SW3231201_Design Calculations_20240424

The Shops at Prescot Village
Waxhaw, NC
Site Address: Prescot Glen Parkway SWPPP Revisions
Waxhaw, NC 28173
Parcel ID Us 06165003A No. Date
06165003P
/ /
Permittee: The Widewaters Group / /
10800 Sikes Place, Suite 225
Charlotte, NC 28277 / /
Permittee Contact: Brian R. Long / /
[phone] / /
[e-mail] / /
Site Operator: / /
Stormwater Pollution
Prevention Plan (SWPPP)
FOR:
The Shops at Prescot Village
April 24, 2024
BY: Barry M. Fay, PE
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704-375-2438
[e-mail]
AAMERICAN
Engineering

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
A AMERICAN OFFICE:
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village —Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Table of Contents
Title Page #
Site Narrative 4
Construction Sequence 6
Engineer Certification 7
Appendix A
A-1 Location Map 8
A-2 Aerial Image 9
A-3 Soils Map 10
A-4 FEMA Flood Map 12
A-5 USGS Topographic Map 13
A-6 Grading Plan/Tributary Area Map 14
A-7 Storm Drain Pipe Calculations 17
A-8 Gutter Spread Calculations 24
A-9 Swale Calculations 26
A-10 Pre and Post Drainage Maps 45
A-11 Wet Pond Calculations 48
Water Quality Calculations 49
SA/DA & Forebay Sizing Calculations 50
Anti-Flotation Sizing 51
Emergency Spillway Stabilization Calculations 52
Hydraflow Hydrograph Results and Pond Report 53
A-12 Sediment Basin Calculations 82
Sediment Basin 1 Calculations 83
Sediment Basin 2 Calculations 86
A-13 Diversion Ditch & Slope Drain Calculations 89
Temporary Diversion Ditch 1 Calculations 90
Temporary Diversion Ditch 2 Calculations 92

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A AIVIERICAN Charlotte,NC 28226
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Temporary Diversion Ditch 3 Calculations 94
Temporary Slope Drain Calculations 96
A-14 Riprap Apron Calculations 98

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A AMERICAN Charlotte,NC28226
OFFICE:704tte,NC5.2438
Engineering Charlotte,
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Site Narrative
The Widewaters Group intends to construct 3 commercial buildings on a 15.40-acre property located on
portions of two parcels located on Prescot Glen Parkway in Waxhaw, NC.The parcel ID#s are 06165003P
and 06165003A.The property is zoned CC(Corridor Commercial) and will support the proposed
commercial building use. The site is currently vacant with no impervious area. Prescot Glen Parkway
runs along the northern boundary of the site, NC-16 runs along the eastern boundary of the site and
Pine Oak Road runs along the southern boundary of the site.
The site currently has a driveway connection to NC-16 and a driveway connection to Prescot Glen
Parkway.The proposed development will connect these two driveways and will propose an additional
driveway along Prescot Glen Parkway at the existing roundabout. Water services to each of the
proposed commercial buildings will be provided from the existing 8" water main along Prescot Glen
Parkway.The sewer services will connect to the existing 8" sanitary sewer in Prescot Glen Parkway.
The construction of The Shops at Prescot Village will disturb 15.63 acres of land.The existing drainage
pattern primarily runs from the south to north throughout the site.The existing site drainage collects in
a basin on the site and discharges to the north, across Prescot Glen Parkway,toward Twelvemile Creek.
Development of the site will preserve existing drainage patterns by routing stormwater to a proposed
wet detention pond on the northern side of Prescot Glen Parkway.The proposed storm drainage has
been sized for the 10yr-5min stormwater intensity per rational stormwater runoff equation.The existing
42" RCP storm pipes across Prescot Glen Parkway have been evaluated for the 25yr-5min stormwater
intensity.The proposed wet pond will capture a portion of the drainage from Prescot Glen Parkway in
addition to the site drainage.The site is subject to post construction ordinance requirements because
the proposes more than 20,000 square feet of Built-Upon Area (BUA).The POA moves slightly from the
pre-development to post-development condition for the wet pond to avoid short-circuiting.The
proposed wet pond will discharge to the Twelve Mile Creek floodplain to match the pre-development
condition.
Erosion and sediment control requirements are to be met through sediment basins, silt fence and inlet
protection.The post construction stormwater requirements are to be met with a proposed wet pond.
The wet pond has been designed to provide water quality treatment for the first inch of rainfall and pre
vs post peak attenuation for the 2-year and 10-year 24-hour storm events.The emergency spillway has
been designed to pass the 50-year storm.The pre-development and post development discharge rates
are summarized in the table below.
Pre vs Post Discharge Rates Summary Table

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
AMERICAN Charlotte,NC 28226
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village —Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
PRE VS POST DISCHARGE SUMMARY TABLE
2YR-24HR 10YR-24HR 25YR-24HR 50YR-24HR 100YR-24HR
PRE(CFS) 21.27 47.70 66.18 81.65 98.48
POST(CFS) 5.99 45.99 85.42 116.98 144.32
DELTA -15.28 -1.71 19.24 35.33 45.84
BMP 1 ELEV. 510.49 511.53 511.91 512.14 512.31
FREEBOARD 2.51 1.47 1.09 0.86 0.69

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A AMERICAN Charlotte,NC28226
OFFICE:704tte,NC5.2438
Engineering Charlotte,
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Construction Sequence
1. Obtain Grading/Erosion Control plan approval from the Town of Waxhaw erosion control
inspector. Obtain NCGO1 permit.
2. Set up an on-site pre-construction conference with Erosion Control Inspector of the Town
Engineering Department to discuss erosion control measures. Failure to schedule such
conference 48 hours prior to any land disturbing activity is a violation of the town code and is
subject to fine.
3. Install silt fence, inlet protection, sediment basins, diversion ditches,tree protection, and other
measures as shown on the plans, clearing only as necessary to install these devices.
4. Call for on-site inspection by inspector.When approved, inspector issues the grading permit and
clearing and grubbing may begin.
5. The contractor shall diligently and continuously maintain all erosion control devices and
structures. Erosion control devices and structures to be inspected every 7 calendar days and
after every 0.5 inch rainfall.
6. For phased erosion control plans, contractor shall meet with erosion control inspector prior to
commencing with each phase of erosion control measures.
7. Stabilize the site as areas are brought to finished grade.
8. Coordinate with erosion control inspector prior to removal of erosion control measures.
9. All erosion control measures shall be constructed in accordance with the NC Erosion and
Sediment Control Planning and Design Manual, US Dept of Agriculture,Town of Waxhaw Erosion
Control Ordinance.

AMERICAN
American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
ENGINEER CERTIFICATION
I HEREBY CERTIFY THAT SPECIFICATIONS CONTAINED HEREIN AND THE ACCOMPANYING DRAWINGS
WERE PREPARED BY ME OR UNDER MY DIRECT SUPERVISION.
SIGNED, SEALED AND DATED THIS 24 DAY OF APRIL , 2024
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BY: BARRY M. FAY,PE
COMPANY: AMERICAN ENGINEERING ASSOCIATES-
SOUTHEAST, PA
TITLE: PRINCIPAL

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A AMERICAN Charlotte,NC 28226
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-1 Site Maps
Location Map
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LOCATION MAP
NOT TO SCALE

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A AIVIERICAN Charlotte,NC 28226
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-2 Site Maps
Aerial Image
.Vtle\'
Wendy's
Fast Food•S
Bed and Bark •
Kemble St
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r'
Providence TA- Animal Hospital• W

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A AME.RICA.N Charlotte,NC 28226
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-3 Site Maps
Soils Map
3 Hydrologic Soil Group—Union County.North Carolina 3
'7
S
521893 521940 5223D 5Z2131 522121 522190 522241 522300 522333 522420
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Map Scale:1:2,670If pilled onAbrsIscape(11"x 8.51 sheet
N Meters
AFeet
0 M 70 140 210 g3
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o 1m 200 Quo
Map Web Mercator Comer WGS84 Ecliptics:URA Zone 17N WG564
USDA Natural Resources Web Soil Survey 10/3/2023
Conservation Service National Cooperative Soil Survey Page 1 of 4

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A \ AMERICAN Charlotte,NC28226
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Hydrologic Soil Group—Union County,North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BaC Badin channery silt C 7.9 38.2%
loam,8 to 15 percent
slopes
CM Chewada silt loam,0 to B/D 0.2 0.9%
2 percent slopes,
frequently flooded
TbB2 Tarrus gravelly silty day B 12.5 60.9%
loam,2 to 8 percent
slopes,moderately
eroded
Totals for Area of Interest 20.6 100.0%
(Knn Natural Resources Web Soil Survey 10/3/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A A ME.RICA.N Charlotte,NC 28226
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village —Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-4 Site Maps
FEMA Flood Map - Portion of 3710447400J)
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American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
4 AMERICAN OFFICE:704.37 .2438
704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-5 Site Maps
USGS Topographic Map — Portion of Catawba NE Quadrangle
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American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A AMERICharlotte,NC
CAN 28226
OFFICE: 5.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-6
Grading Plan/Tributary Area Map

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American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A AMERICharlotte,NC
CAN 28226
OFFICE: 5.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-7
Storm Drain Pipe Calculations

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
A32 �33 2 A34
Al 8
4 34
26
A20 8 A19
7
A21
A23 5 6
A31
A22 9
27 15
45Ife
24
A30 22 All 14 A1313 12 11 A15
14
28
A9 A10 1A8 Al2
A29 17 A6
25
29
A7
A28
18
30
A4
P737 23
31 32
A26 A25 A24 A5
19
20
21 A3
A2
Al
Project File: Storm A.stm Number of lines: 34 Date:4/24/2024
Storm Sewers v2023.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) 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) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 133.158 0.00 12.40 0.00 0.00 10.74 0.0 11.8 5.8 62.82 202.6 8.38 42(2b) 1.01 505.86 507.21 507.30 508.65 509.81 520.91 A34-A35
2 1 13.310 0.46 12.40 0.90 0.41 10.74 5.0 11.7 5.9 62.87 173.4 16.19 36 4.00 510.02 510.55 511.27 513.10 520.91 523.97 A33-A34
3 2 48.100 0.12 11.94 0.90 0.11 10.33 5.0 11.6 5.9 60.63 150.2 10.96 36 3.00 511.13 512.58 513.10 515.09 523.97 519.16 A32-A33
4 3 92.264 0.14 9.24 0.90 0.13 7.90 5.0 11.4 5.9 46.70 86.70 8.18 36 1.00 512.79 513.71 515.09 515.94 519.16 525.91 A23-A32
5 4 101.764 0.43 9.10 0.90 0.39 7.77 5.0 11.2 6.0 46.31 86.70 8.26 36 1.00 513.71 514.73 515.94 516.94 525.91 526.20 A22-A23
6 5 133.004 0.45 6.10 0.90 0.40 5.07 5.0 8.4 6.6 33.40 61.31 6.58 36 0.50 514.73 515.40 516.94 517.27 526.20 525.98 A21-A22
7 6 117.750 0.21 5.65 0.90 0.19 4.67 5.0 8.0 6.7 31.26 61.31 6.87 36 0.50 515.40 515.98 517.27 517.80 525.98 525.52 A20-A21
8 7 61.709 0.09 5.44 0.90 0.09 4.48 5.0 7.8 6.8 30.25 61.31 6.85 36 0.50 515.98 516.29 517.80 518.07 525.52 523.00 A19-A20
9 8 91.575 0.12 3.96 0.90 0.11 3.15 5.0 7.6 6.8 21.47 50.93 11.62 24 3.00 517.29 520.04 518.20 521.70 523.00 527.34 A17-A19
10 9 23.500 0.26 3.84 0.90 0.23 3.04 5.0 7.5 6.8 20.75 50.93 7.51 24 3.00 520.04 520.74 521.70 522.38 527.34 527.25 A16-A17
11 10 33.950 0.21 0.81 0.90 0.19 0.73 5.0 7.4 6.9 5.02 8.40 6.20 15 1.00 522.41 522.74 523.10 523.65 527.25 527.84 A14-A16
12 11 23.500 0.12 0.60 0.90 0.11 0.54 5.0 7.3 6.9 3.74 8.39 4.28 15 1.00 522.74 522.98 523.65 523.76 527.84 527.80 A13-A14
13 12 10.796 0.40 0.48 0.90 0.36 0.43 5.0 7.2 6.9 2.99 8.40 3.98 15 1.00 522.98 523.09 523.76 523.78 527.80 528.63 Al2-A13
14 13 57.250 0.08 0.08 0.90 0.07 0.07 5.0 5.0 7.6 0.53 13.27 3.91 15 2.50 523.95 525.38 524.12 525.66 528.63 529.37 A11-Al2
15 5 126.220 0.04 2.57 0.90 0.03 2.31 5.0 10.8 6.0 13.98 29.40 7.73 24 1.00 516.49 517.75 517.46 519.10 526.20 529.13 A10-A22
16 15 23.500 0.05 2.41 0.90 0.05 2.17 5.0 10.7 6.1 13.15 29.40 5.96 24 1.00 517.75 517.99 519.10 519.29 529.13 529.13 A8-A10
17 16 70.950 0.58 2.36 0.90 0.53 2.12 5.0 10.4 6.1 12.97 29.40 6.00 24 1.00 517.99 518.70 519.29 519.99 529.13 527.36 A7-A8
18 17 122.050 0.89 1.59 0.90 0.80 1.43 5.0 9.8 6.3 8.96 29.40 4.71 24 1.00 518.70 519.92 519.99 520.98 527.36 527.63 A5-A7
19 18 114.396 0.06 0.26 0.90 0.05 0.23 5.0 8.4 6.6 1.54 8.39 4.33 15 1.00 520.67 521.81 521.03 522.30 527.63 528.84 A3-A5
20 19 70.063 0.09 0.20 0.90 0.08 0.18 5.0 7.4 6.9 1.26 8.39 3.03 15 1.00 521.81 522.51 522.30 522.95 528.84 527.22 A2-A3
21 20 88.674 0.11 0.11 0.90 0.10 0.10 5.0 5.0 7.6 0.76 11.87 2.37 15 2.00 522.51 524.28 522.95 524.62 527.22 527.44 A1-A2
22 15 59.493 0.12 0.12 0.90 0.11 0.11 5.0 5.0 7.6 0.83 29.40 3.37 24 1.00 521.43 522.03 521.66 522.34 529.13 528.11 A9-A10
Project File: Storm A.stm Number of lines:34 Run Date: 4/24/2024
NOTES:Intensity=75.55/(Inlet time+12.40)^0.80; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Storm Sewer Tabulation Paget
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) 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) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
23 18 104.500 0.44 0.44 0.90 0.40 0.40 5.0 5.0 7.6 3.01 13.27 6.51 15 2.50 521.56 524.18 521.97 524.87 527.63 529.94 A4-A5
24 10 14.273 2.77 2.77 0.75 2.08 2.08 5.0 5.0 7.6 15.82 50.93 6.17 24 3.00 520.74 521.17 522.38 522.61 527.25 526.83 A15-A16
25 17 99.000 0.18 0.18 0.90 0.16 0.16 5.0 5.0 7.6 1.23 13.79 5.09 15 2.70 520.34 523.02 520.60 523.46 527.36 529.95 A6-A7
26 3 154.048 0.28 2.58 0.90 0.25 2.32 5.0 7.4 6.9 15.95 36.01 6.43 24 1.50 513.58 515.89 515.09 517.32 519.16 525.84 A31-A32
27 26 123.781 0.26 2.30 0.90 0.23 2.07 5.0 6.9 7.0 14.50 29.40 7.15 24 1.00 516.20 517.44 517.32 518.81 525.84 526.39 A30-A31
28 27 73.431 0.19 2.04 0.90 0.17 1.84 5.0 6.6 7.1 13.03 20.79 5.86 24 0.50 517.44 517.81 518.81 519.10 526.39 527.08 A29-A30
29 28 79.404 0.55 1.85 0.90 0.50 1.67 5.0 6.3 7.2 12.00 20.79 5.70 24 0.50 517.81 518.20 519.10 519.45 527.08 528.23 A28-A29
30 29 103.133 0.05 1.30 0.90 0.04 1.17 5.0 5.6 7.4 8.65 20.79 4.70 24 0.50 518.20 518.72 519.45 519.77 528.23 523.82 A27-A28
31 30 24.650 0.04 0.73 0.90 0.03 0.66 5.0 5.5 7.4 4.90 9.65 5.11 18 0.50 519.22 519.34 519.98 520.19 523.82 526.59 A25-A27
32 31 80.822 0.69 0.69 0.90 0.63 0.63 5.0 5.0 7.6 4.76 9.65 4.65 18 0.50 519.34 519.75 520.19 520.58 526.59 524.57 A24-A25
33 30 35.059 0.52 0.52 0.90 0.47 0.47 5.0 5.0 7.6 3.58 9.65 4.66 18 0.50 519.22 519.39 519.85 520.12 523.82 523.03 A26-A27
34 8 65.900 1.38 1.38 0.90 1.24 1.24 5.0 5.0 7.6 9.44 13.65 6.16 18 1.00 516.83 517.49 518.07 518.68 523.00 521.28 A18-A19
Project File: Storm A.stm Number of lines:34 Run Date: 4/24/2024
NOTES:Intensity=75.55/(Inlet time+12.40)^0.80; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
A32 �33 2 A34
Al 8
4 34
26
A20 8 A19
7
A21
A23 5 6
A31
A22 9
27 15
45Ife
24
A30 22 All 14 A1313 12 11 A15
14
28
A9 A10 1A8 Al2
A29 17 A6
25
29
A7
A28
18
30
A4
P737 23
31 32
A26 A25 A24 A5
19
20
21 A3
A2
Al
Project File: Storm A.stm Number of lines: 34 Date:4/24/2024
Storm Sewers v2023.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) 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) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 133.158 0.00 12.40 0.00 0.00 10.74 0.0 11.1 6.6 71.24 202.6 9.13 42(2b) 1.01 505.86 507.21 507.30 508.75 509.81 520.91 A34-A35
2 1 13.310 0.46 12.40 0.90 0.41 10.74 5.0 11.1 6.6 71.29 173.4 17.02 36 4.00 510.02 510.55 511.36 513.22 520.91 523.97 A33-A34
3 2 48.100 0.12 11.94 0.90 0.11 10.33 5.0 11.0 6.7 68.72 150.2 11.75 36 3.00 511.13 512.58 513.22 515.21 523.97 519.16 A32-A33
4 3 92.264 0.14 9.24 0.90 0.13 7.90 5.0 10.8 6.7 52.90 86.70 8.75 36 1.00 512.79 513.71 515.21 516.07 519.16 525.91 A23-A32
5 4 101.764 0.43 9.10 0.90 0.39 7.77 5.0 10.6 6.7 52.42 86.70 8.80 36 1.00 513.71 514.73 516.07 517.08 525.91 526.20 A22-A23
6 5 133.004 0.45 6.10 0.90 0.40 5.07 5.0 8.1 7.4 37.44 61.31 6.91 36 0.50 514.73 515.40 517.08 517.38 526.20 525.98 A21-A22
7 6 117.750 0.21 5.65 0.90 0.19 4.67 5.0 7.7 7.5 34.97 61.31 7.18 36 0.50 515.40 515.98 517.38 517.90 525.98 525.52 A20-A21
8 7 61.709 0.09 5.44 0.90 0.09 4.48 5.0 7.5 7.6 33.81 61.31 7.15 36 0.50 515.98 516.29 517.90 518.18 525.52 523.00 A19-A20
9 8 91.575 0.12 3.96 0.90 0.11 3.15 5.0 7.3 7.6 23.98 50.93 12.13 24 3.00 517.29 520.04 518.26 521.77 523.00 527.34 A17-A19
10 9 23.500 0.26 3.84 0.90 0.23 3.04 5.0 7.3 7.6 23.18 50.93 8.06 24 3.00 520.04 520.74 521.77 522.45 527.34 527.25 A16-A17
11 10 33.950 0.21 0.81 0.90 0.19 0.73 5.0 7.2 7.7 5.60 8.40 6.44 15 1.00 522.41 522.74 523.15 523.70 527.25 527.84 A14-A16
12 11 23.500 0.12 0.60 0.90 0.11 0.54 5.0 7.1 7.7 4.18 8.39 4.49 15 1.00 522.74 522.98 523.70 523.81 527.84 527.80 A13-A14
13 12 10.796 0.40 0.48 0.90 0.36 0.43 5.0 7.0 7.7 3.33 8.40 4.15 15 1.00 522.98 523.09 523.81 523.82 527.80 528.63 Al2-A13
14 13 57.250 0.08 0.08 0.90 0.07 0.07 5.0 5.0 8.4 0.59 13.27 4.02 15 2.50 523.95 525.38 524.13 525.68 528.63 529.37 A11-Al2
15 5 126.220 0.04 2.57 0.90 0.03 2.31 5.0 10.2 6.8 15.80 29.40 8.04 24 1.00 516.49 517.75 517.53 519.18 526.20 529.13 A10-A22
16 15 23.500 0.05 2.41 0.90 0.05 2.17 5.0 10.1 6.9 14.86 29.40 6.28 24 1.00 517.75 517.99 519.18 519.37 529.13 529.13 A8-A10
17 16 70.950 0.58 2.36 0.90 0.53 2.12 5.0 9.9 6.9 14.64 29.40 6.32 24 1.00 517.99 518.70 519.37 520.07 529.13 527.36 A7-A8
18 17 122.050 0.89 1.59 0.90 0.80 1.43 5.0 9.4 7.0 10.10 29.40 4.93 24 1.00 518.70 519.92 520.07 521.05 527.36 527.63 A5-A7
19 18 114.396 0.06 0.26 0.90 0.05 0.23 5.0 8.1 7.4 1.73 8.39 4.46 15 1.00 520.67 521.81 521.05 522.33 527.63 528.84 A3-A5
20 19 70.063 0.09 0.20 0.90 0.08 0.18 5.0 7.2 7.7 1.41 8.39 3.13 15 1.00 521.81 522.51 522.33 522.98 528.84 527.22 A2-A3
21 20 88.674 0.11 0.11 0.90 0.10 0.10 5.0 5.0 8.4 0.84 11.87 2.43 15 2.00 522.51 524.28 522.98 524.64 527.22 527.44 A1-A2
22 15 59.493 0.12 0.12 0.90 0.11 0.11 5.0 5.0 8.4 0.91 29.40 3.47 24 1.00 521.43 522.03 521.67 522.35 529.13 528.11 A9-A10
Project File: Storm A.stm Number of lines:34 Run Date: 4/24/2024
NOTES:Intensity=69.16/(Inlet time+11.50)A 0.75; Return period=Yrs.25 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Storm Sewer Tabulation Paget
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) 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) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
23 18 104.500 0.44 0.44 0.90 0.40 0.40 5.0 5.0 8.4 3.33 13.27 6.71 15 2.50 521.56 524.18 521.99 524.91 527.63 529.94 A4-A5
24 10 14.273 2.77 2.77 0.75 2.08 2.08 5.0 5.0 8.4 17.47 50.93 6.50 24 3.00 520.74 521.17 522.45 522.68 527.25 526.83 A15-A16
25 17 99.000 0.18 0.18 0.90 0.16 0.16 5.0 5.0 8.4 1.36 13.79 5.23 15 2.70 520.34 523.02 520.61 523.48 527.36 529.95 A6-A7
26 3 154.048 0.28 2.58 0.90 0.25 2.32 5.0 7.1 7.7 17.80 36.01 6.71 24 1.50 513.58 515.89 515.21 517.41 519.16 525.84 A31-A32
27 26 123.781 0.26 2.30 0.90 0.23 2.07 5.0 6.7 7.8 16.15 29.40 7.40 24 1.00 516.20 517.44 517.41 518.89 525.84 526.39 A30-A31
28 27 73.431 0.19 2.04 0.90 0.17 1.84 5.0 6.5 7.9 14.50 20.79 6.14 24 0.50 517.44 517.81 518.89 519.18 526.39 527.08 A29-A30
29 28 79.404 0.55 1.85 0.90 0.50 1.67 5.0 6.2 8.0 13.33 20.79 5.95 24 0.50 517.81 518.20 519.18 519.52 527.08 528.23 A28-A29
30 29 103.133 0.05 1.30 0.90 0.04 1.17 5.0 5.6 8.2 9.58 20.79 4.88 24 0.50 518.20 518.72 519.52 519.82 528.23 523.82 A27-A28
31 30 24.650 0.04 0.73 0.90 0.03 0.66 5.0 5.5 8.2 5.42 9.65 5.27 18 0.50 519.22 519.34 520.02 520.24 523.82 526.59 A25-A27
32 31 80.822 0.69 0.69 0.90 0.63 0.63 5.0 5.0 8.4 5.25 9.65 4.81 18 0.50 519.34 519.75 520.24 520.63 526.59 524.57 A24-A25
33 30 35.059 0.52 0.52 0.90 0.47 0.47 5.0 5.0 8.4 3.96 9.65 4.80 18 0.50 519.22 519.39 519.89 520.15 523.82 523.03 A26-A27
34 8 65.900 1.38 1.38 0.90 1.24 1.24 5.0 5.0 8.4 10.42 13.65 6.45 18 1.00 516.83 517.49 518.18 518.73 523.00 521.28 A18-A19
Project File: Storm A.stm Number of lines:34 Run Date: 4/24/2024
NOTES:Intensity=69.16/(Inlet time+11.50)A 0.75; Return period=Yrs.25 ; c=cir e=ellip b=box
Storm Sewers v2023.00

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A AME.RICAN Charlotte,NC 28226
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-8
Gutter Spread Calculations

GUTTER SPREAD CALCULATIONS
PROJECT: The Shops at Prescot Village COMPUTED BY: BHE
LOCATION: Waxhaw,NC CHECKED BY:
DATE: 2/22/2024
RAINFALL INTENSITY =4.0 in/hr(On Grade Conditions-Roadway)
Trib. C Sag St SI Single/Double
Struct.Number Area Factor Condition Cul-de-sac Flow Cross Slope Long.Slope Grate T D K Qcap Qbypass Contributing Structures/Flow Qadd
(ac) (Y/N) (Y/N) (cfs) (ft/ft) (ft/ft) (S/D) (ft) (in) (cfs) (cfs) (cfs) (cfs)
EX1 0.31 0.70 N N 0.87 0.02000 0.0134 S 6.47 0.13 20.41 0.68 0.19 0.00
EX2 0.30 0.70 Y N 0.84 0.02000 0.0000 S 5.52 0.11 0.00
EX3 0.28 0.70 Y N 0.78 0.02000 0.0000 S 5.27 0.11 -- -- -- 0.00
EX4 0.34 0.70 Y N 1.56 0.02000 0.0000 S 8.35 0.17 -- -- -- (p 65) 0.61
EX5 0.43 0.70 N N 1.61 0.02000 0.0127 S 8.23 0.16 20.10 0.99 0.61 0.40
(0.40)
EX6 0.31 0.70 N N 1.21 0.02000 0.0078 S 8.11 0.16 16.74 0.81 0.40 (0.34)
0.34
EX7 0.39 0.70 N N 1.09 0.02000 0.0072 S 7.92 0.16 16.16 0.75 0.34 0.00
Page 1 of 1

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
CharlAM E RI CAN FF CE:704.3tte, 7 .2438
A \ OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-9
Swale Calculations

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 11 2024
Swale 1A
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.29
Side Slopes (z:1) = 10.00, 2.00 Q (cfs) = 1.740
Total Depth (ft) = 0.50 Area (sqft) = 1.08
Invert Elev (ft) = 526.83 Velocity (ft/s) = 1.60
Slope (%) = 1.00 Wetted Perim (ft) = 5.56
N-Value = 0.030 Crit Depth, Yc (ft) = 0.23
Top Width (ft) = 5.48
Calculations EGL (ft) = 0.33
Compute by: Known Q
Known Q (cfs) = 1.74
Elev (ft) Section Depth (ft)
528.00 1.17
527.50 0.67
VP527.00 0.17
526.50 -0.33
526.00 -0.83
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 11 2024
Swale 1A
Hydrograph type = Rational Peak discharge (cfs) = 1.735
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.760 Runoff coeff. (C) = 0.3
Rainfall Inten (in/hr) = 7.610 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=521 (cuff);0.012(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd -Qp = 1.74 (cfs)

4/11/24, 1:38 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Swale 1A
Name Swale 1A
Discharge 1.74
Channel Slope 0.01
Channel Bottom Width 2
Left Side Slope 10
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Silt Loam(SM)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.74 cfs 0.73 ft/s 0.49 ft 0.092 4 Ibs/ft2 0.3 lbs/ft2 13.19 STABLE --
Vegetation
Underlying Straight 1.74 cfs 0.73 ft/s 0.49 ft 0.092 4 lbs/ft2 0.19 lbs/ft2 21.38 STABLE
Substrate
https://ecmds.com/project/159789/channel-analysis/263714/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 11 2024
Swale 1 B
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.15
Side Slopes (z:1) = 10.00, 2.00 Q (cfs) = 1.940
Total Depth (ft) = 0.50 Area (sqft) = 0.44
Invert Elev (ft) = 526.83 Velocity (ft/s) = 4.46
Slope (%) = 15.00 Wetted Perim (ft) = 3.84
N-Value = 0.030 Crit Depth, Yc (ft) = 0.25
Top Width (ft) = 3.80
Calculations EGL (ft) = 0.46
Compute by: Known Q
Known Q (cfs) = 1.94
Elev (ft) Section Depth (ft)
528.00 1.17
527.50 0.67
/
527.00 - 0 0.17
526.50 -0.33
526.00 -0.83
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 11 2024
Swale 1 B
Hydrograph type = Rational Peak discharge (cfs) = 1.941
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.850 Runoff coeff. (C) = 0.3
Rainfall Inten (in/hr) = 7.610 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=582(cuff);0.013(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd -Qp = 1.94 (cfs)

4/11/24, 1:40 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Swale 1B
Name Swale 1 B
Discharge 1.94
Channel Slope 0.15
Channel Bottom Width 2
Left Side Slope 10
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Silt Loam(SM)
S200
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S200 Straight 1.94 cfs 4.4 ft/s 0.15 ft 0.031 2.3 lbs/ft2 1.4 lbs/ft2 1.64 STABLE E
Unvegetated
Underlying Straight 1.94 cfs 4.4 ft/s 0.15 ft 0.031 1.68 lbs/ft2 1.06 lbs/ft2 1.59 STABLE E
Substrate
S200 Reinforced Straight 1.94 cfs 3.47 ft/s 0.18 ft 0.043 10 Ibs/ft2 1.69 lbs/ft2 5.91 STABLE E
Vegetation
Underlying Straight 1.94 cfs 3.47 ft/s 0.18 ft 0.043 2.3 lbs/ft2 1.24 lbs/ft2 1.86 STABLE E
Substrate
Rock Riprap
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Rock Riprap Straight 1.94 cfs 4.28 ft/s 0.15 ft 0.032 2 lbs/ft2 1.09 lbs/ft2 1.84 STABLE --
Unvegetated
https://ecmds.com/project/159789/channel-analysis/263712/show 1/1

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 11 2024
Swale 1 C
Hydrograph type = Rational Peak discharge (cfs) = 3.287
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 1.440 Runoff coeff. (C) = 0.3
Rainfall Inten (in/hr) = 7.610 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=986(cuff);0.023(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd -Qp = 3.29 (cfs)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 11 2024
Swale 1 C
Hydrograph type = Rational Peak discharge (cfs) = 3.287
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 1.440 Runoff coeff. (C) = 0.3
Rainfall Inten (in/hr) = 7.610 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=986(cuff);0.023(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd -Qp = 3.29 (cfs)

4/11/24, 1:40 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Swale 1C
Name Swale 1 C
Discharge 3.29
Channel Slope 0.03
Channel Bottom Width 2
Left Side Slope 10
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Silt Loam(SM)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 3.29 cfs 1.68 ft/s 0.42 ft 0.062 4 Ibs/ft2 0.78 lbs/ft2 5.14 STABLE
Vegetation
Underlying Straight 3.29 cfs 1.68 ft/s 0.42 ft 0.062 2.13 lbs/ft2 0.49 lbs/ft2 4.37 STABLE
Substrate
https://ecmds.com/project/159789/channel-analysis/260450/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday, Feb 22 2024
Swale 2
Triangular Highlighted
Side Slopes (z:1) = 5.00, 7.00 Depth (ft) = 0.42
Total Depth (ft) = 1.00 Q (cfs) = 3.040
Area (sqft) = 1.06
Invert Elev (ft) = 526.83 Velocity (ft/s) = 2.87
Slope (%) = 3.00 Wetted Perim (ft) = 5.11
N-Value = 0.030 Crit Depth, Yc (ft) = 0.44
Top Width (ft) = 5.04
Calculations EGL (ft) = 0.55
Compute by: Known Q
Known Q (cfs) = 3.04
Elev (ft) Section Depth (ft)
528.00 1.17
527.50 0.67
527.00 - 0.17
526.50 -0.33
526.00 -0.83
0 2 4 6 8 10 12 14 16
Reach (ft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday, Feb 22 2024
Swale 2
Hydrograph type = Rational Peak discharge (cfs) = 3.036
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 1.330 Runoff coeff. (C) = 0.3
Rainfall Inten (in/hr) = 7.610 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=911 (cuff);0.021 (acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd -Qp = 3.04 (cfs)

2/22/24, 11:53 AM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Swale 2
Name Swale 2
Discharge 3.04
Channel Slope 0.03
Channel Bottom Width 0
Left Side Slope 5
Right Side Slope 7
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Silt Loam(SM)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Underlying Straight 3.04 cfs 1.73 ft/s 0.54 ft 0.062 2.09 lbs/ft2 0.5 lbs/ft2 4.18 STABLE --
Substrate
Unreinforced Straight 3.04 cfs 1.73 ft/s 0.54 ft 0.062 4 Ibs/ft2 1.01 Ibs/ft2 3.95 STABLE
Vegetation
https://ecmds.com/project/159789/channel-analysis/260451/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday, Feb 22 2024
Swale 3
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.56
Total Depth (ft) = 1.00 Q (cfs) = 2.670
Area (sqft) = 0.94
Invert Elev (ft) = 521.28 Velocity (ft/s) = 2.84
Slope (%) = 2.00 Wetted Perim (ft) = 3.54
N-Value = 0.030 Crit Depth, Yc (ft) = 0.55
Top Width (ft) = 3.36
Calculations EGL (ft) = 0.69
Compute by: Known Q
Known Q (cfs) = 2.67
Elev (ft) Section Depth (ft)
523.00 1.72
522.50 1.22
522.00 0.72
521.50 0.22
521.00 -0.28
520.50 -0.78
0 1 2 3 4 5 6 7 8
Reach (ft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday, Feb 22 2024
Swale 3
Hydrograph type = Rational Peak discharge (cfs) = 2.671
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 1.170 Runoff coeff. (C) = 0.3
Rainfall Inten (in/hr) = 7.610 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=801 (cuff);0.018(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
3.00 3.00
2.00 — 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd -Qp = 2.67 (cfs)

2/22/24, 11:54 AM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Swale 3
Name Swale 3
Discharge 2.67
Channel Slope 0.02
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Silt Loam(SM)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Underlying Straight 2.67 cfs 1.61 ft/s 0.74 ft 0.065 2.32 lbs/ft2 0.44 Ibs/ft2 5.27 STABLE
Substrate
Unreinforced Straight 2.67 cfs 1.61 ft/s 0.74 ft 0.065 4 Ibs/ft2 0.93 Ibs/ft2 4.32 STABLE
Vegetation
https://ecmds.com/project/159789/channel-analysis/260452/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday, Feb 22 2024
Swale 4
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.07
Side Slopes (z:1) = 10.00, 2.00 Q (cfs) = 0.480
Total Depth (ft) = 1.00 Area (sqft) = 0.17
Invert Elev (ft) = 530.66 Velocity (ft/s) = 2.83
Slope (%) = 15.00 Wetted Perim (ft) = 2.86
N-Value = 0.030 Crit Depth, Yc (ft) = 0.11
Top Width (ft) = 2.84
Calculations EGL (ft) = 0.19
Compute by: Known Q
Known Q (cfs) = 0.48
Elev (ft) Section Depth (ft)
532.00 - 1.34
531.50 0.84
531.00 - 0.34
Z /
530.50 -0.16
530.00 -0.66
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday, Feb 22 2024
Swale 4
Hydrograph type = Rational Peak discharge (cfs) = 0.479
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.210 Runoff coeff. (C) = 0.3
Rainfall Inten (in/hr) = 7.610 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=144(cuft);0.003(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 5 10
Time (min)
Runoff Hyd -Qp = 0.48 (cfs)

2/22/24, 11:54 AM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Swale 4
Name Swale 4
Discharge 0.48
Channel Slope 0.15
Channel Bottom Width 2
Left Side Slope 10
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Silt Loam(SM)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Underlying Straight 0.48 cfs 1.96 ft/s 0.1 ft 0.053 1.56 lbs/ft2 0.72 Ibs/ft2 2.15 STABLE
Substrate
Unreinforced Straight 0.48 cfs 1.96 ft/s 0.1 ft 0.053 4 Ibs/ft2 0.89 Ibs/ft2 4.49 STABLE
Vegetation
https://ecmds.com/project/159789/channel-analysis/260453/show 1/1

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A AMERICAIV Charlotte,NC 28226
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-10
Pre and Post Development Drainage Area Maps

PRE DEVELOPMENT �I -IIII I =i - / 1.10 TR55 Tc Worksheet I'I �/ A i/ //` \ \ n I Z
DRAINAGE AREA=18.25 AC - a
Hw,.w„avdev.ph.Extension m,wmd...aua.91Nwd IncQma IMPERVIOUS AREA=1.67 AC / \ 1 - / j�_ �\\ \\ ,\ ---� o . •/) r - - - _ 0 0 m
Hyd.No.1 CN=69 / „ // ����jam_�0t1s-� i� �i- \. o \\ _ 1 \ /�- r I L' "off
Pre Development Tc=15.94 MIN / --I I- - % %' /Pi 1 \ D\ I I) 1` / cB \-- I q� U AL
\ / --- %-�-% ( / OC VIJ1
Descrtotion A a a SOlili ,� - / "y"i /�--%% / / B SIBSI ) a W u'�
Sheet Flow - o..-_ iii% �i-- (/PF I"�I'.,I / I6' 1'T ' -IW I __ 00
MannTng's n-value =0.400 0.011 0.011 //� / ���1 / I / / / cB �Q
Flow length(R) =100.0 0.0 0.0 --' / 7.i% -%/ I 5
Two-year 24-hr predp.(in) =3.56 0.00 0.00 -� -j� ����--% --� !�.- I ) "I I III i I B0051619 -. ` 2 g ro
Land slope(%) =10.50 0.00 0.00 - -//i//� % - �� /' / ./ I I /nS1164Ay o N
- %i / - /r !III I / / / V Outsta QLLJ i'om
Travel Time(win) =10.49 . 0.00 « 0.00 = 10.49 - -% !����%� % /�-�� /' I .? "1II J/ / A\ - 7N w`o z
Shallow Concentrated Flow /���i� %ii'i% -_ ' --I-It
�/i�-/��,;�/ I/ // I -1 c?6
II
Flow length(R) =646.00 0.00 0.00 i -�//� % S�% _. / / V /, </ �t 1 / ,�' 1 1 �� e 0 F
Watercourse slope(%) =2.30 0.00 0.00 % //""-7%�7% 7 / / ( / r // �3'/yq \ / J y m ro
Surface description =Unpaved Paved Paved i%i�i� /�iii� -/ r' ( (/ .� / / -- B`CSEdYEBE4tB i\ E 8 t
Average velocity(fUs) =2.45 0.00 0.00 7,..i% i-��i % ,' / \ \ / - - - 100 / / MENT /1 I I \ \\\\ Q co U
Travel Time(min) =a.4o . o.00 . o.00 = a.4o ` . ' /% /%i /.- --/ A �2 \ / /� i /� �/ / - j 1. //III \ / V AIAA 1
//j, % oo / / 1of - r _ Y II II I 1\1 loo iiir,
Channel Flow / j /i� i • /� - / f l 1 ,.``,� rrCA O
X sectional flow area(sqR) -9.60 0.00 0.00 _ ii / // / - 11 II ,�``o�,N....R,i•,
Wetted perimeter(R) =11.00 0.00 0.00 �i--�/ i /ip-5OS05 '� \ �' 1 I I 2 d AMERICAN 9
Mano n Channel
value) =0.023 0.015 0.015 //:2 . / 7 5f mOa�Emt fir •- 4. �4� /(_ -_4 / OFFSITE TO D O NORTH 0 52 FI I CI I`I / I I BENGINEERING$
9 -"'/ /- • ; +JFrr / " - �/ IL�E PHASE BI MP(TO NORTH OF r -�5'I \ = SASSOCIATES%z=Veloc Ws =6.20 - �' / / ( r/ -'/. / I I =m° Q,b( ) '/ -- 4'//� ��, j / /G SHOPS AT PRESCOT GLEN)WHEN Og EB I/1 �>{eSOUTHEASTjti,
U.00 0.00 - -"- 'i' /- P�p / 4,4 ' / DEVELOPED PER NCDEQSTORMWATER B0051S I A - r-1561 CB I : T�e,C 3881o�'�Q':
/- l r(.TWELVEMILE CREEK ���v'//// e - C4" �� PERMITSW3200701 , �' /nS.!SBSE 10'ypt BG1261
:-III
'''-�rF �1(�.•`���Flow length(R) ((0))391.0 0.0 0.0 / / / FLOODPLpIN) o - v >v 1 / BO('91801 /n5pp F NO°t'049/yMovumenf�� /n5 A OF A1Gb / / J .o dad./,v �!�i,(/ /i /os¢cas cB oars�5 s�anama /ns I Travel Time(min =1.05 ♦ 0.00 ♦ 0.00 = 1.05 /�- 461.14 Yea//v,db),/ v -,, '�/' .-7I/� 112 B 0997S4L / cB ' 1_ j A I
MdPB7�447 \�\ /\/ \ / � OCS1701 \ \ OatCB _ ,,9 Imo. \ ,l /// /A /�� / Oat OB21 ) /nSOB51 tB SIZs, Vjb/16 aid\'/ / �/ / i // �V Ak 'Ch�'.VAIi �\ x50B46 /Once%rvv- \ \\ '/ h/eh O�sOs �// d \\ e•' p0-Y<%Total Travel Time,Tc 15.54 min ^J /Z /� !�/�k / '\ �/ ( , \ N / /n50B51S /once%ov B 1OVERALLCN VALUES - IIIII / / its -
/ / - 1 l 1 I \ \\ 'el, \ \\ \ is "--Sar.4tOVJ IS84t - \�\ 5,5 - ` �' 9 'GI / � �' etaePre Develo merit %OF AREA l / II I I / / / Y \ \ / -. ,4 - I \ = T"sP - S _SOILS CN PER COVERTYPE /� / �/� // vA// / I///�1/I- v v aw•r >by v 20 Setbacf �® ���I ( \__ / F (, \ s�3$046 a__ - / //" �� --\ IIII �' -x4) ., P ,� �[20 V(t1 a
GROUP OPEN IMPERVIOUS / ' / -,� i- / J / / /I - / A �F '41 lrcr 'B 61 98 60.0% / /- / 'F� / //I I f / / ` _ _..'_`_ '- --.., a�� \` _JF---- - \ .....................R fo a
C 74 98 40.0% - / �/ ,./BOZ319s I�/r I I I_// �- ���� - \ II II N _ - c, - II '- RY M. •,..•`
51357 QG S q PrestvtG/enPar.(•�a yy�� I , 1.°
-
/ / o/ / -i/li S( �/1 / / -� ��.V OOil�s -ss_ s�-©-ss--ss-4l ss- ss .,-- - - - - / II_ - _ \
/ ��/ - .�O / 51356SE`-////f/- '� -- II`•o Yariab/eW/vYhW D/ Y°'m�F ti ^dl III - -_�.
Pre Development / / LYit-SI7 /i\ q,Q / --- -w jilt, I-
/�� / /// - 5.14E-�/ ys / v"' 6 ^II h- - _- VCOVERAGE AND CN VALUES / ^ � / //i7� 0 /�2/ _ 5 R� / II MIIII'h/ / /i /i/ / /// 52 !/ / 4'') ,�� _ - w -i---1v- =w w_.cII II v v v AS1p� o \ i' II, / - AILAND GROUP / -USE AREA B C CN AREAz CN / / /.,-v, ('-I / ".!� �// -I �..� %-7 / I�il�. �,-� � � y" - -zer,A ) w ' 'r c �m .r•mrAjy�irr ...'AiII ��- 11
ac ac/CN ac/CN /'� _11 . -✓s
( ) ( 1 ( ) / / _ I / /- -` : / / _ v.� Y - emsv A /Ps / � II 1 1
Ulm v ` _4� cr¢ 1
OPEN 16.58 �61 743 66 1097.60 / SpO�� ��� - ' /'� rrvE� ��--- v� �1� `\. BO[' v �-- - NC'517.� 0� ---� '�'CB Oiy / __ Ir
/ / �T- /% / -"TOP'
j!- V szo\ w am _ s1a \ ii B rz74yJ aarsla so y�
_ - / / - SIB \\\ 9- zs 52
'/ / / - / / // ' / / //// /z ./ %/ \\\. / lr �� ` •_ - t'ion Jf' _ vnN \\ �jl•�'
IMPERVIOUS 1.67 1.00 0.67 98 163.66 - / ,''--a ' / .'" - �/ / / / k \\ --- - -- of �
98 98 / / � %/ / / // O 7 _ _---- � - - _ -- ---_ - - �'70rs � I \
/-- / ,� i / / //// i /'<-i - i v � . . - - - - - 1BP.•= _ , moo -'
/ /i/��' . - ' /, 510� / //' / c✓ 7(( ' - - = Bocsls _ = _ et I I
TOTAL 18.25 69 1261.26 _--'r / / , i/i �= / 2 //z%Bars AIL_---- .' \ iA1: _ =��� 0 - _ A ---_ -``- _�-Cff -
/ 51970 \ �/ '+Ts-fl ! _ - - \ II
-/-, / /i% %�� / r - �arsls v A oats --_ _----Foes 1 ..
_____' _ - / // -�� i'��_-- r z /r///, r/ L=391 FT- V A V OremB may. / �� / ) /sz1z E;/ ! al+ 11
\�- / r / / / / /// / rCHANNOW- 1 1\\\ \\� cot \ 1054N J ---_1 /n IZ47� I.k I I in
PRE VS POST DISCHARGE SUMMARY TABLE \\ / r ,S.
2YR-24HR 30YR-24HR 25YR-24HR SOYR-24HR 300YR-24HR \ \ \ \ r / // 'n 51166 /r `� S-i1% - J I\ \ \ \�� / 1 •. PB - u ' \j I
I I-I'\ ce
ce
/ r d/// / �� / I ire. / / 0atsz1.z0,
545.E i, / / cc \ isB9 A /- 11
PRE(CFS) 21.27 47.70 66.18 81.65 98.48 / l / 7 ! r - Out516 /7/r ,n=0.023P&i V A v� --/ // v�n'�,:3 / '- �' / /� /
/ /// /. / �_� .497E yz ,/// / - To e2"\'\� '\ �\ i..// , I, B6"PVC \ / ' 11
POST(CFS) 5.99 45.99 85.42 116.98 144.32 / ////////// //- V /i �/ //j�/ ,.� YVp=11FT/ �ir3pB.F_EB � ..._- j//l ,799N�7 / ' �\ / \ �II
DELTA -15.28 -1.71 19.24 35.33 45.84 /�7/////// //// ✓ . / / ,j / / \1 - AREA=9.6 SO OatsOBO PaCSE ,�� ��---▪ %�/ r / -- / Yc •, 1 `- a
BMP 1 ELEV. 510.49 511.53 511.91 512.14 512.31 / 6.// '//i / / 5`" ' / /' ,-/ Z// / -'/ - N//� ---/ I _ ___ I' / �/ / /' --- I I= v fr d
�069 ���- '1 ytio� r,// i' �' /vv / v Iv / / /' / - Ji v/ , z
'FREEBOARD 2.51 1.47 1.09 0.86 as ////% / -EASE / / / ' \ �' \ 1
-%_�� �_ L-1 / // / - .r // / 51671N{y / A V / /i // /� - cs90/ / 16, Ca ��
* North Carolina 811
%�� _ § / / ' S-- % / / / / / •3De Before Di
-1�! _-'-� ��- i - /,�l / / j / / _- -- l / \ / // / / •g 'yBB \/ 'r 811 or 1 800 632 4949
%S�c'�i�r-' - cB /l �yb'f ri/ // / / \� A - ----'_- �' //n. OiB4S / I�j' ,/ v / Remote Ticket Entry
//--- B�'S i/ - / / `1/%/ / // / \ --- /---- - O,,// /1 / , l Y he //nc811 org/remotenck ney.him
--%nS148 //j i'/ ,:((1:// ���Vi ( / \ ___ /l //� CB/ %''B N / /
/ c . // / - - / �- \_,/-�`\ \--/ /--�� -'r y J - /n 0 y ✓ // STIPULATION FOR REUSE
�/ �a. ,�` / 4// / / / -_ A 630, � / l
_, OR USE
/ - / G / \---J - \\ - // 76r` ':"/•' 1/I / ONINTHE SPECIFIC DRAWING SITE,E NAMED PARED H HEREON,
r / ""' ,4/ / \ /' -OaASB/4/ ,r // CONTEMPORANEOUSLY WITH ITS ISSUE
/ ��_-_ / i / // -- / \ ` \\ /�� / / // \ / // DATE AS LISTED,HEREON,AND R IS NOT
s�4 - li / �/ / �' - / ,,✓ I -_I / SUITABLE FOR USE ON A DIFFERENT
n
,ems ��, /- / / _ /
/ O ///�� / 07 / PROJECT SITE OR AT A LATER TIME.
__ /I/PF/ / / \ - /�/ I I �' �! ,D.)/r �/ USE OF THIS DW1`MNG FOR REFERENCE OR
_J-ss / / / / _- / `\ i I / N EXAMPLE ON ANOTHER PROJECT REWIRES
- 8.'I �-II"= ss-1,S�ss - \ ,•. + ' //// / / ' / 1 / \ r / / II /// THE SERVICES OF PROPERLY LICENSED
\mow- / / / �' 7 / '\ 530- OF THIS D AND G FORERS.REPRONUCPON
_ �� p< // / / -- \ / - CB I / / OF THIS DRAWING FOR REUSE ON
/- _ ss /// / / p _--- \ // - a436 II � AND MAY BE CONTRARY TO THE LAW.
-�� _-- _---� 4////// / // / 53 / \/` ��- \ \ -, // _/ �' / 0t 1 11 '// ANOTHER PROJECT IS NOT AUTHORIZED
•� ,,. -jam r -� ltttt/ %%/i / -/ / // / r\ // N I/ p hi I
v / - \ SHAZOWfONCENTRATEO FLOW i CB R o 1 w-3-w% _ -- / _-yam '/r. - / l / \ �/ / L=646 FT / A, II
1-1
IA
cr -� -Bgr,-?o,9 S'y.AN,' � 04 / -/�/ / /' �v-_ - / / c\ // Oat B e 4-, ;r I /
t�- 0 5 1on�__- _ _, \- �' / _- ,vv �'\ s ��11 l/I AI/ Q Q 3 c)
%II '-� -V1 z
- ____- i- / / / / / / /• -- / / 1/ / i I I . ct Q
/ / col I w - aX}
MEN - Ps / -' ' // �il� �I Q w�Z
/ / -- - / / I I 1 I r a U O O
5 / / /
/ / -- �o --_-_- ' III i 1 W (/) U O z
/ - / v V I Li w I-D
i =- ---- - _- _ ----- - - - - - - -_-_LT -- - - _ ------- ------ -�- - _ - - - --� _ - % II
_a510= _ - __ _ __ --- _ ----------------------- _ _--- - -- - - - - - - - - - - - -- _ --------- --- \ 4)
JOB NUM C220082
SHEETFt�� � I
•
_ - _ -- ---- ---- - --- - - - - 4 DATE
Loe�'� I _ ---_ -s=_===- __ - _ _ ----- --_ ____-__- - _- - _ - -- - _ _ - - _ - _ -___--_---_- ---_ - - -50- _=-__�gy �.�►I�1'� 04/22/2024
19BfT r /
--II ��� DESIGN BMF
ss�- -.- - -_- _ ------------------ --------- -------- _ - --- ----- - - --z--_----- - --- _
E _�trt n " i ... ._��crt� _/__---- __ __ _ - - _ - - - _ -gam- - - -- _ __ - - - - -_ --- _- __-__ --e- I / / , SHEET TITLE:
,yam _ - /� --- _ --- ---- - - - ----------------- -__ -- _
- _ - - - - -
�� i=� o - - r�=_ _'- _ = _ ------ ��1 z=- �--,-.""" e03kRoa _ DEVELOPMENT
y �' - N0 , \ - - _ - Vcable Width VublK �'
-` -_- _ / GRAPHIC SCALE DRAINAGE
i/, ----r__4_� � `ors+ - o ;1-- r-'°/' I ` _ sn n 25 sn ee AREA MAP
S - ..s�-pg sE-mac-a \-� _ <�e - - � _ R__.'-- 1 r _----pp-
1 P / f^ 'T I - - - SHEET NO.:
o PP - oe--oe--aE_ \R. \ �__-- - - - -� -----,,, =o 7" / 7 I Yj l I \ \ \ i < I \ l (IN FEET) 7
a II I A�0e��e- °E--or -a€ a �r=_°c -oe_�i - �-�. ---PP / /�� / 'I II I finch=50ft. ��rr/
3

r
Post Development Detained BMP POST DEVELOPMENT III �Ol \\ `,, 1I - / I Z �L
OVERALL CN VALUES I / / / IL \ 6
DRAINAGE AREA=18.25 AC / 1 I _ -' \ 1..\...,
/ oSOILS CN PER COVER TYPE IMPERVIOUS AREA=11.37 AC \ /� / ��\�\ \ ---� oQ• L M
%OF AREA / '• �v_GROUP OPEN IMPERVIOUS CN=86 / -, / //777 % / ''�- AAA v 1 V / L. '-
B 61 98 60.0% Tc=SMIN _ f I_ ���j% ��� \ ��,I I �I l \-_ q� d'
C 74 98 40.0% \ - - =i%/ j -- I I / \ Fl L
/ i \ 1 I a LL W din
Post Development Detained BMP // j-77 /// ' I)I 1 O I Wy
COVERAGE AND CN VALUES - jj j. /I / / I ( IIII I IIr / / , r' C ¢�
LAND GROUP GROUP /�' ' / % --_/ !�, ) I // � .. c �'U
USE AREA B C CN AREA CN .- /%--12 %�/ / / ' '/ �/ ---\_ / Ilill)1 1 / .7 \ \ ° LLI c d SA
(ac) (ac/CN) (ac/CN) //' :%=1 -o- /'- / //. I 1/III/ / / \ J U O1°U
4.13 2.75 / j / ��j - �/ // ,�I - --- /// / / / \ I I 1 ` w az
OPEN 6.88 66 455.46 // // �/ -- / o hi-
/
61 755 --- �/� /i/� / _/�/ i� v� / / I 1 A� �Oo�
/% / -/ ( 1 I- - �,/ /� / - Ate.-�/ / ����� �1� Eot
IMPERVIOUS 11.37 98 1114.26 %% V /%/� iI 98 98 i%//iy/i // i \ / t00 / / I 1 1 I \\\6.82 ¢...
TOTAL 18.25 86 1569.72 i - -/�'��'/� / -- / _ -�// / / / \ V A
ii��' '/ �i/,, i 1 !'=_ I \ II III\1 loo ,mrrrr;
Sri' / - - /� _= 11 \CAR
PRE VS POST DISCHARGE SUMMARY TABLE / /�� /�/ �/// /- /' / . - -- -\ 77--/ ^ II 1 �I 1 I t :,�ooQ''C°°°°`° p0�/.',,
/%/ // i _ /�( s �520� 1 1 1 I I 28 AMERICAN o 9 s
2YR-24HR 10YR-24HR 25YR-24HR 50YR-24HR 100YR-24HR/ / /8-/ /i//// / -/ / ftom / x ��j / _---/ f OFFSITE AR O'DBAINT PRES�OT VILLAGE II` / _ S
PRE(CFS) 21.27 47.70 66.18 81.65 98.48 � -%/ - ��� / �///- / fsmc / I j ///� �52 pRESCOT GLEN)WHEN DEVELOPED PER NCDEO f
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American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A AME.RICAN Charlotte,NC 28226
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-11
Wet Pond Calculations

Project Name: The Shops at Prescot Village
Project#: C220082
Date: 4/22/2024
Location: Town of Waxhaw,NC
Water Quality Calculations: Wet Pond
Rv =0.05 + 0.9 * la
Where: Rv= Runoff coefficient(unitless)
la= Impervious fraction (unitless)
DV=3630* Rd * Rv*A
DV= Design volume(cu ft)
Rd= Design storm depth (in)
A=Drainage area (ac)
Drainage Area = 18.25 ac
Impervious Area= 11.37 ac
la = 62.3 %
Find Treatment Volume for 1"of rainfall:
Rv= 0.05+0.9 *0.623= 0.611
DV= 3630 * 1 in * 0.611 * 18.25 ac= 40,458 cu ft
DV 40,458 cu ft
Size the bleed down orifice to discharge the DV between 2 and 5 days.
Treatment Volume Stage from Pond Design: 509.51 ft
Temporary Pool Elevation: 509.60 ft
Temporary Pool Volume: 42,502 cu ft
Water Surface Elevation: 508.00 ft
Average Depth: 0.53 ft
Q=C*A*(2gh)°5 Where: C=0.6
A=Orifice Area in sf
g=32.2 ft/sec2
h=Average Depth over Orifice in ft
Q=Orifice Dischage in cfs
Target Average Release Rate= 0.25 cfs (48 hour draw down time)
A=Q/(C*(2gh)°5)= 0.070 sf
10.07 sq in
Circular Orifice Diameter= 3.58 in
Round to Nearest Pipe Size, Use: 3 in
Acutal Release Rate= 0.17 cfs
Actual Drawdown time= 2.85 days
Secondary bleeders and/or the control structure overflow shall be set above the Temporary Pool stage.

POND NO.1
SA/DA Calculations
Pond Bottom Elevation: 501.50
Water Surface Elevation: 508.00
Bottom of Planting Shelf Elevation: 507.50
Forebay Main Pond
Vol. Vol. Vol. Vol. Vol.
Stage Area Incr. Cumulative Area Incr. Cumulative Total
(sf) (cf) (cf) (sf) (cf) (cf) (cf)
501.50 0 0 0 4,572 0 0 0
502.50 592 0 0 6,323 5,448 5,448 5,448
503.50 996 794 794 8,118 7,221 12,668 13,462
504.50 1,465 1,231 2,025 9,951 9,035 21,703 23,727
505.50 1,995 1,730 3,755 11,822 10,887 32,589 36,344
506.50 2,586 2,291 6,045 13,730 12,776 45,365 51,410
507.50 3,228 2,907 8,952 15,668 14,699 60,064 69,016
508.00 3,776 1,751 10,703 18,524 8,548 68,612 79,315
Forebay Total Volume: 10,703 cf
Main Pond Total Volume: 68,612 cf
Forebay Volume % of Main Pond: 15.6% Ok
Water Surface Stage Elevation = 508.00 ft
Main Pond Water Surface Stage Area = 18,524 sf
Main Pond Water Surface Storage Volume = 68,612 cf
Average Depth = Main Pond Volume/Main Pond Area
Average Depth = 3.70 ft
Percent Impervious Tributary to Pond = 62.3%
SA/DA Ratio : 2.00
Tributary Area to Pond = 18.25 ac
Main Pond Surface Area Required = 15,931 sf
Main Pond Surface Area Provided at Permanent Pool = 18,524 sf

WET POND
ANTI-FLOTATION BLOCK SIZING
Project Information
Project Name: The Shops at Prescot Village
Project#:
Designed by: BHE Date: 10/4/2023
Revised by: Date:
Revised by: Date:
Sizing of Antiflotation Block:
Width (If) = 5.3
Length (If) = 5.3
Wall Thickness (in) = 6.0
Top of Structure = 511.0
Bottom of Structure = 501.0
Ground Elevation = 507.5
Bottom Slab Lip (in) = 12.0
Bottom Slab Thickness (in) = 12.0
Volume of Structure (cf) = 185.4
Weight of Structure (Ib) = 27,816
Volume of Water Displaced (cf) = 468
Weight of Water Displaced (lb) = 29,199
Volume of Soil Over Lip (cf) = 190.19
Sumerged Weight of Soil Over Lip (Ib) = 7151.144
Weight of Structure (Ib) = 27,816
Weight of Soil (lb) = 7,151
Total Weight (Ib) = 34,967
Weight of Water Displaced (lb) = 29,199
Factor of Safety= 1.20

Appendices
WET POND 1 EMERGENCY SPILLWAY
Q100 = CwxLxH15
Cw = 2.6
L = 20ft
H = 0.31ft
3 o Q100 = 8.98 cfs
[Ili n ,.I
Outlet d50 = 6" 1 j 1 1 t I' ,,•I,
W = Do La �� 90
pipe t - 13.5 �; i 1' �! l li' ',,:.P
diameter (Do) I '" 1 i ' i 1, l: 4l
La -� 80 i RIi •'I'in lid
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0
3 5 10 20 50 100 200 500 1000
8.98 cfs Discharge(ft3/sec)
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).
Rev.12/93 8.06.3

Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
1 2
ED CD
1111
Legend
Hyd. Origin Description
1 SCS Runoff Pre Development
2 SCS Runoff Post Development
3 Reservoir Wet Pond
Project: Pre vs Post Hydrographs.gpw Wednesday, 04/24/2024

Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Pond No. 1 - Wet Pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=508.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 508.00 22,300 0 0
0.50 508.50 25,787 12,010 12,010
1.00 509.00 27,628 13,350 25,360
1.60 509.60 29,530 17,143 42,502
2.00 510.00 31,327 12,168 54,671
3.00 511.00 34,763 33,027 87,697
4.00 512.00 37,251 35,996 123,694
5.00 513.00 39,613 38,422 162,116
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 48.00 3.00 0.00 0.00 Crest Len(ft) = 21.33 2.00 20.00 0.00
Span(in) = 48.00 3.00 0.00 0.00 Crest El.(ft) = 511.00 509.60 512.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33
Invert El.(ft) = 503.37 508.00 0.00 0.00 Weir Type = 1 Rect Broad ---
Length(ft) = 74.00 1.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 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 Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:CulverUOrifice 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 0 508.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
0.50 12,010 508.50 73.88 oc 0.14 ic --- --- 0.00 0.00 0.00 --- --- --- 0.145
1.00 25,360 509.00 73.88 oc 0.22 ic --- --- 0.00 0.00 0.00 --- --- 0.221
1.60 42,502 509.60 73.88 oc 0.29 ic --- --- 0.00 0.00 0.00 --- --- --- 0.287
2.00 54,671 510.00 73.88 oc 0.32 ic --- --- 0.00 1.68 0.00 --- --- --- 2.008
3.00 87,697 511.00 73.88 oc 0.40 ic --- --- 0.00 11.03 0.00 --- --- --- 11.43
4.00 123,694 512.00 96.22 oc 0.43 ic --- --- 71.03 24.76 0.00 --- --- --- 96.22
5.00 162,116 513.00 161.15 ic 0.17 ic --- --- 137.40 s 23.56 s 52.00 --- --- --- 213.14

Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
I
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 12.93 21.27 47.70 66.18 81.65 98.48 Pre Development
2 SCS Runoff 49.63 65.42 108.55 135.41 156.93 179.67 Post Development
3 Reservoir 2 2.579 5.986 45.99 85.42 116.98 144.32 Wet Pond
Proj. file: Pre vs Post Hydrographs.gpw Wednesday, 04/24/2024

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 12.93 2 724 41,537 Pre Development
2 SCS Runoff 49.63 2 716 100,596 Post Development
3 Reservoir 2.579 2 780 97,599 2 510.08 57,448 Wet Pond
Pre vs Post Hydrographs.gpw Return Period: 1 Year Wednesday, 04/24/2024

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 12.93 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 41,537 cuft
Drainage area = 18.250 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.94 min
Total precip. = 2.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Development
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
14.00 - 14.00
12.00 - 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 -. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 1
Pre Development
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.56 0.00 0.00
Land slope (%) = 10.50 0.00 0.00
Travel Time (min) = 10.49 + 0.00 + 0.00 = 10.49
Shallow Concentrated Flow
Flow length (ft) = 646.00 0.00 0.00
Watercourse slope (%) = 2.30 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.45 0.00 0.00
Travel Time (min) = 4.40 + 0.00 + 0.00 = 4.40
Channel Flow
X sectional flow area (sqft) = 9.60 0.00 0.00
Wetted perimeter(ft) = 11.00 0.00 0.00
Channel slope (%) = 1.10 0.00 0.00
Manning's n-value = 0.023 0.015 0.015
Velocity (ft/s) =6.20
0.00
0.00
Flow length (ft) ({0})391.0 0.0 0.0
Travel Time (min) = 1.05 + 0.00 + 0.00 = 1.05
Total Travel Time, Tc 15.94 min

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 49.63 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 100,596 cuft
Drainage area = 18.250 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
\....
0.00 — ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 2.579 cfs
Storm frequency = 1 yrs Time to peak = 780 min
Time interval = 2 min Hyd. volume = 97,599 cuft
Inflow hyd. No. = 2 - Post Development Max. Elevation = 510.08 ft
Reservoir name = Wet Pond Max. Storage = 57,448 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
i
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 57,448 cuft

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 21.27 2 724 63,951 Pre Development
2 SCS Runoff 65.42 2 716 133,625 Post Development
3 Reservoir 5.986 2 746 130,576 2 510.49 70,955 Wet Pond
Pre vs Post Hydrographs.gpw Return Period: 2 Year Wednesday, 04/24/2024

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 21.27 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 63,951 cuft
Drainage area = 18.250 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.94 min
Total precip. = 3.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Development
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 65.42 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 133,625 cuft
Drainage area = 18.250 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
0
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
\44"4"...------
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 5.986 cfs
Storm frequency = 2 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 130,576 cuft
Inflow hyd. No. = 2 - Post Development Max. Elevation = 510.49 ft
Reservoir name = Wet Pond Max. Storage = 70,955 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 70,955 cuft

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 47.70 2 722 135,896 Pre Development
2 SCS Runoff 108.55 2 716 226,943 Post Development
3 Reservoir 45.99 2 722 223,804 2 511.53 106,858 I Wet Pond
Pre vs Post Hydrographs.gpw Return Period: 10 Year Wednesday, 04/24/2024

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 47.70 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 135,896 cuft
Drainage area = 18.250 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.94 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Development
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 • 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 108.55 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 226,943 cuft
Drainage area = 18.250 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 45.99 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 223,804 cuft
Inflow hyd. No. = 2 - Post Development Max. Elevation = 511.53 ft
Reservoir name = Wet Pond Max. Storage = 106,858 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 106,858 cuft

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 66.18 2 722 186,371 Pre Development
2 SCS Runoff 135.41 2 716 286,861 Post Development
3 Reservoir 85.42 2 720 283,683 2 511.91 120,424 I Wet Pond
Pre vs Post Hydrographs.gpw Return Period: 25 Year Wednesday, 04/24/2024

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 66.18 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 186,371 cuft
Drainage area = 18.250 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.94 min
Total precip. = 6.22 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Development
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 ---- 50.00
40.00 40.00
30.00 30.00
20.00 ---- II 20.00
10.00 ---- I' 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 135.41 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 286,861 cuft
Drainage area = 18.250 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.22 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
140.00 I 140.00
120.00 120.00
100.00 100.00
80.00 I 80.00
60.00 60.00
I
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 85.42 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 283,683 cuft
Inflow hyd. No. = 2 - Post Development Max. Elevation = 511.91 ft
Reservoir name = Wet Pond Max. Storage = 120,424 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 11------ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 120,424 cuft

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 81.65 2 722 229,092 Pre Development
2 SCS Runoff 156.93 2 716 335,638 Post Development
3 Reservoir 116.98 2 720 332,436 2 512.14 129,145 Wet Pond
Pre vs Post Hydrographs.gpw Return Period: 50 Year Wednesday, 04/24/2024

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 81.65 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 229,092 cuft
Drainage area = 18.250 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.94 min
Total precip. = 7.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Development
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 � 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 156.93 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 335,638 cuft
Drainage area = 18.250 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
160.00 I 160.00
140.00 140.00
120.00 E 120.00
I
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 -. ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 116.98 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 332,436 cuft
Inflow hyd. No. = 2 - Post Development Max. Elevation = 512.14 ft
Reservoir name = Wet Pond Max. Storage = 129,145 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 3 -- 50 Year Q (cfs)
160.00 I — 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 129,145 cuft

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 98.48 2 722 276,015 Pre Development
2 SCS Runoff 179.67 2 716 387,807 Post Development
3 Reservoir 144.32 2 720 384,585 2 512.31 135,762 Wet Pond
Pre vs Post Hydrographs.gpw Return Period: 100 Year Wednesday, 04/24/2024

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 98.48 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 276,015 cuft
Drainage area = 18.250 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.94 min
Total precip. = 7.91 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Development
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
J L
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 179.67 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 387,807 cuft
Drainage area = 18.250 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.91 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
180.00 180.00
150.00 150.00
120.00 120.00
90.00 I 90.00
60.00 60.00
30.00 30.00
0.00 -. 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 144.32 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 384,585 cuft
Inflow hyd. No. = 2 - Post Development Max. Elevation = 512.31 ft
Reservoir name = Wet Pond Max. Storage = 135,762 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 I 60.00
30.00lk —
30.00
I 1
0.00 J 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 135,762 cuft

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,04/24/2024
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 69.8703 13.1000 0.8658
3 0.0000 0.0000 0.0000
5 79.2597 14.6000 0.8369
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217
50 114.8193 17.2000 0.8199
100 127.1596 17.8000 0.8186
File name:Waxhaw.IDF
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(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 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
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 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
Precip.file name:W:\2022\C220082-Widewaters-Prescot Village\Calculations\Waxhaw.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.95 3.56 0.00 4.47 5.20 6.22 7.04 7.91
SCS 6-Hr 1.00 2.54 0.00 3.17 3.67 4.35 4.90 5.46
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 1.00 2.54 1.03 0.00 3.67 4.35 4.90 5.46

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A AME.RICAN Charlotte,NC 28226
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-12
Sediment Basin Calculations

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: The Shops at Prescot Village
Project#:
Designed by: BHE Date: 10/30/2023
Revised by: BHE Date: 4/22/2024
Revised by: Date:
Basin# 1 Phase 1
Basin Type= Sediment (Per NCDNER EC Manual Ch.6,Sec.6.61)
Drainage Area(ac)= 12.37
Disturbed Area(ac)= 11.67
Runoff Coefficient(c)= 0.50 (Smooth bare packed soil)
Rainfall Intensity"i"(in/hr)= 7.61 (5 min time of concentration-10 Year Storm)
Flow(Q10)(cfs)= 47.1 (Q=c*i"drainage area)
Required surface area(sf)= 20,475 (435 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 22,266 (1800 cf per acre of disturbed area)
Schematic Storage Dimensions:(may not be actual size or rectangular shape)
Basin Side Slopes(x: 1 )= 3.0
Storage Depth"Z"(ft)= 6.00
Bottom Dimension= 230.0 ft x 50.0 ft
Top Dimension(sediment storage elevation)= 266.0 ft x 86.0 ft
Top of Dam Dimension= 290.0 ft x 110.0 ft
Storage Provided(cf)= 103,128.0
Surace Area Provided(sf)= 22,876.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
_ 516 _ 12,458 _ 0
_ 517 14,224 13,341
_ 518 16,046 28,476
_ 519 17,924 45,461
_ 520 19,859 64,353
_ 521 21,851 85,208
_ 522 23,899 108,083
_ 523 26,003 133,034
_ 524 28,165 160,118
_ 525 30,382 189,391
526 32,657 220,911
Designed Storage Elevation(ft)= 521.00
Designed Surface Area(sf)= 21,851 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 85,208 O.K.>Minimum Required Storage
Bottom Elevation(ft)= 516.0
Top of Dam Elevation(ft)= 526.0
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch.6,Sec.6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 3 1.5 0.125
Head on Skimmer(ft)= 0.25 2 0.167
Dewatered Volume(cf)= 22,266 2.5 0.208
Dewatering Time(days)= 3.1 3 0.25
Calculated Orifice Size(in)= 2.49 4 0.333
Actual Orifice Size(in)= 2.50 5 0.333
6 0.417
8 0.5

'Basin#1 -Phase 1 (Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 47.1 (Q10)
Riser Diameter(in)=
Spillway Length(ft)= 20.0 5'x 5'precast structure
Spillway Crest Elevation(ft)= 521.0
Design High Water Depth Over Spillway(in)= 10 (Cw=3.0)
Velocity Over Spillway(fps)= 2.8
Top of Berm Elevation(ft)= 526.0
Freeboard(ft)= 4.1
Filter Width(ft)= n/a (8 ft minimum)
Top of Berm Elevation(ft)= 526.0 (Top of Basin Elevation)
Sizing of Antiflotation Block:
Inside Length(ft)= 5
Inside width(ft)= 5
Wall Thickness(in)= 6
Top of Structure= 521.0
Bottom of Structure= 515.3
Bottom Slab Lip(in)= 12
Bottom Slab Thickness(in)= 12
Volume of Structure(cf)= 63
Weight of Structure(Ib)= 9,438
Volume of Water Displaced(cf)= 205.9
Weight of Water Displaced(Ib)= 12,849
Bottom Slab Size:
Bottom Slab Lip(in)= 12
Thickness(in)= 12.00
Weight of Anchor(Ib)= 7,350
Factor of Safety= 1.3
Check Culvert Capacity:
Invert Elevation Down(ft): 514.71
Invert Elevation Up(ft): 515.28
Pipe Length(ft): 96.00
Slope(ft/ft): 0.0059
Pipe Diameter(in): 36
Mannings: 0.013
Q10(cfs): 47.1 See attached Culvert Analysis
Velocity Q10(fps): 7.2 O.K.Velocity<10 fps

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Oct 5 2023
SB1 PH1 Culvert
Invert Elev Dn (ft) = 504.88 Calculations
Pipe Length (ft) = 300.00 Qmin (cfs) = 48.70
Slope (%) = 1.04 Qmax (cfs) = 48.70
Invert Elev Up (ft) = 508.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 42.0
Shape = Circular Highlighted
Span (in) = 42.0 Qtotal (cfs) = 48.70
No. Barrels = 2 Qpipe (cfs) = 48.70
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.30
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 6.10
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 507.39
HGL Up (ft) = 509.52
Embankment Hw Elev (ft) = 510.14
Top Elevation (ft) = 522.00 Hw/D (ft) = 0.61
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev (ft) Profile Hw Depth (ft)
525.00 17.00
522.00 14.00
519.00 11.00
516.00 8.00
Embankment
513.00 5.00
510.00 = Hw 2.00
o
507.00 19( L -1.00
504.00 -4.00
501.00 -7.00
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0
Reach (ft)

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: The Shops at Prescot Village
Project#:
Designed by: BHE Date: 10/30/2023
Revised by: BHE Date: 4/3/2024
Revised by: Date:
Basin# 2 Phase 2
Basin Type= Sediment (Per NCDNER EC Manual Ch. 6, Sec. 6.61)
Drainage Area(ac)= 18.25
Disturbed Area(ac)= 15.01
Runoff Coefficient(c)= 0.50 (Smooth bare packed soil)
Rainfall Intensity"i"(in/hr)= 7.61 (5 min time of concentration-10 Year Storm)
Flow(Q10)(cfs)= 69.4 (Q=c*i*drainage area)
Required surface area(sf)= 30,207 (435 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 32,850 (1800 cf per acre of disturbed area)
Schematic Storage Dimensions: (may not be actual size or rectangular shape)
Basin Side Slopes(x: 1 )= 3.0
Storage Depth"Z"(ft)= 5.00
Bottom Dimension = 480.0 ft x 40.0 ft
Top Dimension(sediment storage elevation)= 510.0 ft x 70.0 ft
Top of Dam Dimension = 510.0 ft x 70.0 ft
Storage Provided (cf)= 137,250.0
Surace Area Provided (sf)= 35,700.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
506 15,792 0
507 17,978 16,885
508 22,300 37,024
509 27,628 61,988
510 31,327 91,466
511 34,763 124,511
512 37,251 160,518
513 39,613 198,950
Designed Storage Elevation (ft)= 511.00
Designed Surface Area(sf)= 34,763 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 124,511 O.K.>Minimum Required Storage
Bottom Elevation (ft)= 508.0
Top of Dam Elevation(ft)= 513.0
Emergency Spillway Elevation(ft)= 512.0
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch.6, Sec. 6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 4 1.5 0.125
Head on Skimmer(ft)= 0.333 2 0.167
Dewatered Volume(cf)= 32,850 2.5 0.208
Dewatering Time(days)= 2.75 3 0.25
Calculated Orifice Size(in)= 2.99 4 0.333
Actual Orifice Size(in)= 3.00 5 0.333
6 0.417
8 0.5

!Basin#2-Phase 2(Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 69.4 (Q10)
Riser Diameter(in)= (Use permanent control structure dimensions)
Spillway Length(ft)= 21.3 5'-4"x5'-4"precast control structure
Spillway Crest Elevation (ft)= 511.0 (spillway set from permanent pond design)
Design High Water Depth Over Spillway(in)= 13 (Cw=3.0)
Velocity Over Spillway(fps)= 3.1
Emergency Spillway Elevation(ft)= 512.0
Freeboard (ft)= 1.0 (1 ft minimum to emergency spillway elev)
Filter Width (ft)= n/a (8 ft minimum)
Top of Berm Elevation (ft)= 513.0 (Top of Basin Elevation)
Sizing of Emergency Spillway:
Qspillway(cfs)= 69.4
Spillway Length(ft)= 20.0 (20 ft minimum spillway length, Cw=2.6)
Spillway Crest Elevation (ft)= 512.0 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in)= 13
Velocity Over Spillway(fps)= 3.2
Freeboard (ft)= 1.0 (1 ft minimum)
Top of Berm Elevation (ft)= 513.0 (Top of Basin Elevation)
Sizing of Antiflotation Block:
Inside Length (ft)= 5.3
Inside width (ft)= 5.3
Wall Thickness(in)= 6
Top of Structure= 511.0
Bottom of Structure= 501.0
Bottom Slab Lip(in)= 12
Bottom Slab Thickness(in)= 12
Volume of Structure(cf)= 116
Weight of Structure(Ib)= 17,400
Volume of Water Displaced (cf)= 396.9
Weight of Water Displaced(Ib)= 24,767
Bottom Slab Size:
Bottom Slab Lip(in)= 15
Thickness(in)= 15.00
Weight of Anchor(Ib)= 11,408
Factor of Safety= 1.2
Check Culvert Capacity:
Invert Elevation Down(ft): 503.00
Invert Elevation Up(ft): 503.37
Pipe Length(ft): 74.00
Slope(ft/ft): 0.0050
Pipe Diameter(in): 48
Mannings: 0.013
Q10(cfs): 69.4 See attached Culvert Analysis
Velocity Q10(fps): 6.3 O.K.Velocity<10 fps

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Oct 5 2023
SB1 PH2 Culvert
Invert Elev Dn (ft) = 503.00 Calculations
Pipe Length (ft) = 74.00 Qmin (cfs) = 69.40
Slope (%) = 0.50 Qmax (cfs) = 69.40
Invert Elev Up (ft) = 503.37 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 48.0
Shape = Circular Highlighted
Span (in) = 48.0 Qtotal (cfs) = 69.40
No. Barrels = 1 Qpipe (cfs) = 69.40
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6.33
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 8.34
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 506.26
HGL Up (ft) = 505.89
Embankment Hw Elev (ft) = 507.26
Top Elevation (ft) = 513.00 Hw/D (ft) = 0.97
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev (ft) Profile Hw Depth (ft)
515.00 11.63
513.00 9.63
511.00 7.63
Embankment
509.00 5.63
507.00 Hw 3.63
505.00 74.00 Lf of 48(in)(a�. 0.50 % 1.63
503.00 -0.37
501.00 -2.37
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 80.0 85.0 90.0 95.0
Reach (ft)

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
A AMERICAN Charlotte,NC 28226
OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-13
Diversion Ditch & Slope Drain Calculations

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 27 2023
Temporary Diversion Ditch 1
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 1.13
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 17.50
Total Depth (ft) = 2.00 Area (sqft) = 4.96
Invert Elev (ft) = 522.26 Velocity (ft/s) = 3.53
Slope (%) = 1.00 Wetted Perim (ft) = 8.15
N-Value = 0.030 Crit Depth, Yc (ft) = 1.01
Top Width (ft) = 7.78
Calculations EGL (ft) = 1.32
Compute by: Known Q
Known Q (cfs) = 17.50
Elev (ft) Section Depth (ft)
525.00 2.74
524.50 2.24
524.00 1.74
523.50 1.24
523.00 0.74
ir
522.50 0.24
522.00 -0.26
521.50 -0.76
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 27 2023
Temporary Diversion Ditch 1
Hydrograph type = Rational Peak discharge (cfs) = 17.50
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 4.600 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.610 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=5,251 (cuft);0.121 (acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 17.50 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 27 2023
Temporary Diversion Ditch 2
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 1.04
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 14.27
Total Depth (ft) = 2.00 Area (sqft) = 4.28
Invert Elev (ft) = 524.18 Velocity (ft/s) = 3.33
Slope (%) = 1.00 Wetted Perim (ft) = 7.58
N-Value = 0.030 Crit Depth, Yc (ft) = 0.92
Top Width (ft) = 7.24
Calculations EGL (ft) = 1.21
Compute by: Known Q
Known Q (cfs) = 14.27
Elev (ft) Section Depth (ft)
527.00 2.82
526.50 2.32
526.00 1.82
525.50 1.32
525.00 0.82
524.50 0.32
524.00 -0.18
523.50 -0.68
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 27 2023
Temporary Diversion Ditch 2
Hydrograph type = Rational Peak discharge (cfs) = 14.27
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 3.750 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.610 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=4,281 (cuft);0.098(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 14.27 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 27 2023
Temporary Diversion Ditch 3
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.96
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 11.91
Total Depth (ft) = 2.00 Area (sqft) = 3.72
Invert Elev (ft) = 524.18 Velocity (ft/s) = 3.20
Slope (%) = 1.00 Wetted Perim (ft) = 7.07
N-Value = 0.030 Crit Depth, Yc (ft) = 0.85
Top Width (ft) = 6.76
Calculations EGL (ft) = 1.12
Compute by: Known Q
Known Q (cfs) = 11.91
Elev (ft) Section Depth (ft)
527.00 2.82
526.50 2.32
526.00 1.82
525.50 1.32
525.00 0.82
524.50 0.32
524.00 -0.18
523.50 -0.68
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 27 2023
Temporary Diversion Ditch 3
Hydrograph type = Rational Peak discharge (cfs) = 11.91
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 3.130 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.610 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=3,573(cuft);0.082(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 11.91 (cfs)

- 180 - 10,000
- 168 = 8,000 EXAMPLE ( I ) (2) (3)
- -
- 156 - 6,000 D•42 inches (3.5 feet) - 6.
r 6,
5 0.120 de5
- 144 _ ,000
- `
-- 132 - 4,000 Nw - 6. _ - 5.
fast
- 4.
- `- 3,000 (I) 2.5 e.e 4.
5' -
- 120
- (2) 2.1 7.4 •- -
- - 2,000 (3) 2.2 7.7 ` 4.
- 108 _ - 3. -
- *0 In feet - - _ 3'
- 96 - 1,000 - 3. _ -
- 800 __�~_�- Temp Slope
- 84 - 600 /fir - 2. - 2-Drain 1
- 500 ,/ - _ Q10 = 17.50 cfs
- - 2 r HW/D = 1.25
- 72 - 400 / _ A=4.60 ac
w i - -
I _ _ 300 1.y�I"' C = 0.50
N-27 _ Il
= 7.61 in/hr
z N _- 60 - 200 W1-z - W
re - Z -
ae - a 80 I -
a - - , ►
v / i - 60 a 1.0 _ 1.0
a2 W
o - - 50 HW SCALE NTRANCE �. I.0 -
- 40 D TYPE er W
1_ - 36 - 30 ) Square edge with 3 - 9 - 9 - .9
hsadwolt 0_ -
a - 33 _ a
- = • • (2) Groove and with W - -
- 30 headwall I .8 - .8
- (3) Groove end-
- .8
- 27 - pro)ecring - -
- 10 `
- - .7 - .T
24 _- 8 - .7
- 6 To use scale (2) or (3) project - -
- 21 - 5 horizontally to scale (I),than -
- 4 use strolght inclined line through
0 and 0 scales, or - .6
L. .6
- 3 illustrated. - .6
- 18 =
2 _ - -
- BUREAU OF PUBLIC ROADS JAN. 1963
- 15 -
--- .5 -- .5
- 1.0 HEADWATER SCALES 2 93 - •5
REVISED MAY 1964
- 12
Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control -
English Units
Source: www.deldot.gov/information/pubs_forms/manuals/road_design/pdf/supp_figures_chap_6.pdf, page 23
Page 112

- 180 10,000
- 168 8,000 EXAMPLE ( I ) (2) (3)
-
- 156 6,000 D•42 inches (3.5 feet) - 6 r' 6,
5,000� 0.120 cis 5.
- 144 -
-- 132 4,000 Nw - 6. _ - 5.
feet
3,000 (1) 2.5 8.8 - 6' - 4.
_ - 4.
- 120 -
(2) 2.1 7.4 •- -
` 2,000 (3) 2.2 7.7 4.
- 108 - 3. -
- e0 In fist - - -
- 96 1,000 - 3. - _
800 - -
- 84 600 //fir -- _ 2. - 2.
- 500 _
- 72 400 - 2 - Temp Slope
2
_ _ 300 ��- - _ _ -- 1.5 _ 1.'5 Q10n 26.18 cfs
v N-_ HW/D = 1.10
- - 60 t` 200 / w - A= 6.88 ac
z Z /� W I.S - C = 0.50
I = 7.61 in/hr
c - 54
a, / 4 _
w cr - 48 - c I00 - -
/� ac 80 =
a
/ I 60 a 1.0 - 1.0
a2 w
40 Hp SCALE TYPE
W - 1.0 - -
rr 1_ - 36 3 (1) Square edge with 3 9 - .9 ~ '9
headwall O - _
a 33 a
- 20 (2) Groove end with
30 headwall = - .8 - .8
(3) Groove end - .8
27 pro)ecring -
-
10 `
7 - .7-
- 24 8 - .7
6 To use scale (2) or (3) project -
- 21 5 horizontally to scale (I),then -
4 use straight inclined lint through
0 and 0 scales, or - .6
_ .6
3 iltustrottd. - .6
- 18
2 -
BUREAU OF PUBLIC ROADS JAN. 1963
- 1'S
- .5 -- .5
1.0 HEADWATER SCALES 2 a3 - •3
REVISED MAY 1964
- 12
Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control -
English Units
Source: www.deldot.gov/information/pubs_forms/manuals/road_design/pdf/supp_figures_chap_6.pdf, page 23
Page 112

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
CharlAM E RI CAN FF CE:704.3tte, 7 .2438
A \ OFFICE:704.375.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-14
Riprap Apron Calculations

Appendices
FES-A35
42" Diameter (2)
Q10 = 62.25 cfs
La = 22'
d50 = 8.4"
W = 25.5'
3
3Do =,10.5' I ' In ,-� '{ I
Outlet W = Do + La t = 1.6 9D '1 „• : ,
pipe , ,,, I ;itll III ' I,, .,r,`,
diameter (Do) I Ii I;l r 1
80 liilu •.d wir l�
La —� I!' l I '1r1[[
IMF lip 1i r�l•d
. T.ilwater < 0.5Do l '_I Ll' , i cull;;, ..4o { I,
Q �, - of Ii, I hi. 1 ►ar I
win!
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r 0 ,,1, ,,.
1} „ I I, „I�o a�i .� I a ,� 1I,
- v
0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
62.25 cfs
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).
Rev.12/93 8.06.3

Appendices
FES-B2
48" Diameter
Q10 = 45.83 cfs
La = 26'
d50 = 10.8"
W = 30'
3 3Do = 12' t I � 1 HI;l 1,,,
r,
Outlet w = Do + La t = 2'
pipe 9r I ii *1'
diameter(Do) I I! 1 ;; �i"�� { ,� i�ll�
11111 dr�ili!1
La --•! 80 L , l ii;cp/11:1. T.i lwater 0.500 I 10111111111IIin t.1 • i�i1 i I.ril
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'I I;Ii I l:l,, .�"""�A"' N ��'.,� �:ri��h1� ll.111 i l� 1�11 IIIIIIII[N 1 1 :1. I p I • r' 1 .21-1iI 11 11{� I{I i1I.p Awill.✓ .,:!. ,1iglieri�i/1 is ;i AilO�i: li��Ili�ii l�I ll� i i�:Iliill:lli 1
11 1 I , \III ,d�-.411 P,.rkell''Nlr' iN'•tml� ; ' 1 i I ! I m{nn,�1
it'll L v= 10 ,d ' A� 0�•'qA' I L' 1 ,'hl
v 5 ���iliiiii® lil 0
3 5 10 20
45.83 cfs
50 100 2001 500 1000
Discharge(ft3/sec)
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).
Rev.12/93 8.06.3

Appendices
FES-C3
24" Diameter
Q10 = 12.57 cfs
La = 14'
d50 = 6"
W = 16'
�3 H in
3Do = 6' , i ; , 1n i „1,,.
Outlet w = D + L t = 1.2' , ;. : 1
o a
pipe 90 I r' 01 I I diameter ( ) I nu
La —�1 80 l I r,,r;■r
- c ' 1 '' •
, ' miill 1 I•41I:r'liilr�i i,
T.i lwater 0.5Do � � f _ i i t �j
.-,; �•- I 1 III •�1 lIIIIirp"i
II •.�1�'/lirlil' • ,i�
aril. 7C ,i '�mi•I !r
Al, { . 1' al • ✓n.e! ill II!
ti 60
C�i, giro } 1111.111
l�UI'I!d I • lu !
6 1-Il 1i i 1�ii 1 Ili n1
fc,V 50 I i roil •, 1 11! r/Ill/I I�IInIII1�1
\ .i 1 ,.if , , i it�1111111111111NIII��II
o ( {1 �1 ;11 I 1i 1 ' ill,, ,li I' a �o a do, Apr , rnliili=�nu I hip. ,
1 ,i , i ,, nr 1 11 I n.�ii
I { .7i .i i iuiui 111■11 1�1'w u 4
i �/ ■r 11 I IIIIIII ..dII1111'
II 1�11III ' i1 p
� ; .. � I`.} �I. l l ��'� 'I' F ! i a s., �� �0 u� I� �aiiliu�r; �1
30 # , ' + �' .� �i d �I���ii .i� it ��1�i11� finaurn:ir;
/.,ii i 1 III11111/1111iii''; Id
I 2, ,.I'j r r�� III ■III I Illlli"A 1�� 0!
,��►�i� / II /,'AiiilP 1.LIII
- -1/NM i 1-.J1
Lal sir%� I�� 3 dl I51111:'4dr1rIC
20ill st• ii,
1 1d.-:i 1 Aili ����■ � i III I��III�SRir4111 1r41
li 1 Iliiil m ,n■ur urm 3
,,,,lopigillill 1 I t. , L t - -1- - ; 11111111VIEW ilki.,<..-4
i II — — ' •,..00.,000••••goolg i i .ti[ 1 1; • - -} -! - ' t, t 1
eir
10 •■■�11 II_ itin
kill 9 / •, 'i
ii11r ' o%•I■Ier2;L. fir'! %1'!'- lir it wn� !'r
in
1 III
■ 11111711-
,'� �.0 , _.-.,r►. iff.l�AlIIi Si'i
t v f' !41
! • =�I V r m
;.[ L .I I;i.l I.[,I ,11, ii 111 � I( lE 11
2° 1�.,I p�' ,.11 ..._'A_�a__:� { ii�il1 ��11 1 1 i111���
�j II 1
i. n I , ii I,In• I Ili:.
:Ill
0
3 5 10 20 50 100 200 500 1000
12.57 cfs Discharge(ft3/sec)
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).
Rev.12/93 8.06.3

Appendices
SD1
24" Diameter
Q10 = 16.89 cfs
La = 14'
d50 = 6"
W = 16'
3 0 3Do = 6' ;Hi 1il::a ^
t = 1.2' i ; 1 i , i'i:1
Outlet W = D0 + La i:111 I 1 .11 ;i,i
9 i.. 1..INt11�
pipei i .. i ,. IIIIII 1. ., 1
I. I i R ;
diameter (Do) I 1 1. ii:1 IIIiin 1'Ili-
La ---+1 80. : „ 1 III I irrlr,n,p
. T.i l water < 0.50o . i-I 1 I ` :l ' : ; I' I' Ullill l4,� i1!i11',IriN
�l, 7c Ai
al� {1 ' ' I. -- 1 ' 'II t 1, •! i:i'=1i1�' 11
Oc 1 k 1 I ilt�l,►�! I iii`!i
o`k PQt 60 Ili-1 ...t. i 1 I'� a11,iai;l,�•'4 •:�urI.
�I1a111/ .1 • IN
�g�r ;fi I'1 1 +}� 11 it -i t Ii eti, ' inn I cb . , liii
jl y � Ild� ! NlNirl
v�\'e I 11. I I.4I ! I I I ttiI II 11 �II� li y Ili' 111N11111
5 � I - U 1 i
I i. � � .��1r• Illil 11 11111111111
\c0 0 • lid
,I I I• I I . I- I ,, P� n IIan11111111NN111N
�� 'I- • ' I I1 li I 1 � � a � di�'111111111111111N11111
_^ k 1,1 I 60 III:�1 1 t minnow
`v i__ t._i. ! .1 l 4f �1 {t1 'll' i.t I '. ' n11 lull 1 1111111. ,
40 I I f-a` •■►�■/� 11111111111111 IU!•ilI,1 4
J 1 I{ l; I �' ■ 1 1/1111111 eil iii1/11
I. 1 111 lu niil;Nr1
kr i if I, ii 11 111. -I X`�-' 2�0,i ' ii1111111� ,Ii11111Illiti,
301.. I I ;?I,.I T. - it/,. . IIII IIIIIIIIIII'AV';Ill�d
I ---- - -- - -. I - /- �'• r��� ■un I umr�� lli l '
r —.1 1...... — i.,. , I' A i10' I 1r:� 1!'irl n5Ni'. iii
20 — - - ==`n - - i5 ►�d ;j000%1f1.!r�iilll ini:._01E jI!E I 'Iii/l1�5,'i dgrlitl
I 2 _ �/�t.i!.;1�;ji/, F ■ Iii0F4pir
1lIJIP•"11' 11! d'
s I ilifi
to { ffl
" i1I ,i LIIIIIIIIIL It e! ;.i'
�. I I 3i' W i4?-N II III'' I1 r.� _._ II-I- 1 J
'I , 111!- -- V� ���/• r"�AI!Ili! I'.i_I I , tli salt' / N:.AI:rdra; ►,Ioice_-- ,._ 1 -� �r�/� � /Illi!0i11,111i r• N
— l _ i •,i '/ /� .i Iili/ IIIP.Ilalrlll. ilrl 2
1 I .1 i r! - i --.i i/ r , 'Lilirinr7r� 1a
I� ( { 11 l i i %� / �LII■I ::,"1:11.11!:al pH.,
,_ ._ - -a -----1 t - _- ,i' II 4 -- ' - i I/wiI'd:I�'Iil!11GIIIII�111111 '
� 1 � �I. /i A���Ill�llillllllllll 11111
- -
L. . V ;e // ■ i /�P" I4P'III'dlll 1 1 IIIIIIIIIIIII Q
` - j I i I`Ia 11�`I'- '�i'�: ii�'S� ii �liiii Hum111■°iiiiiii
,'. i,._.._ =20` �I�. ''.I/�1ia � 11�111111iii imi��1111111111 11.0
1 t I4 - �5 d rai A11� _ 1 1 I Nllll
liil.lII .;: ! .: i n❑I-I . . r I , .1. I:
� a i
•
• y' i ■"�v_5 " .
• I
:
3 5 10 20 50 100 200 500 1000
16.89 cfs Discharge(ft3/sec)
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).
Rev.12/93 8.06.3

Appendices
SD2
30" Diameter
Q10 = 27.85 cfs
La = 16'
d50 = 6"
W = 18.5'
3 0 3Do = 7.5' iill l I:::I;-.
t = 1.2' i it i , II; I
Outlet W = D0 + La i;f ML' 1 11 ;l,i
901:- :L:Inul=
e
P P i l .. •i ,. 'mid o I
I. II I R ;
diameter (Do) M 1 l i i:�; 'hill
ll l‘n!sil�i:
La _—A4 80' : I ! - „ -I I III I p !1',Il►,p
. T.i lwater < 0.5D0 I 1-I i i ` ; ' : ; 11, `; Milli l4� i,,�i,ii!il l�lr`i,
, 7C
Q,°1' II L I. 1 ''i t 1, •! i:i'j 'P 'i
Ot‘ -4 J l t' .+. _t. . :I :: : ® tI I 1;!IIII r�►.� ''M111
ok Q i. 1I I i 1M �' :�d;diia 5 1
�r II l ++iii 1I 1! -_ ..i 1l l.�, 'e!r'm I . , Ilnr
2C\ .11II-,l II I l'I 'I l i . �1'1'd 1 11111111
�' 1 i II -- ' I - t ( 40� d a n;I • 111n11111
v(� 50 n•l .. . I '1r roil a uwunll
' I,l g i_ _I y I� P ' 1 (j 1/11111111111111n1111
_i\� I k 1:1 I f. I Mil Ii I Fier a i 11 lilt 1 uIIIIIIII IIIIIlI I
`v ,.--. !•. 1 ; II. -R 1l :II III, . �� .IIIIMI I!I�I1I !UMW!! :; 4
40 f �i / uu u■ul Nn,fia
v, 't L+ III II ill!II" 'fl ' 11 e-A A 4 M
ini
, illililllll'IMU
1. i s 1e:;. '
3o I - .-- 14 I ;I'l 11:1ON - iiil!' . iini�i inn i'i
3 l.. I' - - .III 2 .�•• rvl� II;Il�.!m+'i1i16• r .I I.....- -- . . I.., ,i' ,.;;/ lips:� = .i1;1 n� ..ini: - , 1„..n/';p! � ■ cu /�au':20 — - '-n , .\5 ►1dini! i!!iin liIIIIEI ■ ��=iiko!ice ii! 3
! I Nam pniir 1 ■ - ' 1' 11! v
i
10^I �_:_ _ .IIM �: °''� '` a ,ILI ICI -I- Pjii! /
0 I I � � /a�� '.1.A1ai1111g1 ►.I 2 NI
II} i1.1 11111 /Illlilinil1.111i11.' N
ilui�. ZAN! • , flllllllril.11 • I
1 m� lr t I rl 16 f . ,ii
,_ t 1 ` tt ' 1i ._, iI
a ii r.��ri i%ii!afin111 aco
_MI 1` .. --- l - I 1I I f .I. .. , � I/SIdiiiiihil!111i11111i111111
.i� � � �I, i/i A���Ijlillillllll Mill 1 1111 Q
4. V �• 0 ' ■ /P I'I'111'd111 1 1 1111III111111 '
_IN:1,"7
-. :lir - --_--- _ tt-tj$ I i.I'i'I I'- ar ,=��; i;Os� 1111l1111 11=■°11111111i
1• i •i1 I Imp!v ,. •per oppiiiir ; i sBil NI I
I l!I " I .: 1 nuI1 12 + " 1 . i I + .{. I:
: i.:a.v= 10 ,d _ .. '�; 1ii •II �• ii . If
I, I i . ; l..•
0
3 5 10 20 50 100 200 500 1000
27.85 CfSDischarge(ft3/sec)
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).
Rev.12/93 8.06.3