SWA000140_Stormwater Report_20220406

STORMWATER MANAGEMENT REPORT
West Edge
Forsyth County, NC
SAPA Project # 19-057CD
Owner:
ADAMS PROPERTY GROUP
2298 MT. PLEASANT STREET
CHARLESTON, SC 29403
SEAL '
i 14985
a 3/17/22 a
WA
March 17, 2022
Designed By:
--0#40stimmel 601 N. TRADE STREET, SUITE 200
WINSTON-SALEM, NC 27101
www.stimmelpa.com 336.723.1067
LANDSCAPE ARCHITECTURE CIVIL ENGINEERING LAND PLANNING

West Edge
Table of Contents
Report Narrative
Drainage Basin Maps
• PRE-1 Pre -Development Drainage Area Exhibit
• POST-1 Post Development Drainage Area Exhibit
Wet Detention Pond Calculations
• NCDEQ — EZ Supplement spreadsheet
• Wet Detention Pond Design
• Pond Report
Hydrograph Calculations
• Watershed Model Schematic
• Hydrograph Return Period Recaps & Summary Reports
1-Yr / 24 Hour Hydrographs
Watershed Characteristics
• Curve Number Calculations
• TR-55 Runoff Curve Numbers for Urban Areas
• Time of Concentration Calculations
• Soils Information
• NOAA Atlas 14, Volume 2, Version 3 — Point Precipitation Frequency
Estimates
• Hydraflow Rainfall Report
Other Information
• Wetland Delineation Report
• Soil Boring Map & Boring Logs
• Property Deed
• West Edge LP Corporation Information

West Edge
Forsyth County, NC
INTRODUCTION
The project is located at the intersection of Robinhood Rd & Meadowlark Dr in Forsyth County,
NC. Three single family homes will be demolished and replaced with a mixed -use
development. The project area is approximately 38.58 acres. The area directly adjacent to
Robinhood Road drains into the roadway while the majority of the site drains to the west and
south to Tomahawk Creek which wraps around the western & southern sides of the property
before draining to the south.
The West Edge project consists of constructing 73,987 sf of retail across 4 buildings, 7
multifamily buildings with 227 units, parking lots, one stormwater management system,
associated storm drainage, sanitary and water distribution services. Stormwater is collected in
a site -wide system of catch basins and pipes that convey runoff to the stormwater management
system. The site is under NCDEQ Stormwater jurisdiction.
STORMWATER MANAGEMENT SYSTEM CONFIGURATION
The stormwater management system consists of a wet detention pond that has been sized to
treat the runoff from the first 1-inch of rainfall for its drainage area. The wet detention pond was
designed to attenuate onsite peak flows in order to reduce the overall post -development
discharge rates to the pre -developed rates or less for the 1-year, 2-year and 10-year 24 hour
storm events. Additionally, at least 1-foot of freeboard is maintained during the 100-year storm.
The pre -developed and post -developed discharge rates were analyzed at the discharge points
to Tomahawk Creek.
A forebay areas is provided at the stormwater entry point into the wet detention pond. The
purpose of the forebay is to collect sediment for easier removal and to dissipate energy of the
incoming flow stream, thereby creating flow conditions conducive to settlement of suspended
solids and to avoid re -suspension of sediment previously captured in the forebay. The forebay
is separated by the main body of the pond by a baffle consisting of a soil berm and rip rap filter
section. The forebay volume is required to be 15% - 20% of the main pool volume.
The wet detention pond outlets through a primary spillway system consisting of a precast
concrete riser and reinforced concrete pipe barrel. The riser has a drawdown orifice that
releases the water quality volume from the 1-inch rainfall event over a 48-hour to 120-hour
period. The water quality volume is established by the elevation difference between top of the
riser and the lower drawdown orifice. A second drawdown orifice is provided at a higher
elevation to manage the 10-year / 24-hour post -developed discharge rate to the pre -developed
rate. A trash rack is provided on top of the riser to screen large debris that could clog the barrel
from entering the riser. An emergency spillway is provided for additional capacity to pass large
storm events without overtopping the dam.
Results of the storm routings are included in the Hydrograph Calculations section of the report.
The Pond Report identifies the culvert & orifice control structures. Culvert and weir structures
are each referenced as [A], [B], [C] and [D These structures relate to the pond as follows:
Culvert [A] — 30" spillway barrel
Culvert [B] — 3" water quality drawdown orifice (lower)
Culvert [C] — 6" 10-yr / 24-hour storm drawdown orifice (upper)
Culvert [D] — Not used
Weir [A] — 24' top of riser perimeter
Weir [B] — 20' emergency spillway
Weir [C] — Not used
Weir [D] — Not used

DRAINAGE BASIN
The pre -developed site is comprised of three main drainage basins as shown on the Pre -
Development Plan. The three drainage basins and their associated hydrograph numbers are
as follows:
• West -Pre — 12.84 acres (HYD. 1) which drains to the west eventually picked up by
Tomahawk Creek which drains to the south
• South -Pre — 13.76 acres (HYD. 2) which drains to the south and is eventually picked up by
Tomahawk Creek.
• North -Pre — 1.76 acres (HYD. 3) which drains to the north onto Robinhood Road. The
existing storm drainage system in Robinhood Rd picks up the runoff and carries it across
Robinhood to the north.
The post -developed site is comprised of three main drainage basins as shown on the Post -
Development Plan. The three drainage basins and their associated hydrograph numbers are
as follows:
• West - Bypass— 1.33 acres (HYD. 8) which consists of open space areas that drain to the
west and cannot be directed to the wet pond due to elevation.
• South - Bypass — 1.75 acres (HYD. 9) which consists of open space areas that drain to the
south and cannot be directed to the wet pond due to elevation.
• Pond - Post — 25.29 acres (HYD. 6) which is the drainage area for the wet pond.
Other Hydrographs
• Post Thru SCM (HYD. 7) is the wet detention pond routing
• Total - Pre (HYD. 4) combines hydrographs 1, 2 and 3, and represents the total pre -
developed discharge rate from the site.
• Total - Post (HYD. 7) combines hydrographs 7, 8 and 9, and represents the total post -
developed discharge rate from the site.
SOILS AND CURVE NUMBER
The USDA Soil Conservation Service's website (Soil Survey) was used to determine the
existing soil group classifications. Soils present on this site have a hydrologic soils group
classification of "A", "B", "C" & "Y soils. "B" soils represent a majority of the site and are used
for the routings. A map of the approximate locations and description of the soils on site and TR-
55 Curve Number Table 2-2a are located in the Watershed Characteristics section of this
report.
TIME OF CONCENTRATION
Several methods are available and are widely accepted for estimating time of concentration
(SCS Lag (1), Kirpich (2), and TR-55 Methods (3)). TR-55 method was used for these
calculations. Calculated time of concentration values less than 0.1 hours (6 min.) are rounded
up to 6 minutes, as this is the minimum Tc in TR-55. Post developed time of concentration
consists of TR-55 method for overland flow added to the calculated pipe travel time in the storm
drainage collection system. The pre and post developed drainage maps shows the travel path
used in the time of concentration calculations. See the watershed characteristics section for
documentation.
PRECIPITATION
Precipitation data for the study was taken from NOAA ATLAS 14, Volume 2. Precipitation
depths used in the study are as follows:
Precipitation (P) — NOAA Atlas 14 Volume 2 (24-Hour)
1-Year
2-Year
10-Year
25-Year
50-Year
100-Year
2.83 in
3.42 in.
4.96 in.
5.89 in.
6.63 in.
7.40 in.
*See the precipitation section in this report for documentation

HYDROGRAPHS
Hydraflow Hydrographs(4) computer software was used to automate the hydrograph and routing
procedure. Hydraflow Hydrographs uses the Unit Hydrograph Method for calculating runoff
hydrographs. More specifically, it uses the triangular D-hour Unit Hydrograph approach as used
in TR-20 (5). Hydrographs were calculated based on a peaking (shape) factor of 484.
ROUTINGS
Storm hydrograph routing through the wet detention pond was performed using the Storage
Indication Method as outlined in NEH-4(6) contained in Hydraflow Hydrographs.
DESIGN PARAMETERS
The stormwater management system was designed to meet the following development
standards for high -density projects in accordance with the NCDEQ Stormwater Design Manual.
Quality Control - The water quality device shall meet the following:
• Remove 85% of the total suspended solids (TSS) in accordance with the NCDENR —
Stormwater Best Management Practices Manual.
• Control and treat runoff from the first one inch of rainfall.
• Draw down the runoff volume no faster than forty-eight (48) hours, but no slower than
one hundred twenty (120) hours.
Quantity Control — The site shall meet the following:
• Post -development peak discharge rates in the 1-yr 24-hour storm event shall be
controlled so as not to exceed pre -development peak discharge rates for the same storm
events.
SUMMARY CALCULATIONS
Hydrology and Hydraulic Summary
The pre -developed runoff rates were compared to the post -developed runoff for the site. The
routed post -developed runoff rates are lower than the predeveloped runoff rates. See Table 1-4
for a summary of the results. Refer to the hydrograph section of this report for detailed printouts
of each hydrograph.
Table 1- Pre/Post Comparisons
Storm Event
Pre-
development
Post -
development
1-yr 24-hr
1.72 cfs
1.44 cfs
2-yr 24-hr
6.60 cfs
2.90 cfs
10-yr 24-hr
30.22 cfs
11.52 cfs
100-yr 24-hr
83.80 cfs
138.71 cfs
Water Quality Summary
The Wet Detention Pond was designed in accordance with the NCDENR — Stormwater Best
Management Practices Manual and is designed for 85% TSS removal. The water quality volume
provided exceeds the required volume for the Wet Detention Ponds.
Table 2 —Wet Detention Pond Water Quality Summary
Drainage
BUA
Surface
Surface
WQV
WQV
100-year
Desc.
Area
Treated
Area
Area
Required
Provided
Freeboard
Required
Provided
Wet Pond
1 25.30 ac
17.40 ac
19,176 sf
1 22,243 sf
1 61,438 cf
65,835 cf
1.12 ft

Primary Spillway Barrel Outlet Protection
The primary spillway outlet protection is provided as a rip rap lined discharge channel. The
channel is designed to be stable for the 100-yr storm event barrel discharge based upon liner
shear stress and flow velocity. The pond routing flow (HYD. 7) was used for the design flow.
See the Wet Detention Pond Design spreadsheet calculations for supporting information.
NARRATIVE REFERENCES:
(1) SCS, 1972 - (Soil Conservation Service).
(2) Z. P. Kirpich, 1940.
(3) Technical Release No. 55, USDA Soil Conservation Service, December 1993
(4) Hydrowflow Hydrographs Extension for Autodesk Civil 3D by Autodesk, Inc. v2020
(5) TR-20: Computer Program Manual 1992
(6) National Engineering Handbook Section 4-Hydrology, USDA Soil Conservation Service,
1972
(7) NOAA Atlas 14, Volume 2, Version 3 — Point Precipitation Frequency Estimates

WATER QUALITY CONTROL CALCULATIONS

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THE ARBORS AT MEADOWLARK
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SCALE: 1" = 60'
stimmel
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
LAND PLANNING
601 N.TRADE STREET, SUITE 200
WINSTON-SALEM, NC 27101
P:336.723.1067 F:336.723.1069
www.stimmelpa.com
SEALS:
PROJECT:
CLIENT:
ADAMS PROPERTY GROUP
2298 MT. PLEASANT ST.
CHARLESTON, SC 29403
[phone]
DATE: 02/01 /22
REVISIONS:
DRAWN: BMH
JOB. NO: 19-057CD
SHEET TITLE
PRE
DEVELOPED
DRAINAGE
AREA
SCALE: 1 if =60'
SHEET NO.:
PRE-1
© STIMMEL ASSOCIATES, P.A.

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North
SCALE:NTS
60 0 60 120 180
SCALE: 1" = 60'
rid
stimmel
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
LAND PLANNING
601 N.TRADE STREET, SUITE 200
WINSTON-SALEM, NC 27101
P:336.723.1067 F:336.723.1069
www.stimmelpa.com
SEALS
PROJECT:
CLIENT:
ADAMS PROPERTY GROUP
2298 MT. PLEASANT ST.
CHARLESTON, SC 29403
[phone]
DATE: 02/01 /22
REVISIONS:
DRAWN: BMH
JOB. NO: 19-057CD
SHEET TITLE
POST
DEVELOPED
DRAINAGE
AREA
SCALE: ill = 60'
SHEET NO.:
POST=1
Q STIMMEL ASSOCIATES, P.A.

WET DETENTION POND
CALCULATIONS

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name
West Edge
2 Project Area ac
25.9
3 Coastal Wetland Area ac
0
4 Surface Water Area ac
0
5
Is this project High or Low Density?
High
6
Does this protect use an off -site SCM?
No
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided feet
30
8
Will the vegetated setback remain vegetated?
Yes
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003 4 c-d ?
I N/A
10
1 Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration S stem
12
Bioretention Cell
13
Wet Pond
1
14
Stormwater Wetland
15
Permeable Pavement
16
Sand Filter
17
Rainwater Harvesting RWH
18
Green Roof
19
Level Spreader -Filter Strip LS-FS
20
Disconnected Impervious Surface DIS
21
Treatment Swale
22
Dry Pond
23
StormFilter
24
Silva Cell
113ayfilter
IFilterra
25
26
FORMS LOADED
DESIGNER CERTIFICATION
27 IName and Title:
Street address:
City, State, Zip:
Phone number(
Email:
J. Neal Tucker, P.E Director of Civil Enginee
Stimmel Associates, PA
601 N. Trade St. Suite 200
Winston-Salem, NC 27101
336-723-1067
ntucker(a)stimmelpa.com
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision; that
the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here.
N CARo
'a SEAL
14985
�! .FNG I
Seal
Signature f PCsigner
Date
3/17/22

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
1
3
Does this roiect have low densit areas?
Yes
4
F5
If so, number of low densitydrainage areas
2
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
LD 1
LD 2
4
T pe of SCM
Wet Pond
N/A
N/A
5
Total drainage area (sq ft
1235874
1101765
57728
76381
6
Onsite drainage area (sq ft
757944
757944
0
0
7
Offsite draina a area (sq ft
0
0
0
0
8
Total BUA in project (sq ft)
757944
757944 sf
sf
sf
9
New BUA on subdivided lots (subject to
ermitting) (sq ft
N/A
N/A
N/A
N/A
10
New BUA not on subdivided lots (subject to
ermittin s
11
Offsite BUA (sq ft
N/A
N/A
N/A
N/A
12
Breakdown of new BUA not on subdivided lots:
- Parking (sq ft
- Sidewalk (sq ft
- Roof (sq ft
- Roadway s ft
- Future (sq ft
- Other, please specify in the comment box
below (sq ft)
13
New infiltrating permeable pavement on
subdivided lots (sq ft
N/A
N/A
N/A
N/A
14
New infiltrating permeable pavement not on
subdivided lots (sq ft)
N/A
N/A
N/A
N/A
15
Existing BUA that will remain (not subject to
ermitting) (sq ft
N/A
N/A
N/A
N/A
16
Existing BUA that is already ermitted (sq ft
N/A
N/A
N/A
N/A
17
Existing BUA that will be removed (sq ft
26612 sf
26612 sf
N/A
N/A
18
Percent BUA
19
Design storm inches
1.0 in
1.0 in
N/A
N/A
20
Design volume of SCM cu ft
61438 cf
21
Calculation method for design volume
Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):

WET POND
Drainage area number
ERAL MDC FROM 02H .1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
4
Is the SCM located away from contaminated soils?
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
6
Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
desi n volume?
Yes
9
What is the method for dewatering the SCM for maintenance?
Drawdown Orifice
10
If applicable, will the SCM be cleaned out after construction?
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)?
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
151
Is there an O&M Plan that complies with General MDC (12)?
Yes
161
Does the SCM follow the device specific MDC?
Yes
17
Was the SCM designed by an NC licensedprofessional?
Yes
WET POND
MDC FROM 02H .1053
18
Sizing method used
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl
833.50
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
834.00
221
Elevation of the bottom of the vegetated shelf (fmsl)
840.50
23
Elevation of the permanent pool (fmsl)
841.00
24
Elevation of the top of the vegetated shelf (fmsl)
841.50
25
Elevation of the temporary pool (fmsl)
846.25
26
Surface area of the main permanent pool (square feet)
22243
27
Volume of the main permanent pool (cubic feet)
96118 cf
28
Average depth of the main pool (feet)
5.09 ft
29
Average depth equation used
Equation 3
30
If using equation 3, main pool perimeter (feet)
672.0 ft
31
If using equation 3, width of submerged veg. shelf (feet)
5.0 ft
32
Volume of the forebay (cubic feet)
16008 cf
33
Is this 15-20% of the volume in the main pool?
Yes
34
Clean -out depth for forebay (inches)
6 in
35
Design volume of SCM (cu ft)
61438 cf
361
Is the outlet an orifice or a weir?
Orifice
37
If orifice, orifice diameter (inches)
3 in
38
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
3.6
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
42
Are berms or baffles provided to improve the flow path?
Yes
43
Depth of forebay at entrance (inches)
60 in
44
Depth of forebay at exit (inches)
40 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
46
Width of the vegetated shelf (feet)
loft
47
Slope of vegetated shelf (H:V)
10:1
48
Does the orifice drawdown from below the top surface of the
permanentpool?
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
r, 24-hr storm?
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met.
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
53
Species of turf that will be used on the dam and embankment
Fescue
54
Hasa planting plan been provided for the vegetated shelf?
Yes
ADDITIONAL
INFORMATION
55
Please use this space to provide any additional information about
the wet pond(s):
Wet Pond 1 4:34 PM 3/14/2022

Project: West Edge Sheet: 1 of 4
Project No.: 19-057CD
Designed By: BMH
Checked By: JNT Date: 11.16.2021
Revised:
WATER QUALITY POND DESIGN
Wet Pond 1
rE DATA
WATERSHED INFORMATION
On -Site Drainage Area to Pond =
25.30 acres
Watershed = Yadkin River
On -Site Proposed Impervious Area =
17.40 acres
Classification = Site not located in classified /
On -Site Future Impervious Area =
0.00 acres
regulated watershed
Total On -Site Impervious Area =
17.40 acres
OFFSITE DATA
Offsite Drainage Area to Pond =
0.00 acres
Offsite Impervious Area =
0.00 acres
Offsite Future Impervious Area =
0.00 acres
Total Offsite Impervious Area =
0.00 acres
Total Drainage Area = 25.30 acres
Total Impervious Area = 17.40 acres
Total Impervious % = 68.8%
DETERMINE DESIGN VOLUME (DV)
SIMPLE METHOD
Runoff Coefficient (Rv) = 0.05 + 0.9 x IA
IA = Impervious Fraction (Impervious Area/Drainage Area)
Design Volume (DV) = 3630 x Rp x Rv x A, (Cubic Feet)
Rp = Design Storm Depth (in)
A = Drainage Area (ac)
Design Storm Depth (in) = 1.00
IA = 0.688
Rv = 0.669
DV= 61,438 Cubic Feet
601 N. Trade Street, Suite 200 PHONE: [phone]
Stimmel Associates, P.A. Winston-Salem, NC 27101 FAX: [phone]

Project: West Edge Sheet: 2 of 4
Project No.: 19-057CD
Designed By: BMH
Checked By: JNT Date: 11.16.2021
Revised:
WATER QUALITY POND DESIGN
Wet Pond 1
POND SIZING CALCULATIONS
Stage -Storage Data
Stage
(Feet)
Elevation
(Feet)
Forebay Area
(SF)
Forebay
Volume
(CF)
Cumulative
Forebay
Volume
CF
Main Pool
Area
(SF)
Main Pool
Volume
(SF)
Cumulative
Main Pool
Volume
CF
Cumulative
Combined
Volume
CF
0.0
834.00
0
0
0
8582
0
0
0
2.0
836.00
1291
1291
1291
11130
19712
19712
21003
4.0
838.00
2458
3749
5040
14116
25246
44958
49998
6.0
840.00
3920
6378
11418
17706
31822
76780
88198
6.5
840.50
4324
2061
13479
18702
9102
85882
99361
7.0
841.00
5792
2529
16008
22243
10236
96118
112126
7.5
841.50
31266
13377
109496
125504
8.0
842.00
32265
15882.75
125378.25
141386
10.0
844.00
36405
68670
194048.25
210056
12.0
846.00
40772
77177
271225.25
287233
14.0
848.00
45364
86136
357361.25
373369.25
15.0
849.00
47745
46554.5
403915.75
419923.75
Stage at Permanent Pool = 7
Elevation = 841.00
Forebay Volume = 16,008.00
Main Pool Volume = 96,118.25
lForebay volume shall be 15-20% of Main Pool Volume : 16.65% Forebay Size OK
601 N. Trade Street, Suite 200 PHONE: [phone]
Stimmel Associates, P.A. Winston-Salem, NC 27101 FAX: [phone]

Project: West Edge
Project No.: 19-057CD
Designed By: BMH
Checked By: JNT
Sheet: 3 of 4
Date: 11.16.2021
Revised:
I WATER QUALITY POND DESIGN I
depth when shelf is submerged:
Depth (Davg) = (VPP - Vshelf)/Abottomofshelf
D,g = Average depth in feet
VPP = Total volume of permanent pool (CF)
Vshelf = Volume over shelf only (CF)
Abottomofshelf = Area of wet pond at the bottom of the shelf (SF)
shelf = 0.5 X Depthmaxovershelf X Perlmete rpermpool X Wldthsubmergedshelf
Depthmaxovershelf = Depth of water at the deep side of the shelf (FT)
Pe ri mete rpermanentpool = Perimeter of permanent pool at bottom of shelf (FT)
Widthsubmergedshelf= Width from deep side of shelf to dry side (FT)
Depthmaxovershelf =
Pe ri mete rpermanentpool =
Wldthsubmergedshelf =
Vshelf =
Stage at Bottom of Shelf =
Elevation =
Abottomofshelf =
VPP =
D,,,g =
0.50 FT
672.00 FT
5.00 FT
840 Cubic Feet
6.50
840.50
18,702.00
96,118.25 Cubic Feet
5.09 FT
Table 1: Piedmont and Mountain SA/DA Table (Adapted from Driscoll, 1986
Percent
Impervious
Permanent Pool Average Depth (ft)
3.0
4.0
5.0
6.0
7.0
8.0
10%
0.51
0.43
0.37
0.30
0.27
0.25
20%
0.84
0.69
0.61
0.51
0.44
0.40
30%
1.17
0.94
0.84
0.72
0.61
0.56
40%
1.51
1.24
1.09
0.91
0.78
0.71
50%
1.79
1.51
1.31
1.13
0.95
0.87
60%
2.09
1.77
1.49
1.31
1.12
1.03
70%
2.51
2.09
1.80
1.56
1.34
1.17
80%
2.92
2.41
2.07
1.82
1.62
1.40
90%
3.25
2.64
2.31
2.04
1.84
1.59
100%
3.55
2.79
2.52
2.34
2.04
1.75
68.8%
2.46
2.05
1.76
1.53
1.31
1.15
Required SA/DA ratio =
Required surface area =
Provided surface area =
1.74
19,176.20 SF
22,243.00 SF Provided Surface Area OK
16.0% Larger than required surface area
601 N. Trade Street, Suite 200 PHONE: [phone]
Stimmel Associates, P.A. Winston-Salem, NC 27101 FAX: [phone]

Project: West Edge
Project No.: 19-057CD
Designed By: BMH
Checked By: JNT
Sheet: 4 of 4
Date: 11.16.2021 I
Revised:
I WATER QUALITY POND DESIGN I
DETERMINE DESIGN VOLUME STORAGE ELEVATION & DESIGN ORIFICE DIAMETER
Design Volume Storage Elevation
DV =
61,438 Cubic Feet
Permanent Pool Elevation =
841.00
Volume =
112,126 Cubic Feet
Contour Above Permanent Pool =
842.00
Volume =
141,386 Cubic Feet
Head Difference =
1.00
0 =
29,260 Cubic Feet
Min. DV Elevation =
843.10
Design Orifice Diameter
Orifice Equation: Q = Cd x A x (2gH)0.5
Cd = Coefficient of Discharge
A = Area of Orifice Opening, Based on Diameter of Orifice
g = gravity
H = Driving Head, Use H/3 for Drawdown Calculations
Q = Orifice Discharge
Cd = 0.6
Diameter of Orifice = 3.00
in
A = 0.04909
SF
g = 32.2
H = 2.10
FT
H/3 = 0.70
FT
Q = 0.19774
CFS
Determine Drawdown Time
Drawdown Time = DV/Q
Target Drawdown Time = 2 - 5 Days
DV= 61,438
Cubic Feet
Drawdown Time = 86.31
Hrs
3.60
Days
601 N. Trade Street, Suite 200 PHONE: [phone]
Stimmel Associates, P.A. Winston-Salem, NC 27101 FAX: [phone]

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Pond No. 1 - WetPond
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 834.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00
834.00
8,582
0
0
2.00
836.00
12,421
20,883
20,883
4.00
838.00
16,574
28,892
49,775
6.00
840.00
21,626
38,084
87,860
7.00
841.00
28,035
24,759
112,619
7.50
841.50
31,266
14,816
127,435
8.00
842.00
32,265
15,881
143,316
10.00
844.00
36,405
68,622
211,937
12.00
846.00
40,772
77,128
289,065
14.00
848.00
45,364
86,087
375,152
15.00
849.00
47,745
46,545
421,696
Monday, 03 / 14 / 2022
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 30.00
3.00
6.00
0.00
Crest Len (ft)
= 24.00
20.00
Inactive
0.00
Span (in)
= 30.00
3.00
6.00
0.00
Crest El. (ft)
= 846.25
847.00
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 833.50
841.00
844.75
0.00
Weir Type
= 1
Broad
Broad
---
Length (ft)
= 122.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 3.04
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
Yes
Yes
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
834.00
0.00
0.00
0.00
---
0.00
0.00
---
---
---
---
0.000
2.00
20,883
836.00
1.76 is
0.00
0.00
---
0.00
0.00
---
---
---
---
0.000
4.00
49,775
838.00
1.76 is
0.00
0.00
---
0.00
0.00
---
---
---
---
0.000
6.00
87,860
840.00
1.76 is
0.00
0.00
---
0.00
0.00
---
---
---
---
0.000
7.00
112,619
841.00
1.76 is
0.00
0.00
---
0.00
0.00
---
---
---
---
0.000
7.50
127,435
841.50
1.76 is
0.14 is
0.00
---
0.00
0.00
---
---
---
---
0.145
8.00
143,316
842.00
1.76 is
0.22 is
0.00
---
0.00
0.00
---
---
---
---
0.221
10.00
211,937
844.00
1.76 is
0.40 is
0.00
---
0.00
0.00
---
---
---
---
0.401
12.00
289,065
846.00
1.76 is
0.52 is
0.95 is
---
0.00
0.00
---
---
---
---
1.467
14.00
375,152
848.00
85.51 is
0.09 is
0.38 is
---
85.03 s
52.00
---
---
---
---
137.50
15.00
421,696
849.00
89.06 is
0.05 is
0.20 is
---
88.74 s
147.08
---
---
---
---
236.08

Project:
West Edge
Project No.:
19-057CD
Sheet:
1
Designed By:
BMH
Date:
3/17/2022
Checked By:
JNT
Structure Location / Identifier:
Wet Pond
RECTANGULAR PRECAST CONCRETE STRUCTURE
FLOATATION CALCULATIONS
UNIT WEIGHT OF WATER =
62.4 PCF
UNIT WEIGHT OF CONCRETE (In Air) =
150.0 PCF
ANTI-BOUYANCY FACTOR OF SAFETY =
1.25
UNIT WEIGHT OF PIPE MATERIAL =
389 # / LF
30" class IV
RCP
RECTANGULAR STRUCTURE
OUTSIDE OUTSIDE WALL
WALL BASE
LEN FT WID FT THK IN
HT FT THK IN
WALLS: 7.00 7.00 6.00
13.92
BASE: 0.00 0.00
0.00
DISPLACED VOLUME / WEIGHT ADDS: (Collar)
HT (FT) WID (FT) THK (IN)
#
DISPL.
BOUYANT
ADD 1: 5 7 12
1
VOLUME
WEIGHT
FORCE
ADD 2: 0 0 0
0
(CF)
(LBS)
(LBS)
WALLS
682.08
27,144
42,562
WEIGHT DEDUCTS:
BASE
0.00
0
-
CORES: DIA (IN) THK (IN) #
STRUCTURE:
682.08
27,144
42,562
CORE 1: 3.58 18 1
CORE 2: 6 6 2
BARREL
82.13
4,279
5,125
CORE 3: 0 0 0
COLLAR 1
35.00
5250
2,184
NOTCH: WID (IN) HT (IN) #
COLLAR 2
0.00
0
0
NOTCH 1 0 0 0
NOTCH 1
-N/A-
0
-N/A-
NOTCH 2 0 0 0
NOTCH 2
-N/A-
0
-N/A-
CORE 1
-N/A-
-16
-N/A-
EXPOSED BARREL
CORE 2
-N/A-
-29
-N/A-
LEN (FT) DIA (IN)
CORE 3
-N/A-
0
-N/A-
11.00 37.00
INSTALLED TOTALS
799.21
36,628
49,871
BOUYANT FORCE = 49,871
LBS ACTING UPWARD
STRUCTURE WEIGHT = 36,628
LBS ACTING DOWNWARD
NET FORCE = 13,243
LBS ACTING UPWARD
BALLAST REQUIREMENTS: 25,711
LBS BALLAST REQUIRED FOR FACTOR OF SAFETY OF 1.25
293.50
CUBIC FEET OF CONCRETE
FACTOR
LENGTH
WIDTH THICKNESS
VOLUME
WEIGHT
OF
ACTUAL BALLAST: (FT)
(FT) (FT)
(CF)
(LBS)
SAFETY
Ballast Pad: 10
10 2.5
250.0
21,900
1.17
Invert Pour: 6
6 0.5
18.0
2,700
24,600
1.23
BASE SECTION WEIGHT:
BASE HEIGHT (FT) =
0
GROSS BASE WEIGHT (LBS) =
0
BASE SECTION BLOCK OUTS:
DIA # OF
WEIGHT
(SHIPPING CONDITION)
(IN) BLOCK OUTS
(LBS)
1
0
NET BASE
SECTION
2
0
SHIPPING WEIGHT:
3
0
0 LBS.

sapa PROJECT: West Edge
PROD. NO.: 19-057CD SHEET: of
DESIGNED BY: BMH DATE: 03/17/22
CHECKED BY: .JNT DATE:
Stimmel Associates, PA LOCATION / DESCRIPTION:
Pond Primary Spillway Discharge Channel at Barrel Outlet
OPEN CHANNEL FLOW CALCULATIONS
DESIGN FLOW RATE 'Q1oo' = 85.50 CFS
CHANNEL GEOMETRY:
CHANNEL SLOPE =
0.50
%
LEFT SIDE SLOPE =
3.00
:1
RIGHT SIDE SLOPE =
3.00
:1
BOTTOM WIDTH =
10.00
FT. Condition At Barrell Outlet
JJI:IIIkiI;IeZel:FilkiIki1N11s1•]I;IQ11111[•P►E
MANNING'S'n' =
FLOW DEPTH =
FT
FLOW RATE 'Q' =
#DIV/0!
CFS
FLOW AREA =
0.00
SF
WETTED PERIMETER =
10.00
LF
HYDRAULIC RADIUS =
0.00
FT
FLOW VELOCITY =
#DIV/0!
FT/SEC
VELOCITY * HYD RAD =
#DIV/0!
SF/SEC
MAX SHEAR STRESS =
0.00
LBS/SF
TOP WIDTH OF FLOW =
10.00
FT
LINED CHANNEL CONDITION:
MANNING'S'n' =
FLOW DEPTH =
FLOW RATE 'Q' =
FLOW AREA =
WETTED PERIMETER =
HYDRAULIC RADIUS =
FLOW VELOCITY =
VELOCITY * HYD RAD =
MAX SHEAR STRESS =
TOP WIDTH OF FLOW =
0.071 10" Rip -Rap @ 24" Thickness (Class 1)
2.41 FT
85.50 CFS
41.48 SF
25.23 LF
1.64 FT
2.06 FT/SEC
3.39 SF/SEC
0.75 LBS/SF
24.45 FT
COMMENTS:
Liner is stable. Max shear stress for Class 2 rip rap is 3.8 psf.
601 N. Trade Street, Suite 200 PHONE: [phone]
Stimmel Associates, P.A. Winston-Salem, NC 27101 FAX: [phone]

sapa PROJECT: West Edge
PROD. NO.: 19-057CD SHEET: of
DESIGNED BY: BMH DATE: 03/17/22
CHECKED BY: .JNT DATE:
Stimmel Associates, PA LOCATION / DESCRIPTION:
Pond Primary Spillway Discharge Channel at end of Channel
OPEN CHANNEL FLOW CALCULATIONS
DESIGN FLOW RATE 'Q1oo' = 85.50 CFS
CHANNEL GEOMETRY:
CHANNEL SLOPE =
0.50
%
LEFT SIDE SLOPE =
3.00
:1
RIGHT SIDE SLOPE =
3.00
:1
BOTTOM WIDTH =
20.00
FT. Condition at Full Width Channel
JJI:IIIkiI;IeZel:FilkiIki1N11s1•]I;IQ11111[•P►E
MANNING'S'n' =
FLOW DEPTH =
FT
FLOW RATE 'Q' =
#DIV/0!
CFS
FLOW AREA =
0.00
SF
WETTED PERIMETER =
20.00
LF
HYDRAULIC RADIUS =
0.00
FT
FLOW VELOCITY =
#DIV/0!
FT/SEC
VELOCITY * HYD RAD =
#DIV/0!
SF/SEC
MAX SHEAR STRESS =
0.00
LBS/SF
TOP WIDTH OF FLOW =
20.00
FT
LINED CHANNEL CONDITION:
MANNING'S'n' =
FLOW DEPTH =
FLOW RATE 'Q' =
FLOW AREA =
WETTED PERIMETER =
HYDRAULIC RADIUS =
FLOW VELOCITY =
VELOCITY * HYD RAD =
MAX SHEAR STRESS =
TOP WIDTH OF FLOW =
0.070 10" Rip -Rap @ 24" Thickness (Class 1)
1.77 FT
85.50 CFS
44.76 SF
31.19 LF
1.44 FT
1.91 FT/SEC
2.74 SF/SEC
0.55 LBS/SF
30.61 FT
COMMENTS:
Liner is stable. Max shear stress for Class 1 rip rap is 3.8 psf.
601 N. Trade Street, Suite 200 PHONE: [phone]
Stimmel Associates, P.A. Winston-Salem, NC 27101 FAX: [phone]

t.'i stimmel 601 SN. TON-S LEM,NC2710E200 DATE: 2-2-2022 JOB#: 19-057CD
WINSTON-SALEM, NC 27101
www.stimmelpa.com 336.723.1067 e West Edge
g
LANDSCAPE ARCHITECTURE CIVIL ENGINEERING LAND PLANNING
OUTLET PROTECTION BMH
CALCULATION SHEET BY:
Wet Pond
Do=30 in
La=16 ft
WI=3DD=8 ft
W2=Do+La=24 ft
20
10
n
Outlet IW = Do + La
PIPe i
diameter (Do)
La —•1
ry T ilwater_< 0.5Do
60
50 '
Discharge
L.J 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).

HYDROGRAPH CALCULATIONS

Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk® Civil 3D® by Autodesk, Inc. v2020
1
2*
3
UD
6
4
ED
8
9
CD
10
Legend
Hvd. Origin Description
1 SCS Runoff West -Pre
2 SCS Runoff South -Pre
3 SCS Runoff North -Pre
4 Combine Total -Pre
6 SCS Runoff Pond -Post
7 Reservoir Post Thru SCM
8 SCS Runoff West-ByPass
9 SCS Runoff South-ByPass
10 Combine TOTAL -POST
Project: WetPond_1.gpw
Sunday, 08 / 29 / 2021

Hydrograph Return Period Recap
Hy raflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
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
------
0.682
2.694
-------
-------
12.62
20.63
27.66
35.45
West -Pre
2
SCS Runoff
------
0.839
3.505
-------
-------
16.24
26.28
35.03
44.69
South -Pre
3
SCS Runoff
------
1.165
2.145
-------
-------
5.295
7.449
9.250
11.18
North -Pre
4
Combine
1, 2, 3
1.719
6.601
-------
-------
30.22
49.10
65.57
83.80
Total -Pre
6
SCS Runoff
------
70.75
93.43
-------
-------
154.36
191.29
220.60
250.99
Pond -Post
7
Reservoir
6
0.447
1.079
-------
-------
10.83
49.02
95.44
128.33
Post Thru SCM
8
SCS Runoff
------
0.496
1.113
-------
-------
3.242
4.752
6.034
7.424
West-ByPass
9
SCS Runoff
------
0.638
1.431
-------
-------
4.168
6.110
7.757
9.545
South-ByPass
10
Combine
7, 8, 9
1.442
2.899
-------
-------
11.52
52.39
102.51
138.71
TOTAL -POST
Proj. file: WetPond_1.gpw
Monday, 03 / 14 / 2022

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.682
1
736
8,092
------
------
------
West -Pre
2
SCS Runoff
0.839
1
728
8,671
------
------
------
South -Pre
3
SCS Runoff
1.165
1
719
2,837
------
------
------
North -Pre
4
Combine
1.719
1
730
19,600
1, 2, 3
------
------
Total -Pre
6
SCS Runoff
70.75
1
718
143,694
------
------
------
Pond -Post
7
Reservoir
0.447
1
1443
54,470
6
844.66
241,983
Post Thru SCM
8
SCS Runoff
0.496
1
720
1,508
------
------
------
West-ByPass
9
SCS Runoff
0.638
1
720
1,939
------
------
------
South-ByPass
10
Combine
1.442
1
720
57,917
7, 8, 9
------
------
TOTAL -POST
WetPond_1.gpw
Return Period: 1 Year
Monday, 03 / 14 / 2022

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.694
1
729
16,404
------
------
------
West -Pre
2
SCS Runoff
3.505
1
725
17,579
------
------
------
South -Pre
3
SCS Runoff
2.145
1
718
4,681
------
------
------
North -Pre
4
Combine
6.601
1
726
38,664
1, 2, 3
------
------
Total -Pre
6
SCS Runoff
93.43
1
718
191,965
------
------
------
Pond -Post
7
Reservoir
1.079
1
1186
86,074
6
845.39
270,222
Post Thru SCM
8
SCS Runoff
1.113
1
719
2,675
------
------
------
West-ByPass
9
SCS Runoff
1.431
1
719
3,439
------
------
------
South-ByPass
10
Combine
2.899
1
719
92,187
7, 8, 9
------
------
TOTAL -POST
WetPond_1.gpw
Return Period: 2 Year
Monday, 03 / 14 / 2022

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
12.62
1
727
47,589
------
------
------
West -Pre
2
SCS Runoff
16.24
1
723
50,999
------
------
------
South -Pre
3
SCS Runoff
5.295
1
718
10,719
------
------
------
North -Pre
4
Combine
30.22
1
723
109,307
1, 2, 3
------
------
Total -Pre
6
SCS Runoff
154.36
1
717
324,694
------
------
------
Pond -Post
7
Reservoir
10.83
1
753
208,393
6
846.48
314,136
Post Thru SCM
8
SCS Runoff
3.242
1
718
6,697
------
------
------
West-ByPass
9
SCS Runoff
4.168
1
718
8,611
------
------
------
South-ByPass
10
Combine
11.52
1
752
223,700
7, 8, 9
------
------
TOTAL -POST
WetPond_1.gpw
Return Period: 10 Year
Monday, 03 / 14 / 2022

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
20.63
1
726
71,393
------
------
------
West -Pre
2
SCS Runoff
26.28
1
723
76,509
------
------
------
South -Pre
3
SCS Runoff
7.449
1
718
14,967
------
------
------
North -Pre
4
Combine
49.10
1
723
162,869
1, 2, 3
------
------
Total -Pre
6
SCS Runoff
191.29
1
717
407,558
------
------
------
Pond -Post
7
Reservoir
49.02
1
725
290,808
6
846.95
334,576
Post Thru SCM
8
SCS Runoff
4.752
1
718
9,620
------
------
------
West-ByPass
9
SCS Runoff
6.110
1
718
12,369
------
------
------
South-ByPass
10
Combine
52.39
1
725
312,797
7, 8, 9
------
------
TOTAL -POST
WetPond_1.gpw
Return Period: 25 Year
Monday, 03 / 14 / 2022

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
27.66
1
726
92,344
------
------
------
West -Pre
2
SCS Runoff
35.03
1
723
98,960
------
------
------
South -Pre
3
SCS Runoff
9.250
1
718
18,575
------
------
------
North -Pre
4
Combine
65.57
1
723
209,880
1, 2, 3
------
------
Total -Pre
6
SCS Runoff
220.60
1
717
474,361
------
------
------
Pond -Post
7
Reservoir
95.44
1
723
357,510
6
847.40
353,946
Post Thru SCM
8
SCS Runoff
6.034
1
718
12,139
------
------
------
West-ByPass
9
SCS Runoff
7.757
1
718
15,608
------
------
------
South-ByPass
10
Combine
102.51
1
723
385,257
7, 8, 9
------
------
TOTAL -POST
WetPond_1.gpw
Return Period: 50 Year
Monday, 03 / 14 / 2022

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
35.45
1
726
115,699
------
------
------
West -Pre
2
SCS Runoff
44.69
1
723
123,989
------
------
------
South -Pre
3
SCS Runoff
11.18
1
718
22,499
------
------
------
North -Pre
4
Combine
83.80
1
723
262,187
1, 2, 3
------
------
Total -Pre
6
SCS Runoff
250.99
1
717
544,459
------
------
------
Pond -Post
7
Reservoir
128.33
1
723
427,515
6
847.88
374,712
Post Thru SCM
8
SCS Runoff
7.424
1
718
14,907
------
------
------
West-ByPass
9
SCS Runoff
9.545
1
718
19,166
------
------
------
South-ByPass
10
Combine
138.71
1
722
461,589
7, 8, 9
------
------
TOTAL -POST
WetPond_1.gpw
Return Period: 100 Year
Monday, 03 / 14 / 2022

-YR / 24 HOUR HYDROGRAPHS

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 03 / 14 / 2022
Hyd. No. 1
West -Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 0.682 cfs
Storm frequency
= 1 yrs
Time to peak
= 736 min
Time interval
= 1 min
Hyd. volume
= 8,092 cuft
Drainage area
= 12.840 ac
Curve number
= 56
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.90 min
Total precip.
= 2.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
West -Pre
Hyd. No. 1 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
1 1 1 .I I I I I I 1. 1 0.00
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. v2020.4
Monday, 03 / 14 / 2022
Hyd. No. 2
South -Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 0.839 cfs
Storm frequency
= 1 yrs
Time to peak
= 728 min
Time interval
= 1 min
Hyd. volume
= 8,671 cuft
Drainage area
= 13.760 ac
Curve number
= 56
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 14.70 min
Total precip.
= 2.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
South -Pre
Hyd. No. 2 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
1 1 1 .I I I I I I I. 1 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
North -Pre
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 1.760 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.83 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
North -Pre
Hyd. No. 3 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 3
Monday, 03 / 14 / 2022
= 1.165 cfs
= 719 min
= 2,837 cuft
= 65
= 0 ft
= 6.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 03 / 14 / 2022
Hyd. No. 4
Total -Pre
Hydrograph type
= Combine
Peak discharge
= 1.719 cfs
Storm frequency
= 1 yrs
Time to peak
= 730 min
Time interval
= 1 min
Hyd. volume
= 19,600 cuft
Inflow hyds.
= 1, 2, 3
Contrib. drain. area
= 28.360 ac
Q (cfs)
2.00
1.00
Total -Pre
Hyd. No. 4 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 4 Hyd No. 1 Hyd No. 2
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
Hyd No. 3

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 6
Pond -Post
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 25.290 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.83 in
Storm duration
= 24 hrs
Q (cfs)
80.00
70.00
50.00
40.00
30.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond -Post
Hyd. No. 6 -- 1 Year
Monday, 03 / 14 / 2022
= 70.75 cfs
= 718 min
= 143,694 cuft
= 86
= 0 ft
= 6.50 min
= Type II
= 484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 1 1 1 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 03 / 14 / 2022
Hyd. No. 7
Post Thru SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.447 cfs
Storm frequency
= 1 yrs
Time to peak
= 1443 min
Time interval
= 1 min
Hyd. volume
= 54,470 cuft
Inflow hyd. No.
= 6 - Pond -Post
Max. Elevation
= 844.66 ft
Reservoir name
= WetPond
Max. Storage
= 237,379 cuft
Storage Indication method used. Wet pond routing start elevation = 841.00 ft
Q (cfs)
80.00
70.00
•1 11
50.00
40.00
30.00
r1 11
10.00
Post Thru SCM
Hyd. No. 7 -- 1 Year
Q (cfs)
80.00
70.00
•1 11
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 7 Hyd No. 6 Total storage used = 237,379 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 03 / 14 / 2022
Hyd. No. 8
West-ByPass
Hydrograph type
= SCS Runoff
Peak discharge
= 0.496 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 1,508 cuft
Drainage area
= 1.330 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 2.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
West-ByPass
Hyd. No. 8 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 03 / 14 / 2022
Hyd. No. 9
South-ByPass
Hydrograph type
= SCS Runoff
Peak discharge
= 0.638 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 1,939 cuft
Drainage area
= 1.710 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 2.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
South-ByPass
Hyd. No. 9 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
1 1 1 11 I I I I 1 i. 1 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 03 / 14 / 2022
Hyd. No. 10
TOTAL -POST
Hydrograph type
= Combine
Peak discharge
= 1.442 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 57,917 cuft
Inflow hyds.
= 7, 8, 9
Contrib. drain. area
= 3.040 ac
Q (Cfs)
2.00
1.00
TOTAL -POST
Hyd. No. 10 -- 1 Year
Q (cfs)
2.00
1.00
0.00
300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 10 Hyd No. 7 Hyd No. 8 Hyd No. 9

WATERSHED CHARACTERISTICS

Project : West Edge Sheet : 1
Project No.: 19-057CD Date : 8/29/2021
Designed by: BMH
Checked by: JNT
SCS RUNOFF CURVE NUMBERS
West- Existing Conditions
BASIN LAND USE
SOIL
NAME
HYDROL.
GROUP
AREA
(SF.)
AREA
(AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
Undisturbed Area - Wooded
Ci/Na
B
433,558
9.95
77.51 %
55
547
Open Space - Good
Ci/Na
B
124,351
2.85
22.23%
61
174
Disturbed Area - Impervious
Ci/Na
B
1,455
0.03
0.26%
98
3
TOTALS 559,364 12.84 100.0% 725
WEIGHTED CN (PRE -DEVELOPED) = 56
South- Existing Conditions
BASIN LAND USE
SOIL
NAME
HYDROL.
GROUP
AREA
(SF.)
AREA
(AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
Undisturbed Area - Wooded
Ci/Na
B
555,547
12.75
92.66%
55
701
Open Space - Good
Ci/Na
B
32,286
0.74
5.39%
61
45
Disturbed Area - Impervious
Ci/Na
B
11,707
0.27
1.95%
98
26
TOTALS 599,540 13.76 100.0% 773
WEIGHTED CN (PRE -DEVELOPED) = 56
North - Existing Conditions
BASIN LAND USE
SOIL
NAME
HYDROL.
GROUP
AREA
(SF.)
AREA
(AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
Undisturbed Area - Wooded
Ci/Na
B
29,600
0.68
38.57%
55
37
Open Space - Good
Ci/Na
B
33,684
0.77
43.90%
61
47
Disturbed Area - Impervious
Ci/Na
B
13,450
0.31
17.53%
98
30
TOTALS 76,734 1.76 100.0% 115
WEIGHTED CN (PRE -DEVELOPED) = 65

Project: West Edge
Project No.: 19-057CD
Designed by: BMH
Checked by: JNT
Sheet:
Date :
1
8/29/2021
SCS RUNOFF CURVE NUMBERS
West- SCM
Drainage Area
BASIN LAND USE
SOIL
NAME
HYDROL.
GROUP
AREA
(SF.)
AREA
(AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
Undistrubed Area - Wooded
Ci/Na
B
0
0.00
0.00%
55
0
Disturbed Area - Open Space
Ci/Na
B
343,821
7.89
31.21 %
61
481
Disturbed Area - Impervious
757,944
17.40
68.79%
98
1705
TOTALS 1,101,765 25.29 100.0%
2187
WEIGHTED CN (POST -DEVELOPED) =
86
West- Bypass Area
BASIN LAND USE
SOIL
NAME
HYDROL.
GROUP
AREA
(SF.)
AREA
(AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
Disturbed Area - Open Space
Ci/Na
B
57,728
1.33
100.00%
61
81
Undisturbed Area - Wooded
Ci/Na
B
0
0.00
0.00%
55
0
TOTALS 57,728 1.33 100.0% 81
WEIGHTED CN (POST -DEVELOPED) = 61
South- Bypass Area
BASIN LAND USE
SOIL
NAME
HYDROL.
GROUP
AREA
(SF.)
AREA
(AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
Disturbed Area - Open Space
Ci/Na
B
76,381
1.75
100.00%
61
107
Undisturbed Area - Wooded
Ci/Na
B
0
0.00
0.00%
55
0
TOTALS 76,381 1.75 100.0% 107
WEIGHTED CN (POST -DEVELOPED) = 61

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2a Runoff curve numbers for urban areas I/
Curve numbers for
----------- Cover description ------------------
-----hydrologic
soil group ------
Average percent
Cover type and hydrologic condition impervious area v
A
B
C
D
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.) a/:
Poor condition (grass cover < 50%)..........................................
68
79
86
89
Fair condition (grass cover 50% to 75%)..................................
Good condition (grass cover > 75%).........................................
49
39
61
79
74
84
80
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way).............................................................
98
98
98
98
Streets and roads:
Paved; curbs and storm sewers (excluding
right-of-way)................................................................................
98
98
98
98
Paved; open ditches (including right-of-way) ..........................
83
89
92
93
Gravel (including right -of -way) .................................................
76
85
89
91
Dirt (including right -of -way) ......................................................
72
82
87
89
Western desert urban areas:
Natural desert landscaping (pervious areas only) / .....................
63
77
85
88
Artificial desert landscaping (impervious weed barrier,
desert shrub with 1- to 2-inch sand or gravel mulch
and basin borders)......................................................................
96
96
96
96
Urban districts:
Commercial and business.................................................................
85
89
92
94
95
Industrial.............................................................................................
72
81
88
91
93
Residential districts by average lot size:
1/8 acre or less (town houses)..........................................................
65
77
85
90
92
1/4 acre................................................................................................
38
61
75
83
87
1/3 acre................................................................................................
30
57
72
81
86
1/2 acre................................................................................................
25
54
70
80
85
1 acre...................................................................................................
20
51
68
79
84
2 acres..................................................................................................
12
46
65
77
82
Developing urban areas
Newly graded areas
(pervious areas only, no vegetation) 5/ ................................................................ 77 86 91 94
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
1 Average runoff condition, and Ia = 0.2S.
2 The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious areas are
directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in
good hydrologic condition. CN's for other combinations of conditions may be computed using figure 2-3 or 2-4.
3 CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space
cover type.
4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage
(CN = 98) and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 24
based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas.
(210-VI-TR-55, Second Ed., June 1986) 2-5

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2c Runoff curve numbers for other agricultural lands I/
Curve numbers for
----------------------- Cover description ----------------------
-------
hydrologic soil group -------
Hydrologic
Cover type
condition
A
B
C
D
Pasture, grassland, or range —continuous
Poor
68
79
86
89
forage for grazing.,
Fair
49
69
79
84
Good
39
61
74
80
Meadow —continuous grass, protected from
—
30
58
71
78
grazing and generally mowed for hay.
Brush —brush -weed -grass mixture with brush
Poor
48
67
77
83
the major element. 3/
Fair
35
56
70
77
Good
30
48
65
73
Woods —grass combination (orchard
Poor
57
73
82
86
or tree farm).
Fair
43
65
76
82
Good
32
58
72
79
Woods. s6J
Poor
45
66
77
83
Fair
36
73
79
Good
30 V
55
70
77
Farmsteads —buildings, lanes, driveways,
—
59
74
82
86
and surrounding lots.
1 Average runoff condition, and Ia = 0.25.
2 Poor. <50%) ground cover or heavily grazed with no mulch.
Fair: 50 to 75% ground cover and not heavily grazed.
Good: > 75% ground cover and lightly or only occasionally grazed.
3 Poor. <50%ground cover.
Fair: 50 to 75% ground cover.
Good: >759/oground cover.
4 Actual curve number is less than 30; use CN = 30 for runoff computations.
5 CN's shown were computed for areas with 50%woods and 50%grass (pasture) cover. Other combinations of conditions may be computed
from the CN's for woods and pasture.
6 Poor: Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but not burned, and some forest litter covers the soil.
Good: Woods are protected from grazing, and litter and brush adequately cover the soil.
(210-VI-TR-55, Second Ed., June 1986) 2-7

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 1
West -Pre
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 123.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.42
0.00
0.00
Land slope (%)
= 5.40
0.00
0.00
Travel Time (min)
= 16.48 +
0.00 +
0.00 =
16.48
Shallow Concentrated Flow
Flow length (ft)
= 850.00
0.00
0.00
Watercourse slope (%)
= 6.60
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=4.15
0.00
0.00
Travel Time (min)
= 3.42 +
0.00 +
0.00 =
3.42
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..............................................................................
19.90 min

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 2
South -Pre
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.42
0.00
0.00
Land slope (%)
= 6.00
0.00
0.00
Travel Time (min)
= 12.30 +
0.00 +
0.00 =
12.30
Shallow Concentrated Flow
Flow length (ft)
= 601.00
0.00
0.00
Watercourse slope (%)
= 6.65
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=4.16
0.00
0.00
Travel Time (min)
= 2.41 +
0.00 +
0.00 =
2.41
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..............................................................................
14.70 min

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 6
Pond -Post
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.410
0.011
0.011
Flow length (ft)
= 15.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.42
0.00
0.00
Land slope (%)
= 5.00
0.00
0.00
Travel Time (min)
= 3.22 +
0.00 +
0.00 =
3.22
Shallow Concentrated Flow
Flow length (ft)
= 74.00
0.00
0.00
Watercourse slope (%)
= 3.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=3.52
0.00
0.00
Travel Time (min)
= 0.35 +
0.00 +
0.00 =
0.35
Channel Flow
X sectional flow area (sqft)
= 15.90
0.00
0.00
Wetted perimeter (ft)
= 14.00
0.00
0.00
Channel slope (%)
= 1.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=10.82
0.00
0.00
Flow length (ft)
({0})1900.0
0.0
0.0
Travel Time (min)
= 2.93 +
0.00 +
0.00 =
2.93
Total Travel Time, Tc..............................................................................
6.50 min

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Hydrologic Soil Group —Forsyth County, North Carolina
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
1:15,800.
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: Forsyth County, North Carolina
Survey Area Data: Version 20, Jun 3, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 14, 2014—Jun
26, 2014
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 7/28/2020
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group -Forsyth County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CaC
Casville sandy loam, 6
C
2.6
1.6%
to 10 percent slopes
CaD
Casville sandy loam, 10
C
3.4
2.2%
to 15 percent slopes
CIB
Clifford sandy loam, 2 to
A
18.7
12.1 %
6 percent slopes
CIC
Clifford sandy loam, 6 to
A
36.5
23.6%
10 percent slopes
CoA
Codorus loam, 0 to 2
B/D
3.3
2.2%
percent slopes,
frequently flooded
FaB
Fairview fine sandy
B
1.4
0.9%
loam, 2 to 6 percent
slopes
FaC
Fairview fine sandy
B
6.5
4.2%
loam, 6 to 10 percent
slopes
FaD
Fairview fine sandy
B
13.5
8.7%
loam, 10 to 15 percent
slopes
FaF
Fairview fine sandy
B
4.0
2.6%
loam, 15 to 45 percent
slopes
NaC
Nathalie sandy loam, 6
B
19.2
12.4%
to 10 percent slopes
PoB
Poplar Forest fine sandy
B
9.5
6.2%
loam, 2 to 6 percent
slopes
PoC
Poplar Forest fine sandy
B
5.6
3.6%
loam, 6 to 10 percent
slopes
PoD
Poplar Forest fine sandy
B
7.5
4.9%
loam, 10 to 15 percent
slopes
PoF
Poplar Forest fine sandy
B
0.2
0.2%
loam, 15 to 45 percent
slopes
RaB
Rasalo fine sandy loam,
C
0.4
0.2%
2 to 6 percent slopes
RaD
Rasalo fine sandy loam,
C
4.1
2.7%
10 to 15 percent
slopes
SmF
Siloam sandy loam, 15
D
11.0
7.1 %
to 45 percent slopes
USDA Natural Resources Web Soil Survey 7/28/2020
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Forsyth County, North Carolina
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
TcD
Toast sandy loam, 10 to
15 percent slopes
B
7.2
4.6%
Totals for Area of Interest
164.8
100.0%
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 7/28/2020
Conservation Service National Cooperative Soil Survey Page 4 of 4

West Edge - USGS Map
04
k J
Z.
y
2-f
- �A
-2 1
r
ju
77---� 171:---'-
3/14/2022, 8:40:11 AM
Override 1
-77]
0
7-7
Tc
1:24,000
0 0.15 0.3 0.6 mi
0 0.25 0.5 1 km
USGS The National Map: National Boundaries Dataset, 3DEP Elevation
USGS
2021 USGS

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
0.0000
0.0000
0.0000
--------
2
38.8943
8.2000
0.7572
--------
3
0.0000
0.0000
0.0000
--------
5
49.1292
9.8000
0.7553
--------
10
57.1093
10.7000
0.7573
--------
25
68.6696
11.6000
0.7600
--------
50
78.1106
12.2000
0.7626
--------
100
88.1981
12.8000
0.7663
--------
File name: FORSYTH.IDF
Intensity = B / (Tc + D)^E
Sunday, 08 / 29 / 2021
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.51
4.32
3.60
3.10
2.74
2.47
2.25
2.07
1.92
1.79
1.68
1.59
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
6.42
5.15
4.35
3.78
3.36
3.04
2.78
2.57
2.39
2.24
2.10
1.99
10
7.10
5.76
4.89
4.27
3.81
3.45
3.16
2.92
2.72
2.55
2.40
2.27
25
8.12
6.65
5.67
4.98
4.45
4.04
3.71
3.43
3.20
3.00
2.82
2.67
50
8.92
7.34
6.29
5.53
4.95
4.50
4.13
3.83
3.57
3.35
3.16
2.99
100
9.71
8.03
6.90
6.08
5.45
4.96
4.56
4.22
3.94
3.70
3.48
3.30
Tc = time in minutes. Values may exceed 60.
Precip. file name: I:\Civil\Hydraflow\Precip\Forsyth.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
2.83
3.42
0.00
4.28
4.96
5.89
6.63
7.40
SCS 6-Hr
1.97
2.38
0.00
2.99
3.45
4.08
4.58
5.08
Huff -1st
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

8/29/2021 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3 WINSTON
SALEM REYNOL
Station ID: 31-9539
Location name: Winston Salem, North Carolina,'°
USA* e
Latitude: 36.1333°, Longitude:-80.2333°
Elevation: "� M
Elevation (station metadata): 994 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
Average recurrence interval (years)
1
2
5
10
25
5D
10D
200
500
10D0
0.373
0.443
0.520
0.572
0.633
0.672
0.708
0.739
0.772
0.795
5-min
(0.344-0.405)
(0.410-0.482)
(0.479-0.566)
(0.527-0.621)
(0.579-0.686)
(0.612-0.729)
(0.640-0.769)
(0.664-0.804)
(0.686-0.844)
(0.700-0.871)
0.596
0.709
0.833
0.916
1.01
1.07
1.13
1.17
1.22
1.25
10-min
(0.550-0.646)
(0.655-0.771)
(0.768-0.906)
(0.842-0.993)
(0.923-1.09)
(0.974-1.16)
1 (1.02-1.22)
1 (1.05-1.27)
11 (1.09-1.34)
1 (1.10-1.37)
D.745
0.891
1.05
1.16
1.28
1.36
1.42
1.48
1.54
1.57
15-min
(0.687-0.808)
(0.824-0.969)
(0.971-1.15)
1 (1.07-1.26) 11
(1.17-1.39)
1 (1.23-1.47)
1 (1.29-1.54)
1 (1.33-1.61)
11 (1.37-1.68)
1 (1.38-1.72)
1.02
1.23
1.50
1.68
1.89
2.04
2.18
2.30
2.45
2.54
30-min
(0.942-1.11) 11
(1.14-1.34) 11
(1.38-1.63)
1 (1.54-1.82) 11
(1.73-2.05)
(1.86-2.22)
1 (1.97-2.37)
1 (2.07-2.50)
11 (2.17-2.67)
1 (2.24-2.79)
1.27
1.55
1.92
2.19
2.52
2.77
3.00
7 3.23
7 3.51
3.71
60-min
(1.18-1.38)
(1.43-1.68)
(1.77-2.09)
(2.01-2.37)
(2.31-2.73)
(2.52-3.00)
(2.71-3.26)
(2.90-3.51)
(3.12-3.84)
(3.27-4.07)
1.50
1.82
2.28
2.62
3.06
3.40
3.74
4.07
4.50
4.83
2-hr
(1.38-1.63)
(1.68-1.98)
(2.10-2.48)
(2.40-2.85)
(2.79-3.33)
(3.08-3.70)
(3.36-4.07)
(3.62-4.43)
(3.96-4.92)
(4.20-5.29)
1.61
1.95
2.45
7 2.82
7 3.31
3.68
4.06
7 4-A2
7 4.91
5.28
3-hr
(1.48-1.75)
(1.80-2.13)
(2.26-2.66)
(2.59-3.06)
(3.01-3.59)
1 (3.33-3.99)
1 (3.65-4.40)
(3.94-4.81)
(4.32-5.35)
1 (4.58-5.77)
1.97
2.38
2.99
3.46
4.08
4.58
5.09
5.60
6.31
6.85
6-hr
(1 .82-2.15)
(2.20-2.60)
(2.75-3.26)
(3.17-3.76)
(3.72-4.44)
(4.14-4.97)
1 (4.55-5.52)
(4.95-6.07)
(5.49-6.86)
1 (5.88-7.46)
2.35
2.85
3.58
4.16
4.97
5.62
6.30
7.00
7.99
8.77
12-hr
(2.17-2.57)
(2.62-3.12)
(3.29-3.91)
(3.81-4.53)
(4.51-5.39)
(5.06-6.08)
(5.61-6.80)
(6.16-7.56)
(6.90-8.63)
(7.46-9.48)
2.83
3.42
4.28
4.96
5.89
6.64
7.41
8.21
9.31
10.2
24-hr
(2.62-3.07)
(3.17-3.70)
(3.95-4.63)
(4.57-5.36)
(5.41-6.37)
(6.08-7.18)
(6.76-8.02)
(7.45-8.90)
(8.39-10.1)
(9.14-11.1)
3.30
3.97
4.93
5.67
6.66
7.45
8.25
9.08
10.2
11.1
2-day
(3.07-3.55)
(3.70-4.27)
(4.58-5.29)
(5.26-6.08)
(6.16-7.15)
(6.87-8.01)
(7.58-8.89)
(8.30-9.80)
(9.27-11.0)
(10.0-12.0)
3.50
4.20
5.20
5.97
7.03
7.86
8.71
9.59
10.8
11.7
3-day
(3.26-3.75)
(3.92-4.51)
(4.85-5.57)
(5.56-6.40)
(6.51-7.53)
(7.26-8.44)
(8.02-9.37)
(8.78-10.3)
(9.81-11.7)
(10.6-12.7)
3.70
4.44
5.47
6.28
7.39
8.27
9.17
10.1
11.4
12.4
4-day
(3.46-3.96)
(4.15-4.75)
(5.11-5.86)
(5.87-6.72)
(6.87-7.91)
(7.66-8.87)
(8.45-9.85)
(9.26-10.9)
(10.4-12.3)
(11.2-13.4)
4.22
5.04
6.13
7.00
8.18
9.11
10.1
11.1
12.4
13.5
7-day
(3.95-4.51)
(4.72-5.39)
(5.73-6.55)
(6.53-7.47)
(7.60-8.74)
(8.43-9.75)
(9.28-10.8)
(10.1-11.9)
(11.3-13.4)
(12.2-14.6)
4.80
5.71
6.87
7.79
9.03
10.0
11.0
12.0
13.4
14.5
10-day
(4.51-5.10)
(5.37-6.07)
(6.46-7.30)
(7.30-8.27)
(8.43-9.60)
(9.32-10.7)
(10.2-11.7)
(11.1-12.8)
(12.3-14.4)
(13.2-15.6)
6.46
7.63
9.05
10.2
11.7
12.9
14.1
15.4
17.0
18.3
20-day
(6.11-6.83)
(7.23-8.07)
(8.56-9.57)
(9.60-10.8)
(11.0-12.4)
(12.1-13.7)
(13.2-15.0)
(14.3-16.3)
(15.7-18.2)
(16.8-19.7)
8.00
9.42
11.0
12.1
13.7
14.9
16.0
17.2
18.8
19.9
3D-day
(7.62-8.40)
(8.95-9.88)
(10.4-11.5)
(11.5-12.7)
(13.0-14.4)
(14.0-15.6)
(15.1-16.9)
(16.1-18.2)
(17.5-19.8)
(18.5-21.2)
10.1
11.8
13.5
14.9
16.6
18.0
19.3
20.5
22.2
23.5
45-day
(9.64-10.6)
(11.3-12.4)
(12.9-14.2)
(14.2-15.6)
(15.8-17.4)
(17.0-18.8)
(18.2-20.2)
(19.4-21.6)
(20.8-23.4)
(21.9-24.8)
12.1
14.1
15.9
17.3
19.1
20.5
21.7
23.0
24.6
25.7
60-day
(11.6-12.6)
(13.5-14.7)
(15.2-16.6)
(16.6-18.1)
(18.2-20.0)
(19.5-21.4)
(2o.7-22.8)
(21.8-24.1)
(23.2-25.8)
(24.2-27.1)
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
https://hdsc.nws. noaa.gov/hdsc/pfds/pfds_Pri ntpage. html?st=nc&sta=31-9539&data=depth&u n its=english&series=pds 1 /4

Hydraflow Storm Sewers Extension for Autodesk@ Civil 3D@ Plan
U I#1 (3
74 Cl #174
75 Cl #175
73 76
Cl #176
Cl #112 77 78 Cl #178
2 CI #111 7 171 Cl #177 79
71 Cl #A317#168 Cl #179
68 80
70 Cl #167
C til 70 CI#180
67 Cl #148
69
Cl #166 48
66
Cl #Qffi#1626 64 10 #165 GI #156
#108 Cl #147 47 CI #
56 GI #152 43
Cl #142
62 55 GI #155 52
#107 61 CI#161 GI #154 GI#151 42
Cl #159
60 Cl #160 54 51 Cl #138
GI #153
53 50 GI #150 38
#106 59 CI#137
GI #149
37
Cl #158 Cl #136
105 49
104 58
36
Cl #1345
34
CI #157 57 33
Cl #133 CI #135
32 Cl #130
103 CI#132 Cl§12930
Cl #131
29Cl #122 Cl #122 25
23
14 15 16 CI#116
21 4
Cl #113 Cl #114 Cl #115 17
20 Cl #120
CI 18
Project File: strm 100-2.stm Number of lines: 80 EDt,7171/16/2021
Storm Sewers v2020.40

Storm Sewer Tabulation
Page I
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ftls)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
I
End
118,878
0,19
20,25
0,77
0,15
15.59
10.0
20,3
4.2
66,18
87.06
9,39
42
0,75
841,00
841,89
843,28
844,44
844,83
862,00
101-100
2
1
58.549
0,25
20,06
0,77
0,19
15.45
10.0
20,1
4,3
65,73
77.96
9,30
36
1,37
842,96
843,76
846,31
846,88
862,00
858,00
102-101
3
2
82.040
0,24
3,94
0,77
0,18
3,03
10.0
19.0
4.4
13.29
22,75
4,23
24
1,01
844,76
845,59
848,76
849,04
858,00
855,85
103-102
4
3
119,000
0,36
3,70
0,77
0,28
2.85
10.0
18.6
4.4
12.61
22,62
4,02
24
1,00
845,79
846,98
849,30
849,67
855,85
857,12
104-103
5
4
17.000
0,18
3,34
0,77
0,14
2.57
10.0
18.5
4.4
11.41
22,62
3,63
24
1,00
847,18
847,35
849,84
849,88
857,12
858,73
105-104
6
5
69,000
0,79
3,16
0,77
0,61
2.43
10.0
18.3
4,5
10.84
14.85
6.21
18
2.00
847,85
849,23
849,99
850,64
858,73
858,90
106-105
7
6
92.000
0,60
2.37
0,77
0,46
1,82
10.0
18.1
4,5
8,19
10.50
4,63
18
1,00
849,43
850,35
851,53
852,09
858,90
859,64
107-106
8
7
86.819
0,60
1.77
0,77
0,46
1,36
10.0
17.7
4,5
6.17
10.51
3,75
18
1,00
850,55
851,42
852,40
852,64
859,64
859,90
108-107
9
8
47.046
0,22
1.17
0,77
0,17
0,90
10.0
17.4
4,6
4.11
10.50
3,77
18
1,00
851,62
852,09
852,68
852,87
859,90
860,46
109-108
10
9
60,357
0,80
0,95
0,77
0,62
0,73
10.0
17.0
4,6
3,38
10.56
3,45
18
1,01
852,29
852,90
853,28
853,60
860,46
860,77
110-109
11
10
118,981
0,08
0,15
0,77
0,06
0,12
10.0
11.7
5A
0,63
24,81
1,59
18
5,58
853,10
859,74
853,95
860,03
860,77
868,00
111-110
12
11
26,000
0,07
0,07
0,77
0,05
0,05
10.0
10.0
5,8
0,31
6.46
2.45
15
1,00
859,99
860,25
860,18
860,47
868,00
868,00
112-111
13
2
87.500
0,53
15.87
0,77
0,41
12.22
10.0
19.9
4,3
52.27
66,50
7,40
36
0,99
843,96
844,83
848,76
849,30
858,00
859,00
113-102
14
13
147,000
1,51
15.34
0,77
1,16
11.81
10.0
19.6
4,3
50.98
67,15
7.21
36
1,01
845,03
846,52
849,76
850,62
859,00
859,00
114-113
15
14
66,500
0,53
13.83
0,77
0,41
10.65
10.0
19.4
4,3
46.16
66,95
6.53
36
1,01
846,72
847,39
851,17
851,49
859,00
862,50
115-114
16
15
146,000
0,55
13.30
0,77
0,42
10.24
10.0
19.0
4.4
44.84
66,92
6.34
36
1,01
847,59
849,06
851,86
852,52
862,50
863,50
116-115
17
16
83.429
0,65
12.75
0,77
0,50
9,82
10.0
18.8
4.4
43.17
57.85
8,79
30
1,99
849,56
851,22
852,92
853,84
863,50
862,50
117-116
18
17
85.107
0,30
12.10
0,77
0,23
9,32
10.0
18.7
4.4
41.15
54.26
8,38
30
1,75
851,42
852,91
855,60
856,46
862,50
863,50
118-117
19
18
75.187
0,07
11.80
0,77
0,05
9,09
10.0
18.5
4.4
40.29
63,81
8,21
30
2.42
853,11
854,93
857,00
857,73
863,50
864,25
119-118
20
19
91.286
0,08
11.73
0,77
0,06
9,03
10.0
18.3
4,5
40.24
51.87
8,20
30
1,60
855,13
856,59
858,90
859,78
864,25
867,20
120-119
21
20
61,028
0,03
11.65
0,77
0,02
8,97
10.0
18.2
4,5
40.10
46.07
8,17
30
1,26
856,79
857,56
860,56
861,14
867,20
869,20
121-120
22
21
61.192
0.01
2.17
0,77
0,01
1,67
10.0
16.8
4,6
7,76
7,59
4,39
18
0,52
858,11
858,43
861,51
861,84
869,20
869,21
122-121
1
Project File: strm 100-2.stm
Number of lines: 80
Run Date: 11/16/2021
NOTES:Intensity = 57,11 / (Inlet time + 10.70) 1 0.76; Return period =Yrs, 10 c = cir e = ellip b = box
Storm Sewers v2020.40

Storm Sewer Tabulation
Page 2
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ftls)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
23
22
74.788
0,13
2.16
0,77
0,10
1,66
10.0
16.5
4.7
7,78
10.52
4,40
18
1,00
858,63
859,38
862,03
862,44
869,21
868,35
123-122
24
23
26,000
0,39
1.77
0,77
0,30
1,36
10.0
10.1
5,7
7,82
10.50
4.42
18
1,00
859,58
859,84
863,11
863,26
868,35
868,35
124-123
25
24
21,000
1,38
1,38
0,77
1,06
1,06
10.0
10.0
5,8
6.12
10.50
3,46
18
1,00
860,04
860,25
863,53
863,60
868,35
868,26
125-124
26
23
116,870
0,08
0,26
0,77
0,06
0,20
10.0
14.4
5,0
1,00
9,50
0,81
15
2.16
859,63
862,16
863,41
863,41
868,35
869,99
126-123
27
26
116,319
0,10
0,18
0,77
0,08
0,14
10.0
11.4
5,5
0,76
6.45
1.74
15
1,00
862,36
863,52
863,42
863,86
869,99
872,23
127-126
28
27
24,347
0,08
0,08
0,77
0,06
0,06
10.0
10.0
5,8
0,35
6.54
1,97
15
1,03
863,72
863,97
864,01
864,20
872,23
872,23
128-127
29
21
39.920
0,04
9,45
0,77
0,03
7,28
10.0
18.1
4,5
32.61
51.52
6.64
30
1,58
857,76
858,39
861,51
861,76
869,20
872,20
129-121
30
29
25,867
0,12
0,12
0,77
0,09
0,09
10.0
10.0
5,8
0,53
6.47
2.86
15
1,01
863,57
863,83
863,81
864,11
872,20
872,12
130-129
31
29
56.387
0,06
9,29
0,77
0,05
7,15
10.0
18.0
4,5
32.18
41.23
6.56
30
1,01
858,59
859,16
862,71
863,05
872,20
873,75
131-129
32
31
51.331
0,05
9,23
0,77
0,04
7.11
10.0
17.8
4,5
32.08
41.28
6.54
30
1,01
859,16
859,68
863,43
863,75
873,75
874,81
132-131
33
32
44.000
0,22
4,66
0,77
0,17
3,59
10.0
16.6
4.7
16.76
22,62
7,31
24
1,00
864,29
864,73
865,57
866,20
874,81
875,17
133-132
34
33
21,906
0,55
4.44
0,77
0,42
3,42
10.0
16.5
4.7
16.00
22,67
5,09
24
1,00
864,93
865,15
867,31
867,42
875,17
875,08
134-133
35
34
70.697
0,20
1.77
0,77
0,15
1,36
10.0
16.2
4.7
6.43
10.52
3,64
18
1,00
865,65
866,36
868,20
868,46
875,08
874,96
135-134
36
35
105,845
0,22
1,57
0,77
0,17
1.21
10.0
15.7
4,8
5,78
10.51
3,30
18
1,00
866,56
867,62
868,76
869,06
874,96
876,07
136-135
37
36
58.411
0,08
1,35
0,77
0,06
1,04
10.0
15.4
4,8
5,02
10.55
3,81
18
1,01
867,82
868,41
869,30
869,27
876,07
877,32
137-136
38
37
63,419
0,22
1.27
0,77
0,17
0,98
10.0
15.1
4,9
4.77
10.55
3,98
18
1,01
868,61
869,25
869,76
870,09
877,32
877,21
138-137
39
38
128,717
0,03
0,22
0,77
0,02
0,17
10.0
12.3
5,3
0,90
6.46
1,88
15
1,00
869,50
870,79
870,56
871,16
877,21
878,48
139-138
40
39
40.747
0,04
0,19
0,77
0,03
0,15
10.0
11.3
5,5
0,80
6.48
2.94
15
1,01
870,99
871,40
871,33
871,75
878,48
878,53
140-139
41
40
43.199
0,15
0,15
0,77
0,12
0,12
10.0
10.0
5,8
0,66
6.44
2.79
15
1,00
871,60
872,03
871,90
872,35
878,53
878,47
141-140
42
38
83.530
0,13
0,83
0,77
0,10
0,64
10.0
14.4
5,0
3,18
5,38
3,61
15
0,69
869,50
870,08
870,56
870,80
877,21
878,27
142-138
43
42
46.862
0,14
0,70
0,77
0,11
0,54
10.0
14.1
5,0
2.70
6.60
3,44
15
1,05
870,28
870,77
871,21
871,43
878,27
879,12
143-142
44
43
75.803
0,02
0,21
0,77
0,02
0,16
10.0
12.4
5,3
0,86
6.47
1,95
15
1,00
870,97
871,73
871,79
872,09
879,12
878,74
144-143
1
Project File: strm 100-2.stm
Number of lines: 80
Run Date: 11/16/2021
NOTES:Intensity = 57,11 / (Inlet time + 10.70) 1 0.76; Return period =Yrs, 10 c = cir e = ellip b = box
Storm Sewers v2020.40

Storm Sewer Tabulation
Page 3
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ftls)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
45
44
37.783
0,04
0,19
0,77
0,03
0,15
10.0
11.5
5,5
0,80
6.48
2.25
15
1,01
871,73
872,11
872,25
872,46
878,74
878,40
145-144
46
45
48.236
0,15
0,15
0,77
0,12
0,12
10.0
10.0
5,8
0,66
6.44
2.81
15
1,00
872,31
872,79
872,61
873,11
878,40
878,44
146-145
47
43
35.240
0,22
0,35
0,77
0,17
0,27
10.0
12.9
5,2
1,40
8,84
2.50
15
1,87
870,97
871,63
871,79
872,10
879,12
879,26
147-143
48
47
81.777
0,13
0,13
0,77
0,10
0,10
10.0
10.0
5,8
0,58
6.47
1,95
15
1,00
871,83
872,65
872,32
872,95
879,26
880,10
148-147
49
34
127,388
0,16
2.12
0,77
0,12
1,63
10.0
12.4
5,3
8,65
20,04
2.75
24
0,79
865,35
866,35
868,29
868,47
875,08
877,00
149-134
50
49
57.670
0,13
0,50
0,77
0,10
0,39
10.0
11.8
5A
2.08
6.48
4.24
15
1,01
870,10
870,68
870,59
871,25
877,00
877,00
150-149
51
50
58.330
0,13
0,37
0,77
0,10
0,28
10.0
11.1
5,5
1,58
6.49
2.92
15
1,01
870,88
871,47
871,54
871,97
877,00
877,00
151-150
52
51
57.670
0,24
0,24
0,77
0,18
0,18
10.0
10.0
5,8
1,06
6.48
2.60
15
1,01
871,67
872,25
872,20
872,66
877,00
877,50
152-151
53
49
100,000
0,32
1,46
0,77
0,25
1.12
10.0
11.0
5,6
6.24
10.50
4,09
18
1,00
866,85
867,85
868,64
868,92
877,00
877,50
153-149
54
53
57.671
0,27
1.14
0,77
0,21
0,88
10.0
10.8
5,6
4,92
6.48
4,68
15
1,01
868,10
868,68
869,26
869,58
877,50
877,50
154-153
55
54
58.330
0,27
0,87
0,77
0,21
0,67
10.0
10.4
5,7
3,79
6.49
3,58
15
1,01
868,88
869,47
870,23
870,36
877,50
877,50
155-154
56
55
57.670
0,60
0,60
0,77
0,46
0,46
10.0
10.0
5,8
2.66
6.48
3,43
15
1,01
869,67
870,25
870,59
870,90
877,50
877,50
156-155
57
32
64,538
0,19
4,52
0,77
0,15
3,48
10.0
17.6
4,5
15.80
22,70
5,03
24
1,01
860,18
860,83
865,01
865,33
874,81
875,83
157-132
58
57
277.167
0,07
4,33
0,77
0,05
3,33
10.0
16.7
4.7
15.51
22,69
4,94
24
1,01
861,03
863,82
865,54
866,84
875,83
878,03
158-157
59
58
137,014
0,17
4,26
0,77
0,13
3,28
10.0
16.3
4.7
15.45
22,70
4,92
24
1,01
864,02
865,40
867,04
867,67
878,03
876,15
159-158
60
59
44.000
0,20
0,51
0,77
0,15
0,39
10.0
10.3
5,7
2.23
6.46
3,02
15
1,00
867,85
868,29
868,82
868,89
876,15
876,52
160-159
61
60
21,000
0,31
0,31
0,77
0,24
0,24
10.0
10.0
5,8
1,37
6.46
2.63
15
1,00
868,49
868,70
869,19
869,16
876,52
877,24
161-160
62
59
152,371
0,06
3,58
0,77
0,05
2.76
10.0
15.7
4,8
13.20
22,59
4.21
24
1,00
865,60
867,12
868,60
869,09
876,15
876,41
162-159
63
62
16.659
0,12
0,12
0,77
0,09
0,09
10.0
10.0
5,8
0,53
6.52
2.87
15
1,02
870,00
870,17
870,24
870,45
876,41
876,10
163-162
64
62
26,000
0,21
1,54
0,77
0,16
1,19
10.0
11.5
5,5
6.47
10.50
3,66
18
1,00
867,62
867,88
869,58
869,68
876,41
876,41
164-162
65
64
24,000
0,28
1,33
0,77
0,22
1,02
10.0
11.4
5,5
5,61
10.50
3,18
18
1,00
868,08
868,32
869,84
869,91
876,41
877,50
165-164
66
65
48.558
0.45
1,05
0,77
0,35
0,81
10.0
11.2
5,5
4,46
6.49
3,64
15
1,01
868,57
869,06
870.14
870.37
877,50
876,83
166-165
Project File: strm 100-2.stm
Number of lines: 80
Run Date: 11/16/2021
NOTES:Intensity = 57,11 / (Inlet time + 10.70) 1 0.76; Return period =Yrs, 10 c = cir e = ellip b = box
Storm Sewers v2020.40

Storm Sewer Tabulation
Page 4
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ftls)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
67
66
87.148
0,30
0,60
0,77
0,23
0,46
10.0
10.5
5,7
2.61
6.45
3,09
15
1,00
869,25
870,12
870,62
870,77
876,83
879,14
167-166
68
67
32.189
0,30
0,30
0,77
0,23
0,23
10.0
10.0
5,8
1,33
6.44
2.46
15
0,99
870,32
870,64
871,11
871,10
879,14
879,97
168-167
69
62
124,826
0,07
1,86
0,77
0,05
1,43
10.0
15.2
4,9
6.96
10.51
4,01
18
1,00
867,41
868,66
869,55
870,04
876,41
877,48
169-162
70
69
26,090
0,05
0,05
0,77
0,04
0,04
10.0
10.0
5,8
0,22
6.45
0,18
15
1,00
869,02
869,28
870,74
870,74
877,48
877,48
170-169
71
69
84.021
0,06
1.74
0,77
0,05
1,34
10.0
14.9
4,9
6.57
10.50
4,34
18
1,00
868,86
869,70
870,52
870,75
877,48
878,43
171-169
72
71
27,481
0,20
0,20
0,77
0,15
0,15
10.0
10.0
5,8
0,89
6.52
0,79
15
1,02
869,95
870,23
871,22
871,22
878,43
878,36
172-171
73
71
99.485
0,07
1,48
0,77
0,05
1.14
10.0
14.5
5,0
5,65
7,88
5,09
15
1,49
869,95
871,43
871,22
872,39
878,43
881,93
173-171
74
73
38.000
0,16
1.41
0,77
0,12
1,09
10.0
14.4
5,0
5,40
6.46
4,40
15
1,00
871,63
872,01
873,17
873,43
881,93
881,70
174-173
75
74
61,399
0,19
1,25
0,77
0,15
0,96
10.0
14.1
5,0
4,82
6.44
4,05
15
0,99
872,21
872,82
873,65
873,94
881,70
880,40
175-174
76
75
84.981
0,24
1,06
0,77
0,18
0,82
10.0
13.8
5,1
4.14
6.46
4,28
15
1,00
873,02
873,87
874,08
874,69
880,40
880,08
176-175
77
76
16.330
0,16
0,16
0,77
0,12
0,12
10.0
10.0
5,8
0,71
6.59
3,13
15
1,04
875,36
875,53
875,64
875,86
880,08
879,78
177-176
78
76
49.000
0,11
0,66
0,77
0,08
0,51
10.0
13.4
5,1
2.61
6.46
3,13
15
1,00
874,07
874,56
875,23
875,21
880,08
880,60
178-176
79
78
73.500
0,43
0,55
0,77
0,33
0,42
10.0
12.8
5,2
2.22
6.48
3,28
15
1,01
874,76
875,50
875,55
876,09
880,60
881,75
179-178
80
79
72.409
0,12
0,12
0,77
0,09
0,09
10.0
10.0
5,8
0,53
6.44
1,65
15
0,99
875,70
876,42
876,40
876,70
881,75
880,10
180-179
Project File: strm 100-2.stm
Number of lines: 80
Run Date: 11/16/2021
NOTES:Intensity = 57,11 / (Inlet time + 10.70) 1 0.76; Return period =Yrs, 10 c = cir e = ellip b = box
Storm Sewers v2020.40

Hydraulic Grade Line Computations
Page I
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfS)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
1
42
66,18
841,00
843,28
2.28
6.65
9,95
1.21
844,49
n1a
118,87
841,89
844,44
2.55**
7,50
8,82
1.21
845,65i
n1a
n1a
n1a
0,50
n1a
2
36
65,73
842,96
846,31
3,00
7,07
9,30
1,35
847,66
n1a
58.549
843,76
846,88
3,00
7,07
9,30
1,34
848,23i
n1a
n1a
-0.776
1,90
n1a
3
24
13.29
844,76
848,76
2.00
3,14
4,23
0,28
849,04
0,345
82.040
845,59
849,04
2.00
3,14
4,23
0,28
849,32
0,345
0,345
0,283
0,83
0,23
4
24
12.61
845,79
849,30
2.00
3,14
4,02
0,25
849,55
0,311
119,00)846,98
849,67
2.00
3,14
4,02
0,25
849,92
0,311
0,311
0,370
0,50
0,13
5
24
11.41
847,18
849,84
2.00
3,14
3,63
0,21
850,05
0,254
17.000
847,35
849,88
2.00
3,14
3,63
0,20
850,09
0,254
0,254
0,043
0,50
0,10
6
18
10.84
847,85
849,99
1,50
1.77
6.13
0,58
850,57
n1a
69,000
849,23
850,64
1.41
1,73
6.28
0,61
851,26i
n1a
n1a
0,072
0,50
n1a
7
18
8,19
849,43
851,53
1,50
1.77
4,63
0,33
851,86
0,608
92.000
850,35
852,09
1,50
1.77
4,63
0,33
852,42
0,608
0,608
0,559
0,50
0,17
8
18
6.17
850,55
852,40
1,50
1.77
3,49
0,19
852,59
n/a
86.819
851,42
852,64
1.22
1,54
4,00
0,25
852,89i
n/a
n/a
0,053
1,03
n/a
9
18
4.11
851,62
852,68
1,06
0,92
3,08
0,31
852,99
n/a
47.046
852,09
852.87 j
0,78--
0,92
4,46
0,31
853,17i
n/a
n/a
n1a
0,90
n/a
10
18
3,38
852,29
853,28
0,99
0,81
2.73
0,27
853,55
n1a
60,357
852,90
853.60 j
0,70"
0,81
4.17
0,27
853,87i
n1a
n1a
n1a
1,00
n1a
11
18
0,63
853,10
853,95
0,85
0,24
0,60
0,10
854,06
n1a
118,98
859,74
860.03 j
0,29"
0,24
2.57
0,10
860,14i
n1a
n1a
n1a
0,86
n1a
12
15
0,31
859,99
860,18
0,19*
0,11
2.71
0,08
860,25
n/a
26,000
860,25
860,47
0,22**
0,14
2.20
0,08
860,54i
n/a
n/a
n1a
1,00
n/a
13
36
52.27
843,96
848,76
3,00
7,07
7,40
0,85
849,61
0,615
87.500
844,83
849,30
3,00
7,07
7,40
0,85
850,15
0,614
0,614
0,538
0,50
0,43
14
36
50.98
845,03
849,76
3,00
7,07
7.21
0,81
850,57
0,584
147,00)846,52
850,62
3,00
7,07
7.21
0,81
851,43
0,584
0,584
0,859
0,50
0,40
15
36
46.16
846,72
851,17
3,00
7,07
6.53
0,66
851,83
0,479
66,500
847,39
851,49
3,00
7,07
6.53
0,66
852,15
0,479
0,479
0,319
0,50
0,33
16
36
44.84
847,59
851,86
3,00
7,07
6.35
0,63
852,48
0,452
146,00)849,06
852,52
3,00
7,07
6.34
0,63
853,14
0,452
0,452
0,660
0,64
0,40
17
30
43.17
849,56
852,92
2.50
4,91
8,80
1,20
854,12
n/a
83.429
851,22
853,84
2.50
4,91
8,79
1,20
855,05i
n/a
n/a
-0.278
0,50
n/a
18
30
41.15
851,42
855,60
2.50
4,91
8,38
1,09
856,69
n/a
85.107
852,91
856,46
2.50
4,91
8,38
1,09
857,55i
n/a
n/a
-0.236
0,50
n/a
19
30
40.29
853,11
857,00
2.50
4,91
8,21
1,05
858,05
n1a
75.187
854,93
857,73
2.50
4,91
8,21
1,05
858,78i
n1a
n1a
-0.322
1.14
n1a
20
30
40.24
855,13
858,90
2.50
4,91
8,20
1,05
859,95
n1a
91.286
856,59
859,78
2.50
4,91
8,20
1,05
860,83i
n1a
n1a
-0.166
0,50
n1a
21
30
40.10
856,79
860,56
2.50
4,91
8,17
1,04
861,60
n/a
61,028
857,56
861,14
2.50
4,91
8,17
1,04
862,18i
n/a
n/a
-0.454
1,36
n/a
22
18
7,76
858,11
861,51
1,50
1.77
4,39
0,30
861,81
0,546
61.192
858.43
861,84
1,50
1.77
4,39
0,30
862,14
0,546
0,546
0,334
0,61
0,18
Project File: strm 100-2.stm
- -
Number of lines: 80
Run Date: 11/16/2021
Notes: * Normal depth assumed; ** Critical depth.; j-Line contains hyd. jump c = cir e = ellip b = box
Storm Sewers v202O.40

Hydraulic Grade Line Computations
Page 2
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfS)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
23
18
7,78
858,63
862,03
1,50
1.77
4,40
0,30
862,33
0,549
74.788
859,38
862,44
1,50
1.77
4,40
0,30
862,74
0,548
0,549
0,410
2.25
0,68
24
18
7,82
859,58
863,11
1,50
1.77
4.42
0,30
863,42
0,554
26,000
859,84
863,26
1,50
1.77
4.42
0,30
863,56
0,554
0,554
0,144
0,50
0,15
25
18
6.12
860,04
863,53
1,50
1.77
3,46
0,19
863,71
0,339
21,000
860,25
863,60
1,50
1.77
3,46
0,19
863,79
0,339
0,339
0,071
1,00
0,19
26
15
1,00
859,63
863,41
1,25
1,23
0,81
0,01
863,42
0,024
116,87)862,16
863,41
1,25
1,23
0,81
0,01
863,42
0,024
0,024
0,028
0,80
0,01
27
15
0,76
862,36
863,42
1,06
0,27
0,68
0,12
863,54
n1a
116,31
)863,52
863.86 j
0,34"
0,27
2.80
0,12
863,98i
n1a
n1a
n1a
1,50
n1a
28
15
0,35
863,72
864,01
0,29
0,16
1,66
0,08
864,09
n1a
24,347
863,97
864.20 j
0,23"
0,16
2.28
0,08
864,28i
n1a
n1a
n1a
1,00
n1a
29
30
32.61
857,76
861,51
2.50
4,91
6.65
0,69
862,20
0,633
39.920
858,39
861,76
2.50
4,91
6.64
0,69
862,45
0,632
0,633
0,252
1,35
0,93
30
15
0,53
863,57
863,81
0,24*
0,17
3,18
0,10
863,91
n/a
25,867
863,83
864,11
0,28**
0,21
2.54
0,10
864,21 i
n/a
n/a
n1a
1,00
n/a
31
30
32.18
858,59
862,71
2.50
4,91
6.56
0,67
863,37
0,616
56.387
859,16
863,05
2.50
4,91
6.56
0,67
863,72
0,616
0,616
0,347
0,56
0,37
32
30
32.08
859,16
863,43
2.50
4,91
6.54
0,66
864,10
0,612
51.331
859,68
863,75
2.50
4,91
6.54
0,66
864,41
0,612
0,612
0,314
1,50
1,00
33
24
16.76
864,29
865,57
1,28*
2.13
7,88
0,71
866,28
n1a
44.000
864,73
866,20
1.47**
2.48
6.75
0,71
866,91 i
n1a
n1a
n1a
0,50
n1a
34
24
16.00
864,93
867,31
2.00
3,14
5,09
0,40
867,71
0,500
21,906
865,15
867,42
2.00
3,14
5,09
0,40
867,82
0,500
0,500
0,110
1.44
0,58
35
18
6.43
865,65
868,20
1,50
1.77
3,64
0,21
868,40
0,375
70.697
866,36
868,46
1,50
1.77
3,64
0,21
868,67
0,375
0,375
0,265
1.27
0,26
36
18
5,78
866,56
868,76
1,50
1.77
3,27
0,17
868,93
0,303
105,84
5867,62
869,06
1.44
1.74
3,32
0,17
869,23
0,264
0,284
0,300
1,16
0,20
37
18
5,02
867,82
869,30
1,48
1,05
2.84
0,36
869,66
n1a
58.411
868,41
869.27 j
0,86-
1,05
4,78
0,36
869,63i
n1a
n1a
n1a
0,91
n1a
38
18
4.77
868,61
869,76
1,15
1,02
3,27
0,34
870,11
n/a
63,419
869,25
870.09 j
0,84-
1,02
4,69
0,34
870,43i
n/a
n/a
n1a
1,92
n/a
39
15
0,90
869,50
870,56
1,06
0,31
0,81
0,13
870,69
n/a
128,71
?870,79
871.16 j
0,37-
0,31
2.94
0,13
871,30i
n/a
n/a
n1a
0,97
n/a
40
15
0,80
870,99
871,33
0,34
0,27
3,03
0,13
871,45
n/a
40.747
871,40
871,75
0,35**
0,28
2.85
0,13
871,88i
n/a
n/a
n1a
1,43
n/a
41
15
0,66
871,60
871,90
0,30
0,23
2.89
0,11
872,02
n1a
43.199
872,03
872,35
0,32**
0,25
2.70
0,11
872,46i
n1a
n1a
n1a
1,00
n1a
42
15
3,18
869,50
870,56
1,06
0,73
2.86
0,30
870,86
n1a
83.530
870,08
870,80
0,72**
0,73
4,36
0,30
871,09i
n1a
n1a
n1a
1,03
n1a
43
15
2.70
870,28
871,21
0,93
0,66
2.77
0,26
871,47
n/a
46.862
870,77
871.43 j
0,66-
0,66
4.12
0,26
871,69i
n/a
n/a
n1a
1,48
n/a
44
15
0,86
870,97
871,79
0,82
0,30
1,01
0,13
871,92
n/a
75.803
871,73
872.09 j
0,36-
0,30
2.90
0,13
872,22i
n/a
n/a
n1a
0,50
n/a
Project File: strm 100-2.stm
- -
Number of lines: 80
Run Date: 11/16/2021
Notes: * Normal depth assumed; ** Critical depth.; j-Line contains hyd. jump c = cir e = ellip b = box
Storm Sewers v202O.40

Hydraulic Grade Line Computations
Page 3
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfS)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
45
15
0,80
871,73
872,25
0,52
0,28
1,65
0,13
872,38
n1a
37.783
872,11
872.46 j
0,35"
0,28
2.84
0,13
872,59i
n1a
n1a
n1a
1.47
n1a
46
15
0,66
872,31
872,61
0,30
0,23
2.91
0,11
872,72
n1a
48.236
872,79
873,11
0,32**
0,25
2.70
0,11
873,22i
n1a
n1a
n1a
1,00
n1a
47
15
1,40
870,97
871,79
0,82
0,42
1,65
0,17
871,96
n/a
35.240
871,63
872.10 j
0,47--
0,42
3,34
0,17
872,27i
n/a
n/a
n1a
0,73
n/a
48
15
0,58
871,83
872,32
0,49
0,22
1,30
0,10
872,42
n/a
81.777
872,65
872.95 j
0,30--
0,22
2.60
0,10
873,05i
n/a
n/a
n1a
1,00
n/a
49
24
8,65
865,35
868,29
2.00
3,14
2.75
0,12
868,40
0,146
127,38
866,35
868,47
2.00
3,14
2.75
0,12
868,59
0,146
0,146
0,186
1,43
0,17
50
15
2.08
870,10
870,59
0,49*
0,44
4,70
0,22
870,81
n1a
57.670
870,68
871,25
0,57**
0,55
3,78
0,22
871,48i
n1a
n1a
n1a
0,50
n1a
51
15
1,58
870,88
871,54
0,66
0,46
2.38
0,19
871,73
n/a
58.330
871,47
871.97 j
0,50--
0,46
3,46
0,19
872,15i
n/a
n/a
n1a
0,50
n/a
52
15
1,06
871,67
872,20
0,53
0,35
2.13
0,15
872,35
n/a
57.670
872,25
872.66 j
0,41--
0,34
3,08
0,15
872,80i
n/a
n/a
n1a
1,00
n/a
53
18
6.24
866,85
868,64
1,50
1.77
3,53
0,19
868,83
n/a
100,00)867,85
868,92
1,07
1,34
4,65
0,34
869,25i
n/a
n/a
0,082
1,50
n/a
54
15
4,92
868,10
869,26
1,16
0,94
4,15
0,42
869,68
n1a
57.671
868,68
869.58 j
0,90"
0,94
5,21
0,42
870,00i
n1a
n1a
n1a
0,50
n1a
55
15
3,79
868,88
870,23
1,25
1,23
3,09
0,15
870,38
n1a
58.330
869,47
870,36
0,89
0,93
4,08
0,26
870,61 i
n1a
n1a
-0.019
0,50
n1a
56
15
2.66
869,67
870,59
0,92
0,65
2.76
0,26
870,85
n/a
57.670
870,25
870.90 j
0,65--
0,65
4,10
0,26
871,16i
n/a
n/a
n1a
1,00
n/a
57
24
15.80
860,18
865,01
2.00
3,14
5,03
0,39
865,41
0,488
64,538
860,83
865,33
2.00
3,14
5,03
0,39
865,72
0,488
0,488
0,315
0,50
0,20
58
24
15.51
861,03
865,54
2.00
3,14
4,94
0,38
865,92
0,470
277.16'7863,82
866,84
2.00
3,14
4,94
0,38
867,22
0,470
0,470
1,304
0,50
0,19
59
24
15.45
864,02
867,04
2.00
3,14
4,92
0,38
867,41
0,467
137,014865,40
867,67
2.00
3,14
4,92
0,38
868,05
0,467
0,467
0,639
2.19
0,82
60
15
2.23
867,85
868,82
0,97
0,58
2.18
0,23
869,06
n/a
44.000
868,29
868.89 j
0,60--
0,58
3,86
0,23
869,12i
n/a
n/a
n1a
0,50
n/a
61
15
1,37
868,49
869,19
0,70
0,41
1,93
0,17
869,36
n/a
21,000
868,70
869.16 j
0,46--
0,41
3,32
0,17
869,33i
n/a
n/a
n1a
1,00
n/a
62
24
13.20
865,60
868,60
2.00
3,14
4,20
0,27
868,87
0,341
152,37
867,12
869,09
1,97
3,13
4.21
0,28
869,37
0,311
0,326
0,496
1,53
0,42
63
15
0,53
870,00
870,24
0,24*
0,17
3,20
0,10
870,34
n1a
16.659
870,17
870,45
0,28**
0,21
2.54
0,10
870,55i
n1a
n1a
n1a
1,00
n1a
64
18
6.47
867,62
869,58
1,50
1.77
3,66
0,21
869,79
0,380
26,000
867,88
869,68
1,50
1.77
3,66
0,21
869,89
0,380
0,380
0,099
0,50
0,10
65
18
5,61
868,08
869,84
1,50
1.77
3,18
0,16
870,00
0,286
24,000
868,32
869,91
1,50
1.77
3,18
0,16
870,06
0,286
0,286
0,069
1,49
0,23
66
15
4,46
868,57
870,14
1,25
1,23
3,64
0,21
870,35
0,478
48.558
869.06
870,37
1,25
1,23
3,64
0,21
870,58
0,478
0,478
0,232
0,53
0,11
Project File: strm 100-2.stm
- -
Number of lines: 80
Run Date: 11/16/2021
Notes: * Normal depth assumed; ** Critical depth.; j-Line contains hyd. jump c = cir e = ellip b = box
Storm Sewers v202O.40

Hydraulic Grade Line Computations
Page 4
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfS)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
67
15
2.61
869,25
870,62
1,25
0,64
2.13
0,07
870,69
n1a
87.148
870,12
870.77 j
0,65"
0,65
4,05
0,25
871,03i
n1a
n1a
0,083
0,50
n1a
68
15
1,33
870,32
871,11
0,79
0,40
1,63
0,17
871,28
n1a
32.189
870,64
871.10 j
0,46"
0,40
3,29
0,17
871,26i
n1a
n1a
n1a
1,00
n1a
69
18
6.96
867,41
869,55
1,50
1.77
3,94
0,24
869,79
0,439
124,82
868,66
870,04
1,38
1,70
4,08
0,26
870,30
0,380
0,410
0,511
1,68
0,43
70
15
0,22
869,02
870,74
1,25
1,23
0,18
0,00
870,74
0,001
26,090
869,28
870,74
1,25
1,23
0,18
0,00
870,74
0,001
0,001
0,000
1,00
0,00
71
18
6.57
868,86
870,52
1,50
1.77
3,72
0,22
870,74
n1a
84.021
869,70
870,75
1,05
1,33
4,96
0,38
871,14i
n1a
n1a
0,016
1,50
n1a
72
15
0,89
869,95
871,22
1,25
1,23
0,72
0,01
871,23
0,019
27,481
870,23
871,22
0,99
1,04
0,85
0,01
871,23
0,020
0,019
0,005
1,00
0,01
73
15
5,65
869,95
871,22
1,25
1,01
4,60
0,33
871,55
n/a
99.485
871,43
872.39 j
0,96--
1,01
5,57
0,48
872,87i
n/a
n/a
n1a
1,50
n/a
74
15
5,40
871,63
873,17
1,25
1,23
4,40
0,30
873,47
0,700
38.000
872,01
873,43
1,25
1,23
4,40
0,30
873,73
0,700
0,700
0,266
0,50
0,15
75
15
4,82
872,21
873,65
1,25
1,23
3,93
0,24
873,89
n/a
61,399
872,82
873,94
1.12
1,16
4,16
0,27
874,21 i
n/a
n/a
0,054
0,50
n/a
76
15
4.14
873,02
874,08
1,06
0,86
3,73
0,36
874,44
n1a
84.981
873,87
874.69 j
0,82"
0,86
4,83
0,36
875,06i
n1a
n1a
n1a
1,50
n1a
77
15
0,71
875,36
875,64
0,28*
0,20
3,50
0,12
875,75
n1a
16.330
875,53
875,86
0,33**
0,26
2.75
0,12
875,98i
n1a
n1a
n1a
1,00
n1a
78
15
2.61
874,07
875,23
1,16
0,64
2.20
0,26
875,48
n/a
49.000
874,56
875.21 j
0,65--
0,64
4,07
0,26
875,46i
n/a
n/a
n1a
0,50
n/a
79
15
2.22
874,76
875,55
0,79
0,57
2.70
0,23
875,78
n/a
73.500
875,50
876.09 j
0,59--
0,57
3,85
0,23
876,32i
n/a
n/a
n1a
0,60
n/a
80
15
0,53
875,70
876,40
0,70
0,21
0,75
0,10
876,50
n1a
72.409
876,42
876.70 j
0,28"
0,21
2.54
0,10
876,80i
n1a
n1a
n1a
1,00
n1a
Project File: strm 100-2.stm
Number of lines: 80 -Run
Date: 11/16/2021
Notes: * Normal depth assumed; ** Critical depth.; j-Line contains hyd. jump c = cir e = ellip b = box
Storm Sewers v202O.40

Book 3573 Page 1933
Rev. $
Parcel Identifier/Tax Account/PIN No.
Brief Description for the Index:
Prepared by and return to:
FORSYTH CO. NC FEE $26.00
NO TAXABLE CONSIDERATION
PRESENTED & RECORDED
12/15/2020 01:32:10 PM
LYNNE JOHNSON
REGISTER OF DEEDS
BY: OLIVIA DOYLE
ASST
BK: RE 3573
PG: 1933 -1936
(For Recording Data)
5896-55-6034
26.49 acre tract, Eugenia L. Sheets Heirs
RAGSDALE LIGGETT, PLLC (RAMSEUR) without
the benefit of title examination
NORTH CAROLINA QUITCLAIM DEED
This Quitclaim Deed (the "Deed") is made as of the day of December, 2020, by
and between JCS PROPERTIES NORTH LLC, a North Carolina limited liability
company, with a mailing address of 104 Summit Wood Court, Holly Springs, North
Carolina 27540 ("Grantor"); and WEST EDGE — ADAMS, LLC, a South Carolina limited
liability company, with a mailing address of P.O. Box 20850, Charleston, South Carolina
29413 ("Grantee").
For valuable consideration paid by Grantee to Grantor, the receipt and sufficiency of
which are hereby acknowledged, Grantor has and by these presents does hereby grant,
bargain, sell and convey unto Grantee in fee simple all of that certain lot or parcel of land
located in or near the City of Winston-Salem, Vienna Township, Forsyth County, North
Carolina (the "Premises") and more particularly described in Exhibit "A" which is attached
hereto and incorporated herein by reference for a more complete and accurate description.
Grantor herein states that the Premises conveyed herein is not the primary
residence of the Grantor. The sole purpose of this Deed is to record Grantee's new survey
legal description of the property hereinabove described. Grantor makes no warranty,
express or implied, as to the accuracy or title of the aforcineritioned survey or description.
TO HAVE AND TO HOLD the Premises and all privileges and appurtenances
thereto belonging to Grantee in fee simple absolute,
submitted electronically by "Blanco Tackabery & Matamoros, P.A."
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the Forsyth county Register of Deeds.

Book 3573 Page 1934
GRANTOR makes no warranties, either express or implied as to the title of the
Premises conveyed herein.
The designation of Grantor and Grantee as used in this Deed includes the parties
expressly named herein, their heirs, successors, and assigns and shall include the singular,
plural, masculine, feminine or neuter as required by context.
IN WITNESS WHEREOF, Grantor has caused this Deed to be duly executed under
seal as of the day and year first written above.
[Signature and Notary Acknowledgement on following page.]

Book 3573 Page 1935
North Carolina Quitclaim Deed
Signature and Notary Acknowledgment Page
Page 3
STATE OF NORTH CAROLINA
COUNTY OF
W.*Vk
JCS PROPERTIES NORTH LLC, a North
Carolina limited liability company
(SEAL)
By: DAVID L. SHEET
Its: Managing Member
I, a Notary Public of the County and State aforesaid, certify that the following
person(s) personally appeared before me this day, each acknowledging that he or she
voluntarily signed the foregoing document for the purpose stated therein and in the capacity
indicated: DAVID L. SHEETS, as the Managing Member of JCS PROPERTIES NORTH
LLC, a North Carolina limited liability company
Date: December �Z) , 2020
(SEAL)
�01vim;: Printed Nat
- Notary Pub
cG My commis;
y V
A G
co��'.••.
otary:
ires: kZ,* �ck • 7,'6qL1

Book 3573 Page 1936
EXHIBIT A
5220 Robinhood Road
BEGINNING at an existing iron pin being located in the southwestern right of way line of
Robinhood Road, said pin also being in the northeastern corner of property owned, now or
formerly, by William and Susan Loggins (DB 1385, PG 1066); thence South 64 degrees 18
minutes 55 seconds East 300.92 feet to an existing iron pin in the intersection of Robinhood
Road and Meadowlark Drive; Thence South 30 degrees 50 minutes 07 seconds East 107.21 feet
to an existing iron pin in the western right of way line of Meadowlark Drive; thence on a curve
to the left having a radius of 183.24 feet, an are length of 189.81 feet and a chord bearing and
distance of South 21 degrees 50 minutes 23 seconds East 181.44 feet to an existing iron pin in
said right of way line of Meadowlark Drive; Thence South 51 degrees 30 minutes 56 seconds
East 209.77 feet to an existing iron pin in the northwest corner of property owned, now or
formerly, by Meadowlark Developers LLC (DB 3340, PG 375); thence South 39 degrees 45
minutes 30 seconds West 960.87 feet to an existing iron pipe in the property line of Meadowlark
Developers LLC (DB 3340, PG 375); thence North 85 degrees 06 minutes 23 seconds West
399.82 feet to an existing iron pin located in the eastern property line of Charles and Tanya
Sellars, now or formerly, (DB 3292, PG 3359); thence North 00 degrees 56 minutes 02 seconds
East 375.16 feet to an existing iron pin in the northeastern corner of property owned, now or
formerly, by James and Jan Starman (DB 3430, PG 984) thence North 88 degrees 01 minute 10
seconds West 840.95 feet to a stone corner in the property line of Juanita Fay Matherly, now or
formerly (DB 2940, Page 3798); thence North 00 degrees 51 minutes 03 seconds East 401.26
feet to an existing iron pin in the property line of Joseph Stanco, now or formerly (DB 3009, PG
326); thence South 87 degrees 44 minutes 43 seconds East 461.00 feet to an existing iron pin
being located in the south east corner of property owned, now or formerly, by Robin Hood
Baptist Church (DB 602, PG 288); thence South 87 degrees 48 minutes 51 seconds East 362.04
feet to an existing iron pin in the property line, now or formerly, owned by Billie Moses and
Susan Loggins (DB 3078, Page 492); thence North 45 degrees 31 minutes 48 seconds East
646.01 feet to the POINT AND PLACE OF BEGINNING, and containing 26.310 acres more or
less as shown on a survey entitled "ALTA/NSPS Survey Adams Property Group, LLC 5220,
5264 & 5284 Robinhood Rd." drawn by Sgroi Land Surveying, PLLC, dated July 7, 2020.
BTM:803570v4

• I./eh �, Wall to Saeen Services Wea �
Retail ! Restaurant Full Movemen vl,
�rSize: 4.200 SF +1- eo �,. sy�� ,Q a{� - .. ....
p 9'MonuRlen[ Retail! Restaurant
Footprint: 60'x 70' '"Sign age Commercla� Size 7200 SF+h
r} _ Parking Required: Based on AklacaGon Footprint 80' x 120' a
ere.-
�` Parking Provided: 36 spaces +1- r�� i- Parking Required: Based on AlkoraGon
Fw +1 45 d id P ki
�Parng rove: spaces -�
"r a ?t,- .� a. � - � ,•'��x:.. R Rig nl-inl Rigmau[
aE
Food Store 'l• •� s.l.gnage
Size: 51,447 SF 1-
Interlar �
'notprint 48X7 SIF +1- F Retail ! Restaurant
Padang Required (@11200): 242 spaces rl I -Z_,g _ Size_ 7.200 SF +!-
Parking Provided: 24a spaces *1- II �gj'- �..:?, `-- Footprint! 60' x 120'
B-r� C --?' - Parking Required: Based on AElaration
GJ I B-111 ' r R. ��_ zA Parking Previded: 40 spaces+l-
s f r6-5-f
-- 1 3 - ,e 6 �3 a tparcel '
'.n9 Aces +r.
Multifamily B-13 1
Residential Gam:
227 Units +l- al e' No xment
23.63 Acres+l- Il .y e B'7 B-22 .. Slgnage '
G n B-21
B-1
B-30 B-2J
1 •
B-2
-N
- =--n 1J ❑ F ,Mtltn Anglenlg spat 0. .
i es
- --
2---------------
--
SOURCE: Alternate Grocery Concept West End Site Plan
prepared by Stimmel Associates, PA dated 5/22/20
Boring locations were determined in the field utilizing
a handheld GPS unit
SCALE: NTS
NOVA
s�0is „
Figure 3: Boring Location Plan
Proposed West End Development
Winston Salem, North Carolina
NOVA Project Number 10705-2020024

KEY TO SYMBOLS AND CLASSIFICATIONS
DRILLING SYMBOLS
Split Spoon Sample
a Undisturbed Sample (UD)
Standard Penetration Resistance (ASTM D1586)
1 Water Table at least 24 Hours after Drilling
SZ Water Table 1 Hour or less after Drilling
100/2" Number of Blows (100) to Drive the Spoon a Number of Inches (2)
NX, NQ Core Barrel Sizes: 2%8- and 2-Inch Diameter Rock Core, Respectively
REC Percentage of Rock Core Recovered
RQD Rock Quality Designation — Percentage of Recovered Core Segments 4 or more Inches Long
01 Loss of Drilling Water
MC Moisture Content Test Performed
CORRELATION OF PENETRATION RESISTANCE WITH RELATIVE DENSITY AND CONSISTENCY
Number of Blows, "N"
Approximate Relative Densi
0-4
Very Loose
5 —10
Loose
SANDS
11-30
Medium Dense
31— 50
Dense
Over 50
Very Dense
Number of Blows, "N"
Approximate Consistency
0-2
Very Soft
3-4
Soft
SILTS
5-8
Firm
and
9 —15
Stiff
CLAYS
16 — 30
Very Stiff
31— 50
Hard
Over 50
Very Hard
DRILLING PROCEDURES
Soil sampling and standard penetration testing performed in accordance with ASTM D1586. The standard
penetration resistance is the number of blows of a 140 pound hammer falling 30 inches to drive a 2-inch O.D., I% -
inch I.D. split spoon sampler one foot. Core drilling performed in accordance with ASTM D2113. The undisturbed
sampling procedure is described by ASTM D1587. Soil and rock samples will be discarded 30 days after the date of
the final report unless otherwise directed.
N ❑ VA

SOIL CLASSIFICATION CHART
COARSE GRAINED
SOILS
GRAVELS
Clean Gravel
less than 5% fines
GW
Well graded gravel
GP
Poorly graded gravel
Gravels with Fines
more than 12% fines
GM
Silty gravel
GC
Clayey gravel
SANDS
Clean Sand
less than 5% fines
SW
Well graded sand
SP
Poorly graded sand
Sands with Fines
more than 12% fines
SM
Silty sand
SC
Clayey sand
FINE GRAINED
SOILS
SILTS AND CLAYS
Liquid Limit
less than 50
Inorganic
CL
Lean clay
ML
Silt
Organic
OL
Organic clay and silt
SILTS AND CLAYS
Liquid Limit
50 or more
Inorganic
CH
Fat clay
MH
Elastic silt
Organic
OH
Organic clay and silt
HIGHLY ORGANIC
SOILS
Organic matter, dark
color, organic odor
PT
Peat
PARTICLE SIZE IDENTIFICATION
GRAVELS
Coarse
% inch to 3 inches
Fine
No. 4 to % inch
SANDS
Coarse
No. 10 to No. 4
Medium
No. 40 to No. 10
Fine
No. 200 to No. 40
SILTS AND CLAYS
Passing No. 200
N ❑ VA

N 0 VA
TEST BORING
RECORD
B29I
PROJECT: West End Development PROJECT NO.: 10705-2020024
CLIENT: Adams Property Group
PROJECT LOCATION: Robinhood Road Winston-Salem
LOCATION: SWM Device ELEVATION: 848 Ft-MSL
DRILLER: CG2 LOGGED BY: KR
DRILLING METHOD: HSA Diedrich D50 DATE: 6/29/20
DEPTH TO - WATER> INITIAL: s N/E AFTER 24 HOURS: N/E CAVING> L 11.7'
^
C
o
> :5
w
Description
U
!E
R
3
2
a)N
Q
E
Cu ~
Cu
z
Graphic
Depiction
BLOW
. NATURAL
PLASTIC
10
COUNT
MOISTURE
LIMIT
20
LIQUID
60
LIMIT
10
0
845
840
835
830
825
820
815
2-2-2
3-4-4
4-4-5
3-4-3
4-5-7
30
40
Topsoil (7)
4
8
RESIDUUM: Moist, soft, brown (fine) sandy SILT (ML)
Moist, firm, brown/orange slightly micaceous SILT (ML) w/
trace rock fragments & organics (roots)
Moist, stiff, tan/brown slightly micaceous (fine) sandy SILT
(ML) w/rock fragments
Moist, firm, dark brown/grey highly micaceous SILT (ML)
Very moist, stiff, tan/grey micaceous (fine) sandy SILT (ML)
5
9
41
7
10
12
15
Boring terminated at 15'
20
25
30
35
Pa e1of1

N 0 VA
TEST BORING
RECORD
B30
PROJECT: West End Development PROJECT NO.: 10705-2020024
CLIENT: Adams Property Group
PROJECT LOCATION: Robinhood Road Winston-Salem
LOCATION: SWM Device ELEVATION: 845 Ft-MSL
DRILLER: CG2 LOGGED BY: KR
DRILLING METHOD: HSA Diedrich D50 DATE: 6/29/20
DEPTH TO - WATER> INITIAL: s N/E AFTER 24 HOURS: N/E CAVING> L 6.4'
^
0
o
>
w
Description
U
!E
6
3
a
N
Q
Cu ~
N
z
Graphic
Depiction
BLOW
. NATURAL
PLASTIC
10
COUNT
MOISTURE
LIMIT I
20
LIQUID
60
LIMIT
10
845
840
835
830
825
820
815
810
3-5-9
3-5-6
3-2-4
2-3-4
30
40
Topsoil (8")
,,
Thi
,, ,,
14
1
RESIDUUM: Moist, stiff, red/orange clayey SILT (ML)
Moist, stiff, orange/tan clayey SILT (ML)
Moist, firm, tan/orange slightly micaceous SILT (ML)
5
6
10
Boring terminated at 10'
15
20
25
30
35
Page 1 of 1

1/23/22. 4:40 PM
North Carolina Secretary of State Search Results
• Upload a PDF Filing • Order a Document Online • Add Entity to My Email Notification List
• View Filings
Limited Partnerships
Legal Name
West Edge, LP
Information
Sosld: 2319146
Status: Current -Active O
Date Formed: 11 /29/2021
Citizenship: Foreign
State of Incorporation: TX
Annual Report Due Date:
Registered Agent: Paracorp Incorporated
Addresses
Reg Office Reg Mailing Mailing
176 Mine Lake Ct #100 176 Mine Lake Ct #100 2298 Mount Pleasant St.
Raleigh, NC 27615 Raleigh, NC 27615 Charleston, SC 29403
Principal Office
2298 Mount Pleasant St.
Charleston, SC 29403
https://www.sosnc.gov/onIine_services/search/Business_Registration_ResuIts 1 /1

SOSID: 2319146
Date Filed: 12/10/2021 12:59:00 PM
Elaine F. Marshall
North Carolina Secretary of State
C2021 344 00196
State of North Carolina
Department of the Secretary of State
APPLICATION FOR REGISTRATION
AS A FOREIGN LIMITED PARTNERSHIP
Pursuant to §59-902 of the General Statutes of North Carolina, the undersigned hereby submits this application
for Registration as a Foreign Limited Partnership for the purpose of obtaining a Certificate of Authority to
transact business in this State.
1. The name of the foreign limited partnership is: West Edge, LP
2. If the name of the foreign limited partnership is unavailable for use in the State of North Carolina, the name the
limited partnership wishes to use is:
(The name must contain the words "Limited Partnership," or the abbreviation "L.P." or "LP," or the combination
"Ltd. Partnership".)
3. The jurisdiction in which the limited partnership was formed is
and the date of formation was 11/29/2021
Perpetual
Texas
The limited partnership's period of duration is
4. The street address of the principal office is:
Number and Street: 2298 Mount Pleasant St.
City: Charleston
State: SC zip Code: 29403 County: Charleston
The mailing address, if different fi-om the street address, of the principal office:
Telephone:
Number and Street:
City:
5. Name of Registered Agent:
State: Zip Code: County:
Paracorp Incorporated
6. Address of Registered Agent's Office:
Number and Street: 176 Mine Lake Ct #100
city: Raleigh
State: NC Zip Code: 27615 County: V Va ke
The mailing address, if different from the street address, of the registered office:
Number and Street:
City:
State: NC Zip Code: County:
NOTES:
Filing fee is $50. This document must be fired with the Secretary of State.
BUSINESS REGISTRATION DIVISION P.O.BOX 29622 RALEIGH, NC 27626-06222
(Revised August, 2017), Page I Form LP-04

In consideration of the issuance of a Certificate of Authority to transact business in North Carolina, the limited
partnership appoints the Secretary of State of North Carolina as the agent to receive service of process, notice or
demand, whenever the foreign limited partnership fails to appoint or maintain a registered agent in this State, or
whenever such registered agent cannot with reasonable diligence be found at the registered office.
(Optional): Please provide a business e-mail address:
The Secretary of State's Office will e-mail the business automatically at the address provided at no charge when a
document is filed. The e-mail provided will not be viewable on the website. For more information on why this
service is being offered, please see the instructions for this document.
9. Enter the name and address of each general partner: (attach additional sheets if necessary)
Name West Edge - Adams, LLC Name
Street/No.2298 Mount Pleasant St. Street/No.
city Charleston city
State/Zip`SC, 29403 State/Zip
10. Limited Partners (select 1 or 2, as appropriate)
❑ Attached is a list of the names and addresses of all limited partners (include full name/street
address/city/state/zip code/county); or
RI The location of the office where list of the names and addresses of the limited partners and their capital
contributions will be kept as long as the limited partnership transacts business in North Carolina is:
Number and Street: 2298 Mount Pleasant St.
City: Charleston State: SC Zip Code: 29403 County: Charleston
11. (Select one)
❑ The foreign limited partnership is a foreign limited liability limited partnership.
® The foreign limited partnership is not a foreign limited liability 1nnited partnership.
12. This registration will be effective upon filing, unless a future date and/or time is specified:
West Edge, LP
By: West Edge -Adams, LLC, a South Carolina limited liability company,
General Partner
By:
Franl F. A ms, Marloer
NOTES:
Filing fee is $50. This document must be filed with the Secretary of State.
BUSINESS REGISTRATION DIVISION P.O.BOX 29622 RALEIGH, NC 27626-06222
(Revised August, 2017) Page 2 Form LP-04