SW4240703_Stormwater Narrative_20240730

STORMWATER CALCULATIONS
FOR
CANE CREEK PHASE 8
WAXWING DRIVE
SNOW CAMP, NC 27349
ALAMANCE COUNTY
BY:
•
BATEMAN CIVIL SURVEY COMPANY
ENGINEER:
Douglas B. Cooper, PE
NCBELS # 32648 \� N CAR/f
Digitally signed by � •t;'
Douglas B Cooper �UU•. SA:
/
Date: 2024.05.20 32648 • =
14:07:38-04'00' O. I O4?0 24 2: 7:O8 eM
`
May 12, 2023
////4S B. GQ X

BCSC
42,p 0." BATEMAN CIVIL SURVEY COMPANY
2524 Reliance Avenue Phone:[phone]
Apex, North Carolina 27539 [e-mail]
DATE: May 13, 2024
Project Data—
This project is located on Waxwing Drive in Snow Camp, NC. The tract area is 44.1 AC. Parcel Pin No. is
9707-29-1282. The project will be served by public water and sanitary sewer via septic tanks owned and
maintained by Aqua North Carolina, INC, and future property owners, respectively. The site is within the
Cape Fear River Basin and is subject to quantity control of stormwater runoff.
The site is currently vacant. The site generally drains from the north to south. There are two unnamed
streams in the northside of the tract and Cane Creek flows through the southern portion of the tract.
The streams are buffered 50 ft on either side of the top of bank. Wetlands have been identified and are
localized to areas near the streams. Cane Creek is classified as WS-V; NSV by NCDEQ. FEMA has
identified portions of this site as being within the Floodway, 100-yr floodplain and 500-yr floodplain. Fill
is proposed within the floodplain and a permit was received through Alamance County to disturb the
area. The soils onsite are Cullen clay foams, Riverview loam and state loan with Cullen clay loam being
the dominant type. The soil is classified as B hydrologic group soil.
Project Description—
This project phase consists of a 48 single-family lot community and includes roads, sanitary sewer via
septic tanks, public water, and storm drainage via roadside ditches along the roads.
Land Disturbance and Change in Impervious—
There is little to no impervious area on the site — a portion of the existing access gravel road that runs
onsite will be removed. The proposed impervious coverage is 201,668 SF (4.63 AC), in addition to the
impervious area in the right-of-way. Portions of the existing access gravel roads to the existing wells will
remain. For the impervious breakdown refer to the Impervious Area Calculation section in this report.
To complete construction of this project, a total of 9.84 acres will be disturbed. Once grading activities
have ceased, the disturbed area will be repaired and seeded. The site will use erosion control practices
including silt fence, temporary diversions, silt fence outlets, check dams, construction entrances,
sediment basins to minimize on site erosion and prevent offsite sedimentation.
Streams—
There are existing streams onsite. The site generally drains towards the south and west. Cane Creek
(16-28) runs through the southern portion of the property and is fed by unnamed tributaries. The
streams on site are subject to a 50-ft riparian buffer. This section of Cane Creek is a Water Supply V
(WS-V) stream, with a supplemental Nutrient Sensitive Waters (NSW) classification.
The site current drains towards the streams by overland sheet flow. The proposed site will drain to
three BMPs via a roadside ditches system. The BMPs will discharge upslope of the undisturbed stream
buffer. Diffuse flow will be achieved before flow reaches the buffer. For areas where the rear of lots
cannot be collected by the storm drainage system, roof leaders shall have stone dissipaters and dense
vegetation that will maintain overland sheet flow into the buffer after construction.

Bateman Civil Survey Company,PC
Page 2
Impervious Area Calculation—
The impervious areas for this project are as follows:
Roads—72,076 sf
Lots—113,373 sf
Lots Impervious Contingency— 16,219 sf
Total Onsite Impervious—201,668 sf(4.63 ac)
Total tract area—44.1 ac
Impervious percentage—4.63/44.1 = 10.49%
Design Methodology and Calculation—
Drainage areas were delineated for pre-development and post-development site conditions. The site
was evaluated at 1 point of analysis. The drainage area was analyzed for ground cover including
impervious areas, wooded areas and grassed/open area. For the purpose of the analysis because much
of the project area soils are group B soils, the soils were assumed to be group B and ground cover was
assumed to be in good condition. These assumptions were applied for both pre- and post-development
site conditions. A time of concentration was calculated for each drainage area to the POA. A composite
CN value was calculated for each drainage area based on the land cover.
Most of the runoff from the project is captured and conveyed by ditch storm drainage system. The
storm drainage system was modeled using Autodesk's Storm and Sanitary Analysis (SSA) program. The
pipes are sized to convey a 10-year storm per the State's requirements.
HydroCAD was used to route the design storms through the pond. The HydroCAD model analyses the
pre-development peak discharge based on a composite CN and Tc. The post-development treated and
untreated portions of the drainage areas are input separately and a CN and Tc is applied to each. The
treated portion is routed through the proposed pond (including riser with outlet, orifices, weir, and
emergency spillway). The treated and untreated portions are routed through a link to calculate the total
peak discharge from the drainage area. The HydroCAD reports for each POA are included with this
report. The peak runoff as calculated at each POA is summarized in the table below.

Bateman Civil Survey Company,PC
Page 3
Peak Runoff—
PEAK RUN OFF-POA 1
DESIGN STORM PRE DEVELOPMENT(CFS) POST DEVELOPMENT(CFS)
1-YR 13.39 6.82
2-YR 25.28 13.56
5-YR 44.80 34.00
10-YR 60.46 56.83
100-YR 112.56 118.27
Appendix—
• Permanent Ditch Calculations
• Dry Pond Calculations
• Outlet Protection Calculations
• HydroCAD Report

,.„:„...„,..
(9::::::1-...:::::',....,•:.\ BC SC
.•...„ BATEMAN CIVIL SURVEY COMPANY
Bateman Civil Survey Company, PC Phone: [phone]
2524 Reliance Ave Fax:[phone]
Apex, NC 27539 [e-mail]
PERMANENT DITCH CALCULATIONS

PERMANENT DIVERSION DITCH
TRACTIVE FORCE CALCULATIONS
SWALE#1 BATEMAN CIVIL SURVEY COWAN
PROJECT: CANE CREEK
DATE:05.27.22
DESIGNED BY:WKB
CHECKED BY:TSG
CHANNEL FLOW DATA
Area= 3.33(Acres)
Ca = 0.50 3.33(Ac.)
Cb = 0.40 0.00(Ac.) (Existing Residential)
C+oum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 12.25(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.025 (Manning's 'n')
Slope= 0.059 (fUft)
Z Required= 0.85
M = 3 :1(Side-Slope)
DIMENSIONS:
Channel Depth= 2.00 (ft) Normal Depth as Calculated
Flow Depth= 0.90 (ft) yn=0.444
Bottom Width= 2 (ft.)
TRACTIVE FORCE:
T=Y*D*S Tractive Force (lb./SF)
Y =Weight of Water (62.4 lb./CF)
D =Depth of Flow(ft)
S =Longitudinal Slope(ft/ft)
T (calculated)= 3.3 (lb/SF)
Maximum Allowable Tractive Force
Product Options for Lining:
Tractive Force Resistance
Straw Net Single Blanket 1.50 (lb/SF)
Polyproplylene Turf Reinfoced Matting 2.25 (lb/SF)
Coconut Turf Renforced Matting 3.70 (lb/SF)
Class"B"Rip Rap 3.50 (lb/SF)
Class"I"Rip Rap 5.00 (lb/SF)
ERONET P300 8.00 (lb/SF)
Z ACTUAL:
Channel Flow Area= 6.43(SF)
Wetted Perimeter= 7.69(ft)
R = 0.84(Dimensionless)
Z Actual= 5.71 Greater than or Equal to: 0.85 (Required from Above Calculation)
Velocity = 12.85(ft/sec)
CHANNEL SECTION
Check:
Lining:ERONET P300 8.00 (lb/SF)> 3.3 (OK)
Top of Channel Width:
14.00 ft
- Channel Depth:
_ 2.00 ft
Flow Depth:
0.90 ft
Bottom of Channel Width:
2.00 ft
1

PERMANENT DIVERSION DITCH
TRACTIVE FORCE CALCULATIONS • BC SC
•
i•��:
SWALE#2 O=h � 77' BATEMAN CIVIL SURVEY COMPANY
PROJECT: CANE CREEK
DATE:05.27.22
DESIGNED BY:WKB
CHECKED BY:TSG
CHANNEL FLOW DATA
Area= 0.61 (Acres)
Ca = 0.50 0.61 (Ac.)
Cb = 0.40 0.00(Ac.) (Existing Residential)
C+oum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 2.24(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.055 (fUft)
Z Required= 0.21
M = 3 :1(Side-Slope)
DIMENSIONS:
Channel Depth= 2.00 (ft) Normal Depth as Calculated
Flow Depth= 0.90 (ft) yn=0.444
Bottom Width= 2 (ft.)
TRACTIVE FORCE:
T=Y*D*S Tractive Force (lb./SF)
Y =Weight of Water (62.4 lb./CF)
D =Depth of Flow(ft)
S =Longitudinal Slope(ft/ft)
T (calculated)= 3.1 (lb/SF)
Maximum Allowable Tractive Force
Product Options for Lining:
Tractive Force Resistance
Straw Net Single Blanket 1.50 (lb/SF)
Polyproplylene Turf Reinfoced Matting 2.25 (lb/SF)
Coconut Turf Renforced Matting 3.70 (lb/SF)
Class"B"Rip Rap 3.50 (lb/SF)
Class"I"Rip Rap 5.00 (lb/SF)
ERONET P300 8.00 (lb/SF)
Z ACTUAL:
Channel Flow Area= 6.43(SF)
Wetted Perimeter= 7.69(ft)
R = 0.84(Dimensionless)
Z Actual= 5.71 Greater than or Equal to: 0.21 (Required from Above Calculation)
Velocity = 9.40(ft/sec)
CHANNEL SECTION
Check:
Lining:ERONET P300 8.00 (lb/SF)> 3.1 (OK)
Top of Channel Width:
14.00 ft
- Channel Depth:
_ 2.00 ft
Flow Depth:
0.90 ft
Bottom of Channel Width:
2.00 ft
1

PERMANENT DIVERSION DITCH
TRACTIVE FORCE CALCULATIONS • Bcsc
•
i•��:
SWALE#3 O•.:4:77' BATEMAN CIVIL SURVEY COMPANY
PROJECT: CANE CREEK
DATE:05.27.22
DESIGNED BY:WKB
CHECKED BY:TSG
CHANNEL FLOW DATA
Area= 6.72(Acres)
Ca = 0.50 6.73(Ac.)
Cb = 0.40 0.00(Ac.) (Existing Residential)
C+oum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 24.73(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.070 (fUft)
Z Required= 2.07
M = 2 :1(Side-Slope)
DIMENSIONS:
Channel Depth= 3.00 (ft) Normal Depth as Calculated
Flow Depth= 1.15 (ft) yn=0.444
Bottom Width= 0 (ft.)
TRACTIVE FORCE:
T=Y*D*S Tractive Force (lb./SF)
Y =Weight of Water (62.4 lb./CF)
D =Depth of Flow(ft)
S =Longitudinal Slope(ft/ft)
T (calculated)= 5.0 (lb/SF)
Maximum Allowable Tractive Force
Product Options for Lining:
Tractive Force Resistance
Straw Net Single Blanket 1.50 (lb/SF)
Polyproplylene Turf Reinfoced Matting 2.25 (lb/SF)
Coconut Turf Renforced Matting 3.70 (lb/SF)
Class"B"Rip Rap 3.50 (lb/SF)
Class"I"Rip Rap 5.00 (lb/SF)
ERONET P300 8.00 (lb/SF)
Z ACTUAL:
Channel Flow Area= 2.65(SF)
Wetted Perimeter= 5.14(ft)
R = 0.51 (Dimensionless)
Z Actual= 1.70 Greater than or Equal to: 2.07 (Required from Above Calculation)
Velocity = 7.67(ft/sec)
CHANNEL SECTION
Check:
Lining:ERONET P300 8.00 (lb/SF)> 5.0 (OK)
Top of Channel Width:
12.00 ft
- Channel Depth:
_ 3.00 ft
Flow Depth:
1.15 ft
Bottom of Channel Width:
0.00 ft
1

PERMANENT DIVERSION DITCH
TRACTIVE FORCE CALCULATIONS • BC SC
•
i•��:
SWALE#4 O=h � 77' BATEMAN CIVIL SURVEY COMPANY
PROJECT: CANE CREEK
DATE:05.27.22
DESIGNED BY:WKB
CHECKED BY:TSG
CHANNEL FLOW DATA
Area= 0.76(Acres)
Ca = 0.50 0.76(Ac.)
Cb = 0.40 0.00(Ac.) (Existing Residential)
C+oum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 2.80(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.100 (fUft)
Z Required= 0.20
M = 3 :1(Side-Slope)
DIMENSIONS:
Channel Depth= 2.00 (ft) Normal Depth as Calculated
Flow Depth= 0.50 (ft) yn=0.444
Bottom Width= 2 (ft.)
TRACTIVE FORCE:
T=Y*D*S Tractive Force (lb./SF)
Y =Weight of Water (62.4 lb./CF)
D =Depth of Flow(ft)
S =Longitudinal Slope(ft/ft)
T (calculated)= 3.1 (lb/SF)
Maximum Allowable Tractive Force
Product Options for Lining:
Tractive Force Resistance
Straw Net Single Blanket 1.50 (lb/SF)
Polyproplylene Turf Reinfoced Matting 2.25 (lb/SF)
Coconut Turf Renforced Matting 3.70 (lb/SF)
Class"B"Rip Rap 3.50 (lb/SF)
Class"I"Rip Rap 5.00 (lb/SF)
ERONET P300 8.00 (lb/SF)
Z ACTUAL:
Channel Flow Area= 4.75(SF)
Wetted Perimeter= 5.16(ft)
R = 0.92(Dimensionless)
Z Actual= 4.49 Greater than or Equal to: 0.20 (Required from Above Calculation)
Velocity = 13.51 (ft/sec)
CHANNEL SECTION
Check:
Lining:ERONET P300 8.00 (lb/SF)> 3.1 (OK)
Top of Channel Width:
14.00 ft
- Channel Depth:
_ 2.00 ft
Flow Depth:
0.50 ft
Bottom of Channel Width:
2.00 ft
1

PERMANENT DIVERSION DITCH
TRACTIVE FORCE CALCULATIONS • BC SC
•
i•��:
SWALE#5 O=h � 77' BATEMAN CIVIL SURVEY COMPANY
PROJECT: CANE CREEK
DATE:05.27.22
DESIGNED BY:WKB
CHECKED BY:TSG
CHANNEL FLOW DATA
Area= 7.06(Acres)
Ca = 0.50 7.06(Ac.)
Cb = 0.40 0.00(Ac.) (Existing Residential)
C+oum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 25.98(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.055 (fUft)
Z Required= 2.45
M = 2 :1(Side-Slope)
DIMENSIONS:
Channel Depth= 3.00 (ft) Normal Depth as Calculated
Flow Depth= 1.11 (ft) yn=0.444
Bottom Width= 0 (ft.)
TRACTIVE FORCE:
T=Y*D*S Tractive Force (lb./SF)
Y =Weight of Water (62.4 lb./CF)
D =Depth of Flow(ft)
S =Longitudinal Slope(ft/ft)
T (calculated)= 3.8 (lb/SF)
Maximum Allowable Tractive Force
Product Options for Lining:
Tractive Force Resistance
Straw Net Single Blanket 1.50 (lb/SF)
Polyproplylene Turf Reinfoced Matting 2.25 (lb/SF)
Coconut Turf Renforced Matting 3.70 (lb/SF)
Class"B"Rip Rap 3.50 (lb/SF)
Class"I"Rip Rap 5.00 (lb/SF)
ERONET P300 8.00 (lb/SF)
Z ACTUAL:
Channel Flow Area= 2.46(SF)
Wetted Perimeter= 4.96(ft)
R = 0.50(Dimensionless)
Z Actual= 1.54 Greater than or Equal to: 2.45 (Required from Above Calculation)
Velocity = 6.64(ft/sec)
CHANNEL SECTION
Check:
Lining:ERONET P300 8.00 (lb/SF)> 3.8 (OK)
Top of Channel Width:
12.00 ft
- Channel Depth:
_ 3.00 ft
Flow Depth:
1.11 ft
Bottom of Channel Width:
0.00 ft
1

PERMANENT DIVERSION DITCH
TRACTIVE FORCE CALCULATIONS • BC SC
•
i•��:
SWALE#6 O=h � 77' BATEMAN CIVIL SURVEY COMPANY
PROJECT: CANE CREEK
DATE:05.27.22
DESIGNED BY:WKB
CHECKED BY:TSG
CHANNEL FLOW DATA
Area= 0.93(Acres)
Ca = 0.50 0.93(Ac.)
Cb = 0.40 0.00(Ac.) (Existing Residential)
C+oum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 3.42(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.066 (fUft)
Z Required= 0.30
M = 3 :1(Side-Slope)
DIMENSIONS:
Channel Depth= 2.00 (ft) Normal Depth as Calculated
Flow Depth= 1.00 (ft) yn=0.444
Bottom Width= 2 (ft.)
TRACTIVE FORCE:
T=Y*D*S Tractive Force (lb./SF)
Y =Weight of Water (62.4 lb./CF)
D =Depth of Flow(ft)
S =Longitudinal Slope(ft/ft)
T (calculated)= 4.1 (lb/SF)
Maximum Allowable Tractive Force
Product Options for Lining:
Tractive Force Resistance
Straw Net Single Blanket 1.50 (lb/SF)
Polyproplylene Turf Reinfoced Matting 2.25 (lb/SF)
Coconut Turf Renforced Matting 3.70 (lb/SF)
Class"B"Rip Rap 3.50 (lb/SF)
Class"I"Rip Rap 5.00 (lb/SF)
ERONET P300 8.00 (lb/SF)
Z ACTUAL:
Channel Flow Area= 7.00(SF)
Wetted Perimeter= 8.32(ft)
R = 0.84(Dimensionless)
Z Actual= 6.24 Greater than or Equal to: 0.30 (Required from Above Calculation)
Velocity = 10.33(ft/sec)
CHANNEL SECTION
Check:
Lining:ERONET P300 8.00 (lb/SF)> 4.1 (OK)
Top of Channel Width:
14.00 ft
- Channel Depth:
_ 2.00 ft
Flow Depth:
1.00 ft
Bottom of Channel Width:
2.00 ft
1

PERMANENT DIVERSION DITCH
TRACTIVE FORCE CALCULATIONS • BC SC
•
i•��:
SWALE#7 Oz• 77' BATEMAN CIVIL SURVEY COMPANY
PROJECT: CANE CREEK
DATE:05.27.22
DESIGNED BY:WKB
CHECKED BY:TSG
CHANNEL FLOW DATA
Area= 0.50(Acres)
Ca = 0.50 0.50(Ac.)
Cb = 0.40 0.00(Ac.) (Existing Residential)
C+oum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 1.84(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.067 (fUft)
Z Required= 0.16
M = 3 :1(Side-Slope)
DIMENSIONS:
Channel Depth= 2.00 (ft) Normal Depth as Calculated
Flow Depth= 0.80 (ft) yn=0.444
Bottom Width= 2 (ft.)
TRACTIVE FORCE:
T=Y*D*S Tractive Force (lb./SF)
Y =Weight of Water (62.4 lb./CF)
D =Depth of Flow(ft)
S =Longitudinal Slope(ft/ft)
T (calculated)= 3.3 (lb/SF)
Maximum Allowable Tractive Force
Product Options for Lining:
Tractive Force Resistance
Straw Net Single Blanket 1.50 (lb/SF)
Polyproplylene Turf Reinfoced Matting 2.25 (lb/SF)
Coconut Turf Renforced Matting 3.70 (lb/SF)
Class"B"Rip Rap 3.50 (lb/SF)
Class"I"Rip Rap 5.00 (lb/SF)
ERONET P300 8.00 (lb/SF)
Z ACTUAL:
Channel Flow Area= 5.92(SF)
Wetted Perimeter= 7.06(ft)
R = 0.84(Dimensionless)
Z Actual= 5.26 Greater than or Equal to: 0.16 (Required from Above Calculation)
Velocity = 10.39(ft/sec)
CHANNEL SECTION
Check:
Lining: ERONET P300 8.00 (lb/SF)> 3.3 (OK)
Top of Channel Width:
14.00 ft
- Channel Depth:
_ 2.00 ft
Flow Depth:
0.80 ft
Bottom of Channel Width:
2.00 ft
1

PERMANENT DIVERSION DITCH
TRACTIVE FORCE CALCULATIONS • BC SC
•
i•��:
SWALE#8 O=h � 77' BATEMAN CIVIL SURVEY COMPANY
PROJECT: CANE CREEK
DATE:05.27.22
DESIGNED BY:WKB
CHECKED BY:TSG
CHANNEL FLOW DATA
Area= 1.10(Acres)
Ca = 0.50 1.10(Ac.)
Cb = 0.40 0.00(Ac.) (Existing Residential)
C+oum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 4.05(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.050 (fUft)
Z Required= 0.40
M = 3 :1(Side-Slope)
DIMENSIONS:
Channel Depth= 2.00 (ft) Normal Depth as Calculated
Flow Depth= 0.85 (ft) yn=0.444
Bottom Width= 2 (ft.)
TRACTIVE FORCE:
T=Y*D*S Tractive Force (lb./SF)
Y =Weight of Water (62.4 lb./CF)
D =Depth of Flow(ft)
S =Longitudinal Slope(ft/ft)
T (calculated)= 2.7 (lb/SF)
Maximum Allowable Tractive Force
Product Options for Lining:
Tractive Force Resistance
Straw Net Single Blanket 1.50 (lb/SF)
Polyproplylene Turf Reinfoced Matting 2.25 (lb/SF)
Coconut Turf Renforced Matting 3.70 (lb/SF)
Class"B"Rip Rap 3.50 (lb/SF)
Class"I"Rip Rap 5.00 (lb/SF)
ERONET P300 8.00 (lb/SF)
Z ACTUAL:
Channel Flow Area= 6.17(SF)
Wetted Perimeter= 7.38(ft)
R = 0.84(Dimensionless)
Z Actual= 5.47 Greater than or Equal to: 0.40 (Required from Above Calculation)
Velocity = 8.96(ft/sec)
CHANNEL SECTION
Check:
Lining:ERONET P300 8.00 (lb/SF)> 2.7 (OK)
Top of Channel Width:
14.00 ft
- Channel Depth:
_ 2.00 ft
Flow Depth:
0.85 ft
Bottom of Channel Width:
2.00 ft
1

PERMANENT DIVERSION DITCH
TRACTIVE FORCE CALCULATIONS • BC SC
•
i•��:
SWALE#9 O=h � 77' BATEMAN CIVIL SURVEY COMPANY
PROJECT: CANE CREEK
DATE:05.27.22
DESIGNED BY:WKB
CHECKED BY:TSG
CHANNEL FLOW DATA
Area= 0.34(Acres)
Ca = 0.50 0.34(Ac.)
Cb = 0.40 0.00(Ac.) (Existing Residential)
C+oum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 1.25(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.034 (fUft)
Z Required= 0.15
M = 3 :1(Side-Slope)
DIMENSIONS:
Channel Depth= 2.00 (ft) Normal Depth as Calculated
Flow Depth= 0.85 (ft) yn=0.444
Bottom Width= 2 (ft.)
TRACTIVE FORCE:
T=Y*D*S Tractive Force (lb./SF)
Y =Weight of Water (62.4 lb./CF)
D =Depth of Flow(ft)
S =Longitudinal Slope(ft/ft)
T (calculated)= 1.8 (lb/SF)
Maximum Allowable Tractive Force
Product Options for Lining:
Tractive Force Resistance
Straw Net Single Blanket 1.50 (lb/SF)
Polyproplylene Turf Reinfoced Matting 2.25 (lb/SF)
Coconut Turf Renforced Matting 3.70 (lb/SF)
Class"B"Rip Rap 3.50 (lb/SF)
Class"I"Rip Rap 5.00 (lb/SF)
ERONET P300 8.00 (lb/SF)
Z ACTUAL:
Channel Flow Area= 6.17(SF)
Wetted Perimeter= 7.38(ft)
R = 0.84(Dimensionless)
Z Actual= 5.47 Greater than or Equal to: 0.15 (Required from Above Calculation)
Velocity = 7.39(ft/sec)
CHANNEL SECTION
Check:
Lining:ERONET P300 8.00 (lb/SF)> 1.8 (OK)
Top of Channel Width:
14.00 ft
- Channel Depth:
_ 2.00 ft
Flow Depth:
0.85 ft
Bottom of Channel Width:
2.00 ft
1

PERMANENT DIVERSION DITCH
TRACTIVE FORCE CALCULATIONS •� Bcsc
•
i•��:
SWALE#10 Oh=* 77' BATEMAN CIVIL SURVEY COMPANY
PROJECT: CANE CREEK
DATE:05.27.22
DESIGNED BY:WKB
CHECKED BY:TSG
CHANNEL FLOW DATA
Area= 0.48(Acres)
Ca = 0.50 0.48(Ac.)
Cb = 0.40 0.00(Ac.) (Existing Residential)
C+oum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 1.77(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.034 (fUft)
Z Required= 0.21
M = 3 :1(Side-Slope)
DIMENSIONS:
Channel Depth= 2.00 (ft) Normal Depth as Calculated
Flow Depth= 0.75 (ft) yn=0.444
Bottom Width= 2 (ft.)
TRACTIVE FORCE:
T=Y*D*S Tractive Force (lb./SF)
Y =Weight of Water (62.4 lb./CF)
D =Depth of Flow(ft)
S =Longitudinal Slope(ft/ft)
T (calculated)= 1.6 (lb/SF)
Maximum Allowable Tractive Force
Product Options for Lining:
Tractive Force Resistance
Straw Net Single Blanket 1.50 (lb/SF)
Polyproplylene Turf Reinfoced Matting 2.25 (lb/SF)
Coconut Turf Renforced Matting 3.70 (lb/SF)
Class"B"Rip Rap 3.50 (lb/SF)
Class"I"Rip Rap 5.00 (lb/SF)
ERONET P300 8.00 (lb/SF)
Z ACTUAL:
Channel Flow Area= 5.69(SF)
Wetted Perimeter= 6.74(ft)
R = 0.84(Dimensionless)
Z Actual= 5.08 Greater than or Equal to: 0.21 (Required from Above Calculation)
Velocity = 7.43(ft/sec)
CHANNEL SECTION
Check:
Lining:ERONET P300 8.00 (lb/SF)> 1.6 (OK)
Top of Channel Width:
14.00 ft
- Channel Depth:
_ 2.00 ft
Flow Depth:
0.75 ft
Bottom of Channel Width:
2.00 ft
1

PERMANENT DIVERSION DITCH
TRACTIVE FORCE CALCULATIONS •� Bcsc
•
i•��:
SWALE#11 �h=* 77' BATEMAN CIVIL SURVEY COMPANY
PROJECT: CANE CREEK
DATE:05.27.22
DESIGNED BY:WKB
CHECKED BY:TSG
CHANNEL FLOW DATA
Area= 0.34(Acres)
Ca = 0.50 0.33(Ac.)
Cb = 0.40 0.01 (Ac.) (Existing Residential)
C+oum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 1.25(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.034 (fUft)
Z Required= 0.15
M = 3 :1(Side-Slope)
DIMENSIONS:
Channel Depth= 2.00 (ft) Normal Depth as Calculated
Flow Depth= 0.70 (ft) yn=0.444
Bottom Width= 2 (ft.)
TRACTIVE FORCE:
T=Y*D*S Tractive Force (lb./SF)
Y =Weight of Water (62.4 lb./CF)
D =Depth of Flow(ft)
S =Longitudinal Slope(ft/ft)
T (calculated)= 1.5 (lb/SF)
Maximum Allowable Tractive Force
Product Options for Lining:
Tractive Force Resistance
Straw Net Single Blanket 1.50 (lb/SF)
Polyproplylene Turf Reinfoced Matting 2.25 (lb/SF)
Coconut Turf Renforced Matting 3.70 (lb/SF)
Class"B"Rip Rap 3.50 (lb/SF)
Class"I"Rip Rap 5.00 (lb/SF)
ERONET P300 8.00 (lb/SF)
Z ACTUAL:
Channel Flow Area= 5.47(SF)
Wetted Perimeter= 6.43(ft)
R = 0.85(Dimensionless)
Z Actual= 4.91 Greater than or Equal to: 0.15 (Required from Above Calculation)
Velocity = 7.48(ft/sec)
CHANNEL SECTION
Check:
Lining:ERONET P300 8.00 (lb/SF)> 1.5 (OK)
Top of Channel Width:
14.00 ft
- Channel Depth:
_ 2.00 ft
Flow Depth:
0.70 ft
Bottom of Channel Width:
2.00 ft
1

CANE CREEK
Permanent Diversion Ditch Summary Index Table
cnannei Depth of Channel Sideslope(M) Top Width Bottom Width Lining Flow Depth(D) Velocity
SWALE#1 2.00 ft. 3 :1 14.00 ft. 2.00 ft. ERONET P300 0.90 ft. 12.85 ft/sec
SWALE#2 2.00 ft. 3 :1 14.00 ft. 2.00 ft. ERONET P300 0.90 ft. 9.40 ft/sec
SWALE#3 3.00 ft. 2 :1 12.00 ft. 0.00 ft. ERONET P300 1.15 ft. 7.67 ft/sec
SWALE#4 2.00 ft. 3 :1 14.00 ft. 2.00 ft. ERONET P300 0.50 ft. 13.51 ft/sec
SWALE#5 3.00 ft. 2 :1 12.00 ft. 0.00 ft. ERONET P300 1.11 ft. 6.64 ft/sec
SWALE#6 2.00 ft. 3 :1 14.00 ft. 2.00 ft. ERONET P300 1.00 ft. 10.33 ft/sec
SWALE#7 2.00 ft. 3 :1 14.00 ft. 2.00 ft. ERONET P300 0.80 ft. 10.39 ft/sec
SWALE#8 2.00 ft. 3 :1 14.00 ft. 2.00 ft. ERONET P300 0.85 ft. 8.96 ft/sec
SWALE#9 2.00 ft. 3 :1 14.00 ft. 2.00 ft. ERONET P300 0.85 ft. 7.39 ft/sec
SWALE#10 2.00 ft. 3 :1 14.00 ft. 2.00 ft. ERONET P300 0.75 ft. 7.43 ft/sec
SWALE#11 2.00 ft. 3 :1 14.00 ft. 2.00 ft. ERONET P300 0.70 ft. 7.48 ft/sec
1

"- !-..1i..
ig
::16..4 i::''.:;‘i\ BCSC
, •
•...„ BATEMAN CIVIL SURVEY COMPANY
Bateman Civil Survey Company, PC Phone: [phone]
2524 Reliance Ave Fax:[phone]
Apex, NC 27539 [e-mail]
DRY POND CALCULATIONS

Up to 10 acres
SEDIMENT BASIN SIZES(W/TEMPORARY SKIMMER)
STRUCTURE DRAINAGE DENUDED SIZE(MINIMUM) WEIR CF/ac VOLUME VOLUME Surface Area Surface Area Top DETAIL
AREA AREA WIDTH LENGTH DEPTH* LENGTH REQUIRED PROVIDED sqft/cfs Required Provided Elevation
(AC) (AC) (FT) (FT) (FT) (FT)** (CF) (CF) (sf) (sf)
SK-1 1.1 1.1 30 150 4.0 4 1800 1,998 10,125 325 1447 4500 455.5 Dry Pond 1
SK-2 2.3 2.0 105 105 4.0 4 1800 3,564 24,806 325 2932 11025 477.5 Dry Pond 2
SK-3 1.0 1.0 27 54 3.0 4 1800 1,872 2,187 325 1355 1458 502
SK-4 1.3 1.3 35 105 4.0 4 1800 2,250 8,269 325 1629 3675 483.5 Dry Pond 3
4 1800 0 0 325 0 0
*INCLUDES 1'OF FREE BOARD.
**MINIMUM WEIR LENGTH =4'
***BASIN IS DYNAMIC WITH RAISING GRADES TOP ELEVATION IS INTIAL ELEVATION
STRUCTURE FLOWS 435 W/RISER
GIVEN: C: 0.5 Runoff Coefficient 325 W/O RISER
I: IN/HR (25-YR STORM)
H: 12 INCHES
Cw: 3
L= Q/(Cw*H^(3/2))
STRUCTURE AREA Q(CFS) WEIR L(FT)
SK-1 1.1 4.5 4
SK-2 2.3 9.0 4
SK-3 1.0 4.2 4
SK-4 1.3 5.0 4
0 0.0 0.0 0
0 0.0 0.0 0
0 0.0 0.0 0
0 0.0 0.0 0
Skimmer Sizing Actual Table 6.64a Head on orifice of various skimmer sizes
Structure Volume Pipe Size Head Flow Qd Time Oriface Oriface Skimmer Size(in.) Head on Orifice(ft.)
(CF) (in) (in) (cf/d) (days) (in) (In) 1.5 0.125
SK-1 10,125 2 0.167 3,375 3.0 1.89 1.5 2 0.167
SK-2 24,806 4 0.333 8,269 3.0 2.49 2.5 2.5 0.208
SK-3 2,187 2 0.167 729 3.0 0.88 1
SK-4 8,269 2.5 0.208 2,756 3.0 1.62 1.5 3 0.25
0 0 0 3.0 4 0.333
0 0 3.0 5 0.333
0 0 3.0 6 0.417
0 0 3.0 8 0.5
Notes: 1)Based on Qd=v/t
2)Draw down time to be 2-3 days
5/11/2023

STORMWATER DRY POND #1 SIZING CALCULATIONS
Project Name
Cane Creek Phase 8
Project Number
200375
Date
April 26, 2023
3rd revision
2nd revision
1st revision

Stormwater Wetland Drainage Area Data
Project Cane Creek Phase 8
Project No. 200375
Date April 26, 2023
Total site area 194,128 square feet = 4.46 acres
Drainage area to pond I Other Drainage Area
Existing Proposed Change Existing Proposed
Impervious areas [sf] [sf] [sf] [sf] [sf]
On-site buildings 0 23,256 23,256 0 0
On-site streets/parking 0 17,212 17,212 0 0
On-site Sidewalk 0 0 0 0 0
On-site Equipment 0 0 0 0 0
Contingency (10%) 0 1,721 1,721 0 0
Total Impervious 0 42,189 42,189 0 0
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Non-impervious areas [sf] [sf] [sf] [sf] [sf]
On-site grass/landscape 0 151,939 151,939 0 0
On-site woods 194,128 0 -194,128 0 0
Total non-impervious 194,128 151,939 -42,189 0 0
Total Drainage Area 194,128 194,128 0
Percent Impervious 0.0 21.7 21.7
Notes:
DRY POND 1.xls
BMP Drainage Area Data Page 2 of 6 Printed 5/11/2023 9:16 AM

Stormwater Wetland Runoff Volume Calculations
Project Cane Creek Phase 8
Project No. 200375
Date April 26, 2023
Drainage area 194,128 square feet
Impervious area 42,189 square feet
Rainfall depth 1.00 inches
Percent Impervious 21.7 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient - R(v) in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 3,973.0 cubic feet
Notes:
Required Surface Area: DA*43560*(1/100)= 4.46*43560*(1/100)= 1,942 sf
DRY POND 1.xls
Runoff Volume Calcs Page 3 of 6 Printed 5/11/2023 9:16 AM

Stormwater Wetland Volume Calculations
Stage-Storage Data for Pond -Temporary Pool
Project Cane Creek Phase 8
Project No. 200375
Date April 26, 2023
Incremental Incremental Incremental Incremental Cumulative Cumulative
Contour ID Stage Area Area Area Area volume volume volume volume
[sq.ft.] [acres] [sq.ft.] [acres] [cu.ft] [acre-ft] [cu.ft] [acre-ft]
450 0 1,531.0 0.035 1,531.0 0.0 0.0 0.0 0.0 0.0
451 1 2,412.0 0.055 2,412.0 0.0 1,971.5 0.0 1,971.5 0.0
452 2 3,359.0 0.077 3,359.0 0.0 2,885.5 0.1 4,857.0 0.1
453 3 4,374.0 0.100 4,374.0 0.0 3,866.5 0.1 8,723.5 0.2
454 4 5,452.0 0.125 5,452.0 0.0 4,913.0 0.1 13,636.5 0.2
455 5 6,588.0 0.151 6,588.0 0.0 6,020.0 0.1 19,656.5 0.3
DRY POND 1.xls
Stage Storage(Temp Pool) Page 4 of 6 Printed 5/11/2023 9:16 AM

Stormwater Wetland Dewatering Time Calculations
Project Cane Creek Phase 8
Project No. 200375
Date April 26, 2023
Water quality treatment volume 3,973 cubic feet
Total treatment volume 7,892 cubic feet
Maximum head of water above dewatering hole 1.25 feet
Driving head 0.41 _feet
Orifice coefficient 0.60 _
Diameter of each hole 1.25 _inches
Number of holes 1
Cross sectional area of each hole = 0.009 square feet
Cross sectional area of each hole = 1.2 square inches
Cross sectional area of dewatering hole(s) = 0.009 square feet
Cross sectional area of dewatering hole(s) = 1.2 square inches
Dewatering time for water quality volume = 1.7 _days
41.9 hours
Dewatering time for total volume = 3.5 days
83.2 hours
Notes:
Dewatering time formula: t (days) = V/ (Cd*A*Sqrt (2*32.2*H)*86,400)
t = drawdown time
V = treatment volume
Cd = orifice coefficient
A = cross sectional area of orifice
H = driving head (1/3 max. head)

STORMWATER DRY POND #2 SIZING CALCULATIONS
Project Name
Cane Creek Phase 8
Project Number
200375
Date
April 26, 2023
3rd revision
2nd revision
1st revision

Stormwater Wetland Drainage Area Data
Project Cane Creek Phase 8
Project No. 200375
Date April 26, 2023
Total site area 599,083 square feet = 13.75 acres
Drainage area to pond I Other Drainage Area
Existing Proposed Change Existing Proposed
Impervious areas [sf] [sf] [sf] [sf] [sf]
On-site buildings 0 66,861 66,861 0 0
On-site streets/parking 0 25,809 25,809 0 0
On-site Sidewalk 0 0 0 0 0
On-site Equipment 0 0 0 0 0
Contingency (10%) 0 9,267 9,267 0 0
Total Impervious 0 101,937 101,937 0 0
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Non-impervious areas [sf] [sf] [sf] [sf] [sf]
On-site grass/landscape 0 497,146 497,146 0 0
On-site woods 599,083 0 -599,083 0 0
Total non-impervious 599,083 497,146 -101,937 0 0
Total Drainage Area 599,083 599,083 0
Percent Impervious 0.0 17.0 17.0
Notes:
DRY POND 2.xls
BMP Drainage Area Data Page 2 of 6 Printed 5/11/2023 9:17 AM

Stormwater Wetland Runoff Volume Calculations
Project Cane Creek Phase 8
Project No. 200375
Date April 26, 2023
Drainage area 599,083 square feet
Impervious area 101,937 square feet
Rainfall depth 1.00 inches
Percent Impervious 17.0 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient - R(v) 0.20 in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 10,141.5 cubic feet
Notes:
Required Surface Area: DA*43560*(1/100)= 13.75*43560*(1/100)= 5,990 sf
DRY POND 2.xls
Runoff Volume Calcs Page 3 of 6 Printed 5/11/2023 9:17 AM

Stormwater Wetland Volume Calculations
Stage-Storage Data for Pond -Temporary Pool
Project Cane Creek Phase 8
Project No. 200375
Date April 26, 2023
Incremental Incremental Incremental Incremental Cumulative Cumulative
Contour ID Stage Area Area Area Area volume volume volume volume
[sq.ft.] [acres] [sq.ft.] [acres] [cu.ft] [acre-ft] [cu.ft] [acre-ft]
472 0 5,798.0 0.133 5,798.0 0.1 0.0 0.0 0.0 0.0
473 6,733.0 0.155 6,733.0 0.0 6,265.5 0.1 6,265.5 0.1
474 2 7,732.0 0.178 7,732.0 0.0 7,232.5 0.2 13,498.0 0.3
475 3 8,795.0 0.202 8,795.0 0.0 8,263.5 0.2 21,761.5 0.4
476 4 9,920.0 0.228 9,920.0 0.0 9,357.5 0.2 31,119.0 0.4
477 5 11,103.0 0.255 11,103.0 0.0 10,511.5 0.2 41,630.5 0.5
DRY POND 2.xls
Stage Storage(Temp Pool) Page 4 of 6 Printed 5/11/2023 9:17 AM

Stormwater Wetland Dewatering Time Calculations
Project Cane Creek Phase 8
Project No. 200375
Date April 26, 2023
Water quality treatment volume 10,141 cubic feet
Total treatment volume 7,892 cubic feet
Maximum head of water above dewatering hole 1.25 feet
Driving head 0.41 feet
Orifice coefficient 0.60
Diameter of each hole 1.50 inches
Number of holes 1
Cross sectional area of each hole = 0.012 square feet
Cross sectional area of each hole = 1.8 square inches
Cross sectional area of dewatering hole(s) = 0.012 square feet
Cross sectional area of dewatering hole(s) = 1.8 square inches
Dewatering time for water quality volume = 3.1 days
74.2 hours
Dewatering time for total volume = 2.4 days
57.8 hours
Notes:
Dewatering time formula: t (days) = V/ (Cd*A*Sqrt (2*32.2*H)*86,400)
t = drawdown time
V = treatment volume
Cd = orifice coefficient
A = cross sectional area of orifice
H = driving head (1/3 max. head)

STORMWATER DRY POND #3 SIZING CALCULATIONS
Project Name
Cane Creek Phase 8
Project Number
200375
Date
April 26, 2023
3rd revision
2nd revision
1st revision

Stormwater Wetland Drainage Area Data
Project Cane Creek Phase 8
Project No. 200375
Date April 26, 2023
Total site area 154,895 square feet = 3.56 acres
Drainage area to pond I Other Drainage Area
Existing Proposed Change Existing Proposed
Impervious areas [sf] [sf] [sf] [sf] [sf]
On-site buildings 0 1 23,256 23,256 0 0
On-site streets/parking 0 29,055 29,055 0 0
On-site Sidewalk 0 0 0 0 0
On-site Equipment 0 0 0 0 0
Contingency (10%) 0 5,231 5,231 0 0
Total Impervious 0 57,542 57,542 0 0
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Non-impervious areas [sf] [sf] [sf] [sf] [sf]
On-site grass/landscape 0 97,353 97,353 0 0
On-site woods 154,895 0 -154,895 0 0
Total non-impervious 154,895 97,353 -57,542 0 0
Total Drainage Area 154,895 154,895 0
Percent Impervious 0.0 37.1 37.1
Notes:
DRY POND 3.xls
BMP Drainage Area Data Page 2 of 6 Printed 5/11/2023 9:19 AM

Stormwater Wetland Runoff Volume Calculations
Project Cane Creek Phase 8
Project No. 200375
Date April 26, 2023
Drainage area 154,895 square feet
Impervious area 57,542 square feet
Rainfall depth 1.00 inches
Percent Impervious 37.1 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient - R(v) 0.38 in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 4,961.0 cubic feet
Notes:
Required Surface Area: DA*43560*(1/100)= 3.56*43560*(1/100)= 1,551 sf
DRY POND 3.xls
Runoff Volume Calcs Page 3 of 6 Printed 5/11/2023 9:19 AM

Stormwater Wetland Volume Calculations
Stage-Storage Data for Pond -Temporary Pool
Project Cane Creek Phase 8
Project No. 200375
Date April 26, 2023
Incremental Incremental Incremental Incremental Cumulative Cumulative
Contour ID Stage Area Area Area Area volume volume volume volume
[sq.ft.] [acres] [sq.ft.] [acres] [cu.ft] [acre-ft] [cu.ft] [acre-ft]
478 0 1,366.0 0.031 1,366.0 0.0 0.0 0.0 0.0 0.0
479 1 2,123.0 0.049 2,123.0 0.0 1,744.5 0.0 1,744.5 0.0
480 2 2,982.0 0.068 2,982.0 0.0 2,552.5 0.1 4,297.0 0.1
481 3 3,922.0 0.090 3,922.0 0.0 3,452.0 0.1 7,749.0 0.1
482 4 4,925.0 0.113 4,925.0 0.0 4,423.5 0.1 12,172.5 0.2
483 5 4,985.0 0.114 4,985.0 0.0 4,955.0 0.1 17,127.5 0.2
DRY POND 3.xls
Stage Storage(Temp Pool) Page 4 of 6 Printed 5/11/2023 9:19 AM

Stormwater Wetland Dewatering Time Calculations
Project Cane Creek Phase 8
Project No. 200375
Date April 26, 2023
Water quality treatment volume 4,961 cubic feet
Total treatment volume 8,479 cubic feet
Maximum head of water above dewatering hole 1.00 feet
Driving head 0.33 feet
Orifice coefficient 0.60
Diameter of each hole 1.25 inches
Number of holes 1
Cross sectional area of each hole = 0.009 square feet
Cross sectional area of each hole = 1.2 square inches
Cross sectional area of dewatering hole(s) = 0.009 square feet
Cross sectional area of dewatering hole(s) = 1.2 square inches
Dewatering time for water quality volume = 2.4 days
58.5 hours
Dewatering time for total volume = 4.2 days
99.9 hours
Notes:
Dewatering time formula: t (days) = V/ (Cd*A*Sqrt (2*32.2*H)*86,400)
t = drawdown time
V = treatment volume
Cd = orifice coefficient
A = cross sectional area of orifice
H = driving head (1/3 max. head)

,.„:„...„,..
(9::::::1-...:::::',....,•:.\ BC SC
.•...„ BATEMAN CIVIL SURVEY COMPANY
Bateman Civil Survey Company, PC Phone: [phone]
2524 Reliance Ave Fax:[phone]
Apex, NC 27539 [e-mail]
OUTLET PROTECTION CALCULATIONS

OUTLET PROTECTION DATE: 04/20/2023 DESIGNED BY:
DESIGN WKB
PROJECT NAME: CANE CREEK PROJECT NO: CHECKED BY
PROJECT LOCATION: ALAMANCE COUNTY, NC 200375 TSS
Storm Outlet Structure
Structure= SCM#1 Qio/Qfull = 0.25
Size= 15 in V/Vfull = 0.83
Qio= 1.26 cfs V= 3.4 fps
Qfull = 4.95 cfs
Vfull = 4.04 fps
From Fig. 8.06.b.1: Zone = 1
From Fig. 8.06.b.2: D50 = 4 in
DMAx = 6 in
Riprap Class = A
Apron Thickness = 12 in
3 Apron Length = 5.0 ft
Apron Width = 3 x Dia = 4.0 ft
Width at End=Width+length = 9.0 ft
_e-g t--
Storm Outlet Structure
Structure= SCM#2 Qio/Qfull = 0.81
Size= 30 in V/Vfull = 1.11
Qio= 24.85 cfs V= 6.9 fps
Qfull = 30.64 cfs
Vfull = 6.24 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D50 = 8 in
DMAx = 12 in
Riprap Class = B
Apron Thickness = 22 in
3 Apron Length = 15.0 ft
Apron Width = 3 x Dia = 8.0 ft
Width at End=Width+length = 23.0 ft
Length

OUTLET PROTECTION DATE: 04/20/2023 DESIGNED BY:
DESIGN WKB
PROJECT NAME: CANE CREEK PROJECT NO: CHECKED BY
PROJECT LOCATION: ALAMANCE COUNTY, NC 200375 TSS
Storm Outlet Structure
Structure= SCM#3 Qio/Qfull = 0.60
Size= 24 in V/Vfull = 1.05
Qio= 10.08 cfs V= 5.6 fps
Qfull = 16.90 cfs
Vfull = 5.38 fps
From Fig. 8.06.b.1: Zone = 1
From Fig. 8.06.b.2: D50 = 4 in
DMAx = 6 in
Riprap Class = A
= Apron Thickness = 12 in
.4444444
3 Apron Length = 8.0 ft
Apron Width = 3 x Dia = 6.0 ft
Width at End=Width+length = 14.0 ft
_e-g t--
Storm Outlet Structure
Structure= TO SCM#1 Qio/Qfull = 0.84
Size= 18 in V/Vfull = 1.12
Qio= 9.86 cfs V= 7.4 fps
Qfull = 11.77 cfs
Vfull = 6.66 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D50 = 8 in
DMAx = 12 in
• Riprap Class = B
Apron Thickness = 22 in
3 Apron Length = 9.0 ft
Apron Width = 3 x Dia = 5.0 ft
Width at End=Width+length = 14.0 ft
Length

OUTLET PROTECTION DATE: 04/20/2023 DESIGNED BY:
DESIGN WKB
PROJECT NAME: CANE CREEK PROJECT NO: CHECKED BY
PROJECT LOCATION: ALAMANCE COUNTY, NC 200375 TSS
Storm Outlet Structure
Structure= TO SCM#2 Qio/Qfull = 0.61
Size= 30 in V/Vfull = 1.05
Qio= 28.37 cfs V= 9.9 fps
Qfull = 46.51 cfs
Vfull = 9.47 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D50 = 8 in
DMAx = 12 in
Riprap Class = B
= Apron Thickness = 22 in
.4444444
3 Apron Length = 15.0 ft
Apron Width = 3 x Dia = 8.0 ft
Width at End=Width+length = 23.0 ft
_e-g t--
Storm Outlet Structure
Structure= TO SCM#3 Qio/Qfull = 1.01
Size= 18 in V/Vfull = 1.14
Qio= 10.64 cfs V= 6.8 fps
Qfull = 10.49 cfs
Vfull = 5.93 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D50 = 8 in
DMAx = 12 in
• Riprap Class = B
Apron Thickness = 22 in
3 Apron Length = 9.0 ft
Apron Width = 3 x Dia = 5.0 ft
Width at End=Width+length = 14.0 ft
Length

,.„:„...„,..
(9::::::1-,:::A\ BC SC
.•...„ BATEMAN CIVIL SURVEY COMPANY
Bateman Civil Survey Company, PC Phone: [phone]
2524 Reliance Ave Fax:[phone]
Apex, NC 27539 [e-mail]
HYDROCAD ANALYSIS

(10S) 1S ( 4S) 7S
DA to MP 1 DA to bMP 2
Pre,P 1 : DA to MP 3 KI2S)
It /2ND 5P 8P Untreated
Pre-AP 1 BMP 1 BMP 2
/MP 3
13L
Post-AP 1
(Subca) Reach on. Mril Routing Diagram for Cane Creek HydroCAD
Prepared by{enter your company name here), Printed 5/13/2024
HydroCAD®10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC

Cane Creek HydroCAD
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 2
Project Notes
Rainfall events imported from "NRCS-Rain.txt" for 6000 NC Alamance
Copied 10 events from PF_Depth_English_PDS 24-hr S1 storm

Cane Creek HydroCAD
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 3
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr PF_Depth_English_PDS 24-hr S1 1-yr Default 24.00 1 2.93 2
2 2-yr PF_Depth_English_PDS 24-hr S1 2-yr Default 24.00 1 3.54 2
3 10-yr PF_Depth_English_PDS 24-hr S1 10-yr Default 24.00 1 5.10 2
4 100-yr PF_Depth_English_PDS 24-hr S1 100-yr Default 24.00 1 7.49 2

Cane Creek HydroCAD
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HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 4
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
24.695 55 forest (1S, 4S, 7S, 10S, 12S)
0.474 85 gravel (10S)
0.148 85 gravel road (12S)
56.705 69 lawn (1S, 4S, 7S, 10S, 12S)
1.656 98 road (1S, 4S, 7S)
2.670 98 roof (1S, 4S, 7S, 10S, 12S)
86.348 67 TOTAL AREA

Cane Creek HydroCAD
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 5
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
0.000 HSG B
0.000 HSG C
0.000 HSG D
86.348 Other 1S, 4S, 7S, 10S, 12S Soils are B group
86.348 TOTAL AREA

Cane Creek HydroCAD
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 6
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 0.000 0.000 0.000 24.695 24.695 forest 1 S, 4S, 7S, 10S, 12S
0.000 0.000 0.000 0.000 0.474 0.474 gravel 10S
0.000 0.000 0.000 0.000 0.148 0.148 gravel road 12S
0.000 0.000 0.000 0.000 56.705 56.705 lawn 1 S, 4S, 7S, 10S, 12S
0.000 0.000 0.000 0.000 1.656 1.656 road 1 S, 4S, 7S
0.000 0.000 0.000 0.000 2.670 2.670 roof 1 S, 4S, 7S, 10S, 12S
0.000 0.000 0.000 0.000 86.348 86.348 TOTAL
AREA

Cane Creek HydroCAD
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 7
Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 2P 449.75 449.50 42.3 0.0059 0.012 0.0 15.0 0.0
2 5P 471.75 471.50 45.0 0.0056 0.012 0.0 30.0 0.0
3 8P 477.75 477.50 42.0 0.0060 0.012 0.0 24.0 0.0

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 8
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: DA to BMP 1 Runoff Area=5.421 ac 19.79% Impervious Runoff Depth>0.78"
Tc=12.6 min CN=74 Runoff=4.87 cfs 0.352 of
Subcatchment4S: DA to BMP 2 Runoff Area=14.359 ac 13.87% Impervious Runoff Depth>0.73"
Tc=12.2 min CN=73 Runoff=12.06 cfs 0.876 of
Subcatchment7S: DA to BMP 3 Runoff Area=4.809 ac 16.49% Impervious Runoff Depth>0.73"
Tc=15.6 min CN=73 Runoff=3.65 cfs 0.293 af
Subcatchment 10S: Pre-AP 1 Runoff Area=43.185 ac 0.00% Impervious Runoff Depth>0.41"
Tc=19.8 min CN=65 Runoff=13.39 cfs 1.482 of
Subcatchment 12S: Untreated Runoff Area=18.574 ac 2.52% Impervious Runoff Depth>0.32"
Tc=16.2 min CN=62 Runoff=4.07 cfs 0.491 af
Pond 2P: BMP 1 Peak Elev=453.35' Storage=13,333 cf Inflow=4.87 cfs 0.352 af
Primary=0.07 cfs 0.045 af Secondary=0.00 cfs 0.000 af Outflow=0.07 cfs 0.045 af
Pond 5P: BMP 2 Peak Elev=474.25' Storage=15,478 cf Inflow=12.06 cfs 0.876 af
Primary=3.31 cfs 0.699 af Secondary=0.00 cfs 0.000 af Outflow=3.31 cfs 0.699 af
Pond 8P: BMP 3 Peak Elev=481.51' Storage=9,884 cf Inflow=3.65 cfs 0.293 af
Primary=0.17 cfs 0.066 af Secondary=0.00 cfs 0.000 af Outflow=0.17 cfs 0.066 af
Link 11 L: Pre-AP 1 Inflow=13.39 cfs 1.482 af
Primary=13.39 cfs 1.482 af
Link 13L: Post-AP 1 Inflow=6.82 cfs 1.301 af
Primary=6.82 cfs 1.301 af
Total Runoff Area = 86.348 ac Runoff Volume = 3.493 af Average Runoff Depth = 0.49"
94.99% Pervious = 82.022 ac 5.01% Impervious = 4.326 ac

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 1S: DA to BMP 1
Runoff = 4.87 cfs @ 12.15 hrs, Volume= 0.352 af, Depth> 0.78"
Routed to Pond 2P : BMP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Area (ac) CN Description
• 0.673 98 road
• 0.400 98 roof
• 3.868 69 lawn
• 0.480 55 forest
5.421 74 Weighted Average
4.348 80.21% Pervious Area
1.073 19.79% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 Direct Entry,
Subcatchment 1S: DA to BMP 1
Hydrograph
❑Runoff
5Y 4.87 cfs
PF_Depth_English_PDS 24-hr S1 1-yr
JI-- Rainfall=2.93"
—i2unoif Area=5.421 ac -
Runoff bfolume=0.352 af
Runoff Depth>0.78"
Tc'=12.6miin -
• 3
- / CN=74
3
LL -
2Y
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 4S: DA to BMP 2
Runoff = 12.06 cfs @ 12.15 hrs, Volume= 0.876 af, Depth> 0.73"
Routed to Pond 5P : BMP 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Area (ac) CN Description
* 0.590 98 road
* 1.401 98 roof
* 12.120 69 lawn
* 0.248 55 forest
14.359 73 Weighted Average
12.368 86.13% Pervious Area
1.991 13.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.2 Direct Entry,
Subcatchment 4S: DA to BMP 2
Hydrograph
/ 4 _ - I —
13' ■Runoff
12.06 cfs I 11
12, PF epth_English_PDS 241hr S1 -yr
11" Rainfall=2.93"
I
- —lunoff Area14.359 ac-
10� J Runoff'folum�e=0.8 66 af
9= i Runoff Depth>0.73"
8_ I 1Tq=12.21min
w - CN=73-
IV
LL 6-
5_ I
4-i, I I I111 I '
3-'
2 #
1_�
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 7S: DA to BMP 3
Runoff = 3.65 cfs @ 12.20 hrs, Volume= 0.293 af, Depth> 0.73"
Routed to Pond 8P : BMP 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Area (ac) CN Description
• 0.393 98 road
• 0.400 98 roof
• 3.822 69 lawn
• 0.194 55 forest
4.809 73 Weighted Average
4.016 83.51% Pervious Area
0.793 16.49% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 Direct Entry,
Subcatchment 7S: DA to BMP 3
Hydrograph
4� ❑Runoff
3.65 cfs
PF_Depth_English_PDS 24-hr S1 1-yr
JI-- Rainfall=2.93"
unoif Area=4.80'9 ac -
3 Runoff Volume=0.293 af
Runoff Depth>0.73"
Tc=15.6 min
w CN=73
2_
_
LL
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 10S: Pre-AP 1
Runoff = 13.39 cfs @ 12.32 hrs, Volume= 1.482 af, Depth> 0.41"
Routed to Link 11 L : Pre-AP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Area (ac) CN Description
* 0.474 85 gravel
* 0.001 98 roof
* 29.205 69 lawn
* 13.505 55 forest
43.185 65 Weighted Average
43.184 100.00% Pervious Area
0.001 0.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.8 Direct Entry,
Subcatchment 10S: Pre-AP 1
/ Hydrograph
15-
- ■Runoff
147 I 13.39 cfs � I I
-PF-epfhd EnVish-PDS 24-hr S1 1-yr-
13_ -Rainfall=2.93"-
12� Iv
-Runoff Area-43.185 ac-
11= Runoff'folumle=1.482 af_
1137 Runoff Depth>0.41"
9�— 1 / Tq=19.81min
8� / CNT--65
0 7_
LL 6= _L - 1
1 V
5 -/
4--/— t
3 ��• dp -
1=
o i
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 12S: Untreated
Runoff = 4.07 cfs @ 12.30 hrs, Volume= 0.491 af, Depth> 0.32"
Routed to Link 13L : Post-AP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Area (ac) CN Description
* 0.468 98 roof
* 0.148 85 gravel road
* 7.690 69 lawn
* 10.268 55 forest
18.574 62 Weighted Average
18.106 97.48% Pervious Area
0.468 2.52% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.2 Direct Entry,
Subcatchment 12S: Untreated
Hydrograph
Z.
I
0 Runoff
4.07 cfs
4�h , PF_Depth_English_PDS 24-hr S1 1-yr
Rainfall=2.93"
_ Runoff Area-18.574 ac
— Runoff Volume=0.491 af
3_/ Runoff Depth>0.32"
Tc=16.2 min
_ CN=62
0
LL 2 /
1
0 / iiiii��l�A
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 14
Summary for Pond 2P: BMP 1
Inflow Area = 5.421 ac, 19.79% Impervious, Inflow Depth > 0.78" for 1-yr event
Inflow = 4.87 cfs @ 12.15 hrs, Volume= 0.352 af
Outflow = 0.07 cfs @ 20.00 hrs, Volume= 0.045 af, Atten= 99%, Lag= 470.9 min
Primary = 0.07 cfs @ 20.00 hrs, Volume= 0.045 af
Routed to Link 13L : Post-AP 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 13L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 453.35' @ 20.00 hrs Surf.Area= 22,136 sf Storage= 13,333 cf
Plug-Flow detention time= 245.4 min calculated for 0.045 af(13% of inflow)
Center-of-Mass det. time= 146.3 min ( 964.7 - 818.4 )
Volume Invert Avail.Storage Storage Description
#1 450.00' 69,657 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
450.00 1,531 0 0
451.00 2,412 1,972 1,972
452.00 3,359 2,886 4,857
453.00 4,374 3,867 8,724
454.00 55,452 29,913 38,637
455.00 6,588 31,020 69,657
Device Routing Invert Outlet Devices
#1 Primary 449.75' 15.0" Round Culvert
L= 42.3' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 449.75' /449.50' S= 0.0059 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf
#2 Device 1 450.00' 1.2" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 453.50' 36.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 454.00' 15.0' long x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.07 cfs @ 20.00 hrs HW=453.35' (Free Discharge)
4-1=Culvert (Passes 0.07 cfs of 10.19 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.07 cfs @ 8.81 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=450.00' (Free Discharge)
L4=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 15
Pond 2P: BMP 1
Hydrograph
I
❑Inflow
4.87 cfs ❑outflow
,r inflow Area=5.421 acSecondary
E Sec
57
Peak Elev=453.35'
/ Storage=13,333 cf
4� I
w 3Y / II
o
o LL 2� r .
0.07 cfs I
0.00 cfs , z""""
0 !-«« ll�� �
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 16
Summary for Pond 5P: BMP 2
Inflow Area = 14.359 ac, 13.87% Impervious, Inflow Depth > 0.73" for 1-yr event
Inflow = 12.06 cfs @ 12.15 hrs, Volume= 0.876 af
Outflow = 3.31 cfs @ 12.69 hrs, Volume= 0.699 af, Atten= 73%, Lag= 32.7 min
Primary = 3.31 cfs @ 12.69 hrs, Volume= 0.699 af
Routed to Link 13L : Post-AP 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 13L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 474.25' @ 12.69 hrs Surf.Area= 8,000 sf Storage= 15,478 cf
Plug-Flow detention time= 105.5 min calculated for 0.696 af(80% of inflow)
Center-of-Mass det. time= 49.7 min ( 870.2 - 820.4 )
Volume Invert Avail.Storage Storage Description
#1 472.00' 41,631 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
472.00 5,798 0 0
473.00 6,733 6,266 6,266
474.00 7,732 7,233 13,498
475.00 8,795 8,264 21,762
476.00 9,920 9,358 31,119
477.00 11,103 10,512 41,631
Device Routing Invert Outlet Devices
#1 Primary 471.75' 30.0" Round RCP Round 30"
L= 45.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 471.75' /471.50' S= 0.0056 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 4.91 sf
#2 Device 1 472.00' 1.5" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 473.00' 8.0" Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 474.30' 8.0" Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 474.75' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Device 1 475.50' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#7 Secondary 476.00' 15.0' long x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 17
Primary OutFlow Max=3.31 cfs © 12.69 hrs HW=474.25' (Free Discharge)
4-1=RCP_Round 30" (Passes 3.31 cfs of 22.25 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 0.09 cfs @ 7.22 fps)
3=Orifice/Grate (Orifice Controls 3.22 cfs @ 4.61 fps)
—4=Orifice/Grate ( Controls 0.00 cfs)
5=Orifice/Grate ( Controls 0.00 cfs)
—6=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=472.00' (Free Discharge)
4-7=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 5P: BMP 2
Hydrograph
_ I
12.06 cfs ❑Inflow
Outflow
laflbw Are =14.359 c - ❑Primary
13= / ❑Secondary
12 / H �1 Peak Elev�=474.25' -
11_ / / L ii [ -Storrap=J5,478 jcf
10/ / /
9V / t
6V / /
—
0
" 41 rf
5
4/ / 3.31cfs
3L/ / /
2=
0.00«< ii
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 18
Summary for Pond 8P: BMP 3
Inflow Area = 4.809 ac, 16.49% Impervious, Inflow Depth > 0.73" for 1-yr event
Inflow = 3.65 cfs @ 12.20 hrs, Volume= 0.293 af
Outflow = 0.17 cfs @ 16.68 hrs, Volume= 0.066 af, Atten= 95%, Lag= 269.0 min
Primary = 0.17 cfs @ 16.68 hrs, Volume= 0.066 af
Routed to Link 13L : Post-AP 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 13L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 481.51' @ 16.68 hrs Surf.Area= 4,434 sf Storage= 9,884 cf
Plug-Flow detention time= 276.0 min calculated for 0.066 af(23% of inflow)
Center-of-Mass det. time= 179.7 min ( 1,002.6 - 823.0 )
Volume Invert Avail.Storage Storage Description
#1 478.00' 17,128 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
478.00 1,366 0 0
479.00 2,123 1,745 1,745
480.00 2,982 2,553 4,297
481.00 3,922 3,452 7,749
482.00 4,925 4,424 12,173
483.00 4,985 4,955 17,128
Device Routing Invert Outlet Devices
#1 Primary 477.75' 24.0" Round RCP Round 24"
L= 42.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 477.75' /477.50' S= 0.0060 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1 478.00' 1.2" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 481.50' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 482.00' 15.0' long x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.12 cfs @ 16.68 hrs HW=481.51' (Free Discharge)
4-1=RCP_Round 24" (Passes 0.12 cfs of 25.13 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.07 cfs @ 9.02 fps)
3=Orifice/Grate (Weir Controls 0.04 cfs @ 0.34 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=478.00' (Free Discharge)
L4=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 19
Pond 8P: BMP 3
Hydrograph
3.65 cfs ❑Inflow
❑Outflow
0Inflow Area=4.809 ac ❑Prima ry
4 ❑Secondary
It Peak Elev=481 .51'
1 rStorage=9,884 cf
3
4444 3 2- OP
0
LL
/ i
0.17 cfs
0.00 cfs . /
ll�l�l������������lll�ll 0 v<<< ////////////// ////////////
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 20
Summary for Link 11 L: Pre-AP 1
Inflow Area = 43.185 ac, 0.00% Impervious, Inflow Depth > 0.41" for 1-yr event
Inflow = 13.39 cfs @ 12.32 hrs, Volume= 1.482 af
Primary = 13.39 cfs @ 12.32 hrs, Volume= 1.482 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 11 L: Pre-AP 1
Hydrograph
15 / I 1 1A rf ❑Inflow
❑Primary
14 13.39 cfs Inflow Area=43.185 ac
13 �. 11
12 �//
10
A I -,L 4
o 8 /1 1
0 7
6 jot ,
5
� -H +
_L 1 _L _[ _ _ i
4 ' _ _ l_ _LI _L _I _
3
2 At
ZZ
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 21
Summary for Link 13L: Post-AP 1
Inflow Area = 43.163 ac, 10.02% Impervious, Inflow Depth > 0.36" for 1-yr event
Inflow = 6.82 cfs @ 12.48 hrs, Volume= 1.301 af
Primary = 6.82 cfs @ 12.48 hrs, Volume= 1.301 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 13L: Post-AP 1
Hydrograph
I R R7 rf ❑Inflow
❑Primary
7
6.82 cfs Inflow Area=43.163000
ac
6_
5
4
o
3
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 22
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: DA to BMP 1 Runoff Area=5.421 ac 19.79% Impervious Runoff Depth>1.15"
Tc=12.6 min CN=74 Runoff=7.41 cfs 0.521 af
Subcatchment4S: DA to BMP 2 Runoff Area=14.359 ac 13.87% Impervious Runoff Depth>1.09"
Tc=12.2 min CN=73 Runoff=18.66 cfs 1.310 of
Subcatchment7S: DA to BMP 3 Runoff Area=4.809 ac 16.49% Impervious Runoff Depth>1.09"
Tc=15.6 min CN=73 Runoff=5.65 cfs 0.438 af
Subcatchment 10S: Pre-AP 1 Runoff Area=43.185 ac 0.00% Impervious Runoff Depth>0.68"
Tc=19.8 min CN=65 Runoff=25.28 cfs 2.458 af
Subcatchment 12S: Untreated Runoff Area=18.574 ac 2.52% Impervious Runoff Depth>0.56"
Tc=16.2 min CN=62 Runoff=8.74 cfs 0.859 af
Pond 2P: BMP 1 Peak Elev=453.55' Storage=18,843 cf Inflow=7.41 cfs 0.521 af
Primary=0.20 cfs 0.088 af Secondary=0.00 cfs 0.000 af Outflow=0.20 cfs 0.088 af
Pond 5P: BMP 2 Peak Elev=474.98' Storage=21,588 cf Inflow=18.66 cfs 1.310 af
Primary=7.11 cfs 1.126 af Secondary=0.00 cfs 0.000 af Outflow=7.11 cfs 1.126 af
Pond 8P: BMP 3 Peak Elev=481.61' Storage=10,309 cf Inflow=5.65 cfs 0.438 af
Primary=1.43 cfs 0.211 af Secondary=0.00 cfs 0.000 af Outflow=1.43 cfs 0.211 af
Link 11 L: Pre-AP 1 Inflow=25.28 cfs 2.458 af
Primary=25.28 cfs 2.458 af
Link 13L: Post-AP 1 Inflow=13.56 cfs 2.285 af
Primary=13.56 cfs 2.285 af
Total Runoff Area = 86.348 ac Runoff Volume = 5.585 af Average Runoff Depth = 0.78"
94.99% Pervious = 82.022 ac 5.01% Impervious = 4.326 ac

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 1S: DA to BMP 1
Runoff = 7.41 cfs @ 12.15 hrs, Volume= 0.521 af, Depth> 1.15"
Routed to Pond 2P : BMP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Area (ac) CN Description
• 0.673 98 road
• 0.400 98 roof
• 3.868 69 lawn
• 0.480 55 forest
5.421 74 Weighted Average
4.348 80.21% Pervious Area
1.073 19.79% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 Direct Entry,
Subcatchment 1S: DA to BMP 1
Hydrograph
8 0 Runoff
7.41 cfs
—PF Depth=EnglishPLS-241hr-S1 2-yr
7Y
L I Rai l= "
Runoff Arel=fal5.4213.54 ac
6- Runoff Volume=0.521 of
Runoff Depth>1.15"
5� fr
TC=12.6Imin
CN=74
4Y F F
LL
3-
21/
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 4S: DA to BMP 2
Runoff = 18.66 cfs @ 12.14 hrs, Volume= 1.310 af, Depth> 1.09"
Routed to Pond 5P : BMP 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Area (ac) CN Description
* 0.590 98 road
* 1.401 98 roof
* 12.120 69 lawn
* 0.248 55 forest
14.359 73 Weighted Average
12.368 86.13% Pervious Area
1.991 13.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) _ _
12.2 Direct Entry,
Subcatchment 4S: DA to BMP 2
Hydrograph
- 1 H —
20_ •Runoff
18.66 cfs II - 1
19 �P- 4 F epth l En-ish-PDS-241�S1*Tyr-
18 — — — ' — — — I lffaitfall= .54"
17='
16= 0 - Runoff Area-14.3 9 ac
15 H H Ri.�noff Voium�--1.3lO af
14=! 0Runaff Depth>� g9"
13-' it Tq=1-2.2f min-
12 C173
11-� — - -
8
i I — 4 _ L fl
4- 1 gil ,
1_'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 7S: DA to BMP 3
Runoff = 5.65 cfs @ 12.19 hrs, Volume= 0.438 af, Depth> 1.09"
Routed to Pond 8P : BMP 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Area (ac) CN Description
• 0.393 98 road
• 0.400 98 roof
• 3.822 69 lawn
• 0.194 55 forest
4.809 73 Weighted Average
4.016 83.51% Pervious Area
0.793 16.49% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 Direct Entry,
Subcatchment 7S: DA to BMP 3
Hydrograph
L
6� 5.65 cfs ❑Runoff
PF_Depth_English_PDS 24-hr S1 2-yr
T Runoff
R Rainfall=3.54"
unoff Area=4.809 ac
Runoff 1.1olume=0.438 af
4=Z / Runoff-Depth>1.09"
TC=15.6 min
CN=73
3y -r
LL
2-/
I
� I
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 10S: Pre-AP 1
Runoff = 25.28 cfs @ 12.28 hrs, Volume= 2.458 af, Depth> 0.68"
Routed to Link 11 L : Pre-AP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Area (ac) CN Description
* 0.474 85 gravel
* 0.001 98 roof
* 29.205 69 lawn
* 13.505 55 forest
43.185 65 Weighted Average
43.184 100.00% Pervious Area
0.001 0.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) _
19.8 Direct Entry,
Subcatchment 10S: Pre-AP 1
Hydrograph
28/ _ •Runoff
26_/— 25.28 cfs
-PF_Depth_English_PDS 24-hr S1 2-yr-
24_ Rainfall= .54"
22= Runoff Area-43.1 85 ac
20-/ Runoff goluma=2.458 af
18- ' Runoff-Depth> 8"-
Tt4=-1-9.8tmin in 16-/ CN=65
3 14
LL 12- 4 / -
10-'
-
4 1 ;
2
a
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 12S: Untreated
Runoff = 8.74 cfs @ 12.24 hrs, Volume= 0.859 af, Depth> 0.56"
Routed to Link 13L : Post-AP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Area (ac) CN Description
* 0.468 98 roof
* 0.148 85 gravel road
* 7.690 69 lawn
* 10.268 55 forest
18.574 62 Weighted Average
18.106 97.48% Pervious Area
0.468 2.52% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) _
16.2 Direct Entry,
Subcatchment 12S: Untreated
Hydrograph
■Runoff
8.74 cfs -I I
,/ PF_Depth_Englih_PDS 241hr S112-yr
Rainfall= .54"
Runoff Area1-18.574 ac
Runoff Volume=0.859 af
_ Runoff Depth>0.56"
Tc=16.2 min
o
t CN=62
5/o
LL
4
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 28
Summary for Pond 2P: BMP 1
Inflow Area = 5.421 ac, 19.79% Impervious, Inflow Depth > 1.15" for 2-yr event
Inflow = 7.41 cfs @ 12.15 hrs, Volume= 0.521 af
Outflow = 0.20 cfs @ 18.99 hrs, Volume= 0.088 af, Atten= 97%, Lag= 410.9 min
Primary = 0.20 cfs @ 18.99 hrs, Volume= 0.088 af
Routed to Link 13L : Post-AP 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 13L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 453.55' @ 18.99 hrs Surf.Area= 32,449 sf Storage= 18,843 cf
Plug-Flow detention time= 295.9 min calculated for 0.088 af(17% of inflow)
Center-of-Mass det. time= 202.5 min ( 1,013.0 - 810.5 )
Volume Invert Avail.Storage Storage Description
#1 450.00' 69,657 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
450.00 1,531 0 0
451.00 2,412 1,972 1,972
452.00 3,359 2,886 4,857
453.00 4,374 3,867 8,724
454.00 55,452 29,913 38,637
455.00 6,588 31,020 69,657
Device Routing Invert Outlet Devices
#1 Primary 449.75' 15.0" Round Culvert
L= 42.3' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 449.75' /449.50' S= 0.0059 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf
#2 Device 1 450.00' 1.2" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 453.50' 36.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 454.00' 15.0' long x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.18 cfs @ 18.99 hrs HW=453.55' (Free Discharge)
4-1=Culvert (Passes 0.18 cfs of 10.53 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.07 cfs @ 9.07 fps)
3=Orifice/Grate (Orifice Controls 0.11 cfs @ 0.72 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=450.00' (Free Discharge)
L4=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 29
Pond 2P: BMP 1
Hydrograph
7.41 Cfs ❑Inflow
/ ❑Outflow
Inflow Area=5.421 ac - E se ondary
$�
/ I— H I— I— Peak Elev=453.55'
7� /
/ H 1 I— I— , I— Storage=18,843 cf
6� / H H I— 1 I— I—
5 / , H 1 I— I— I— L 4'
LL 4 / L 1 L I L
3 /
2� / 1 �������
_,,y . / ��� Z n 9n rf
1
0.00 cfs / % / ,j/////////�020cfs
7(21 fll�ll��iiiiiiiiiilll�lliiiiiiiiiii/
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 30
Summary for Pond 5P: BMP 2
Inflow Area = 14.359 ac, 13.87% Impervious, Inflow Depth > 1.09" for 2-yr event
Inflow = 18.66 cfs @ 12.14 hrs, Volume= 1.310 of
Outflow = 7.11 cfs @ 12.59 hrs, Volume= 1.126 af, Atten= 62%, Lag= 26.7 min
Primary = 7.11 cfs @ 12.59 hrs, Volume= 1.126 af
Routed to Link 13L : Post-AP 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 13L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 474.98' @ 12.59 hrs Surf.Area= 8,774 sf Storage= 21,588 cf
Plug-Flow detention time= 85.3 min calculated for 1.122 af(86% of inflow)
Center-of-Mass det. time= 42.9 min ( 855.1 - 812.2 )
Volume Invert Avail.Storage Storage Description
#1 472.00' 41,631 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
472.00 5,798 0 0
473.00 6,733 6,266 6,266
474.00 7,732 7,233 13,498
475.00 8,795 8,264 21,762
476.00 9,920 9,358 31,119
477.00 11,103 10,512 41,631
Device Routing Invert Outlet Devices
#1 Primary 471.75' 30.0" Round RCP Round 30"
L= 45.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 471.75' /471.50' S= 0.0056 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 4.91 sf
#2 Device 1 472.00' 1.5" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 473.00' 8.0" Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 474.30' 8.0" Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 474.75' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Device 1 475.50' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#7 Secondary 476.00' 15.0' long x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 31
Primary OutFlow Max=7.09 cfs © 12.59 hrs HW=474.98' (Free Discharge)
L1=RCP_Round 30" (Passes 7.09 cfs of 29.85 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 0.10 cfs @ 8.31 fps)
3=Orifice/Grate (Orifice Controls 4.31 cfs @ 6.18 fps)
—4=Orifice/Grate (Orifice Controls 1.97 cfs @ 2.83 fps)
5=Orifice/Grate (Orifice Controls 0.70 cfs @ 1.53 fps)
—6=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=472.00' (Free Discharge)
At7=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 5P: BMP 2
Hydrograph
1— 1- 1—
j18.66 cfs A w (� A °Inflow
j t inf l A4re6_= 14.3 9 �4L — ❑Primary
❑Secondary
20 /
19 / / weak Elev,474.98' —
17 / /
H ' tc�rage=;1,§88Hcf -
16� /
15=/
144/
13 /
12V /
10 / I 7.11 cfs
84 /
71/
0.00 cfs
0 y«« ll�ll
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 32
Summary for Pond 8P: BMP 3
Inflow Area = 4.809 ac, 16.49% Impervious, Inflow Depth > 1.09" for 2-yr event
Inflow = 5.65 cfs @ 12.19 hrs, Volume= 0.438 af
Outflow = 1.43 cfs @ 12.78 hrs, Volume= 0.211 af, Atten= 75%, Lag= 35.3 min
Primary = 1.43 cfs @ 12.78 hrs, Volume= 0.211 af
Routed to Link 13L : Post-AP 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 13L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 481.61' @ 12.78 hrs Surf.Area= 4,530 sf Storage= 10,309 cf
Plug-Flow detention time= 171.2 min calculated for 0.210 af(48% of inflow)
Center-of-Mass det. time= 90.1 min ( 904.9 - 814.8 )
Volume Invert Avail.Storage Storage Description
#1 478.00' 17,128 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
478.00 1,366 0 0
479.00 2,123 1,745 1,745
480.00 2,982 2,553 4,297
481.00 3,922 3,452 7,749
482.00 4,925 4,424 12,173
483.00 4,985 4,955 17,128
Device Routing Invert Outlet Devices
#1 Primary 477.75' 24.0" Round RCP Round 24"
L= 42.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 477.75' /477.50' S= 0.0060 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1 478.00' 1.2" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 481.50' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 482.00' 15.0' long x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=1.41 cfs @ 12.78 hrs HW=481.61' (Free Discharge)
4-1=RCP_Round 24" (Passes 1.41 cfs of 25.56 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.07 cfs @ 9.14 fps)
3=Orifice/Grate (Weir Controls 1.34 cfs @ 1.06 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=478.00' (Free Discharge)
L4=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 33
Pond 8P: BMP 3
Hydrograph
5.65 Cfs ❑Inflow
outflow
/ I inflow Area=4.809 ac °:r'ma
❑ econrydary
6Y Peak EIev=481 .61'
5/ r r / Storage=10,309 cf
aY
o
$ 0
0 3
LL /
1 41 r
2" 1.43 cfs
I
0.00 cfs f/
0 Y(«
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 34
Summary for Link 11 L: Pre-AP 1
Inflow Area = 43.185 ac, 0.00% Impervious, Inflow Depth > 0.68" for 2-yr event
Inflow = 25.28 cfs @ 12.28 hrs, Volume= 2.458 of
Primary = 25.28 cfs @ 12.28 hrs, Volume= 2.458 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 11 L: Pre-AP 1
Hydrograph
28Y / — — 7�, 7R rf ❑ Inflow
0 Primary
261/ - 25.28 cfs rinfibvv irela=4L3.f185- c-
24� fi ��0 rt -L -L
22_ r201/ / I -H —L J
181/ - F ,t ,
/ F T 1
a16� /14-LL 12_ rT , 7 118
6_ , 7— T T 7 -[ - Or
2- 1 0 ....„.
ovz
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 35
Summary for Link 13L: Post-AP 1
Inflow Area = 43.163 ac, 10.02% Impervious, Inflow Depth > 0.64" for 2-yr event
Inflow = 13.56 cfs @ 12.46 hrs, Volume= 2.285 af
Primary = 13.56 cfs @ 12.46 hrs, Volume= 2.285 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 13L: Post-AP 1
Hydrograph
15/ _ _ _ I 11 RA rf ❑ Inflow❑Primary
14V - 13.56 cfs 'Ir1�IOw re�a= 3.fi�63�ac
12V - — °01
11- 0.*
10_
9
8/ i T
0 Y ,
0 7_
li
014
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 36
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: DA to BMP 1 Runoff Area=5.421 ac 19.79% Impervious Runoff Depth>2.24"
Tc=12.6 min CN=74 Runoff=13.67 cfs 1.013 of
Subcatchment4S: DA to BMP 2 Runoff Area=14.359 ac 13.87% Impervious Runoff Depth>2.16"
Tc=12.2 min CN=73 Runoff=35.14 cfs 2.586 of
Subcatchment7S: DA to BMP 3 Runoff Area=4.809 ac 16.49% Impervious Runoff Depth>2.16"
Tc=15.6 min CN=73 Runoff=10.71 cfs 0.865 af
Subcatchment 10S: Pre-AP 1 Runoff Area=43.185 ac 0.00% Impervious Runoff Depth>1.55"
Tc=19.8 min CN=65 Runoff=60.46 cfs 5.569 af
Subcatchment 12S: Untreated Runoff Area=18.574 ac 2.52% Impervious Runoff Depth>1.34"
Tc=16.2 min CN=62 Runoff=23.77 cfs 2.078 of
Pond 2P: BMP 1 Peak Elev=453.76' Storage=26,878 cf Inflow=13.67 cfs 1.013 af
Primary=1.37 cfs 0.535 af Secondary=0.00 cfs 0.000 af Outflow=1.37 cfs 0.535 af
Pond 5P: BMP 2 Peak Elev=475.92' Storage=30,364 cf Inflow=35.14 cfs 2.586 af
Primary=25.98 cfs 2.386 af Secondary=0.00 cfs 0.000 af Outflow=25.98 cfs 2.386 af
Pond 8P: BMP 3 Peak Elev=481.87' Storage=11,536 cf Inflow=10.71 cfs 0.865 of
Primary=8.88 cfs 0.637 af Secondary=0.00 cfs 0.000 af Outflow=8.88 cfs 0.637 af
Link 11 L: Pre-AP 1 Inflow=60.46 cfs 5.569 af
Primary=60.46 cfs 5.569 af
Link 13L: Post-AP 1 Inflow=56.83 cfs 5.636 af
Primary=56.83 cfs 5.636 af
Total Runoff Area = 86.348 ac Runoff Volume = 12.111 af Average Runoff Depth = 1.68"
94.99% Pervious = 82.022 ac 5.01% Impervious = 4.326 ac

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 1S: DA to BMP 1
Runoff = 13.67 cfs @ 12.14 hrs, Volume= 1.013 af, Depth> 2.24"
Routed to Pond 2P : BMP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Area (ac) CN Description
• 0.673 98 road
• 0.400 98 roof
• 3.868 69 lawn
• 0.480 55 forest
5.421 74 Weighted Average
4.348 80.21% Pervious Area
1.073 19.79% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 Direct Entry,
Subcatchment 1S: DA to BMP 1
Hydrograph
15 _ _ ■Runoff
— — - — 13.67 cfs — I
14= PF_Depth_English—PDS 244w-S1 8-yr-
13- Ra'nfall=5.10"-
12/ Runoff Area=5.421 ac
11
Runoff,Volurne=1.013 af
Runoff Depth>2.24"
0
10_
Tc=12.6 min
97 CN=74_
isc
o
LL 4
57
4=
2Y
IV
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 4S: DA to BMP 2
Runoff = 35.14 cfs @ 12.13 hrs, Volume= 2.586 af, Depth> 2.16"
Routed to Pond 5P : BMP 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Area (ac) CN Description
* 0.590 98 road
* 1.401 98 roof
* 12.120 69 lawn
* 0.248 55 forest
14.359 73 Weighted Average
12.368 86.13% Pervious Area
1.991 13.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.2 Direct Entry,
Subcatchment 4S: DA to BMP 2
Hydrograph
—
38= — — — — — — — •Runoff
36- 35.14 cfs
PFDeptIish=PDS 24.hr S1 10-yr
34_ _ —
321/ I -2a'n�all=5.10"
RunoffAlea 14.35Wac
30
28= unoff Volu a=2.5 66 of
26_
261 Runoff Depth>2.16"
24= 4 / - Tc=12. min_
TIC 22 / CN=73
18�
16= u iii
12_ f 1
/
8 — 1-
6=
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 7S: DA to BMP 3
Runoff = 10.71 cfs @ 12.18 hrs, Volume= 0.865 af, Depth> 2.16"
Routed to Pond 8P : BMP 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Area (ac) CN Description
• 0.393 98 road
• 0.400 98 roof
• 3.822 69 lawn
• 0.194 55 forest
4.809 73 Weighted Average
4.016 83.51% Pervious Area
0.793 16.49% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 Direct Entry,
Subcatchment 7S: DA to BMP 3
Hydrograph
/ ■Runoff
11 10.71 cfs I I
PF De Enn Ish PDS 24-hr S1 10-yr_
10�— 10 Rainfall=5.10"
RtmbfFArea=4.809 ac-
9 Runoff,Volurne=0.865 af
8- _/ Runoff Depth>2.16"
Tc=15.6 min
7 CN=73
6-
a 5-
4-
3-
2-
1-
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 10S: Pre-AP 1
Runoff = 60.46 cfs @ 12.26 hrs, Volume= 5.569 af, Depth> 1.55"
Routed to Link 11 L : Pre-AP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Area (ac) CN Description
* 0.474 85 gravel
* 0.001 98 roof
* 29.205 69 lawn
* 13.505 55 forest
43.185 65 Weighted Average
43.184 100.00% Pervious Area
0.001 0.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.8 Direct Entry,
Subcatchment 10S: Pre-AP 1
Hydrograph
- — — —
65_ 60.46 cfs
� ❑Runoff
60: _ — — — PFpth_De _Engl9sh_PDS 24-hr S1 10-yr
55� / I —2a nfall=5.10"
Runoff Area=43.185 ac-
50� unofflIVolur�e=5.569 of
45_ 4 Runoff Depth>1.55"
N 40� _71 7
7 7Tc=1 .8 min
CN 65
3 351/
25313
� /
0
20_' — — I
15-'
10_
Aer
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 12S: Untreated
Runoff = 23.77 cfs @ 12.21 hrs, Volume= 2.078 af, Depth> 1.34"
Routed to Link 13L : Post-AP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Area (ac) CN Description
* 0.468 98 roof
* 0.148 85 gravel road
* 7.690 69 lawn
* 10.268 55 forest
18.574 62 Weighted Average
18.106 97.48% Pervious Area
0.468 2.52% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.2 Direct Entry,
Subcatchment 12S: Untreated
Hydrograph
26/ ■Runoff
23.77 cfs
244 _ PF Deptli_Englsh_PDS 24.Jhr S1 110-yr
221/— -H —L RMnfall- 10"
II
-H -L - —IRUnoff�4real=t8.5Sac-
207
181/ / �unoff Runoff epth>1.34f
16:/ Tc 16.imin-
w - / - C 62-
". 141/
121/ 4 1 1 pi 1 -I -
10l fi - 1 1
81/ 1 ' / i 1
11
4
2 -/ fi .de
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 42
Summary for Pond 2P: BMP 1
Inflow Area = 5.421 ac, 19.79% Impervious, Inflow Depth > 2.24" for 10-yr event
Inflow = 13.67 cfs @ 12.14 hrs, Volume= 1.013 of
Outflow = 1.37 cfs @ 13.17 hrs, Volume= 0.535 af, Atten= 90%, Lag= 61.9 min
Primary = 1.37 cfs @ 13.17 hrs, Volume= 0.535 af
Routed to Link 13L : Post-AP 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 13L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 453.76' @ 13.17 hrs Surf.Area= 43,286 sf Storage= 26,878 cf
Plug-Flow detention time= 200.0 min calculated for 0.533 af(53% of inflow)
Center-of-Mass det. time= 124.3 min ( 923.6 - 799.3 )
Volume Invert Avail.Storage Storage Description
#1 450.00' 69,657 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
450.00 1,531 0 0
451.00 2,412 1,972 1,972
452.00 3,359 2,886 4,857
453.00 4,374 3,867 8,724
454.00 55,452 29,913 38,637
455.00 6,588 31,020 69,657
Device Routing Invert Outlet Devices
#1 Primary 449.75' 15.0" Round Culvert
L= 42.3' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 449.75' /449.50' S= 0.0059 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf
#2 Device 1 450.00' 1.2" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 453.50' 36.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 454.00' 15.0' long x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=1.36 cfs @ 13.17 hrs HW=453.76' (Free Discharge)
4-1=Culvert (Passes 1.36 cfs of 10.87 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.07 cfs @ 9.34 fps)
3=Orifice/Grate (Orifice Controls 1.29 cfs @ 1.64 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=450.00' (Free Discharge)
L4=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 43
Pond 2P: BMP 1
Hydrograph
A ■Inflow
II/
15 / // 13.67 cfsI Outflow
�flw+Ar a t.4 1 i-c :Se onda
/ r ry
14V / / H H / — Peak E1I-e V 453.h6, --
13� / /
124/ / // L L _ f� Stotagle=26,8�8 Icf -
ill/ z
10:
87 / / fi fi
,o s / /
I/ H/ / H H -
5 / /
41/ 1 '7 rf
3� 1.37 cfs ---
2
0.00 cfs ���
01�«< mil!
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 44
Summary for Pond 5P: BMP 2
Inflow Area = 14.359 ac, 13.87% Impervious, Inflow Depth > 2.16" for 10-yr event
Inflow = 35.14 cfs @ 12.13 hrs, Volume= 2.586 of
Outflow = 25.98 cfs @ 12.27 hrs, Volume= 2.386 af, Atten= 26%, Lag= 8.4 min
Primary = 25.98 cfs @ 12.27 hrs, Volume= 2.386 af
Routed to Link 13L : Post-AP 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 13L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 475.92' @ 12.27 hrs Surf.Area= 9,834 sf Storage= 30,364 cf
Plug-Flow detention time= 57.7 min calculated for 2.386 af(92% of inflow)
Center-of-Mass det. time= 31.1 min ( 831.9 - 800.8 )
Volume Invert Avail.Storage Storage Description
#1 472.00' 41,631 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
472.00 5,798 0 0
473.00 6,733 6,266 6,266
474.00 7,732 7,233 13,498
475.00 8,795 8,264 21,762
476.00 9,920 9,358 31,119
477.00 11,103 10,512 41,631
Device Routing Invert Outlet Devices
#1 Primary 471.75' 30.0" Round RCP_Round 30"
L= 45.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 471.75' /471.50' S= 0.0056 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 4.91 sf
#2 Device 1 472.00' 1.5" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 473.00' 8.0" Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 474.30' 8.0" Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 474.75' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Device 1 475.50' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#7 Secondary 476.00' 15.0' long x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 45
Primary OutFlow Max=25.41 cfs @ 12.27 hrs HW=475.91' (Free Discharge)
t =RCP_Round 30" (Passes 25.41 cfs of 39.97 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 0.12 cfs @ 9.52 fps)
3=Orifice/Grate (Orifice Controls 5.40 cfs @ 7.73 fps)
—4=Orifice/Grate (Orifice Controls 3.80 cfs @ 5.44 fps)
5=Orifice/Grate (Orifice Controls 5.80 cfs @ 4.35 fps)
—6=Orifice/Grate (Weir Controls 10.31 cfs @ 2.09 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=472.00' (Free Discharge)
At7=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 5P: BMP 2
Hydrograph
/ 35.14 cfs ❑Inflow
A w (� A Outflow
/ L 1— 1 "� lafI w Ares= 1 .3 9 I c _ ❑Primary
38� / ❑Secondary
36 / / 7 :Peak E1e 4Z5.92' -
34/ / /
32 / / 7C QA rf tQrac,, e= ,64_f I
30 / /' 25.98 cfs
28 /
" �22 / / 3- -
4wf
12� /
10:
$_ i �I//�/j ---- ,
0.00 cfs r 7
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 46
Summary for Pond 8P: BMP 3
Inflow Area = 4.809 ac, 16.49% Impervious, Inflow Depth > 2.16" for 10-yr event
Inflow = 10.71 cfs @ 12.18 hrs, Volume= 0.865 of
Outflow = 8.88 cfs @ 12.31 hrs, Volume= 0.637 af, Atten= 17%, Lag= 7.9 min
Primary = 8.88 cfs @ 12.31 hrs, Volume= 0.637 af
Routed to Link 13L : Post-AP 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 13L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 481.87' @ 12.31 hrs Surf.Area= 4,794 sf Storage= 11,536 cf
Plug-Flow detention time= 97.0 min calculated for 0.635 af(73% of inflow)
Center-of-Mass det. time= 35.4 min ( 838.8 - 803.4 )
Volume Invert Avail.Storage Storage Description
#1 478.00' 17,128 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
478.00 1,366 0 0
479.00 2,123 1,745 1,745
480.00 2,982 2,553 4,297
481.00 3,922 3,452 7,749
482.00 4,925 4,424 12,173
483.00 4,985 4,955 17,128
Device Routing Invert Outlet Devices
#1 Primary 477.75' 24.0" Round RCP Round 24"
L= 42.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 477.75' /477.50' S= 0.0060 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1 478.00' 1.2" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 481.50' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 482.00' 15.0' long x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=8.66 cfs @ 12.31 hrs HW=481.86' (Free Discharge)
4-1=RCP_Round 24" (Passes 8.66 cfs of 26.69 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.07 cfs @ 9.46 fps)
3=Orifice/Grate (Weir Controls 8.59 cfs @ 1.97 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=478.00' (Free Discharge)
L4=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 47
Pond 8P: BMP 3
Hydrograph
1 ■Inflow
10.71 cfs - ■Outflow
/ / f1�wIAra= 8e9 a�. ■Primary
condary
{— ■Se
111/ / / h I R RR rf t Peaik Etrev-461 .87'
10 / ' 1 1 I 8.88 cfs Storage=111,5I36 icf _
8/ / / HH #0 1- d- I- d- -H -h -h —
3 61/ /
,° 5/ / , L- L ti
4i/ / i fi t
3/ / / — E
KeY
2- /=
0.00 cfs �� /I////%//% �%i
�����/ n
►
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 48
Summary for Link 11 L: Pre-AP 1
Inflow Area = 43.185 ac, 0.00% Impervious, Inflow Depth > 1.55" for 10-yr event
Inflow = 60.46 cfs @ 12.26 hrs, Volume= 5.569 of
Primary = 60.46 cfs @ 12.26 hrs, Volume= 5.569 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 11 L: Pre-AP 1
Hydrograph
/ I 1 1 I -k —L 4 ❑ Inflow
I An AA rfqifl&vs.4r =4C3. 3c_
❑Primary
65 /- — — 60.46 cfs
60_
50;-/ -h -h —h —[ — — i j7 t t H
55_ / I ii100
45 -/ /— L i A I _L ± li 1
a 40_
3 35Y z— t ± —[ — — t i— — j
LL 30' —
25' I 1 I
20= / 4 /� 1
10/ i iL
'
5-
O j// Z Z Z
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 49
Summary for Link 13L: Post-AP 1
Inflow Area = 43.163 ac, 10.02% Impervious, Inflow Depth > 1.57" for 10-yr event
Inflow = 56.83 cfs @ 12.27 hrs, Volume= 5.636 af
Primary = 56.83 cfs @ 12.27 hrs, Volume= 5.636 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 13L: Post-AP 1
Hydrograph
— ❑ Inflow
I cR rf ❑Primary
60/ / + + — 56.83 c7fs ir.414;vv 4re-6=F3.1�G3Hac
50L/
40i/
35
0 30�
25 / —
20Y / f t —
15 /
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 50
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: DA to BMP 1 Runoff Area=5.421 ac 19.79% Impervious Runoff Depth>4.11"
Tc=12.6 min CN=74 Runoff=21.69 cfs 1.856 of
Subcatchment4S: DA to BMP 2 Runoff Area=14.359 ac 13.87% Impervious Runoff Depth>4.00"
Tc=12.2 min CN=73 Runoff=56.51 cfs 4.789 af
Subcatchment7S: DA to BMP 3 Runoff Area=4.809 ac 16.49% Impervious Runoff Depth>4.00"
Tc=15.6 min CN=73 Runoff=17.45 cfs 1.602 of
Subcatchment 10S: Pre-AP 1 Runoff Area=43.185 ac 0.00% Impervious Runoff Depth>3.15"
Tc=19.8 min CN=65 Runoff=112.56 cfs 11.342 of
Subcatchment 12S: Untreated Runoff Area=18.574 ac 2.52% Impervious Runoff Depth>2.85"
Tc=16.2 min CN=62 Runoff=46.85 cfs 4.415 of
Pond 2P: BMP 1 Peak EIev=454.08' Storage=43,071 cf Inflow=21.69 cfs 1.856 af
Primary=4.37 cfs 1.285 af Secondary=1.00 cfs 0.043 af Outflow=5.36 cfs 1.328 af
Pond 5P: BMP 2 Peak EIev=476.37' Storage=34,879 cf Inflow=56.51 cfs 4.789 af
Primary=43.40 cfs 4.422 af Secondary=9.13 cfs 0.138 af Outflow=52.53 cfs 4.560 af
Pond 8P: BMP 3 Peak EIev=482.06' Storage=12,476 cf Inflow=17.45 cfs 1.602 af
Primary=16.60 cfs 1.364 af Secondary=0.64 cfs 0.007 af Outflow=17.24 cfs 1.371 af
Link 11 L: Pre-AP 1 Inflow=112.56 cfs 11.342 af
Primary=112.56 cfs 11.342 af
Link 13L: Post-AP 1 Inflow=118.27 cfs 11.674 af
Primary=118.27 cfs 11.674 af
Total Runoff Area = 86.348 ac Runoff Volume = 24.004 af Average Runoff Depth = 3.34"
94.99% Pervious = 82.022 ac 5.01% Impervious = 4.326 ac

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 51
Summary for Subcatchment 1S: DA to BMP 1
Runoff = 21.69 cfs @ 12.13 hrs, Volume= 1.856 af, Depth> 4.11"
Routed to Pond 2P : BMP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Area (ac) CN Description
• 0.673 98 road
• 0.400 98 roof
• 3.868 69 lawn
• 0.480 55 forest
5.421 74 Weighted Average
4.348 80.21% Pervious Area
1.073 19.79% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 Direct Entry,
Subcatchment 1S: DA to BMP 1
Hydrograph
— — •24 Runoff
23, 21.69 cfs
22 ' -h-PF-1;epfhlEn#11 h-F.D6-24-hr 1 1DO yr
21_ — - — —
20 Ra'nfall- .49"-
19=' - Runeff Ara=5.421 ac-
18= — — — — -unoff Vulu 1. of
17
16 Runoff D'epth> .11"_
154 Tc=12. in-
14= — / - C74-
o 13
12 4 / 4 -
-° 11_
-
10
$ 4
3
0'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 52
Summary for Subcatchment 4S: DA to BMP 2
Runoff = 56.51 cfs @ 12.13 hrs, Volume= 4.789 af, Depth> 4.00"
Routed to Pond 5P : BMP 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Area (ac) CN Description
* 0.590 98 road
* 1.401 98 roof
* 12.120 69 lawn
* 0.248 55 forest
14.359 73 Weighted Average
12.368 86.13% Pervious Area
1.991 13.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.2 Direct Entry,
Subcatchment 4S: DA to BMP 2
Hydrograph
f ■Runoff
60_ 56.51 cfs I
55- —
1PF-epth_English_PDS 24-hr S1 100-yr
Rainfall=7.49"_
50= Runoff Area=14.359 ac
45= J 01 unoff,VoIur�re=4.789 af-
Runoff Depth>4.00"_
40_ Tc=12.2 min
o 35=
It I CN=73
0 30_ rt r 1
� _25= 1
2014/
10 / it
'
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment 7S: DA to BMP 3
Runoff = 17.45 cfs @ 12.17 hrs, Volume= 1.602 af, Depth> 4.00"
Routed to Pond 8P : BMP 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Area (ac) CN Description
• 0.393 98 road
• 0.400 98 roof
• 3.822 69 lawn
• 0.194 55 forest
4.809 73 Weighted Average
4.016 83.51% Pervious Area
0.793 16.49% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 Direct Entry,
Subcatchment 7S: DA to BMP 3
Hydrograph
19 4 I ■Runoff
18= _ 17.45 cfs I
17 PF epth_Englih_PDS 24-h'r S1 100-yr
16= H H- H 15_y H- 4 H Runb f ARraanf=a4l=9c
14=
Runoff Volu 2 a=1.6 af
0
13= Runoff Depth> .00"
1200 Tc=15. min
11 — — - _ C73
9
_H � � -
4= 4
3�/
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 54
Summary for Subcatchment 10S: Pre-AP 1
Runoff = 112.56 cfs @ 12.24 hrs, Volume= 11.342 af, Depth> 3.15"
Routed to Link 11 L : Pre-AP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Area (ac) CN Description
* 0.474 85 gravel
* 0.001 98 roof
* 29.205 69 lawn
* 13.505 55 forest
43.185 65 Weighted Average
43.184 100.00% Pervious Area
0.001 0.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.8 Direct Entry,
Subcatchment 10S: Pre-AP 1
Hydrograph
1251_ - - - -
120_ 0 Runoff
112.56 cfs I�
115-v I PF_Depth ngl h_PDS 24-hr S1 1b0-yr
105=� -Rainfall= .49"
100 Runoff Area=43185-ac
95=/— — —
R noff olum 11.342 af
90
85 u off-Dapth>3.15"
80= / T,C=19.8Trrin
75
w 70= - / CN=65
65
0 60
LL 55-50
45V
401v —
35
30_25
�—
20
110
5
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment 12S: Untreated
Runoff = 46.85 cfs @ 12.20 hrs, Volume= 4.415 af, Depth> 2.85"
Routed to Link 13L : Post-AP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Area (ac) CN Description
* 0.468 98 roof
* 0.148 85 gravel road
* 7.690 69 lawn
* 10.268 55 forest
18.574 62 Weighted Average
18.106 97.48% Pervious Area
0.468 2.52% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.2 Direct Entry,
Subcatchment 12S: Untreated
Hydrograph
52_ - - - ■Runoff
50= — 46.85 cfs
48 PF_Depth_Englih PD524-hrS11b0-yr-
46;
44V - — I - —Ra nfall- 9"-
42� Runoff A ea T8.5 ac-
38 / unoff�VofF Deptlur a 4.h> 5
af-
36) � n�
34 /
32= t - Tc=16. min
30 - C -62-
o 286
26V0 24 /
LL 222 0�
18'
14t
8;
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
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Summary for Pond 2P: BMP 1
Inflow Area = 5.421 ac, 19.79% Impervious, Inflow Depth > 4.11" for 100-yr event
Inflow = 21.69 cfs @ 12.13 hrs, Volume= 1.856 af
Outflow = 5.36 cfs @ 12.71 hrs, Volume= 1.328 af, Atten= 75%, Lag= 34.6 min
Primary = 4.37 cfs @ 12.71 hrs, Volume= 1.285 af
Routed to Link 13L : Post-AP 1
Secondary = 1.00 cfs @ 12.71 hrs, Volume= 0.043 af
Routed to Link 13L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 454.08' @ 12.71 hrs Surf.Area= 51,396 sf Storage= 43,071 cf
Plug-Flow detention time= 164.1 min calculated for 1.323 of(71% of inflow)
Center-of-Mass det. time= 97.9 min ( 887.1 - 789.2 )
Volume Invert Avail.Storage Storage Description
#1 450.00' 69,657 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
450.00 1,531 0 0
451.00 2,412 1,972 1,972
452.00 3,359 2,886 4,857
453.00 4,374 3,867 8,724
454.00 55,452 29,913 38,637
455.00 6,588 31,020 69,657
Device Routing Invert Outlet Devices
#1 Primary 449.75' 15.0" Round Culvert
L= 42.3' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 449.75' /449.50' S= 0.0059 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf
#2 Device 1 450.00' 1.2" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 453.50' 36.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 454.00' 15.0' long x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=4.36 cfs @ 12.71 hrs HW=454.08' (Free Discharge)
4-1=Culvert (Passes 4.36 cfs of 11.38 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.08 cfs @ 9.73 fps)
3=Orifice/Grate (Orifice Controls 4.28 cfs @ 2.45 fps)
Secondary OutFlow Max=0.96 cfs @ 12.71 hrs HW=454.08' (Free Discharge)
L4=Broad-Crested Rectangular Weir(Weir Controls 0.96 cfs @ 0.77 fps)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
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Pond 2P: BMP 1
Hydrograph
21.69 cfs? _ ❑Inflow
❑Outflow
24� / L inflbw Aria=5.421 ac ose ondary
22- / / I— I— Peak EIev=454.08'
20� / / 1 1 1 1 1 Storage=43,071 cf
187/
16/ / / I H—
E) 14/ / p p i— F F F
12i/
LL 10;-/ / /
8 / / r r 5.36 cfs
6 / / / 4.37 cfs
4i
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 58
Summary for Pond 5P: BMP 2
Inflow Area = 14.359 ac, 13.87% Impervious, Inflow Depth > 4.00" for 100-yr event
Inflow = 56.51 cfs @ 12.13 hrs, Volume= 4.789 af
Outflow = 52.53 cfs @ 12.18 hrs, Volume= 4.560 af, Atten= 7%, Lag= 3.5 min
Primary = 43.40 cfs @ 12.18 hrs, Volume= 4.422 af
Routed to Link 13L : Post-AP 1
Secondary = 9.13 cfs @ 12.18 hrs, Volume= 0.138 af
Routed to Link 13L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 476.37' @ 12.18 hrs Surf.Area= 10,359 sf Storage= 34,879 cf
Plug-Flow detention time= 44.3 min calculated for 4.545 af(95% of inflow)
Center-of-Mass det. time= 26.8 min ( 817.6 - 790.8 )
Volume Invert Avail.Storage Storage Description
#1 472.00' 41,631 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
472.00 5,798 0 0
473.00 6,733 6,266 6,266
474.00 7,732 7,233 13,498
475.00 8,795 8,264 21,762
476.00 9,920 9,358 31,119
477.00 11,103 10,512 41,631
Device Routing Invert Outlet Devices
#1 Primary 471.75' 30.0" Round RCP_Round 30"
L= 45.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 471.75' /471.50' S= 0.0056 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 4.91 sf
#2 Device 1 472.00' 1.5" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 473.00' 8.0" Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 474.30' 8.0" Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 474.75' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Device 1 475.50' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#7 Secondary 476.00' 15.0' long x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 59
Primary OutFlow Max=43.33 cfs © 12.18 hrs HW=476.36' (Free Discharge)
L1=RCP_Round 30" (Inlet Controls 43.33 cfs @ 8.83 fps)
—2=Orifice/Grate (Passes < 0.12 cfs potential flow)
3=Orifice/Grate (Passes < 5.85 cfs potential flow)
—4=Orifice/Grate (Passes < 4.42 cfs potential flow)
5=Orifice/Grate (Passes < 7.24 cfs potential flow)
—6=Orifice/Grate (Passes < 31.34 cfs potential flow)
Secondary OutFlow Max=8.77 cfs @ 12.18 hrs HW=476.36' (Free Discharge)
L7=Broad-Crested Rectangular Weir(Weir Controls 8.77 cfs @ 1.62 fps)
Pond 5P: BMP 2
Hydrograph
❑Inflow
56.51 cfs Outflow
-1 1/ t Inflow Are =14.39 is Primar
60� / / 52.53 cfs _ ❑Secondary
ary
551/ / / L L B 1 1 p _Peak Elev�=476.37'
501/ / / 43.40 cfs Stp-raC9e= 4,&79Cf -
45--/ / /
40- / /
Ti" 35� / / h- h 0000
t t -h t -h t
LL 30- / / I L
251/ / /
20= / /
9.13 cfs //�/ -#1 ,
5 ////////////// ���� / //
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 60
Summary for Pond 8P: BMP 3
Inflow Area = 4.809 ac, 16.49% Impervious, Inflow Depth > 4.00" for 100-yr event
Inflow = 17.45 cfs @ 12.17 hrs, Volume= 1.602 af
Outflow = 17.24 cfs @ 12.21 hrs, Volume= 1.371 af, Atten= 1%, Lag= 1.9 min
Primary = 16.60 cfs @ 12.21 hrs, Volume= 1.364 af
Routed to Link 13L : Post-AP 1
Secondary = 0.64 cfs @ 12.20 hrs, Volume= 0.007 af
Routed to Link 13L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 482.06' @ 12.21 hrs Surf.Area= 4,929 sf Storage= 12,476 cf
Plug-Flow detention time= 68.2 min calculated for 1.366 af(85% of inflow)
Center-of-Mass det. time= 24.5 min ( 817.9 - 793.4 )
Volume Invert Avail.Storage Storage Description
#1 478.00' 17,128 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
478.00 1,366 0 0
479.00 2,123 1,745 1,745
480.00 2,982 2,553 4,297
481.00 3,922 3,452 7,749
482.00 4,925 4,424 12,173
483.00 4,985 4,955 17,128
Device Routing Invert Outlet Devices
#1 Primary 477.75' 24.0" Round RCP Round 24"
L= 42.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 477.75' /477.50' S= 0.0060 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1 478.00' 1.2" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 481.50' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 482.00' 15.0' long x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=16.51 cfs © 12.21 hrs HW=482.06' (Free Discharge)
4-1=RCP_Round 24" (Passes 16.51 cfs of 27.52 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.08 cfs @ 9.70 fps)
3=Orifice/Grate (Weir Controls 16.43 cfs @ 2.45 fps)
Secondary OutFlow Max=0.60 cfs @ 12.20 hrs HW=482.06' (Free Discharge)
L4=Broad-Crested Rectangular Weir(Weir Controls 0.60 cfs @ 0.66 fps)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 61
Pond 8P: BMP 3
Hydrograph
H H H 1 1— - -H ■Inflow
/ / _ 17.45 cfs ■Outflow
/ / r r r r t 17.24 cfs fl wfi4r a4 8t9 c ■Primary
19_ / / — ■Secondary
18 r / / 16.60 c; Peak EJIev 482.06' —
17 / /
15r / 10
S#o agle=1h2,4176 f -
12V / / 100
11 / / /
3 10i/ //
$ / /
/
/ / 4.
1 / 0.64 cfs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 62
Summary for Link 11 L: Pre-AP 1
Inflow Area = 43.185 ac, 0.00% Impervious, Inflow Depth > 3.15" for 100-yr event
Inflow = 112.56 cfs @ 12.24 hrs, Volume= 11.342 of
Primary = 112.56 cfs @ 12.24 hrs, Volume= 11.342 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 11 L: Pre-AP 1
Hydrograph
i fi 11 1
125� i 119 FiR rf ❑Inflow
120✓ 112.56 cfs ❑Primary
115= I1�fIQW �4re =�3.'I 85c
1 H � H 0,g
10505� i
100=
9095`z r
85
75 /—
1 r�75= ,
65= iH
60-v / I//
L.T. 55 /—
45
50-
40-
30
30� /
2
200
15 5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/13/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 63
Summary for Link 13L: Post-AP 1
Inflow Area = 43.163 ac, 10.02% Impervious, Inflow Depth > 3.25" for 100-yr event
Inflow = 118.27 cfs @ 12.20 hrs, Volume= 11.674 af
Primary = 118.27 cfs @ 12.20 hrs, Volume= 11.674 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 13L: Post-AP 1
Hydrograph
/ t - I I I— t ❑ Inflow
130< 11 i R 77 rf 0 Primary h
120y 118.27 cfs NInflow Arela=43.1-63 C
100 0 1— F
807 , -H -H —1 / I—
0 1 60� fi fi 11
u_ ' L 1 I I
50
407/ /
30- /
107
0 . , �„ � . . . . . .
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

gcsc
RATEMAN CIVIL SURVEY COMPANY
PRE-DEVELOPMENT DRAINAGE AREAS
PROJECT NAME: CANE CREEK CALCS BY: EPS
PROJECT#: 200375 CHECKED BY: XXX
Draiange Area Calculations I Pre- Develop.
Area:I B Soil Group
bescription: Area (SF) Acres CN C
Impervious
Roadway 0 0.000 98 0.96
Driveway 0 0.000 98 0.96
Parking Lot 0 0.000 98 0.96
Roof 51 0.001 98 0.96
Sidewalk 0 0.000 98 0.96
Gravel Road 20,626 0.474 85 0.7
Total 20,677 0.475
Pervious
Lawn 1,272,159 29.205 69 0.38
Managed Pervious 0 0.000 61 0.22
Forest 588,274 13.505 55 0.1
Natural Wetland 0 0.000 55 0.1
Riparian Buffer 0 0.000 55 0.1
Open Water 0 0.000 30 0.15
- 0 0.000 30 0.15
Total 1,860,433 42.710
BMP Area 0 0.000 30 0.15
BMP Area Water 0 0.000 30 0.15
Total Area 1,881,110 43.184
%Impervious 1.10%
Basin Weighted 65 0.296

4:: BC SC
J GATEMAN CIVIL SURVEY COMPANY
POST-DEVELOPMENT DRAINAGE AREAS
PROJECT NAME: CANE CREEK CALCS BY: EPS
PROJECTS: 200375 CHECKED BY: XXX
Drainage Area Calculations POST Develop. Drainage Area Calculations POST Develop.
Area:ITREATED SCM 1 B Soil Group Area:ITREATED SCM 2 B Soil Group
Description: Area(SF) Acres CN C Description: Area(SF) Acres CN C
Impervious Impervious
Roadway 29,328 0.673 98 0.96 Roadway 25,697 0.590 98 0.96
Driveway 0 0.000 98 0.96 Driveway 0 0.000 98 0.96
Parking Lot 0 0.000 98 0.96 Parking Lot 0 0.000 98 0.96
Roof 17,442 0.400 98 0.96 Roof 61,047 1.401 98 0.96
Sidewalk 0 0.000 98 0.96 Sidewalk 0 0.000 98 0.96
Gravel Road 750 0.017 85 0.7 - 0 0.000 98 0.96
Total 4/,520 1.091 Total 86,744 1.991
Pervious Pervious
Lawn 168,509 3.868 69 0.38 Lawn 527,932 12.120 69 0.38
Managed Pervious 0 0.000 61 0.22 Managed Pervious 0 0.000 61 0.22
Forest 20,890 0.480 55 0.1 Forest 10,792 0.248 55 0.1
Natural Wetland 0 0.000 55 0.1 Natural Wetland 0 0.000 55 0.1
Riparian Buffer 0 0.000 55 0.1 Riparian Buffer 0 0.000 55 0.1
Open Water 0 0.000 30 0.15 Open Water 0 0.000 30 0.15-
0 0.000 30 0.15 - 0 0.000 30 0.15
Total 189,400 4.348 Total 538,724 12.367
BMP Area 0 0.000 30 0.15 BMP Area 0 0.000 30 0.15
BMP Area Water 0 0.000 30 0.15 BMP Area Water 0 0.000 30 0.15
Total Area 236,919 5.439 Total Area 625,468 14.359
%Impervious 20.06% %Impervious 13.87%
BasinWeighted 74 0.471 IBasmWeighted 73 0.456
6 BUA PER LOT 2907 SF 21 BUA PER LOT 2907 SF
Drainage Area Calculations POST Develop. Drainage Area Calculations POST Develop.
Area:ITREATED SCM 3 B Soil Group Area:IUNTREATED B Soil Group
Description: Area(SF) Acres CN C Descnption: Area(SF) Acres CN C
Impervious Impervious
- Roadway 17,100 0.393 98 0.96 Roadway 0 0.000 98 0.96
Driveway 0 0.000 98 0.96 Driveway 0 0.000 98 0.96
Parking Lot 0 0.000 98 0.96 Parking Lot 0 0.000 98 0.96
Roof 17,442 0.400 98 0.96 Roof 20,400 0.468 98 0.96
Sidewalk 0 0.000 98 0.96 Sidewalk 0 0.000 98 0.96
- 0 0.000 98 0.96 Gravel Road 6,455 0.148 85 0.7
Total 34,542 0.793 Total 26,855 0.617
- Pervious Pervious
Lawn 166,499 3.822 69 0.38 Lawn 334,990 7.690 69 0.38
Managed Pervious 0 0.000 61 0.22 Managed Pervious 0 0.000 61 0.22
_ Forest 8,455 0.194 55 0.1 Forest 447,263 10.268 55 0.1
Natural Wetland 0 0.000 55 0.1 Natural Wetland 0 0.000 55 0.1
Riparian Buffer 0 0.000 55 0.1 Riparian Buffer 0 0.000 55 0.1
Open Water 0 0.000 30 0.15 Open Water 0 0.000 30 0.15
- 0 0.000 30 0.15 - 0 0.000 30 0.15
Total 174,955 4.016 Total 782,253 17.958
BMP Area 0 0.000 30 0.15 BMP Area 0 0.000 30 0.15
BMP Area Water 0 0.000 30 0.15 BMP Area Water 0 0.000 30 0.15
Total Area 209,496 4.809 Total Area 809,108 18.575
%Impervious 16.49% %Impervious 3.32%
Basin Weighted 73 0.464 1 Basin Weighted 62 0.242
6 BOA PER LOT 2907 SF 7 BUA PER LOT 2907 SF

, �7. BCSC
`,��'%f BATEMAN CIVIL SURVEY COMPANY
TIME OF CONCENTRATION (Tc) OR TRAVEL TIME (Tt)
PROJECT NAME: CANE CREEK PHASE 8 CALCS BY: DATE:
LOCATION: SNOW CAMP, NC CHECKED: DATE
CIRCLE ONE: (EXISTING DEVELOPED DA-PRE(1 OF 2)
1. SHEET FLOW
SEGMENT ID A
1. Surface description(table 3-1) Cult-<_20%
2. Manning's roughness coefficient, n(table 3-1) 0.06 _
3. Flow length, L(total L <_300 ft) ft 100
4. Two-year 24-hour rainfall, P in 3.12
5. Land slope,s ft/ft 0.0360
6. Tt=0.007(nL)^0.8 Compute Tt hr 0.06 + I 0.061
P2^0.5 s^0.4
2. SHALLOW CONCENTRATED FLOW
SEGMENT ID A
7. Surface description(paved or unpaved) Unpaved
8. Flow length, L ft 404
9. Watercourse slope,s ft/ft 0.0350
10. Average velocity,V(figure 3-1) 3.018
11. Tt= L Compute Tt hr 0.04 + I 0.041
3600 V
3. CHANNEL FLOW
SEGMENT ID A B C
12. Channel type(Pipe or Open Channel) Open Channel Pipe Open Channel
13. Cross sectional flow area,a ft2 9.80 3.14 15.63
14. Wetted perimeter,pw ft_ 14.28 6.28 13.46
15. Hydraulic radius r=a/pw Computer ft_ 0.69 0.50 1.16
16. Channel slope,s ft/ft 0.040 0.017 0.040
17. Manning's roughness coefficient, n 0.050 0.012 0.040
18. V=[1.49 0(2/3)s^(1/2)]/n Compute V ft/s 4.64 10.20 8.23
19. Flow length, L ft 257 41 114
20. Tt= L Compute Tt hr 0.02 + 0.00 + 0.00
3600 V 0.021
121. Watershed or subarea Tc or Tt(add Tt in steps 6, 11,and 19) Hr= 0.12
Min = 7.2
Reference: Urban Hydrology for Small Watersheds Rainfall,P,taken from
DA-PRE(1 OF 2)
P200375_TOC Calcs.xlsx
5/13/2024

BCSC
BATEMAN CIVIL SURVEY COMPANY
TIME OF CONCENTRATION (Tc) OR TRAVEL TIME (Tt)
PROJECT NAME: CANE CREEK PHASE 8 CALCS BY: DATE:
LOCATION: SNOW CAMP, NC CHECKED: DATE
CIRCLE ONE: (EXISTING DEVELOPED DA-PRE (2 OF 2)
1. SHEET FLOW
SEGMENT ID
1. Surface description(table 3-1)
2. Manning's roughness coefficient, n(table 3-1)
3. Flow length, L(total L <_300 ft) ft
4. Two-year 24-hour rainfall, P in
5. Land slope,s ft/ft
6. Tt=0.007(nL)^0.8 Compute Tt hr + I 0.001
P2^0.5 s^0.4
2. SHALLOW CONCENTRATED FLOW
SEGMENT ID
7. Surface description(paved or unpaved)
8. Flow length, L ft
9. Watercourse slope,s ft/ft
10. Average velocity,V(figure 3-1)
11. Tt= L Compute Tt hr + I 0.001
3600 V
3. CHANNEL FLOW
SEGMENT ID D E
12. Channel type(Pipe or Open Channel) Open Channel Open Channel
13. Cross sectional flow area,a ft2 0.40 304.00
14. Wetted perimeter,pw ft 4.02 4.02
15. Hydraulic radius r=a/pw Computer ft 0.10 75.62
16. Channel slope,s ft/ft 0.051 0.003
17. Manning's roughness coefficient, n _ 0.050 0.040
18. V=[1.49 0(2/3)s^(1/2)]/n Compute V ft/s 1.45 36.49
19. Flow length, L ft 1117 637
20. Tt= L Compute Tt hr 0.21 + 0.00 I 0.211
3600 V
21. Watershed or subarea Tc or Tt(add Tt in steps 6, 11,and 19) Hr= 0.21
Min = 12.6
22. Total Watershed or subarea Tc or Tt(add Tt in steps 21 of DA-PRE(1 OF 2) Hr= 0.33
Min = 19.8
DA-PRE(2 OF 2)
P200375_TOC Calcs.xlsx
5/13/2024

BCSC
BATEMAN CIVIL SURVEY COMPANY
TIME OF CONCENTRATION (Tc) OR TRAVEL TIME (Tt)
PROJECT NAME: CANE CREEK PHASE 8 CALCS BY: EPS DATE:
LOCATION: SNOW CAMP, NC CHECKED: DATE
CIRCLE ONE: EXISTING (DEVELOPED DA-POST SCM 1
1. SHEET FLOW
SEGMENT ID A
1. Surface description(table 3-1) Grass-Dense
2. Manning's roughness coefficient, n(table 3-1) 0.24 _
3. Flow length, L(total L <_300 ft) ft 100
4. Two-year 24-hour rainfall, P in 3.12
5. Land slope,s ft/ft 0.0420
6. Tt=0.007(nL)^0.8 Compute Tt hr 0.18 + I 0.181
P2^0.5 s^0.4
2. SHALLOW CONCENTRATED FLOW
SEGMENT ID A
7. Surface description(paved or unpaved) Unpaved
8. Flow length, L ft 219
9. Watercourse slope,s ft/ft 0.0776
10. Average velocity,V(figure 3-1) 4.495
11. Tt= L Compute Tt hr 0.01 + I 0.01 I
3600 V
3. CHANNEL FLOW
SEGMENT ID A
12. Channel type(Pipe or Open Channel) Open Channel
13. Cross sectional flow area,a ft2 8.67
14. Wetted perimeter,pw ft 10.75 _
15. Hydraulic radius r=a/pw Compute r ft 0.81 _
16. Channel slope,s ft/ft 0.043
17. Manning's roughness coefficient, n 0.030
18. V=[1.49 0(2/3)s^(1/2)]/n Compute V ft/s 8.92
19. Flow length, L ft 695
20. Tt= L Compute Tt hr 0.02 + I 0.021
3600 V
21. Watershed or subarea Tc or Tt(add Tt in steps 6, 11,and 19) Hr= 0.21
Min = 12.6
Reference: Urban Hydrology for Small Watersheds Rainfall,P,taken from
Technical Release 55,Soil Conservation Service CMSWS Storm Water Design Manual,January 2014
DA-POST SCM 1
P200375_TOC Calcs.xlsx
5/13/2024

,,......,
` BCSC
.z.,��'%f BATEMAN CIVIL SURVEY COMPANY
TIME OF CONCENTRATION (Tc) OR TRAVEL TIME (Tt)
PROJECT NAME: CANE CREEK PHASE 8 CALCS BY: EPS DATE:
LOCATION: SNOW CAMP, NC CHECKED: DATE
CIRCLE ONE: EXISTING (DEVELOPE.CD DA-POST SCM 2
1. SHEET FLOW
SEGMENT ID A
1. Surface description(table 3-1) Cult-<_20%
2. Manning's roughness coefficient, n(table 3-1) 0.06 _
3. Flow length, L(total L <_300 ft) ft 100
4. Two-year 24-hour rainfall, P in 3.12
5. Land slope,s ft/ft 0.0140
6. Tt=0.007(nL)^0.8 Compute Tt hr 0.09 + I 0.09
P2^0.5 s^0.4
2. SHALLOW CONCENTRATED FLOW
SEGMENT ID A
7. Surface description(paved or unpaved) Unpaved
8. Flow length, L ft 452
9. Watercourse slope,s ft/ft 0.0398
10. Average velocity,V(figure 3-1) 3.219
11. Tt= L Compute Tt hr 0.04 + I 0.04
3600 V
3. CHANNEL FLOW
SEGMENT ID A B C
12. Channel type(Pipe or Open Channel) Open Channel Pipe Open Channel
13. Cross sectional flow area,a ft2 12.07 3.14 23.75
14. Wetted perimeter,pw ft 12.75 6.28 17.81
15. Hydraulic radius r=a/pw Compute r ft__ 0.95 0.50 1.33
16. Channel slope,s ft/ft 0.038 0.019 0.064
17. Manning's roughness coefficient, n _ 0.030 0.012 0.030
18. V=[1.49 0(2/3)s^(1/2)]/n Compute V ft/s 9.33 10.78 15.22
19. Flow length, L ft 1076 52 374
20. Tt= L Compute Tt hr, 0.03 + 0.00 + 0.01
3600 V 0.04
21. Watershed or subarea Tc or Tt(add Tt in steps 6, 11,and 19) Hr= 0.17
Min = 10.2
Reference: Urban Hydrology for Small Watersheds Rainfall,P,taken from
DA-POST SCM 2
P200375_TOC Calcs.xlsx
5/13/2024

BCSC
BATEMAN CIVIL SURVEY COMPANY
TIME OF CONCENTRATION (Tc) OR TRAVEL TIME (Tt)
PROJECT NAME: CANE CREEK PHASE 8 CALCS BY: EPS DATE:
LOCATION: SNOW CAMP, NC CHECKED: DATE
CIRCLE ONE: EXISTING (DEVELOPED DA-POST SCM 3
1. SHEET FLOW
SEGMENT ID A
1. Surface description(table 3-1) Grass-Dense
2. Manning's roughness coefficient, n(table 3-1) 0.24 _
3. Flow length, L(total L <_300 ft) ft 100
4. Two-year 24-hour rainfall, P in 3.12
5. Land slope,s ft/ft 0.0300
6. Tt=0.007(nL)^0.8 Compute Tt hr 0.20 + I 0.201
P2^0.5 s^0.4
2. SHALLOW CONCENTRATED FLOW
SEGMENT ID A
7. Surface description(paved or unpaved) Unpaved
8. Flow length, L ft 423
9. Watercourse slope,s ft/ft 0.0400
10. Average velocity,V(figure 3-1) 3.227
11. Tt= L Compute Tt hr 0.04 + I 0.041
3600 V
3. CHANNEL FLOW
SEGMENT ID A
12. Channel type(Pipe or Open Channel) Open Channel
13. Cross sectional flow area,a ft2 12.07
14. Wetted perimeter,pw ft 12.75 _
15. Hydraulic radius r=a/pw Compute r ft 0.95 _
16. Channel slope,s ft/ft 0.035
17. Manning's roughness coefficient, n 0.030
18. V=[1.49 0(2/3)s^(1/2)]/n Compute V ft/s 8.96
19. Flow length, L ft 797
20. Tt= L Compute Tt hr 0.02 + I 0.021
3600 V
21. Watershed or subarea Tc or Tt(add Tt in steps 6, 11,and 19) Hr= 0.26
Min = 15.6
Reference: Urban Hydrology for Small Watersheds Rainfall,P,taken from
Technical Release 55,Soil Conservation Service CMSWS Storm Water Design Manual,January 2014
DA-POST SCM 3
P200375_TOC Calcs.xlsx
5/13/2024

,,......,
` BCSC
4.,��'%f BATEMAN CIVIL SURVEY COMPANY
TIME OF CONCENTRATION (Tc) OR TRAVEL TIME (Tt)
PROJECT NAME: CANE CREEK PHASE 8 CALCS BY: EPS DATE:
LOCATION: SNOW CAMP, NC CHECKED: _ DATE
CIRCLE ONE: EXISTING (DEVELOPED DA-POST UNTREATED
1. SHEET FLOW
SEGMENT ID A
1. Surface description(table 3-1) Grass-Dense
2. Manning's roughness coefficient, n(table 3-1) 0.24 _
3. Flow length, L(total L <_300 ft) ft_ 100
4. Two-year 24-hour rainfall, P in 3.12
5. Land slope,s ft/ft 0.0500
6. Tt=0.007(nL)^0.8 Compute Tt hr 0.17 + I 0.171
P2^0.5 s^0.4
2. SHALLOW CONCENTRATED FLOW
SEGMENT ID A
7. Surface description(paved or unpaved) Unpaved
8. Flow length, L ft 328
9. Watercourse slope,s ft/ft 0.1330
10. Average velocity,V(figure 3-1) 5.884
11. Tt= L Compute Tt hr 0.02 + I 0.021
3600 V
3. CHANNEL FLOW
SEGMENT ID A B
12. Channel type(Pipe or Open Channel) Open Channel Open Channel
13. Cross sectional flow area,a ft2 0.40 304.00
14. Wetted perimeter,pw ft_ 4.02 4.02
15. Hydraulic radius r=a/pw Computer ft 0.10 75.62
16. Channel slope,s ft/ft 0.027 0.003
17. Manning's roughness coefficient, n 0.030 0.040
18. V=[1.49 0(2/3)s^(1/2)]/n Compute V ft/s 1.74 37.68
19. Flow length, L ft 510 628
20. Tt= L Compute Tt hr 0.08 + 0.00 I 0.081
3600 V
21. Watershed or subarea Tc or Tt(add Tt in steps 6, 11,and 19) Hr= 0.27
Min = 16.2
Reference: Urban Hydrology for Small Watersheds Rainfall,P,taken from
Technical Release 55,Soil Conservation Service CMSWS Storm Water Design Manual,January 2014
DA-POST UNTREATED
P200375_TOC Calcs.xlsx
5/13/2024