SW3231201_Stormwater Report_20240102

The Shops at Prescot Village
Waxhaw, NC
Site Address: Prescot Glen Parkway SWPPP Revisions
Waxhaw, NC 28173
Parcel ID #s 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
November 30, 2023
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]
iAMERICAN
Engineering

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
Charlotte,NC .2438OFFICE:tte,NC28226Ci \ EngEinelering Charlotte,
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Table of Contents
Title Page #
Site Narrative 3
Construction Sequence 4
Engineer Certification 5
Appendix A
A-1 Location Map 6
A-2 Aerial Image 7
A-3 Soils Map 8
A-4 FEMA Flood Map 10
A-5 USGS Topographic Map 11
A-6 Grading Plan/Tributary Area Map 12
A-7 Storm Drain Pipe Calculations 15
A-8 Pre and Post Drainage Maps 19
A-9 Wet Pond Calculations 22
Water Quality Calculations 23
SA/DA & Forebay Sizing Calculations 24
Anti-Flotation Sizing 25
Hydraflow Hydrograph Results and Pond Report 26
A-10 Sediment Basin Calculations 55
Sediment Basin 1 Calculations 56
Sediment Basin 2 Calculations 59
A-11 Diversion Ditch & Slope Drain Calculations 62
Temporary Diversion Ditch 1 Calculations 63
Temporary Diversion Ditch 2 Calculations 65
Temporary Diversion Ditch 3 Calculations 67
Temporary Slope Drain Calculations 69
A-12 Riprap Apron Calculations 71

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
il
CAN Charlotte,NC28226
OCharl tte,NC5.2438
Engineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Site Narrative
The Widewaters Group intends to construct 4 commercial buildings on a 13.46-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 Comercial) 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 to 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 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).
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
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 2.565 5.962 --- -- 45.83 85.30 116.91 144.29 Wet Pond

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
AC\
AMERICAN Charlotte,NC28226
OFFICE:CharlCharlo704.37tte,NC
Engineering www.American-EA.com
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 engineering
department.
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.
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,NC28226
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 30 DAY OF NOVEMBER , 2023
/91ofallelimpe ,Iovs
. F,
EAL
33046 '
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♦
�. NGINE. -k •`
BY: BARRY M. FAY,PE
COMPANY: AMERICAN ENGINEERING ASSOCIATES-
SOUTHEAST, PA
TITLE: PRINCIPAL

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
Appendix A-1 Site Maps
Location Map
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NOT TO SCALE

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-2 Site Maps
Aerial Image
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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-3 Site Maps
Soils Map
3 Hydrologic Soil Group—Union County.North Carolina
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Map projaffin.W Web Caner W(S84 Edge LJMM Zone 17N WG584
USDA Natural Resources Web Soil Survey 1013/2023
lioM Conservation Service National Cooperative Soil Survey Page 1 of 4

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
i\ 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 Rat- Percent of AOI
BaC Badly chancery silt C 7.9 38.2%
loam,8 to 15 percent
slopes
ChA Chewada silt loam,0 to BID 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%
Son Natural Resources Web Soil Survey 10/3/2023
slom Conservation Service National Cooperative Soil Survey Page 3 of 4

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-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,AMERICAN FFCE:704.37 .2438
6
OFFICE: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
Charlotte,NC28226
OFFICE:704tte,NC5.2438
Ci \ EngEinelering Charlotte,
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
Charlotte,NC28226
OFFICE:704tte,NC5.2438
Ci \ EngEinelering Charlotte,
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
2
A32 '�33 A34
Al 8
26
4 34
A20 8 A19
A21 7
A2 5 6
A31
A22 9
27 15
6
11 24
A30 22 All 14A131 12 A15
A9 Al vie Al2 14
28
A29 17 A6
25
29
A7
A28
18
30
33 23 A4
31 32
A5
A26 A25 A24
19
20
21 A3
A2
A4
Project File: Storm A.stm Number of lines:34 Date: 11/30/2023
Storm Sewers v2023 00

Storm Sewer Tabulation Page 1
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 !nor 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 12.30 0.00 0.00 10.66 0.0 11.8 5.8 62.30 202.6 8.36 42(2b) 1.01 505.86 507.21 507.30 508.65 509.81 520.65 A34-A35
2 1 13.310 0.50 12.30 0.90 0.45 10.66 5.0 11.7 5.9 62.34 133.4 14.16 36 4.00 510.02 510.55 511.46 513.09 520.65 523.45 A33-A34
3 2 48.100 0.12 11.81 0.90 0.11 10.21 5.0 11.6 5.9 59.90 115.5 10.88 36 3.00 511.13 512.58 513.09 515.07 523.45 519.16 A32-A33
4 3 92.264 0.14 9.10 0.90 0.13 7.78 5.0 11.4 5.9 45.97 66.69 8.10 36 1.00 512.79 513.71 515.07 515.92 519.16 525.91 A23-A32
5 4 101.764 0.44 8.96 0.90 0.39 7.65 5.0 11.2 6.0 45.58 66.69 8.20 36 1.00 513.71 514.73 515.92 516.93 525.91 526.20 A22-A23
6 5 133.004 0.45 5.96 0.90 0.40 4.94 5.0 8.4 6.6 32.54 47.16 6.49 36 0.50 514.73 515.40 516.93 517.24 526.20 525.98 A21-A22X
7 6 117.750 0.25 5.51 0.90 0.22 4.54 5.0 8.0 6.7 30.41 47.16 6.79 36 0.50 515.40 515.98 517.24 517.77 525.98 525.52 A20-A21
8 7 61.709 0.09 5.26 0.90 0.09 4.32 5.0 7.8 6.8 29.19 47.16 6.75 36 0.50 515.98 516.29 517.77 518.04 525.52 523.00 A19-A20
9 8 91.575 0.12 3.96 0.90 0.11 3.15 5.0 7.6 6.8 21.47 39.17 10.23 24 3.00 517.29 520.04 518.35 521.70 523.00 527.34 A17-A19
10 9 23.500 0.26 3.84 0.90 0.23 3.04 5.0 7.5 6.8 20.75 39.18 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 6.46 5.53 15 1.00 522.41 522.74 523.23 523.65 527.25 527.84 A14-A16
12 11 23.500 0.12 0.60 0.90 0.11 0.54 5.0 7.3 6.9 3.74 6.46 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 6.46 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 6.46 1.65 15 1.00 523.09 523.66 523.78 523.94 528.63 529.37 A11-Al2
15 5 126.220 0.04 2.57 0.90 0.03 2.31 5.0 10.8 6.0 13.98 22.62 6.90 24 1.00 516.49 517.75 517.63 519.10 526.20 529.13 A10-A22
16 15 23.500 0.05 2.41 0.90 0.05 2.17 5.0 10.7 6.1 13.15 22.62 6.76 24 1.00 518.62 518.86 519.72 520.16 529.13 529.13 A8-A10
17 16 70.950 0.58 2.36 0.90 0.53 2.12 5.0 10.4 6.1 12.97 22.62 6.00 24 1.00 518.86 519.57 520.16 520.86 529.13 527.36 A7-A8
18 17 122.050 0.89 1.59 0.90 0.80 1.43 5.0 9.8 6.3 8.96 22.62 4.71 24 1.00 519.57 520.79 520.86 521.86 527.36 527.63 A5-A7
19 18 114.396 0.06 0.26 0.90 0.05 0.23 5.0 8.4 6.6 1.54 5.40 3.62 15 0.70 521.55 522.35 522.00 522.84 527.63 528.84 A3-A5
20 19 70.063 0.09 0.20 0.90 0.08 0.18 5.0 7.4 6.9 1.26 5.40 3.03 15 0.70 522.35 522.84 522.84 523.28 528.84 527.22 A2-A3
21 20 88.674 0.11 0.11 0.90 0.10 0.10 5.0 5.0 7.6 0.76 5.40 2.37 15 0.70 522.84 523.46 523.28 523.80 527.22 527.44 Al-A2
22 15 59.493 0.12 0.12 0.90 0.11 0.11 5.0 5.0 7.6 0.83 22.62 3.03 24 1.00 521.43 522.03 521.69 522.34 529.13 528.11 A9-A10
Project File: Storm A.stm Number of lines:34 Run Date: 11/30/2023
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 Page 2
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To !nor Total Inv* 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 95.500 0.44 0.44 0.90 0.40 0.40 5.0 5.0 7.6 3.01 10.21 5.76 15 2.50 521.79 524.18 522.25 524.87 527.63 529.71 A4-A5
24 10 14.273 2.77 2.77 0.75 2.08 2.08 5.0 5.0 7.6 15.82 39.18 6.17 24 3.00 520.74 521.17 522.38 522.61 527.25 526.83 A15-A16
25 17 108.000 0.18 0.18 0.90 0.16 0.16 5.0 5.0 7.6 1.23 10.21 2.81 15 2.50 520.32 523.02 520.86 523.46 527.36 529.88 A6-A7
26 3 154.048 0.28 2.58 0.90 0.25 2.32 5.0 7.4 6.9 15.97 27.70 6.46 24 1.50 513.58 515.89 515.07 517.33 519.16 525.84 A31-A32
27 26 123.781 0.26 2.30 0.90 0.24 2.07 5.0 6.9 7.0 14.52 22.62 6.98 24 1.00 516.20 517.44 517.37 518.81 525.84 526.39 A30-A31
28 27 73.431 0.19 2.04 0.90 0.17 1.84 5.0 6.6 7.1 13.03 15.99 5.67 24 0.50 517.44 517.81 518.81 519.18 526.39 527.10 A29-A30
29 28 79.404 0.55 1.85 0.90 0.50 1.67 5.0 6.3 7.2 12.00 15.99 4.50 24 0.50 517.81 518.20 519.53 519.68 527.10 528.47 A28-A29
30 29 103.133 0.05 1.30 0.90 0.04 1.17 5.0 5.6 7.4 8.65 15.99 3.42 24 0.50 518.20 518.72 519.96 520.05 528.47 523.82 A27-A28
31 30 24.650 0.04 0.73 0.90 0.03 0.66 5.0 5.5 7.4 4.90 7.42 3.80 18 0.50 519.22 519.34 520.29 520.33 523.82 526.59 A25-A27
32 31 80.822 0.69 0.69 0.90 0.63 0.63 5.0 5.0 7.6 4.76 7.43 3.83 18 0.50 519.34 519.75 520.47 520.64 526.59 524.57 A24-A25
33 30 35.059 0.52 0.52 0.90 0.47 0.47 5.0 5.0 7.6 3.58 7.43 2.91 18 0.50 519.22 519.39 520.29 520.31 523.82 523.03 A26-A27
34 8 65.900 1.20 1.20 0.90 1.08 1.08 5.0 5.0 7.6 8.25 10.50 5.64 18 1.00 516.83 517.49 518.04 518.60 523.00 521.28 A18-A19
Project File: Storm A.stm Number of lines:34 Run Date: 11/30/2023
NOTES:Intensity=75.55/(Inlet time+12.40)^0.80; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
Charlotte,NC28226
OFFICE:704tte,NC5.2438
Ci \ EngEinelering Charlotte,
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-8
Pre and Post Drainage Maps

PRE DEVELOPMENT )I I i \\ \\�\( \ / - J I I Ca0 a v
TR55 Tc Worksheet �/ \\Ir)) \ \ ,\/
DRAINAGE AREA-18.25 AC \ II -- ® / - i' IL _/ I
�w,•n�xw�aaa^.Em�do�n,n.me.�cm�ao®sa n.mee=.�z.✓zoza IMPERVIOUS AREA 1.67 AC \ / \ j -..- j. \ `,\ I\ _-.-___.� t o 6tr d
Hyd.No.1 CN=fi9 \ y - \'i44\� -'\ 1 -- 4S^ :�
Tc=15.94 MIN /�__ I I ./. = ✓.- ' � \� ,+I) \) 1 / �\ U•L N��
=� ir�� lr °0 AV 1 , I S�� ir
� o0
Pre Development
Description A � C Totals \�// �" / �����/ �lVA/ �r I ,(�! I // Sr&,fz )-� � a1
Sheet Flaw \r l /PP :1'`TL:/I J / Nutsll� 780 -\ LLI w
Mannngsnvelue 0.400 0.011 0.011 _ /% .L .�' /',:,:f / I I Ii)`I / J I ��/�ut p`
Flow length(R) 100.0 0.0 0.0 / . / ''% / / 1/ '" C WI
-- / 7�v I / �I /ear c cE
Two-year 24-hr area p(n) =3.56 0.00 0.00 ,- / / /-- I� I I SIR�q c m
Land slope(%) =10.50 0.00 0.00 / -� / i % / J \`-- +�+ ? ! w'' _ /�srrat/y g d°'i�
Travel Time(min) =10.48 + 0.00 + 0.00 = 10.49 /�_ /�1' ,---?'''''''../---
-'''. / // .....,--
1// 'i l' / ) \ + / N c @ U
„- - J M
�, J J \ ( W az
Shallow
lengthWatercours(sbpett%tl)Flow 646 0.00 0.00 , J -' // --/ L�f t�l / /J 1 I \,........ c
Flow length(ft) 646.00 0.00 0.00 �.. / �'� / - '�.- / I ! - / J I $Ci o
C'
Surface description =Unpaved Paved Paved // // �y / "i / r/ /J/ -- �'�K'g1EPa) F�\�\-,�� / 1 ; �J' I t d o W
Average velocity(Ws) =2.45 0.00 0.00 %- %�%%j-% / l /�\\ ` \ - 1DD .,J/ ,,;//� - in ryT �F ,141.t/I \\� �\\\\ a$Li
,.� .� / ( I St74EA
Travel Time(min) =4.40 + 0.00 + 0.00 = 4.40 r��' f /--- -1'/ / 1 / I II ` / \ 11
�' �i/���j / I / 00 / / �/ V 1 Y 11I I 11 f�
Channel Flow /%9�"%/f�j,//•- \ /- - ; __ =- __ "., / \ I I 11 / \ 1 1'I ,,07-'.gO.fit.
f.
X sect onal Flow area(sgft) 9.60 0.00 0.00 �� // J /" / J \ , C) /
Wetted perimeter(ft) -11.00 0.00 0.00 .- %' / J ! pp �• 1 \ 1 . y,
Channel slope(%) =190 090 0.00 .%/ e°'r .-'/ //,,-"3ro sBS /� I T:./ f / /` r 1_ �52D A ^ 1i I �1�1� / A I :2 AMERICAN 9
/�,�,// �,•' 'fie/ / runE /"v B' // // / I 1,...:,, 1 ENGINEERING
Mann n l s n e(%) =1.023 0.00 0.00 .-.�, / r / _ ''nO / I .-/ / / / ., I =o°ASSOCIATES•'z
/ Sint .Sap had I
Velocity(TVs) =s.zD / ' / .J,. / I I 3 s e
0.00 % .�/ /-_ '� ' _ / SOUTHEAST r.
/ n¢stW.94 J v /5/ `v�I II a\ C-36et Q.
0.00 __/' / `� /,tea- .SIs/ t y-
Flow length ft 0 391.0 0.0 O.p / ) J ///� \ \\ //' '` -' /J -y Sl&O \ /nS F �l 99 � Slp I _ \ 1 \ 'ii lE'O'`A,,,,,,
9 () ({)) / r.=i Oo;he \ .,' ,J / I \\ IO,CyS W B( JABS \ I r nrrrN••v
ILII
Travel Time(min) =1.05 + 0.00 + 0.00 = 1.05 -1 / / / ,i/ \-\ C\ ti\ /,.�t�Y/ /BSo' \ \ a r+Ariy /
/` I / / 11/ y/ / / tasty o�rrBy91 src+ss 1 / \
Tbtalrra Travel ssamin /-� /JI it,-, '/ r �/J > /n svOz evcsv. �� siez2 \
1 //...- 7 • J ':224„ saszF v F' \ \
. us RpCs ° i \ \ 1.
p /// � ! l�i \v�� vv / v x /iineb/et brain /�'I i LYirSlZSOs ., -- A� P r✓�
/ / fit /I // r e�+ v, vv, J 011 f' SwiA4/ e", lsgq \�N / 7n 'urss' f o </''.
Pre Development ., -// ////// i' J II�i % / �J ss _.,...1,--
�� ZO'Setbari "'+t1U ---� /PE, PS( \_- '04NE / N ,F t.
-(
OVERALL CN VALUES / / //%�J�iQO 11I 1 ,I I v/ '" .\-' \\i -� - - - _0 _/ice I '' - �Fp I - \ WEAL
SOILS CNPERCOVERTYPE .--
/- / //�� / / � \ / II I,, ��I, -- i - _ - ---__ _ /�e 18"CP �..- \ \ q„.`y� - w. ._ A/1 a 330�15 l
%oFAREA /`v - / / / I / / ).---/ v / - \ f: { ,I t�10'2 '
GROUP OPEN IMPERVIOUS / / ,/ / _ _
/ , / J J/ ,CB J //I/ I// //-,_ - - _ -_ :• •^,�.a'.,:i�_ _ �.,aA, ; �`%)` I �,NCINEO 4
B 61 98 60.0% i / /; BOC \` 1 1 .� _- - y' f I -'__ \-
r.
\ y_
/ J II
PCOVERAGE AND CN VALUES / / /r, ,//f /// i _ _, II \ \ \ \s �\ iiiiiLi_
/'•�� \ I
USE AREA B C CN AREA x CN // -v/ /' - J /,'"-- �`, )(/P/P �„•_ -r�r'°S,_ -..... vvAv _ Bow 5
20 w� - _ 1_ asPf n IS;�c 1 o-�/ ° _ ��;.u, a:
(ac) (ac/CN) (ac/CN) / // /'. / /�/ / -_ sv - � _ r ���-�,__� ' � � 111r
9.95 6.63 -� '�' /'_'_ /' �-` /�///// - - �v vt'O 1SSOIZ : A i CB / CB \ N. y _ / 1 v
OPEN 16.58 66 1097.60 / "- _ i - v P "v \-/� .Boa CB SIL O� Bo ,
l-. NO- S76 - - zS 1 _..._ �rf
61 74 - Bz �5 _ _'.ti 4"61158 +9OX 1
•-„•.. I 'j/ / / a �� i 1b1S1 auS1B �� -
/ i X" """ /l '; \v vV ^..v. \ V .%N urSIOS58' _ �-_ _ - O6N. • A
IMPERVIOUS 1.67 1.00 0.67 98 163.66 �' // �___ ` //-'--// /�ri'/ �,." --_ ;,.aA � VV �V'\ � _,, ,..EB98 98
11f�= __-- i. Sroge AlP �\
/ / "H /„/ / /i Bts v I\\ V A�1�V` �� - c� �"S16fSF- /' V- = =- � 11� n
TOTAL 18.25 69 126126 _ / % 1533 V - Sr \'r l < �t5 � _
CHANNEL EN/ \ \\ \ \\\4 B" mFx ,/r /� <\ IOS4N [\ ` _ /nSz147� / ,1 11 O
l I \ J ) I / -* . f J i\ L-391FT-�` \ \ \\ ri/ / V�'' PR%re• v J / z713 1 l
r /J �Bsr i^' /' _ ) / � 1 rs \ /� J I / _ ar4szla2 r'' .�;' 1 -1^ =
) I r /�__r assc� / / sylix \\\ / 89 -
1/ r- - \ /-' , J ' ',J / I JJ J arsrc. /ice / M=0.Ox3 .. �' \\\ \.ti .:.._. ,!,. �yr a -� _ - •v. / /'� /.-.'" / a 1
l / / i / i 1 / / _ ✓Se s;' // / / EoRS1 ,Vv V`` i �r A\p,,� 3R6"PO2 / .' / / '�' o I
l 11 ) / / / / / // / r_ _ py i/// ^A / .,"fyp=11 FT/ 98 v°,A '�bv� �J J / �V¢-S5N{y /
lJ///II / // /' / l / ,�JJ/ %J//iJ, \./i/ - .,./ / \\ /.� \ AREA=9. \ �� v.A&'- C,t \\\\ .�// / /°j •� / ,, // _ /''\ a
/ / / / / •-•' / ti Tom" J /\ / / < / 1s Z
_.-/ ;i�1 >,_� / /) //i/ //�J /Pt _lam ,arrsJs>Is \ 1/ / / / \ vv vv\ J/� // / - / �// / /� i., 1 N0�'th 8�
/ / %-/ �;' �5, � /� sNv'- �/ / . v _ _. c��J� / �� / /J i�� 1 ra�'Olwnsla- i lBOCsz1 V A v / i
10Oi 1 / waw neen sm� /
i -'� / _. / /'� \ L_ /''' { � .....3 Days Before Digging...
11
,.� =ci - 7 ^- / / / /RF/ o % �'�!l J / / v v _ / // / / ,11
,I p� / North Carolina 811
r✓d"` _ - // / .,..."/ / // / / �' `- --_ '\ -,� \ / / / 1 ' 811 or 1-800fi32-0949
ntry
arsr - / /i-=-�// ' // i_�// / ,//r- //�' \ \\//-� \ - /'/ r y/ / /' J_ :If
R �3 / R=inneTrOR RE
.i- (- BOOS 7 // / \ \ - - i Op:ac to vy.h // glt.or rematenckerm 6tm
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/ / / s .�/ J. STIPULATION FOR REUSE
�. ' '-''' .'� /' // I "` '` / " � � I �' AI 1 THIS DRAWING WAS PREPARED FOR USE
/ .n' " r /�V ,_-J /..' v\ / / S / l' ON THE SPECIFIC SITE,NAMED HEREON,
�� � " /-' / // V / ''• ENE I II /i/ \ , CONTEMPORANEOUSLY WITH ITS ISSUE
/ , -. / \ ` \ - /\\y/ / I ▪ -.\ I v DATE AS USTED,HEREON,AND R IS NOT
-- ` r ssO '� /PF, // \ \ /^` ` _ // .-// / "v - I_ / ISURABLE FOR USE ON A DIFFEREM/ // PROJECT SITE OR AT A LATER TIME
/ v \ /' / u / DwR�iEDENu�an'"'NG FOR�rEGu�` ' , // // / / _,"-N - V �530- -' _. /-' II ARCHIFCISPND EN(ANEF%REPROIXICIIONt )lN � ss- •w. / + /"" 1 / •F / ,II / I THE SERVICES OF PROPERLY LICENSED
CB 2 II i,/ :1OF THIS DRAWING FORREUSE ON/ \ 7- w � - / ^5� /// \ \ \ 9NAIZlDWSONCENTRAT DFLOW \/ / /
-^ t t ANOTHER PROJECTISNOT Al1IHORIWss - 1 .�- / / / ____ --' S361,2-,\-'
AND MAY BE CONRTARY TO THE IAW.
„ra
/ s=2.3% / i� Bocsor / )11 - W
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>_- `-, -_ - _ _ - - --x - - - _ --- - - - - -- -- S=lB.5FT _ a} JOB NUMBER: 30/2082
0
m =�%'"/���- �...._- -- -- _ _ - _ _ :__ _ - - - - - - - - - - -- -- - -- - ----- ------'--- ------ �- DESIGN BY: BMF
1 �I .a-- __ _--. _ -- ...: __-- - - __ - _--. - - -- _s. - - - - - _ - _ - - - DATE: 1 1/30/2023
-J k_'.r .°e`=fix.�,-=-r _ - ---.:: - - - - -- -- - - - __ - - _ - __ - __ - -_ - - -_- -_-__ _-•_= `�- J% SHEET TIT
56D
TITLE:
_3_ N.\ \ \ fg� - r ----_- - - - _ / , o,reak = DEVELOPMENT
//' 60`� N.
N. %� // -`' =-,�, ---- - -' - - - `_� `�- ` 1__/ - - - J \� SfA / \.� s- ., - -- - S\ GRAPHIC SCALE DRAINAGE
l J/` ; - - __`_ \\ / /- ; =o , ( F% /'�I %., se a 25 se .aa AREA MAP
-_ - • \ \\ 1 /' °\/ / , e / J ! o off►- �°va°�I ° �/ ^ l
I -�' � =�E.�;°c-o 0 '�'� - _ - - - - -<°- _ - - N,, oE�-,i 7° °• I I 1 / PRI 1\ I ( J SHEET NO.: 7 N _e--.�_" ^� _ (,-__-=8- T l „ is \ r (IN FEET) �� /
1 I / \ `� `- ®c--oe �°LhS� v'oE `-- OEy'_-� � =" '9O / / 1 I- ,/ I I J 1inch=50 ft.
3

Post Development Detained BMP POST DEVELOPMENT _ ,.-�' _�''' _— �`_'J J \ -i -
OVERALLCNVALUES \ II �'®�/ •' % i — ,�\\ . JJI L' \ ///� _
DRAINAGE AREA=18.25 AC ) I ® _ I " . 'h
SOILS CN PER COVER TYPE IMPERVIOUSAREA=11.37 AC \ //J " " __-_- \ \\ \ ""---- I� . _ _ I o 2 r
GROUP OPEN IMPERVIOUS %OF AREA [N-B6 / I \ �' -...../-_
/,"!/?%;.yam \ \ / I - I 5,� [ ' �I� 000
B 61 98 60.0°h Tc=S MIN /`_`-i •,/. / ",dam/'//.-.�.- ri` / - V W N�
C 74 98 40.0% // �, / '�' %�.%i'/ V�11,1 �.i I JI / A b
/, / / / / II\ 11ll.lSf / )
m�
Post Development Detained BMP � 12 /.`-'/ _•-- 1't\i ��It',I \'/I /I / 1 © ' - I W•— �'
COVERAGE AND CN VALUES
--'.-j '''� / %/ r/- I J 11111 III Il s I/ 1 ( . 1 I 1 I t�
LAND GROUP GROUP "'..-' "�i% '��> / /--/' r I / 1j11�/11�1�J'�'�t� I I // / (J cro
i
USE AREA B C CN AREAx CN "'' % / /- _-- / li § o C U
(ac) (ac/CN) (ac/CN) �'',-j��/ J.�'' %%;:- _l/--•/ /, ,,..,/%/i//,'// /).3, ( / 1 \ �I \ - `1 @o
4.13 2.75 >/ %'�i .i'',,.� 'a% ..i __// ,, "-�'f'l�//// /%/// ��I J / \ + -_ N +1 ` I IL�'azi
OPEN 6.88 66 455.46 \ —
61 74 /i / / v
6.82 4.55 .-'G/% /i/ "%ii% // / // x-i //J1 l / r,/ \ 11 / I 1 I � \ \\ yot
IMPERVIOUS 11.37 98 1114.26 -'�i%i'i'�_ �'%��i =i•' - /i'�' // - \� �/ \7/ \\ 'Ill 0 1°
98 98 iji i//J / ,/ /�\ ( I - 1QO �/ // ''' - I �' 1 I 1 t/I ��,\l\1 QeopC)
TOTAL 18.25 86 156972 •'/ /�'•i .�5.,, J .'% ,-�' r•/-- `--, I _ �/ // // / I I / /'' \ /\ \ ,1\1\1\ t�
, i / 6� /+•ice/ ,"'' .r�7/ / �.."s /,__ _' �52U� \H/ I \\ 111 O /y:
/ / / �ii/ J »'(. '__ / �noianE - I -:::,-------/,/ // 5�0•-- �, / ^L .� N •`III / \ ENGINEERING
f!' b �/r ! //�/ / / I ii �J�7 I� 'o°ASSOCIATES•z
ls / i / /--r/ ,-.. ,/ ,, , - / I m / \ I SOUTHEAST
II
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1'
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/� // / _1 / F �� ID.•IIIIIIIIIIII ,'q -^�,a '
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ki -/—
.
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— / / O / .411 V / ° �S.. �1 / r j
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c // --- / /i 6i i/ 's J_y o,/ / ®\-- / �I /r _ _ _ - �"' / /I/� \/1 1 11/ THIS DRAWING WAS PREPARED FOR USE
-.., ......... '_i � I ,�, .. h /, ,•/ pv(L.
� ���� If /, // J ONTHE SPECIFlCSITE,NAMED HEREON.
/ - ' • / / -_ � _/ r - \\ 'I 1 CONTEMPORANEOUSLY WITH ITS ISSUE
../
�'_ TA / i p fff--- .. - - s�� ��I/I/rO,q�/„�1A�a �I���ar- �� ',�? - _ \�///// DATE AS L15IED.HEREON.AND R IS NOT
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.�- r t-� \ - V / d /I/I PROJECT SITE OR AT A LATER HME
" .�.A `J I / ' �53o s '� I \/ 1 LGE of THS ORM'ANc FUR f�FQtENCE aR
-" — ss e ` - / - --� - -— --'lam- _ ON
- I / 11' E%MFLE ON ANODfR PROJECT fiEOURES
� � ll ss�y:ss— ► w //I I /' /// - 1 41 iQ �u // / THE SEfMCES OF P Y LICENSE
ll / A �� / / I
'� // aOF THIS D ANDAWI RErPItODllCll/ 0 - "\ / / / rl/ 1 >•;\ - _ _._ /' ��T p II • / OF THIS DRAWING FOR REUSE ON
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�ss� W/ _ -!�- /a"� �� / �'+�� / S3u I, ` rri
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/ .-� /--- -�- = - - �• �� SO 530 •�. - - - - -- - - �./ - - _-_-_-_ - / /,. � '� JOB NUMBER: C220082
S cam= — _ _� - - - v ®—_ ��®��® _ — �_�-----= BY
,�, - 350- - --=�--- - -�' -_ — - sa:— - ---- - - / i DESIGN BMF
O
1 1-oa J - = l ��; -. - .--1 ��— - ram' -_ _. _- - - - 550- — �_a-J+E� ,.4 DATE: 1 1/30/2023
_ _
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n - e 7 _.. -.. -- -_ - -._- - _ _ —_ - L.=—�1
•
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•a,',�:. \ 1 1, +°e,� \ -(� = —> /- \ "-�- _ — __� -s/a— _-__ /</ / 4,,,� ( \ t aa�kew2 ` _ —� \ DEVELOPMENT
%���,�-- \,� , \ —ram - -/ �_ " `'` q. ----- - - -- __._- \ iiab/e WrddePUbk / \_° �' —
57a
- _ - _ --- _> / ----L.----- ---- -=------ -- `� , ---t_ _ -- s GRAPHIC SCALE
DRAINAGE
` 1 _ ..../_ ,:--o`er- \ \ % ��—/ --T -- - - -'� _-_-- - 'S 1__1 _ _ .�-r5� '(- �� ., - - y w o 25 50 100
/1 j _ _ - ___� - / ' / / ° T ►� ° °4,i° r,,,. MAP
I - =ems - •L - t AREA
N -oE=--reE " ', _ c „� T° l l I \ \ , s (IN FEET)
—,'-of 70 r 4" I I°e / SHEET NO.:
/ S inch=50 ft.

American Engineering Associates-Southeast, PA.
8008 Corporate Center Drive,Suite 110
Charlotte,NC28226
OFFICE:704tte,NC5.2438
Ci \ EngEinelering Charlotte,
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-9
Wet Pond Calculations

Project Name: The Shops at Prescot Village
Project#: C220082
Date: 11/27/2023
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
WQv= 40,458 cu ft
Size the bleed down orifice to discharge the WQv between 2 and 5 days.
WQv Stage from Pond Design: 509.51 ft
Water Surface Elevation: 508.00 ft
Average Depth: 0.75 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= 0.23 cfs (48 hour draw down time)
A=Q/(C*(2gh)°•5)= 0.056 sf
= 8.06 sq in
Circular Orifice Diameter= 3.20 in
Round to Nearest Pipe Size, Use: 3 in
Acutal Release Rate= 0.21 cfs
Actual Drawdown time= 2.28 days
Secondary bleeders and/or the control structure overflow shall be set above the WQv 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
502.50 592 296 296 6,323 5,448 5,448 5,744
503.50 996 794 1,090 8,118 7,221 12,668 13,758
504.50 1,465 1,231 2,321 9,951 9,035 21,703 24,023
505.50 1,995 1,730 4,051 11,822 10,887 32,589 36,640
506.50 2,586 2,291 6,341 13,730 12,776 45,365 51,706
507.50 3,228 2,907 9,248 15,668 14,699 60,064 69,312
508.00 3,776 1,751 10,999 18,524 8,548 68,612 79,611
Forebay Total Volume: 10,999 cf
Main Pond Total Volume: 68,612 cf
Forebay Volume % of Main Pond: 16.0% 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

Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
1 2
Legend
Hyd. Origin Description
1 SCS Runoff Pre Development
2 SCS Runoff Post Development
3 Reservoir Wet Pond
Project: Pre vs Post Hydrographs.gpw Thursday, 10/5/2023

Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
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 2.565 5.962 45.83 85.30 116.91 144.29 Wet Pond
Proj. file: Pre vs Post Hydrographs.gpw Thursday, 10/5/2023

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 2.565 2 780 97,560 2 510.08 57,526 Wet Pond
Pre vs Post Hydrographs.gpw Return Period: 1 Year Thursday, 10/5/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday, 10/5/2023
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) = 15.90 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 15.90 min

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday, 10/5/2023
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 Thursday, 10/5/2023
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 2.565 cfs
Storm frequency = 1 yrs Time to peak = 780 min
Time interval = 2 min Hyd. volume = 97,560 cuft
Inflow hyd. No. = 2 - Post Development Max. Elevation = 510.08 ft
Reservoir name = Wet Pond Max. Storage = 57,526 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 3 -- 1 Year 0 (cfs)
50.00 I 50.00
40.00 40.00
30.00 30.00
20.00 20.00
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 1111111 Total storage used = 57,526 cuft

Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday, 10/5/2023
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
2.00 510.00 31,327 29,455 54,815
3.00 511.00 34,763 33,027 87,842
4.00 512.00 37,251 35,996 123,838
5.00 513.00 39,613 38,422 162,260
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:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 508.00 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
2.00 54,815 510.00 73.88 oc 0.32 ic --- --- 0.00 1.68 0.00 --- --- --- 2.008
3.00 87,842 511.00 73.88 oc 0.40 ic --- --- 0.00 11.03 0.00 --- --- --- 11.43
4.00 123,838 512.00 96.22 oc 0.43 ic --- --- 71.03 24.76 0.00 --- --- --- 96.22
5.00 162,260 513.00 161.15 ic 0.17 ic --- --- 137.40 s 23.56 s 52.00 --- --- --- 213.14

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 5.962 2 746 130,538 2 510.49 71,013 Wet Pond
Pre vs Post Hydrographs.gpw Return Period: 2 Year Thursday, 10/5/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday, 10/5/2023
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) = 15.90 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 J - 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 Thursday, 10/5/2023
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 1 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
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday, 10/5/2023
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 5.962 cfs
Storm frequency = 2 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 130,538 cuft
Inflow hyd. No. = 2 - Post Development Max. Elevation = 510.49 ft
Reservoir name = Wet Pond Max. Storage = 71,013 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 1111111 Total storage used = 71,013 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 45.83 2 722 223,765 2 511.53 106,939 Wet Pond
Pre vs Post Hydrographs.gpw Return Period: 10 Year Thursday, 10/5/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday, 10/5/2023
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) = 15.90 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 I 30.00
20.00 20.00
10.00 L10.00
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 Thursday, 10/5/2023
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
----'" -k11111111111,---
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 Thursday, 10/5/2023
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 45.83 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 223,765 cuft
Inflow hyd. No. = 2 - Post Development Max. Elevation = 511.53 ft
Reservoir name = Wet Pond Max. Storage = 106,939 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 1111111 Total storage used = 106,939 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 85.30 2 720 283,645 2 511.91 120,530 Wet Pond
Pre vs Post Hydrographs.gpw Return Period: 25 Year Thursday, 10/5/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday, 10/5/2023
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) = 15.90 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
I
50.00 50.00
40.00 40.00
30.001 30.00
20.00 20.00
10.00 10.00
I
m.o.
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 Thursday, 10/5/2023
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 1 140.00
-
120.00 120.00
E
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — ' 1 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 Thursday, 10/5/2023
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 85.30 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 283,645 cuft
Inflow hyd. No. = 2 - Post Development Max. Elevation = 511.91 ft
Reservoir name = Wet Pond Max. Storage = 120,530 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 3--25 Year Q (cfs)
140.00 7 140.00
120.00 120.00
100.00 100.00
80.00I -......... 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 II IIIIHTotal storage used = 120,530 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 116.91 2 720 332,397 2 512.14 129,273 Wet Pond
Pre vs Post Hydrographs.gpw Return Period: 50 Year Thursday, 10/5/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday, 10/5/2023
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) = 15.90 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 Thursday, 10/5/2023
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)
160.00 160.00
140.00 140.00
I
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 __J ...._. 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 Thursday, 10/5/2023
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 116.91 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 332,397 cuft
Inflow hyd. No. = 2 - Post Development Max. Elevation = 512.14 ft
Reservoir name = Wet Pond Max. Storage = 129,273 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 3-- 50 Year Q (cfs)
160.00 160.00
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 1111111 Total storage used = 129,273 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 144.29 2 720 384,546 2 512.31 135,900 Wet Pond
Pre vs Post Hydrographs.gpw Return Period: 100 Year Thursday, 10/5/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday, 10/5/2023
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) = 15.90 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
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 Thursday, 10/5/2023
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
IL
150.00 150.00
120.00 120.00
90.00 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 Thursday, 10/5/2023
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 144.29 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 384,546 cuft
Inflow hyd. No. = 2 - Post Development Max. Elevation = 512.31 ft
Reservoir name = Wet Pond Max. Storage = 135,900 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 60.00
30.00 30.00
0.00 11114 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 1111111 Total storage used = 135,900 cuft

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday, 10/5/2023
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 I 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
Charlotte,NC28226
OFFICE:704tte,NC5.2438
Ci \ EngEinelering Charlotte,
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-10
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: 10/4/2023
Revised by: Date:
Revised by: Date:
Basin# 1 Phase 1
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 12.84
Disturbed Area(ac)= 12.15
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)= 48.9 (Q=c*i*drainage area)
Required surface area(sf)= 21,252 (435 sf per cfs of Q10 peak inflow)
Required Storacae(cf)= 23,112 (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= 210.0 ft x 60.0 ft
Top Dimension(sediment storage elevation)= 246.0 ft x 96.0 ft
Top of Dam Dimension= 282.0 ft x 132.0 ft
Storage Provided(cf)= 108,648.0
Surace Area Provided(sf)= 23,616.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
510 11,416 0
514 18,065 58,962
515 19,906 77,948
516 21,809 98,805
517 23,738 121,579
518 25,720 146,308
522 34,398 266,544
Designed Storage Elevation(ft)= 515.89
Designed Surface Area(sf)= 21,600 O.K.> Minimum Minimum Surface Area
Designed Storage Volume(cf)= 96,511 O.K.> Minimum Required Storage
Bottom Elevation(ft)= 510.0
Top of Dam Elevation(ft)= 522.0
Emergency Spillway Elevation(ft)= 520.0
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)= 23,112 2.5 0.208
Dewatering Time(days)= 3.2 3 0.25
Calculated Orifice Size(in)= 2.50 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)= 48.9 (Q10)
Riser Diameter(in)= 66 2-66"CMP Risers
Spillway Length(ft)= 34.5
Spillway Crest Elevation (ft)= 515.9
Design High Water Depth Over Spillway(in)= 7 (Cw=3.0)
Velocity Over Spillway(fps)= 2.3
Emergency Spillway Elevation(ft)= 520.0
Freeboard (ft)= 4.1 (1 ft minimum to emergency spillway elev)
Filter Width(ft)= n/a (8 ft minimum)
Top of Berm Elevation(ft)= 522.0 (Top of Basin Elevation)
Sizing of Emergency Spillway:
Qspillway(cfs)= 48.9
Spillway Length(ft)= 20.0 (20 ft minimum spillway length,Cw=2.6)
Spillway Crest Elevation (ft)= 520.0 (1.0 ft min.above sediment storage depth)
Design High Water Depth Over Spillway(in)= 10
Velocity Over Spillway(fps)= 2.9
Freeboard (ft)= 2.0 (1 ft minimum)
Top of Berm Elevation(ft)= 522.0 (Top of Basin Elevation)
Sizing of Antiflotation Block:
Inside Length (ft)= 5
Inside width(ft)= 5
Wall Thickness(in)= 6
Top of Structure= 515.9
Bottom of Structure= 508.0
Bottom Slab Lip(in)= 12
Bottom Slab Thickness(in)= 12
Volume of Structure(cf)= 87
Weight of Structure(Ib)= 13,035
Volume of Water Displaced(cf)= 284.4
Weight of Water Displaced (Ib)= 17,747
Bottom Slab Size:
Bottom Slab Lip(in)= 12
Thickness(in)= 12.00
Weight of Anchor(Ib)= 7,350
Factor of Safety= 1.1
Check Culvert Capacity:
Invert Elevation Down (ft): 504.88
Invert Elevation Up(ft): 507.99
Pipe Length (ft): 300.00
Slope(ft/ft): 0.0104
Pipe Diameter(in): 42 X 2
Mannings: 0.013
Q10(cfs): 48.9 See attached Culvert Analysis
Velocity Q10(fps): 3.3 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: 10/4/2023
Revised by: Date:
Revised by: Date:
Basin# 1 Phase 2
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 18.25
Disturbed Area(ac)= 14.95
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 Storacae(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)= 3.00
Bottom Dimension= 480.0 ft x 40.0 ft
Top Dimension(sediment storage elevation)= 498.0 ft x 58.0 ft
Top of Dam Dimension= 510.0 ft x 70.0 ft
Storage Provided(cf)= 72,126.0
Surace Area Provided(sf)= 28,884.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
508 22,300 0
509 27,628 24,964
510 31,327 54,442
511 34,763 87,487
512 37,251 123,494
513 39,613 161,926
Designed Storage Elevation(ft)= 511.00
Designed Surface Area(sf)= 34,763 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 87,487 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#1 -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)= 12
Thickness(in)= 12.00
Weight of Anchor(Ib)= 7,994
Factor of Safety= 1.0
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,NC28226
OFFICE:704 NC5.2438
CEngineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-11
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
AMERICAN OFFICharlotte,CE:
704.37 2438
OFFICE: NC 28226
CEngineering www.American-EA.com
The Shops at Prescot Village—Waxhaw, NC 28173
Stormwater Pollution Prevention Plan
Appendix A-12
Riprap Apron Calculations

Appendices
FES-A35
42" Diameter (2)
Q10 = 62.25 cfs
La = 22'
d50 = 8.4"
3 o W = 25.5'
3Do =,10.5' i. I' I
Outlet w = Do + La t = 1.6
90 . .
pipe l' ''I':.!!111 ' I it ''-
diameter(Do) 1 1 II . ' , lin `e"i V
La _1 80, ; 1 , 1 '1 I 'llll!l ,.j ,,I��1.07
r' ' u__r 0.5Do (.j ' ' . .1 1 I inllf,l •,ro1sll.j�
E'l) 7C j II", iill.lili�!1r
I i f ,i11.1 Fl 11
'� i I 1 l ,P 1171�,�
pto ik • l ! l_ , I, j r1111111, 'll
o'<P 60 ''.ie in 1ai; •
�y I- t •11'�!1I1all1' 4.1 '•� !!II
g I}1 I f - l t NV /ii u'n.. ., n 1
0�` : IL.I ''1 i " (i'' I I'd'\ ii 11 I1�,
J' 5p ' II I f I r ,jko}:. .0.5M,\11d • PA llll Ill Ill ._
t� I. t, I I 1 , r 1/1111111111111 I
1111
,,I I : ; I,i
-- ,I 1 . ' I � . � IIIII 1 1 IIN',
4 I -� .dV miniu m' ill!:if�l 4
I I a' _�� In l�uuul op.,,nrr
F ,, r 1• l l 11 n1 -.Ammon
1 f I I: I' I r I •Aim lll;l�
R,.'•ii 1 01'° I Il 11� Ii1111i11111ni
' ! + l •0101 11 i I 1 IV" 1
3°, ti
1 = -,�1 �' 1, I III I nimhll��,����i
-- — - A.! 11 li ./ i11 I.iMl
-• } , 191 i 1,An I ll ..4 ii
-20 fib i! i1ill - I `- lil Jliiill�iiP�um111rillliii irlI 3
l.J --d wD�'j%0211Ir r +
10 till
I ,..—I �n gr ,, : 1 .t I I I I+ I I iiiiiiiy41111F •t7" M'.i
1■�1■11 II_ t
!�li�- 1 I I 1 it i i l . _ SO �Inrr t0 . =inki i I
' i 'I; _ 1 v 111 i•711,IIh, Or
�I .- I. it F I I �!� il; " '.i11:�1i@11• I.
. !� .._.I t t _ ..NIII9111111.I1i11 •tv 2 _N
11 .NII 1111;1111►111 deli!
■�I i- :!1 ��. :1 i� a �.n11.11i��1,l���fl..,, II�i Q
■ l,-.- , ,E t .II I Wt 4.10.r 4 in;p/1.1;.��11 fir.l.: "III a
■ I Y i I�l T,: ► + I �.nl4lll.nir_'AA11 11
' ?5 1 �� :n - -. gm srnirill amininiiim i l�" . a
.!1_ ' i;': 1•- '1 14l jiii'15 .,�!r'"'ypill,��Ir . •,1 ' __g'r' :� i 1 Ball" Ill I!NI
I il id
6;40 n I . 'ij li1u l� 1
y _5
I 1 ,
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 e 3Do = 12' • ;:a r
Outlet W = Do + La t = 2' 90' :ill 1 11i 'I I
lino I.
pipe ; III 1{ .;*i'
diameter(Do) �' : [ lll I : �;. IV
La _—.t 80 I . '. alma * • i t
T i 1 water < 0.500 1" . : , l, . : ' ' •
u , aim f,�,$,00,/iliiNi,
• i i IIII I ri,+ll '�l
1. 7C tl . 4 ,#:rli'lii- II{
_IX L I rE I .,-�r,ir� a I 111.
PO(O 1 - I- :I — - !I0.. ;41i:111/1047 : lIli I'
I I. I I ! Lir;nn1151 I '•vl■II
0t 60 I •I_ 4 r ' INN, ., ' MI. . t
1 ii d I 111111■Il
utnutio
5 I II I ' I- -V. .. II'�ji.. /Or111111111111111
�`�\�-- 4. li . ,, I, ii ... .-.i ._I y lig wilt 1 H Huuuunl•ul
--1. 1'. .;ill ; I. • /dui, 11•1111111111111 III
1 l• • l 4;40'1
0 i0 li • ;1111I.11i.I1 MI11inl°40 r -6diii%1 ii; iiuuluuni 1:dr,14
{..... 1 1 1 . 111101
p, MI1 NIr1111111 1 DQ,.,IIIIII, _. 's "tea, � 1 1iiiuiili Aiil iuuiu
30 _. . _ 1l; • i - ! II I, •• , ;- ' i Al,'�1 �� II obi111 i11u,11111, do,
1 a i I AM=1i11�4 1 !Hi uunMUM.lard
j D s/•. (/, I -3'ail ■ �i:■ ri1J111!I nil
...---‘a,......., ■ ISlplel��ll'.
20 EII 'd/::i nN"Mi1 �� I- ' • ii i111�',r';r,llll;lrl'd
ikig•EP"
■■ ■ IliiiI dI' JI11U111,11I.III�_ 'a110�0 1� ,�',,eiir �► 1
to ���.■� . iiii i ! 'i I -1 - 1 A� l il� '' ® .;;1
I. I IN
.:Ifh�l9'• 1•• 9
�iI l t .ui0 I .r ;,..��r 50., rl
��� I �' Y ■' i1111 i111Y1�111�11I••4 II N
0 I l I '1 i • Ti sir. Ir11:1111►11 I.!Ili • III 2
�■ ill ,i.i1 ,► ,lt! 1■IdiP Illlldllr�lp,_;�ipllpow V)
EIMER
I l .- ;1 ! I'1I, !I urdlil�iilaliiiiiilililllll lit_
rrre 1E1
1 i ', •,I _ �P � 1r��'.Al;dU511i711111111 1 Illll
I- l v; .. ' co ,�_ •' JSI i�r ur,1111 1 IIIIIIIIIl■II . fl
} ill: Ili ,, I , .� iI 1!= IIIIi11111'�llillllllllll■II
_ v{20 'l'aiH : -�� � -1%�A4! 1Ng:1liil:iiiiiiiililie:::lii:SHii-
1 Din
i i IIHi
il I i1 Ow;;,. .. .. _ riiil� i � •I�
v . • • . '. 0
3 5 10 20 45.83 cfs 50 100 200 500 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
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
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\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,
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to { ffl
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- -
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,'. 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:;. '
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! I Nam pniir 1 ■ - ' 1' 11! v
i
10^I �_:_ _ .IIM �: °''� '` a ,ILI ICI -I- Pjii! /
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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