the above described project area/property, that may be subject to Section 404 of the Clean Water
Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). However, since the waters
have not been properly delineated, this preliminary jurisdiction determination may not be used in the permit evaluation process.
Without a verified wetland delineation, this preliminary determination is merely an effective presumption of CWA/RHA
jurisdiction over all of the waters at the project area, which is not sufficiently accurate and reliable to support an enforceable
permit decision. We recommend that you have the waters on your project area/property delineated. As the Corps may not be able
to accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can
be verified by the Corps.
B. Approved Determination
❑ There are Navigable Waters of the United States within the above described project area/property subject to the permit
requirements of Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403) and Section 404 of the Clean Water Act
(CWA)(33 USC § 1344). Unless there is a change in law or our published regulations, this determination may be relied upon for
a period not to exceed five years from the date of this notification.
❑ There are waterson the above described project area/property subject to the permit requirements of Section 404 of the Clean
Water Act (CWA) (33 USC § 1344). Unless there is a change in the law or our published regulations, this determination may be
relied upon for a period not to exceed five years from the date of this notification.
❑ We recommend you have the waters on your project area/property delineated. As the Corps may not be able to accomplish
this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by
the Corps.

SAW-2019-02216
❑ The waters on your project area/property have been delineated and the delineation has been verified by the Corps. The
approximate boundaries of these waters are shown on the enclosed delineation map dated DATE. We strongly suggest you have
this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps. Once verified, this survey
will provide an accurate depiction of all areas subject to CWA jurisdiction on your property which, provided there is no change in
the law or our published regulations, may be relied upon for a period not to exceed five years.
❑ The waters have been delineated and surveyed and are accurately depicted on the plat signed by the Corps Regulatory Official
identified below onDATE. Unless there is a change in the law or our published regulations, this determination may be relied
upon for a period not to exceed five years from the date of this notification.
❑ There are no waters of the U.S., to include wetlands, present on the above described project area/property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act (CAMA).
You should contact the Division of Coastal Management in Morehead City, NC, at [phone] to determine their
requirements.
Placement of dredged or fill material within waters of the US, including wetlands, without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Placement of dredged or fill material, construction or
placement of structures, or work within navigable waters of the United States without a Department of the Army permit may
constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or 403). If you have any questions
regarding this determination and/or the Corps regulatory program, please contact Bryan Roden -Reynolds at 704-510-1440 or
brvan.roden-revnoldsnn ,u sace.armv.mil.
C. Basis For Determination: Basis For Determination: See the preliminary jurisdictional determination
form dated 2/5/2020.
D. Remarks: None.
E. Attention USDA Program Participants
This delineation/determmation has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the particular site
identified in this request. The delineation/determination may not be valid for the wetland conservation provisions of the Food Security
Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation in USDA programs, you should request
a certified wetland determination from the local office of the Natural Resources Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in B.
above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination you
must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Phillip Shannin, Review Officer
60 Forsyth Street SW, Room 1OM15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by Not applicable.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this correspondence.**
LY: RODEN REYNOLDS.BRYAN.KENNETH.1263385574 Digitally signed by RODEN REYNOLDS.BRYAN.KENNETH.1263385574
Corps Regulatory Official: Date: 2020.02.0511:08:53-05'00'
Date of JD: 2/5/2020 Expiration Date of JD: Not applicable

SAW-2019-02216
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete the Customer Satisfaction Survey located at
http://corpsmapu.usace.army.mil/cm_apex/f?p=136:4:0
Copy furnished:
Agent:
Dewberry
Katherine Shumaker
Address:
551 Piney Forest Road
Danville, VA 24540
Telephone Number:
434-549-8510
E-mail:
kshumaker(adewberrv.eom

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
Applicant: Town of Waxhaw, Erskine Smith File Number: SAW-2019-02216 Date: 2/5/2020
Attached
is:
See Section below
❑
INITIAL PROFFERED PERMIT Standard Permit or Letter ofpermission)
A
❑
PROFFERED PERMIT Standard Permit or Letter ofpermission)
B
❑
PERMIT DENIAL
C
❑
APPROVED JURISDICTIONAL DETERMINATION
D
M1
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at or http://www.usace.army.mil/Missions/CivilWorks/RegulatoryProgramandPermits.asi)
or the Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Admilstrative Appeal Process by completing Section II of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.

SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division
Mr. Phillip Shannin, Administrative Appeal Review Officer
Attn: Bryan Roden -Reynolds
CESAD-PDO
Charlotte Regulatory Office
U.S. Army Corps of Engineers, South Atlantic Division
U.S Army Corps of Engineers
60 Forsyth Street, Room 1 OM15
8430 University Executive Park Drive, Suite 615
Atlanta, Georgia 30303-8801
Charlotte, North Carolina 28262
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunity to participate in all site investigations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Bryan Roden -Reynolds, 69 Darlington Avenue, Wilmington, North
Carolina 28403
For Permit denials, Proffered Permits and Approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Phillip Shannin, Administrative
Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 1OM15, Atlanta, Georgia 30303-8801
Phone: [phone]

PRELIMINARY JURISDICTIONAL DETERMINATION (PJD) FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PJD: 2/5/2020
B. NAME AND ADDRESS OF PERSON REQUESTING PJD: Town of Waxhaw, Erskine Smith, 1150 N.
Broome Street, Waxhaw, NC 28173
C. DISTRICT OFFICE, FILE NAME, AND NUMBER: Wilmington District, Town of Waxhaw, SAW-2019-
02216
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION: The review area is located on west side of
Waxhaw-Marvin Road; at the intersection of Waxhaw-Marvin Road and Kensington Drive. PIN: 06192003A. Reference
review area description shown in Jurisdictional Determination Request package entitled "Figure 1, Aerial Site Map".
(USE THE TABLE BELOW TO DOCUMENT MULTIPLE AQUATIC RESOURCES AND/OR
AQUATIC RESOURCES AT DIFFERENT SITES)
State: NC County: Union City: Marvin
Center coordinates of site (lat/long in degree decimal format): Latitude: 34.945266 Longitude:-80.774083
Universal Transverse Mercator:
Name of nearest waterbody: Twelvemile Creek
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
❑ Office (Desk) Determination. Date:
® Field Determination. Date(s): 01/30/2020
TABLE OF AQUATIC RESOURCES INREVIEW AREA WHICH "MAY BE" SUBJECT TO REGULATORY
JURISDICTION.
Estimated amount of
Type of aquatic q
Geographic authority to
Latitude (decimal
Longitude (decimal
aquatic resources inwhich
resources (i.e.,
the aquatic resource
"may
Feature
degrees)
degrees)
review area (acreage
wetland vs. non -
be" subject (i.e.,
and linear feet, if
wetland waters)
Section 404 or Section
applicable
10/404)
Stream SA
34.945115
-80.773309
484 linear feet
Non -wetland
404
Weiland
WA
34.94511
-80.773351
0.021 acre
Wetland
404
Wetland
WB
34.945277
-80.773333
0.0004 acre
Wetland
404
1) The Corps of Engineers believes that there may be jurisdictional aquatic resources in the review
area, and the requestor of this PJD is hereby advised of his or her option to request and obtain an
approved JD (AJD) for that review area based on an informed decision after having discussed the
various types of JDs and their characteristics and circumstances when they may be appropriate.
2) In any circumstance where a permit applicant obtains an individual permit, or a Nationwide General
Permit (NWP) or other general permit verification requiring "pre- construction notification" (PCN), or
requests verification for a non -reporting NWP or other general permit, and the permit applicant has
not requested an AJD for the activity, the permit applicant is hereby made aware that: (1) the permit
applicant has elected to seek a permit authorization based on a PJD, which does not make an official
determination of jurisdictional aquatic resources; (2) the applicant has the option to request an AJD
before accepting the terms and conditions of the permit authorization, and that basing a permit

authorization on an AID could possibly result in less compensatory mitigation being required or
different special conditions; (3) the applicant has the right to request an individual permit rather than
accepting the terms and conditions of the NWP or other general permit authorization; (4) the applicant
can accept a permit authorization and thereby agree to comply with all the terms and conditions of that
permit, including whatever mitigation requirements the Corps has determined to be necessary; (5)
undertaking any activity in reliance upon the subject permit authorization without requesting an AJD
constitutes the applicant's acceptance of the use of the PJD; (6) accepting a permit authorization (e.g.,
signing a proffered individual permit) or undertaking any activity in reliance on any form of Corps
permit authorization based on a PJD constitutes agreement that all aquatic resources in the review area
affected in any way by that activity will be treated as jurisdictional, and waives any challenge to such
jurisdiction in any administrative orjudicial compliance or enforcement action, or in any
administrative appeal or in any Federal court; and (7) whether the applicant elects to use either an AJD
or a PJD, the JD will be processed as soon as practicable. Further, an AID, a proffered individual
permit (and all terms and conditions contained therein), or individual permit denial can be
administratively appealed pursuant to 33 C.F.R. Part 331. If, during an administrative appeal, it
becomes appropriate to make an official determination whether geographic jurisdiction exists over
aquatic resources in the review area, or to provide an official delineation of jurisdictional aquatic
resources in the review area, the Corps will provide an AJD to accomplish that result, as soon as is
practicable. This PJD finds that there "may be" waters of the U.S. and/or that there "may be"
navigable waters of the U.S. on the subject review area, and identifies all aquatic features in the
review area that could be affected by the proposed activity, based on the following information:

SUPPORTING DATA. Data reviewed for PJD (check all that apply)
Checked items should be included in subject file. Appropriately reference sources below where
indicated for all checked items:
® Maps, plans, plots or plat submitted by or on behalf of the PJD requestor:
Maps: Aerial Project Area Map, Topographic Project Area Map, National Wetland
Inventory, Map, NRCS Web Soil Survey, and Wetland Exhibit
❑ Data sheets prepared/submitted by or on behalf of the PJD requestor.
❑ Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report. Rationale:
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey Hydrologic
❑ USGS NHD data.
❑ USGS 8 and 12 digit HUC maps.
® U.S. Geological Survey map(s). Cite scale & quad name: Topographic Project Area Map (1:24,000 Catawba NE,
NC)
® Natural Resources Conservation Service Soil Survey. Citation: Web Soil Survey (Web Soil Survey of Union County)
® National wetlands inventory map(s). Cite name: National Wetland Inventory Map (USFWS NWI Mapper)
❑ State/local wetland inventory map(s):
❑ FEMA/FIRM maps:
❑ 100-year Floodplain Elevation is: (National Geodetic Vertical Datum of 1929)
® Photographs: ®Aerial (Name & Date): Aerial Project Area Map (Google Imagery Dated 03/30/2018)
or ®Other (Name & Date): Photographs 1-2
❑ Previous determination(s). File no. and date of response letter:
® Other information (please specify): Wetland Exhibit, Sheet 1 (Dated 02/04/2020) and NCDWQ Stream
Identification Form (Version 4.11) Dated 10/24/2019
IMPORTANT NOTE: The information recorded on this form has not necessarily been
verified by the Corps and should not be relied upon for later Jurisdictional determinations.
RODEN Digitally signed by RODEN
REYNOLDS.BRYANXEN NETH.
REYNOLDS.BRYAN.KE 1263385574
NNETH.1263385574 Date: 2020.02.0511:07:59
-05'00'
Signature and date of Regulatory
staff member completing PJD
2/5/2020
Signature and date of person requesting PJD
(REQUIRED, unless obtaining the signature is
impracticable)1
1 Districts may establish timeframes for requester to return signed PJD forms. If the requester does not respond within the
established time frame, the district may presume concurrence and no additional follow up is necessary prior to finalizing an
action.

S
• o
• o
Wetland WB ;.
Stream
SA
u
Wetland
u
WA
°s
:......................
LEGEND
•• •••
••• •��
Fv] Wetland
Stream
Continues beyond delineation
Scale 1:75
Investigation Boundary
TITLE
DATE
REVISION
SHEET NO.
Dewberry'
Dewberry Engineers Inc.
Wetland Exhibit
11/4/2019
Revised
1
551 Piney Forest Road
Danville, VA24540-3353
2/4/2020
PROJECT
PROJ. NO.
DRAWING NO
434.797.4497
Waxhaw Fire Station
50118752
1
Wetland / WOTUS Table: Waxhaw Fire Station
Map ID
Classification
Square Feet
Acreage
Linear Feet
Lat/Long
Data Point
WA
Wetland
916.47
0.0210
34.946110/-80.773351
N/A
WB
Wetland
19.13
0.0004
34.945277/-80.773333
N/A
SA
Stream
484.30
34.945115/-80.773309
N/A