SW4240703_Stormwater Report_20241031

STORMWATER CALCULATIONS
FOR
CANE CREEK PHASE 8
WAXWING DRIVE
SNOW CAMP, NC 27349
ALAMANCE COUNTY
BY:
gcsc
. .
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• .:%% BATEMAN CIVIL SURVEY COMPANY
ENGINEER:
Douglas B. Cooper, PE
NCBELS# 32648 Noll/1/1/4
gyp• •E • •ji/'ice
Digitally signed by • e;y,
Douglas B Cooper S A; r
Date:2024.10.30 �� •
3268
14:41:04-04'00' 13 /,012024 2:4:18 M
S..iB..}CQ 7\-;x�
October 23, 2024

r'irr\ BCSC
BATEMAN CIVIL SURVEY COMPANY
2524 Reliance Avenue Phone:[phone]
Apex, North Carolina 27539 [e-mail]
DATE: October 23, 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 loams, 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 195,661 SF (4.49 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 9.17 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—79,330 sf
Lots—116,331 sf
Total Onsite Impervious—195,661 sf(4.49 ac)
Total tract area—44.1 ac
Impervious percentage—4.49/44.1= 10.18%
Total Project Area =Total Tract Area—Surface Water Area =44.1-1.05=43.05 ac
Total Project Area Impervious Percentage-4.49/43.05 = 10.43%
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
SNAP Tool Worksheet

j•• • P.,
1 1•• •••••,
,•••••1' Bcsc
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 %•....yr BATEMAN CIVIL SURVEY COMPAN
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)
Cam= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 12.25(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
A CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.025 (Manning's 'n')
Slope= 0.059 (ft/ft)
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(fUft)
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
�. ;..;!
SWALE#2 ..=��y 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)
Cam= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 2.24(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
A CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.055 (ft/ft)
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(fUft)
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 Bc sc
�. ;..;!
SWALE#3 ..:;sy 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)
Cam= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 24.73(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
A CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.070 (ft/ft)
Z Required= 2.07
M = 3 :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(fUft)
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= 3.97(SF)
Wetted Perimeter= 7.27(ft)
R = 0.55(Dimensionless)
Z Actual= 2.65 Greater than or Equal to: 2.07 (Required from Above Calculation)
Velocity = 7.98(ft/sec)
CHANNEL SECTION
Check:
Lining: ERONET P300 8.00 (lb/SF)> 5.0 (OK)
Top of Channel Width:
18.00 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 „•1r4 Bc sc
�..;..;!
SWALE#4 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)
Cam= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 2.80(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
A CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.100 (ft/ft)
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(fUft)
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
�. ;..;!
SWALE#5 ..=��y 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)
Cam= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 25.98(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
A CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.055 (ft/ft)
Z Required= 2.45
M = 3 :1(Side-Slope)
DIMENSIONS:
Channel Depth= 3.00 (ft) Normal Depth as Calculated
Flow Depth= 1.12 (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(fUft)
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= 3.76(SF)
Wetted Perimeter= 7.08(ft)
R = 0.53(Dimensionless)
Z Actual= 2.47 Greater than or Equal to: 2.45 (Required from Above Calculation)
Velocity = 6.95(ft/sec)
CHANNEL SECTION
Check:
Lining: ERONET P300 8.00 (lb/SF)> 3.8 (OK)
Top of Channel Width:
18.00 ft
Channel Depth:
3.00 ft
Flow Depth:
1.12 ft
Bottom of Channel Width:
0.00 ft
1

PERMANENT DIVERSION DITCH
TRACTIVE FORCE CALCULATIONS „•1r4 Bc sc
�..;..;!
SWALE#6 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)
Cam= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 3.42(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
A CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.066 (ft/ft)
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(fUft)
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 „•1r4 Bc sc
�..;..;!
SWALE#7 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)
Ccum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 1.84(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
A CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.067 (ft/ft)
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(fUft)
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 „•1r4 Bc sc
�..;..;!
SWALE#8 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)
Cam= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 4.05(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
A CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.050 (ft/ft)
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(fUft)
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 „•1r4 Bc sc
�..;..;!
SWALE#9 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)
Ccum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 1.25(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
A CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.034 (ft/ft)
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(fUft)
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 „ ir4 Bc sc
SWALE#10
♦���/ 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)
Cam= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 1.77(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
A CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.034 (ft/ft)
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(fUft)
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 „•1r4 Bc sc
SWALE#11
♦���/ 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)
Ccum= 0.50
Intensity= 7.36(Inches/Hr)
Flow= 1.25(CFS) 10 Yr.Intensity=7.36(in/hr) (Ditch Design)
A CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N = 0.033 (Manning's 'n')
Slope= 0.034 (ft/ft)
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(fUft)
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
c,nannei Depth of Channel Sideslope(M) I op Width Bottom Width Lining How 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. 3 :1 18.00 ft. 0.00 ft. ERONET P300 1.15 ft. 7.98 ft/sec
SWALE#4 2.00 ft. 3 :1 14.00 ft. 2.00 ft. ERONET P300 - 0.50 ft. 13.51 tt/sec
SWALE#5 3.00 ft. 3 :1 18.00 ft. 0.00 ft. ERONET P300 1.12 ft. 6.95 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 tt. 3 :1 14.00 ft. 2.00 ft. ERONET P300 0.80 tt. 10.39 tt/sec
SWALE#8 2.00 ft. 3 :1 14.00 ft. 2.00 ft. ERONET P300 0.85 tt. 8.96 tt/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

lik
j•• • P.,
1 �•��••••,
Bcsc
,•••••1' BATEMAN CIVIL SURVEY COMPANY
•—,
Bateman Civil Survey Company, PC Phone: [phone]
2524 Reliance Ave Fax:[phone]
Apex, NC 27539 [e-mail]
DRY POND CALCULATIONS

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 Dry Pond 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 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 10/23/2024 11:18 AM

Stormwater Dry Pond 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) 0.25 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 10/23/2024 11:18 AM

Stormwater Dry Pond 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 10/23/2024 11:18 AM

Stormwater Dry Pond 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 Dry Pond 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 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 10/23/2024 11:19 AM

Stormwater Dry Pond 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 10/23/2024 11:19 AM

Stormwater Dry Pond 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 1 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 10/23/2024 11:19 AM

Stormwater Dry Pond 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 Dry Pond 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 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 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 10/23/2024 11:19 AM

Stormwater Dry Pond 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*1.51*(1/100)= 2,342 sf
DRY POND 3.xls
Runoff Volume Calcs Page 3 of 6 Printed 10/23/2024 11:19 AM

Stormwater Dry Pond 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 10/23/2024 11:19 AM

Stormwater Dry Pond 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)

j•i • P.,
1 1•• ••••.•i
,•:...1Bc 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

j•i • P.,
1 1•• •••••,
,•••••1' 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

1S > 2P > 3L
DA to BMP 1 BMP 1 AP 1
(4S > 5P > 6L
DA to BMP 2 BMP 2 AP 2
7S > gP > 9L
DA to BMP 3 BMP 3 AP 3
KSubcat Reach on. Link Routing Diagram for Cane Creek HydroCAD
�____ Prepared by{enter your company name here}, Printed 5/11/2023
HydroCAD®10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC

Cane Creek HydroCAD
Prepared by {enter your company name here} Printed 5/11/2023
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 5/11/2023
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
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 4
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
17.136 74 >75% Grass cover, Good, HSG C (1S, 4S, 7S)
1.240 98 Paved roads w/curbs &sewers, HSG C (1S, 4S)
1.321 98 Roofs, HSG C (7S)
2.069 98 Unconnected roofs, HSG C (1S, 4S)
21.766 79 TOTAL AREA

Cane Creek HydroCAD
Prepared by {enter your company name here} Printed 5/11/2023
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
21.766 HSG C 1 S, 4S, 7S
0.000 HSG D
0.000 Other
21.766 TOTAL AREA

Cane Creek HydroCAD
Prepared by {enter your company name here} Printed 5/11/2023
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 17.136 0.000 0.000 17.136 >75% Grass cover, Good 1 S,
4S,
7S
0.000 0.000 1.240 0.000 0.000 1.240 Paved roads w/curbs &sewers 1S,
4S
0.000 0.000 1.321 0.000 0.000 1.321 Roofs 7S
0.000 0.000 2.069 0.000 0.000 2.069 Unconnected roofs 1 S,
4S
0.000 0.000 21.766 0.000 0.000 21.766 TOTAL AREA

Cane Creek HydroCAD
Prepared by {enter your company name here} Printed 5/11/2023
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 5/11/2023
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
Subcatchment1S: DA to BMP 1 RunoffArea=194,128 sf 21.73% Impervious Runoff Depth>0.98"
Flow Length=1,046' Tc=26.3 min UI Adjusted CN=78 Runoff=3.77 cfs 0.363 af
Subcatchment4S: DA to BMP 2 Runoff Area=599,083 sf 17.02% Impervious Runoff Depth>0.92"
Flow Length=1,358' Tc=28.2 min UI Adjusted CN=77 Runoff=10.56 cfs 1.057 af
Subcatchment7S: DA to BMP 3 Runoff Area=154,895 sf 37.15% Impervious Runoff Depth>1.28"
Flow Length=1,311' Tc=19.4 min CN=83 Runoff=4.67 cfs 0.378 af
Pond 2P: BMP 1 Peak Elev=453.37' Storage=13,825 cf Inflow=3.77 cfs 0.363 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 EIev=474.50' Storage=17,495 cf Inflow=10.56 cfs 1.057 af
Primary=5.08 cfs 0.878 af Secondary=0.00 cfs 0.000 af Outflow=5.08 cfs 0.878 af
Pond 8P: BMP 3 Peak EIev=481.57' Storage=10,148 cf Inflow=4.67 cfs 0.378 af
Primary=0.83 cfs 0.152 af Secondary=0.00 cfs 0.000 af Outflow=0.83 cfs 0.152 af
Link 3L: AP 1 Inflow=0.07 cfs 0.045 af
Primary=0.07 cfs 0.045 af
Link 6L: AP 2 Inflow=5.08 cfs 0.878 af
Primary=5.08 cfs 0.878 af
Link 9L: AP 3 Inflow=0.83 cfs 0.152 af
Primary=0.83 cfs 0.152 af
Total Runoff Area = 21.766 ac Runoff Volume = 1.798 af Average Runoff Depth = 0.99"
78.73% Pervious = 17.136 ac 21.27% Impervious = 4.630 ac

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 1S: DA to BMP 1
Runoff = 3.77 cfs @ 12.35 hrs, Volume= 0.363 af, Depth> 0.98"
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 (sf) CN Adj Description
23,256 98 Unconnected roofs, HSG C
18,933 98 Paved roads w/curbs & sewers, HSG C
151,939 74 >75% Grass cover, Good, HSG C
194,128 79 78 Weighted Average, UI Adjusted
151,939 78.27% Pervious Area
42,189 21.73% Impervious Area
23,256 55.12% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.7 200 0.0500 0.14 Sheet Flow, sheet flow 1
Woods: Light underbrush n= 0.400 P2= 3.53"
0.7 135 0.0500 3.35 Shallow Concentrated Flow, shallow 1
Grassed Waterway Kv= 15.0 fps
0.9 711 0.0590 12.89 90.22 Channel Flow, dithc 1
Area= 7.0 sf Perim= 8.3' r= 0.84' n= 0.025
26.3 1,046 Total
Subcatchment 1S: DA to BMP 1
Hydrograph
4� ■Runoff
3.77 cfs
I
j/ PF_depth_Englih_PDS 24Ihr S1 1-yr
Runoff Area=1Rainfall94,=128 sf2.93"
3 $ Runoff yolump=0.363 af
- / Runoff Depth>0.98"
/ Flow Length=1,046'
/ Tc=26.3 min
0 2-
! UI UsteAtN=78
11/
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 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 4S: DA to BMP 2
Runoff = 10.56 cfs @ 12.38 hrs, Volume= 1.057 af, Depth> 0.92"
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 (sf) CN Adj Description
66,861 98 Unconnected roofs, HSG C
35,076 98 Paved roads w/curbs & sewers, HSG C
497,146 74 >75% Grass cover, Good, HSG C
599,083 78 77 Weighted Average, UI Adjusted
497,146 82.98% Pervious Area
101,937 17.02% Impervious Area
66,861 65.59% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.7 200 0.0500 0.14 Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.53"
1.7 333 0.0500 3.35 Shallow Concentrated Flow, shallow
Grassed Waterway Kv= 15.0 fps
1.8 825 0.0700 7.60 19.77 Channel Flow, ditch
Area= 2.6 sf Perim= 5.1' r= 0.51' n= 0.033
28.2 1,358 Total
Subcatchment 4S: DA to BMP 2
Hydrograph
❑Runoff
11-/ 10.56 cfs I I 11
F Depth_EngliSh PDS 241hr S1 1--yr
10- Rainfall=2.93"
I� 4 Runoff Area=599,083 sf
9-
-Runoff\loh+me=1.0af
8- Runoff Depth> 92"
7_/ Flow Lenth=1,358'
Tc=28.2 min
6- UI il►djused CN=77
5_ _ _
4_
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 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 7S: DA to BMP 3
Runoff = 4.67 cfs @ 12.23 hrs, Volume= 0.378 af, Depth> 1.28"
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 (sf) CN Description
23,256 98 Roofs, HSG C
34,286 98 Roofs, HSG C
97,353 74 >75% Grass cover, Good, HSG C
154,895 83 Weighted Average
97,353 62.85% Pervious Area
57,542 37.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.4 200 0.0500 0.20 Sheet Flow, sheet
Grass: Dense n= 0.240 P2= 3.53"
1.8 353 0.0500 3.35 Shallow Concentrated Flow, shallow
Grassed Waterway Kv= 15.0 fps
1.2 758 0.0660 10.33 72.29 Channel Flow, ditch
Area= 7.0 sf Perim= 8.3' r= 0.84' n= 0.033
19.4 1,311 Total
Subcatchment 7S: DA to BMP 3
Hydrograph
D Runoff
5 4.67 cfs
PF_Depth_English_PDS 24-hr S1 1-yr
Rai fall=2.93"
41/ Runoff Area 154,8sf 1
Runoff Volume=0.378 af
Runoff Depth>1.28"
- / Flow Length=1,311'
Tc=19.4 min
CN=83
O -
" 2Y T 0 7 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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 12
Summary for Pond 2P: BMP 1
Inflow Area = 4.457 ac, 21.73% Impervious, Inflow Depth > 0.98" for 1-yr event
Inflow = 3.77 cfs @ 12.35 hrs, Volume= 0.363 af
Outflow = 0.07 cfs @ 20.00 hrs, Volume= 0.045 af, Atten= 98%, Lag= 459.2 min
Primary = 0.07 cfs @ 20.00 hrs, Volume= 0.045 af
Routed to Link 3L : AP 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 3L : AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 453.37' @ 20.00 hrs Surf.Area= 23,244 sf Storage= 13,825 cf
Plug-Flow detention time= 243.1 min calculated for 0.045 af(12% of inflow)
Center-of-Mass det. time= 145.5 min ( 965.1 - 819.7 )
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=453.37' (Free Discharge)
4-1=Culvert (Passes 0.07 cfs of 10.22 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.07 cfs @ 8.84 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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 13
Pond 2P: BMP 1
Hydrograph
3.77 cfs ❑Inflow
❑Outflow
r Inflow Area=4.457 ac E se oa dary
4 /
L L f L Peak Elev_453.37
/ joiStorage=13,825 cf
3 /
w
21/
f/� .# nn7rfs
0.07 cfs I
0.00 cfs �� %%%/ //i //////////����.,r�
0 !-«« ll 1ll(lll�lll���������ll�K</",ll/����/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 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 14
Summary for Pond 5P: BMP 2
Inflow Area = 13.753 ac, 17.02% Impervious, Inflow Depth > 0.92" for 1-yr event
Inflow = 10.56 cfs @ 12.38 hrs, Volume= 1.057 af
Outflow = 5.08 cfs @ 12.86 hrs, Volume= 0.878 af, Atten= 52%, Lag= 28.5 min
Primary = 5.08 cfs @ 12.86 hrs, Volume= 0.878 af
Routed to Link 6L : AP 2
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 6L : AP 2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 474.50' @ 12.86 hrs Surf.Area= 8,263 sf Storage= 17,495 cf
Plug-Flow detention time= 92.5 min calculated for 0.878 af(83% of inflow)
Center-of-Mass det. time= 44.9 min ( 868.2 - 823.3 )
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 1 474.00' 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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 15
Primary OutFlow Max=5.07 cfs © 12.86 hrs HW=474.50' (Free Discharge)
4-1=RCP_Round 30" (Passes 5.07 cfs of 25.27 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 0.09 cfs @ 7.61 fps)
3=Orifice/Grate (Orifice Controls 3.63 cfs @ 5.20 fps)
—4=Orifice/Grate (Orifice Controls 1.35 cfs @ 2.41 fps)
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
❑Inflow
10.56 cfs
Outflow
/ 1— 1— infkmw krela=f3.7 3 Ci ❑Fs ondary
11 / FFFTF -Peak Elev 4T4.50' -
° L L L 1 Storrap=17,495_cf
81/ / / 1— 1— I— 1— -
6- / 5.08 cfs -
3 /
0.00 cfs
0y««
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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 16
Summary for Pond 8P: BMP 3
Inflow Area = 3.556 ac, 37.15% Impervious, Inflow Depth > 1.28" for 1-yr event
Inflow = 4.67 cfs @ 12.23 hrs, Volume= 0.378 af
Outflow = 0.83 cfs @ 12.96 hrs, Volume= 0.152 af, Atten= 82%, Lag= 43.8 min
Primary = 0.83 cfs @ 12.96 hrs, Volume= 0.152 af
Routed to Link 9L : AP 3
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 9L : AP 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 481.57' @ 12.96 hrs Surf.Area= 4,494 sf Storage= 10,148 cf
Plug-Flow detention time= 185.5 min calculated for 0.151 af(40% of inflow)
Center-of-Mass det. time= 106.8 min ( 910.0 - 803.2 )
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=0.79 cfs @ 12.96 hrs HW=481.57' (Free Discharge)
4-1=RCP_Round 24" (Passes 0.79 cfs of 25.40 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.07 cfs @ 9.10 fps)
3=Orifice/Grate (Weir Controls 0.72 cfs @ 0.86 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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 17
Pond 8P: BMP 3
Hydrograph
❑Inflow
4.67 cfs ❑outflow
inflow Area=3.556 ac o se Secondary
5
Peak Elev=481 .57'
4 Storage=10,148 cf
3
0
LL
2
( RRrf
0.83 cfs ' ifv,
0.0 cfslll�ll�l�llYl
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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 18
Summary for Link 3L: AP 1
Inflow Area = 4.457 ac, 21.73% Impervious, Inflow Depth > 0.12" for 1-yr event
Inflow = 0.07 cfs @ 20.00 hrs, Volume= 0.045 af
Primary = 0.07 cfs @ 20.00 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 3L: AP 1
Hydrograph
11 (17 rf I0 Inflow
0.075= �� ii�!i<!«�i�i�i�!i%/ 0'07 cfs El Primary
0.07_� - Ir�€lomr Area=4.457 ac
0.065= ) -h t
0.06
0.055 /
=
0.045=
0.04=/ t II
-
T. 0.035=/ i II
0.03
0.02=� / +
0.015 / t - 1
001 / I I ) ) )
0.005
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 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 19
Summary for Link 6L: AP 2
Inflow Area = 13.753 ac, 17.02% Impervious, Inflow Depth > 0.77" for 1-yr event
Inflow = 5.08 cfs @ 12.86 hrs, Volume= 0.878 af
Primary = 5.08 cfs @ 12.86 hrs, Volume= 0.878 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 6L: AP 2
Hydrograph
/ I C fl rf ❑Inflow
❑Primary
5- Inflow Area=13.75.,5•
08 cfs
//
4
o 3
2
1
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 1-yr Rainfall=2.93"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 20
Summary for Link 9L: AP 3
Inflow Area = 3.556 ac, 37.15% Impervious, Inflow Depth > 0.51" for 1-yr event
Inflow = 0.83 cfs @ 12.96 hrs, Volume= 0.152 of
Primary = 0.83 cfs @ 12.96 hrs, Volume= 0.152 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 9L: AP 3
Hydrograph
— I— , ❑Inflow
I n R1 ref ❑Primary
0.9 0.83 cfs - -
0.85 Inflonr Area=3.55E a _ — —
o.s °g
0.75- �
0.7
0.65=' 1
0.6 1 1
0.55
3 0.45
0.35_"
0.25
0.2
0.1 frr 1 1 I
005 �� ���/
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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 21
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 RunoffArea=194,128 sf 21.73% Impervious Runoff Depth>1.39"
Flow Length=1,046' Tc=26.3 min UI Adjusted CN=78 Runoff=5.43 cfs 0.517 af
Subcatchment4S: DA to BMP 2 Runoff Area=599,083 sf 17.02% Impervious Runoff Depth>1.33"
Flow Length=1,358' Tc=28.2 min UI Adjusted CN=77 Runoff=15.42 cfs 1.521 af
Subcatchment7S: DA to BMP 3 Runoff Area=154,895 sf 37.15% Impervious Runoff Depth>1.75"
Flow Length=1,311' Tc=19.4 min CN=83 Runoff=6.35 cfs 0.518 af
Pond 2P: BMP 1 Peak Elev=453.55' Storage=18,763 cf Inflow=5.43 cfs 0.517 af
Primary=0.19 cfs 0.087 af Secondary=0.00 cfs 0.000 af Outflow=0.19 cfs 0.087 af
Pond 5P: BMP 2 Peak Elev=475.11' Storage=22,780 cf Inflow=15.42 cfs 1.521 af
Primary=8.98 cfs 1.335 af Secondary=0.00 cfs 0.000 af Outflow=8.98 cfs 1.335 af
Pond 8P: BMP 3 Peak Elev=481.69' Storage=10,707 cf Inflow=6.35 cfs 0.518 af
Primary=3.41 cfs 0.291 af Secondary=0.00 cfs 0.000 af Outflow=3.41 cfs 0.291 af
Link 3L: AP 1 Inflow=0.19 cfs 0.087 af
Primary=0.19 cfs 0.087 af
Link 6L: AP 2 Inflow=8.98 cfs 1.335 af
Primary=8.98 cfs 1.335 af
Link 9L: AP 3 Inflow=3.41 cfs 0.291 af
Primary=3.41 cfs 0.291 af
Total Runoff Area = 21.766 ac Runoff Volume = 2.556 af Average Runoff Depth = 1.41"
78.73% Pervious = 17.136 ac 21.27% Impervious = 4.630 ac

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 1S: DA to BMP 1
Runoff = 5.43 cfs @ 12.34 hrs, Volume= 0.517 af, Depth> 1.39"
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 (sf) CN Adj Description
23,256 98 Unconnected roofs, HSG C
18,933 98 Paved roads w/curbs & sewers, HSG C
151,939 74 >75% Grass cover, Good, HSG C
194,128 79 78 Weighted Average, UI Adjusted
151,939 78.27% Pervious Area
42,189 21.73% Impervious Area
23,256 55.12% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.7 200 0.0500 0.14 Sheet Flow, sheet flow 1
Woods: Light underbrush n= 0.400 P2= 3.53"
0.7 135 0.0500 3.35 Shallow Concentrated Flow, shallow 1
Grassed Waterway Kv= 15.0 fps
0.9 711 0.0590 12.89 90.22 Channel Flow, dithc 1
Area= 7.0 sf Perim= 8.3' r= 0.84' n= 0.025
26.3 1,046 Total
Subcatchment 1S: DA to BMP 1
p Hydrograph
6Ii ■Runoff
1 5.43 cfs/ 1
PF_depth_Englih_PDS 24 hr S1 2-yr_
5./ 1 Rai fall= .54"
Runoff Area 194,128 sf
/ Runoff'4lume=0.517 af
4:/ Runoff Depth>1.39"
Flow Length=1,046'
Tc=26.3 min
3-/ UI Adjusted C111=78
LL /
2-
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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 4S: DA to BMP 2
Runoff = 15.42 cfs @ 12.37 hrs, Volume= 1.521 af, Depth> 1.33"
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 (sf) CN Adj Description
66,861 98 Unconnected roofs, HSG C
35,076 98 Paved roads w/curbs & sewers, HSG C
497,146 74 >75% Grass cover, Good, HSG C
599,083 78 77 Weighted Average, UI Adjusted
497,146 82.98% Pervious Area
101,937 17.02% Impervious Area
66,861 65.59% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.7 200 0.0500 0.14 Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.53"
1.7 333 0.0500 3.35 Shallow Concentrated Flow, shallow
Grassed Waterway Kv= 15.0 fps
1.8 825 0.0700 7.60 19.77 Channel Flow, ditch
Area= 2.6 sf Perim= 5.1' r= 0.51' n= 0.033
28.2 1,358 Total
Subcatchment 4S: DA to BMP 2
Hydrograph
17 _ I I I Runoff
16 15.42 cfs 1 I
15 F 4eptl�Enliih—PDS 241W51 2-yr
14 I Ra i Mel l=334"
13 / Runoff Area=599,083sf-
12 / RL noff\fo1umle1.521 of
/ — Runoff Depth>1.33"
11 / Ftoifftength=1,358'
10
9 / Tc=28.2�n i n
/ —UI ilkcljusted CN=77
0 8
7 =
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 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 7S: DA to BMP 3
Runoff = 6.35 cfs @ 12.23 hrs, Volume= 0.518 af, Depth> 1.75"
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 (sf) CN Description
23,256 98 Roofs, HSG C
34,286 98 Roofs, HSG C
97,353 74 >75% Grass cover, Good, HSG C
154,895 83 Weighted Average
97,353 62.85% Pervious Area
57,542 37.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.4 200 0.0500 0.20 Sheet Flow, sheet
Grass: Dense n= 0.240 P2= 3.53"
1.8 353 0.0500 3.35 Shallow Concentrated Flow, shallow
Grassed Waterway Kv= 15.0 fps
1.2 758 0.0660 10.33 72.29 Channel Flow, ditch
Area= 7.0 sf Perim= 8.3' r= 0.84' n= 0.033
19.4 1,311 Total
Subcatchment 7S: DA to BMP 3
Hydrograph
7 0 Runoff
6.35 cfs
—PF Depth_Englih—PDS-24.ihr S1 2-yr
6 Rai fall=3.54"
Runoff Area 154,895 sf
5/ / Runoff Volume=0.518 af
Runoff Depth>1.75"
+ Flow Length=11311'
Tc=19.4 min
Sr0 CN=83
o _/ I
LI 3-
2_/ /
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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 25
Summary for Pond 2P: BMP 1
Inflow Area = 4.457 ac, 21.73% Impervious, Inflow Depth > 1.39" for 2-yr event
Inflow = 5.43 cfs @ 12.34 hrs, Volume= 0.517 af
Outflow = 0.19 cfs @ 18.70 hrs, Volume= 0.087 af, Atten= 97%, Lag= 381.6 min
Primary = 0.19 cfs @ 18.70 hrs, Volume= 0.087 af
Routed to Link 3L : AP 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 3L : AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 453.55' @ 18.70 hrs Surf.Area= 32,323 sf Storage= 18,763 cf
Plug-Flow detention time= 291.4 min calculated for 0.087 af(17% of inflow)
Center-of-Mass det. time= 196.5 min ( 1,009.4 - 812.9 )
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=0.17 cfs @ 18.70 hrs HW=453.55' (Free Discharge)
4-1=Culvert (Passes 0.17 cfs of 10.52 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.07 cfs @ 9.07 fps)
3=Orifice/Grate (Orifice Controls 0.10 cfs @ 0.70 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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 26
Pond 2P: BMP 1
Hydrograph
5.43 cfs ❑Ouow
❑Outflow
Inflow Area=4.457 ac ❑Primaryecondar y
6 ❑S
Peak EIev=453.55'
5 Storage=18,763 cf
4:/
I �
3
o -
LL
x 0.19 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 2-yr Rainfall=3.54"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 27
Summary for Pond 5P: BMP 2
Inflow Area = 13.753 ac, 17.02% Impervious, Inflow Depth > 1.33" for 2-yr event
Inflow = 15.42 cfs @ 12.37 hrs, Volume= 1.521 af
Outflow = 8.98 cfs @ 12.76 hrs, Volume= 1.335 af, Atten= 42%, Lag= 23.1 min
Primary = 8.98 cfs @ 12.76 hrs, Volume= 1.335 af
Routed to Link 6L : AP 2
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 6L : AP 2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 475.11' @ 12.76 hrs Surf.Area= 8,924 sf Storage= 22,780 cf
Plug-Flow detention time= 75.0 min calculated for 1.331 af(87% of inflow)
Center-of-Mass det. time= 38.4 min ( 854.8 - 816.4 )
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 1 474.00' 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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 28
Primary OutFlow Max=8.97 cfs © 12.76 hrs HW=475.11' (Free Discharge)
L1=RCP_Round 30" (Passes 8.97 cfs of 30.52 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 0.10 cfs @ 8.50 fps)
3=Orifice/Grate (Orifice Controls 4.49 cfs @ 6.42 fps)
—4=Orifice/Grate (Orifice Controls 2.97 cfs @ 4.25 fps)
5=Orifice/Grate (Orifice Controls 1.41 cfs @ 1.94 fps)
—6=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=472.00' (Free Discharge)
L7=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 5P: BMP 2
Hydrograph
❑Inflow
/ / 15.42 cfs Outflowoutflow
/ / % lnflc w Are =1-3.7I3 AL - ❑Primary
17_ / / I El
15 / / 1— 1— 1— 1— 1— j7 jA fi tPe k E1ev e 475.11 =
14 / / 1— 1— 1— r '. -Scrag, ;L,8O-if —
13: / / 0
—
12= / / E E r t 1— R qR rf
11 / 8.98 cfs
94/ j /
/ /
"/73-
0.00 cfs / // ///////�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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 29
Summary for Pond 8P: BMP 3
Inflow Area = 3.556 ac, 37.15% Impervious, Inflow Depth > 1.75" for 2-yr event
Inflow = 6.35 cfs @ 12.23 hrs, Volume= 0.518 af
Outflow = 3.41 cfs @ 12.56 hrs, Volume= 0.291 af, Atten= 46%, Lag= 20.0 min
Primary = 3.41 cfs @ 12.56 hrs, Volume= 0.291 af
Routed to Link 9L : AP 3
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 9L : AP 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 481.69' @ 12.56 hrs Surf.Area= 4,617 sf Storage= 10,707 cf
Plug-Flow detention time= 133.1 min calculated for 0.291 af(56% of inflow)
Center-of-Mass det. time= 62.7 min ( 859.6 - 797.0 )
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=3.35 cfs @ 12.56 hrs HW=481.69' (Free Discharge)
4-1=RCP_Round 24" (Passes 3.35 cfs of 25.94 cfs potential flow)
AL2=Orifice/Grate (Orifice Controls 0.07 cfs © 9.25 fps)
3=Orifice/Grate (Weir Controls 3.28 cfs @ 1.43 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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 30
Pond 8P: BMP 3
Hydrograph
6.35 cfs ❑OInflutflow
7 fw
Area=3.55-6 ac 0 Primary
❑Seondary
/ 1Peak EIev481 .69'
/ Storage=10,707 cf
5�
/ 1di rf
w 4./ 3.41cfs 1
0
U. 31 r
I r
2-
0.00 cfs ////////////// ////////////f
0 «« � fill lull
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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 31
Summary for Link 3L: AP 1
Inflow Area = 4.457 ac, 21.73% Impervious, Inflow Depth > 0.23" for 2-yr event
Inflow = 0.19 cfs @ 18.70 hrs, Volume= 0.087 af
Primary = 0.19 cfs @ 18.70 hrs, Volume= 0.087 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 3L: AP 1
Hydrograph
/ 1
0.21y (1 1 A rf ❑I flow
ry
0.19V �Ir flo v krei=44� a_ /�.19 cfs ;r/
o.1s=_, / -H ± 4 -[ -I - -
0.17=/ /
0.161
+ +
0.14" /
0.137/ / 1 1 1
i 0.12
= 0.11V/ /— F 4 A —II
0.127 -
u- 0.09 ]_ _H ± H _F ' 1 1— -H + —_
0.08 rt %��' fi -
0.06'_
0.05i
0.04=/ /— T 1— 1
0.03V I,,
0.02v / I ��i/ J J J J J /
0.011 X
XG %/
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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 32
Summary for Link 6L: AP 2
Inflow Area = 13.753 ac, 17.02% Impervious, Inflow Depth > 1.17" for 2-yr event
Inflow = 8.98 cfs @ 12.76 hrs, Volume= 1.335 af
Primary = 8.98 cfs @ 12.76 hrs, Volume= 1.335 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 6L: AP 2
Hydrograph
10 / I R AR rf ❑Inflow
❑Primary
9 Inflow Area=13.758 u$ cfs
8 I/0
7 6 A
�/
0 5
4
0 �Z�r
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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 33
Summary for Link 9L: AP 3
Inflow Area = 3.556 ac, 37.15% Impervious, Inflow Depth > 0.98" for 2-yr event
Inflow = 3.41 cfs @ 12.56 hrs, Volume= 0.291 af
Primary = 3.41 cfs @ 12.56 hrs, Volume= 0.291 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 9L: AP 3
Hydrograph
I dl rf 0 Inflow
0 Primary
Inflow Area=3.56.3.4
41 cfs
3
E- 2 -
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 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 34
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 RunoffArea=194,128 sf 21.73% Impervious Runoff Depth>2.57"
Flow Length=1,046' Tc=26.3 min UI Adjusted CN=78 Runoff=9.51 cfs 0.954 af
Subcatchment4S: DA to BMP 2 Runoff Area=599,083 sf 17.02% Impervious Runoff Depth>2.48"
Flow Length=1,358' Tc=28.2 min UI Adjusted CN=77 Runoff=27.53 cfs 2.843 af
Subcatchment7S: DA to BMP 3 Runoff Area=154,895 sf 37.15% Impervious Runoff Depth>3.03"
Flow Length=1,311' Tc=19.4 min CN=83 Runoff=10.19 cfs 0.898 of
Pond 2P: BMP 1 Peak Elev=453.75' Storage=26,263 cf Inflow=9.51 cfs 0.954 af
Primary=1.27 cfs 0.482 af Secondary=0.00 cfs 0.000 af Outflow=1.27 cfs 0.482 af
Pond 5P: BMP 2 Peak Elev=475.88' Storage=29,935 cf Inflow=27.53 cfs 2.843 af
Primary=24.55 cfs 2.641 af Secondary=0.00 cfs 0.000 af Outflow=24.55 cfs 2.641 af
Pond 8P: BMP 3 Peak EIev=481.89' Storage=11,635 cf Inflow=10.19 cfs 0.898 af
Primary=9.63 cfs 0.670 af Secondary=0.00 cfs 0.000 af Outflow=9.63 cfs 0.670 af
Link 3L: AP 1 Inflow=1.27 cfs 0.482 af
Primary=1.27 cfs 0.482 af
Link 6L: AP 2 Inflow=24.55 cfs 2.641 af
Primary=24.55 cfs 2.641 af
Link 9L: AP 3 Inflow=9.63 cfs 0.670 af
Primary=9.63 cfs 0.670 af
Total Runoff Area = 21.766 ac Runoff Volume = 4.695 af Average Runoff Depth = 2.59"
78.73% Pervious = 17.136 ac 21.27% Impervious = 4.630 ac

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 1S: DA to BMP 1
Runoff = 9.51 cfs @ 12.33 hrs, Volume= 0.954 af, Depth> 2.57"
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 (sf) CN Adj Description
23,256 98 Unconnected roofs, HSG C
18,933 98 Paved roads w/curbs & sewers, HSG C
151,939 74 >75% Grass cover, Good, HSG C
194,128 79 78 Weighted Average, UI Adjusted
151,939 78.27% Pervious Area
42,189 21.73% Impervious Area
23,256 55.12% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.7 200 0.0500 0.14 Sheet Flow, sheet flow 1
Woods: Light underbrush n= 0.400 P2= 3.53"
0.7 135 0.0500 3.35 Shallow Concentrated Flow, shallow 1
Grassed Waterway Kv= 15.0 fps
0.9 711 0.0590 12.89 90.22 Channel Flow, dithc 1
Area= 7.0 sf Perim= 8.3' r= 0.84' n= 0.025
26.3 1,046 Total
Subcatchment 1S: DA to BMP 1
Hydrograph
/ — - — — — — - ❑Runoff
10- 9.51 cfs
PF=Deptd_EngI sh_P S-24Jhr-S1 10-yr
Rainfall=5.10"
0 Runoff Area=194,128 sf
$_ F unoff1Volu a=0.954 af
7_/ runoff beis h>2.57"-
/ Flow Length=1,046'
6_ 1c=26.3 min
Adjusted 91 78-
0 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 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 4S: DA to BMP 2
[47] Hint: Peak is 139% of capacity of segment#3
Runoff = 27.53 cfs @ 12.36 hrs, Volume= 2.843 af, Depth> 2.48"
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 (sf) CN Adj Description
66,861 98 Unconnected roofs, HSG C
35,076 98 Paved roads w/curbs & sewers, HSG C
497,146 74 >75% Grass cover, Good, HSG C
599,083 78 77 Weighted Average, UI Adjusted
497,146 82.98% Pervious Area
101,937 17.02% Impervious Area
66,861 65.59% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.7 200 0.0500 0.14 Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.53"
1.7 333 0.0500 3.35 Shallow Concentrated Flow, shallow
Grassed Waterway Kv= 15.0 fps
1.8 825 0.0700 7.60 19.77 Channel Flow, ditch
Area= 2.6 sf Perim= 5.1' r= 0.51' n= 0.033
28.2 1,358 Total

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 37
Subcatchment 4S: DA to BMP 2
Hydrograph
30iv ❑Runoff
27.53 cfs - I I
2s� , Z PF�-Deptlll_EnglshjbS 24.JhrS1 Ii-0-yr-
26 /— I0 Rainfall= .10"_
247" _Runoff Area�599,063 sf
22� $00 unoffVlu a2.8 3 of
2 -I I —RU noff depth> 8"-
/ —FIgwF-Lent gth=1358'
1st / Tc=28.2 min
16�— _ _ U Adjusted Cr 77
a 14�
12/ 1 1 1 . 0 1
104-/
8V 1 1 1 r b
4:
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 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 7S: DA to BMP 3
Runoff = 10.19 cfs @ 12.23 hrs, Volume= 0.898 af, Depth> 3.03"
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 (sf) CN Description
23,256 98 Roofs, HSG C
34,286 98 Roofs, HSG C
97,353 74 >75% Grass cover, Good, HSG C
154,895 83 Weighted Average
97,353 62.85% Pervious Area
57,542 37.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.4 200 0.0500 0.20 Sheet Flow, sheet
Grass: Dense n= 0.240 P2= 3.53"
1.8 353 0.0500 3.35 Shallow Concentrated Flow, shallow
Grassed Waterway Kv= 15.0 fps
1.2 758 0.0660 10.33 72.29 Channel Flow, ditch
Area= 7.0 sf Perim= 8.3' r= 0.84' n= 0.033
19.4 1,311 Total
Subcatchment 7S: DA to BMP 3
Hydrograph
11 I 0 Runoff
10.19 cfs
10= I PF_Depth_English_PDS 24-hr S1 10-yr
Rainfall=5.10"
9- unoff Areal 54,895 sf
uoff Vofui ie-0.898 af-
8= n Runoff depth>3.03"
7_/ Flgw Lenl gth=1,311'
"J, _ Tc=19.4 min
6 CN=83
5_
tO
4� 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 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 39
Summary for Pond 2P: BMP 1
Inflow Area = 4.457 ac, 21.73% Impervious, Inflow Depth > 2.57" for 10-yr event
Inflow = 9.51 cfs @ 12.33 hrs, Volume= 0.954 af
Outflow = 1.27 cfs @ 13.43 hrs, Volume= 0.482 af, Atten= 87%, Lag= 66.4 min
Primary = 1.27 cfs @ 13.43 hrs, Volume= 0.482 af
Routed to Link 3L : AP 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 3L : AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 453.75' @ 13.43 hrs Surf.Area= 42,554 sf Storage= 26,263 cf
Plug-Flow detention time= 202.9 min calculated for 0.480 af(50% of inflow)
Center-of-Mass det. time= 128.2 min ( 930.5 - 802.3 )
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=1.26 cfs @ 13.43 hrs HW=453.75' (Free Discharge)
4-1=Culvert (Passes 1.26 cfs of 10.85 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.07 cfs @ 9.32 fps)
3=Orifice/Grate (Orifice Controls 1.19 cfs @ 1.60 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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 40
Pond 2P: BMP 1
Hydrograph
IR Inflow
9.51 cfs Outflow
/ Z I— I— r 0 infl aw Area=4.457 ac ■se ondary
101/ / / I— r r I— I— I— t Peak Etrev*453.75' -
9� / ' 11111 Storage=26,2163 icf -
8* / /
-
7 / / 1 1 1 1 1 1 1 1 1 1
6/ / , I— I— ]— ] -
o 5-/ / / r h i- fi - t t
LL 4i/ / /
3� / / -
-
1.27 cfs --��AVAPr����i��iiiiiiiii�
o.00 cfs r ���/1< / ll�����llll
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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 41
Summary for Pond 5P: BMP 2
Inflow Area = 13.753 ac, 17.02% Impervious, Inflow Depth > 2.48" for 10-yr event
Inflow = 27.53 cfs @ 12.36 hrs, Volume= 2.843 af
Outflow = 24.55 cfs @ 12.50 hrs, Volume= 2.641 af, Atten= 11%, Lag= 8.6 min
Primary = 24.55 cfs @ 12.50 hrs, Volume= 2.641 af
Routed to Link 6L : AP 2
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 6L : AP 2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 475.88' @ 12.50 hrs Surf.Area= 9,785 sf Storage= 29,935 cf
Plug-Flow detention time= 53.8 min calculated for 2.632 af(93% of inflow)
Center-of-Mass det. time= 30.0 min ( 835.8 - 805.7 )
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 1 474.00' 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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 42
Primary OutFlow Max=24.49 cfs @ 12.50 hrs HW=475.88' (Free Discharge)
4-1=RCP_Round 30" (Passes 24.49 cfs of 39.64 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 0.12 cfs @ 9.48 fps)
3=Orifice/Grate (Orifice Controls 5.36 cfs @ 7.68 fps)
—4=Orifice/Grate (Orifice Controls 4.18 cfs @ 5.99 fps)
5=Orifice/Grate (Orifice Controls 5.68 cfs @ 4.26 fps)
—6=Orifice/Grate (Weir Controls 9.15 cfs @ 2.01 fps)
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
❑Inflow
27.53 cfs - Outflow
30,/ / / I— I-- I— ]— ]— r flw t� Areiar-f3.7 3 Se❑Secondary
28/ / / H H L H 24 55 cfs f 7i— Peak Ele14Z5.8�8' —
24 // / C C -6 r 7 torage=;9,g35cf
20 / �
• 18_ I '
v161/ / //
2• 14. /ioz z - 1H H H H It
12v
L —
84/ / /- L_ / 1 ��I�j
0.00 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 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 43
Summary for Pond 8P: BMP 3
Inflow Area = 3.556 ac, 37.15% Impervious, Inflow Depth > 3.03" for 10-yr event
Inflow = 10.19 cfs @ 12.23 hrs, Volume= 0.898 of
Outflow = 9.63 cfs @ 12.30 hrs, Volume= 0.670 af, Atten= 5%, Lag= 4.5 min
Primary = 9.63 cfs @ 12.30 hrs, Volume= 0.670 af
Routed to Link 9L : AP 3
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 9L : AP 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 481.89' @ 12.30 hrs Surf.Area= 4,814 sf Storage= 11,635 cf
Plug-Flow detention time= 94.4 min calculated for 0.670 af(75% of inflow)
Center-of-Mass det. time= 36.3 min ( 822.7 - 786.5 )
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=9.62 cfs @ 12.30 hrs HW=481.89' (Free Discharge)
4-1=RCP_Round 24" (Passes 9.62 cfs of 26.80 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.07 cfs @ 9.50 fps)
3=Orifice/Grate (Weir Controls 9.54 cfs @ 2.04 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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 44
Pond 8P: BMP 3
Hydrograph
1 -k -k ■Inflow
10.19 cfs _ p Outflow
A F 1- 1- 17 Q Rq f A inflw7Ara=i.5i6 ac :se ondary
10 / I I 9.6 s Peak Elev481 .89'
9/ / , I— 1— 1— ]— Storag4=111,6I35-cf
FF
/ /01 1
6 /
4 / / / In ���, 1 rr
3 / / /
2 / ./z�,,,,, - j
0.00 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 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 45
Summary for Link 3L: AP 1
Inflow Area = 4.457 ac, 21.73% Impervious, Inflow Depth > 1.30" for 10-yr event
Inflow = 1.27 cfs @ 13.43 hrs, Volume= 0.482 af
Primary = 1.27 cfs @ 13.43 hrs, Volume= 0.482 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 3L: AP 1
Hydrograph
/ I 1 97 rf ❑Inflow
1.27 7 cfs ' ❑Primary
Inflow Area=4.457 1 fs
Or
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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 46
Summary for Link 6L: AP 2
Inflow Area = 13.753 ac, 17.02% Impervious, Inflow Depth > 2.30" for 10-yr event
Inflow = 24.55 cfs @ 12.50 hrs, Volume= 2.641 af
Primary = 24.55 cfs @ 12.50 hrs, Volume= 2.641 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 6L: AP 2
Hydrograph
/---
1 ❑Inflowma
I 74 6F rf ❑primary
26:-/ - Inflovir Alea13.7.;4.55 cfs I
241/ z I
221/ / 1 I
20- , 1 i —H +
3 14� z I 0
6/ /. 1 41
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 10-yr Rainfall=5.10"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 47
Summary for Link 9L: AP 3
Inflow Area = 3.556 ac, 37.15% Impervious, Inflow Depth > 2.26" for 10-yr event
Inflow = 9.63 cfs @ 12.30 hrs, Volume= 0.670 af
Primary = 9.63 cfs @ 12.30 hrs, Volume= 0.670 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 9L: AP 3
Hydrograph
/ A Al rf ❑Inflow
❑Primary
10 9.63 cfs Inflow Area=3.556ac
9 I -F * 1
8 —[ t
c., i j 1
0 5 4 3_ z 2- "Al 4" dr
���
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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 48
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 RunoffArea=194,128 sf 21.73% Impervious Runoff Depth>4.52"
Flow Length=1,046' Tc=26.3 min UI Adjusted CN=78 Runoff=14.76 cfs 1.679 af
Subcatchment4S: DA to BMP 2 Runoff Area=599,083 sf 17.02% Impervious Runoff Depth>4.41"
Flow Length=1,358' Tc=28.2 min UI Adjusted CN=77 Runoff=43.26 cfs 5.053 af
Subcatchment7S: DA to BMP 3 Runoff Area=154,895 sf 37.15% Impervious Runoff Depth>5.09"
Flow Length=1,311' Tc=19.4 min CN=83 Runoff=14.76 cfs 1.507 of
Pond 2P: BMP 1 Peak EIev=454.03' Storage=40,339 cf Inflow=14.76 cfs 1.679 af
Primary=3.80 cfs 1.154 af Secondary=0.23 cfs 0.008 af Outflow=4.03 cfs 1.162 af
Pond 5P: BMP 2 Peak EIev=476.19' Storage=33,004 cf Inflow=43.26 cfs 5.053 af
Primary=39.50 cfs 4.752 af Secondary=3.29 cfs 0.071 af Outflow=42.79 cfs 4.823 af
Pond 8P: BMP 3 Peak EIev=482.01' Storage=12,233 cf Inflow=14.76 cfs 1.507 af
Primary=14.47 cfs 1.277 af Secondary=0.11 cfs 0.001 af Outflow=14.58 cfs 1.277 af
Link 3L: AP 1 Inflow=4.03 cfs 1.162 af
Primary=4.03 cfs 1.162 af
Link 6L: AP 2 Inflow=42.79 cfs 4.823 af
Primary=42.79 cfs 4.823 af
Link 9L: AP 3 Inflow=14.58 cfs 1.277 af
Primary=14.58 cfs 1.277 af
Total Runoff Area = 21.766 ac Runoff Volume = 8.239 af Average Runoff Depth = 4.54"
78.73% Pervious = 17.136 ac 21.27% Impervious = 4.630 ac

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 49
Summary for Subcatchment 1S: DA to BMP 1
Runoff = 14.76 cfs @ 12.32 hrs, Volume= 1.679 af, Depth> 4.52"
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 (sf) CN Adj Description
23,256 98 Unconnected roofs, HSG C
18,933 98 Paved roads w/curbs & sewers, HSG C
151,939 74 >75% Grass cover, Good, HSG C
194,128 79 78 Weighted Average, UI Adjusted
151,939 78.27% Pervious Area
42,189 21.73% Impervious Area
23,256 55.12% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.7 200 0.0500 0.14 Sheet Flow, sheet flow 1
Woods: Light underbrush n= 0.400 P2= 3.53"
0.7 135 0.0500 3.35 Shallow Concentrated Flow, shallow 1
Grassed Waterway Kv= 15.0 fps
0.9 711 0.0590 12.89 90.22 Channel Flow, dithc 1
Area= 7.0 sf Perim= 8.3' r= 0.84' n= 0.025
26.3 1,046 Total
Subcatchment 1S: DA to BMP 1
Hydrograph
/ 1 1 1 1 •Runoff
16_ 14.76 cfs
15/ _L —PF- epth Engl+Sh-PDS 24-Ir S1 16-yr-
14/ I/ Rainfall= 49"-
13� I/ Runoff Area194,1M8 sf
�unoff Volu a=1.679 of
12=' 0 �
11= R�noff epth>4.52"
10_
—FIgwZer0h='f,�46'
V
c26. .tin
7 70 —1.11 Adjusted cr78-
LL7 / �
6�
zl
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 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment 4S: DA to BMP 2
[47] Hint: Peak is 219% of capacity of segment#3
Runoff = 43.26 cfs @ 12.35 hrs, Volume= 5.053 af, Depth> 4.41"
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 (sf) CN Adj Description
66,861 98 Unconnected roofs, HSG C
35,076 98 Paved roads w/curbs & sewers, HSG C
497,146 74 >75% Grass cover, Good, HSG C
599,083 78 77 Weighted Average, UI Adjusted
497,146 82.98% Pervious Area
101,937 17.02% Impervious Area
66,861 65.59% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.7 200 0.0500 0.14 Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.53"
1.7 333 0.0500 3.35 Shallow Concentrated Flow, shallow
Grassed Waterway Kv= 15.0 fps
1.8 825 0.0700 7.60 19.77 Channel Flow, ditch
Area= 2.6 sf Perim= 5.1' r= 0.51' n= 0.033
28.2 1,358 Total

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/11/2023
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Subcatchment 4S: DA to BMP 2
Hydrograph
48 1 1 1
461,— ❑Runoff
43.26 cfs —
44; rpFliepf�En411 h-PD63-4-1 FS-1 1 yr
a2 e/ ' Ra1'nfall- .49"
38 /— / Ruoff Asea9, sf-
36�— - I/ØØ - unfrr5;osaf-
-32= —8 / _EIc�w Lent gth 8'_
28 — / _ Te=28. min-
26_/— Adju$�dC -77
LL28'-18_ -I I - I I
-
161v, - -
14 - 1 1-
1 1— -
12
10 — r
20L, ,./ze„, AZ'
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 5/11/2023
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Summary for Subcatchment 7S: DA to BMP 3
Runoff = 14.76 cfs @ 12.22 hrs, Volume= 1.507 af, Depth> 5.09"
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 100-yr Rainfall=7.49"
Area (sf) CN Description
23,256 98 Roofs, HSG C
34,286 98 Roofs, HSG C
97,353 74 >75% Grass cover, Good, HSG C
154,895 83 Weighted Average
97,353 62.85% Pervious Area
57,542 37.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.4 200 0.0500 0.20 Sheet Flow, sheet
Grass: Dense n= 0.240 P2= 3.53"
1.8 353 0.0500 3.35 Shallow Concentrated Flow, shallow
Grassed Waterway Kv= 15.0 fps
1.2 758 0.0660 10.33 72.29 Channel Flow, ditch
Area= 7.0 sf Perim= 8.3' r= 0.84' n= 0.033
19.4 1,311 Total
Subcatchment 7S: DA to BMP 3
Hydrograph
16 4 ■Runoff
15/ 14.76 cfs I I-
J PF_epth-Engl+Sh-PD6-24-1r-8~1118-yr-
14= Ra'nfall= 9"_
13/ - Runoff Area�154,895 sf
12_ 4 F�unoff Volu e=1.5p7 af
11 0 Ranoff epth> .09"
10 3/ FI!wTLenlI tth='f, 11'-
Tc=19. min
T 7 7 - - 94=83
0
5 —
3
dr
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"
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Summary for Pond 2P: BMP 1
Inflow Area = 4.457 ac, 21.73% Impervious, Inflow Depth > 4.52" for 100-yr event
Inflow = 14.76 cfs @ 12.32 hrs, Volume= 1.679 af
Outflow = 4.03 cfs @ 13.02 hrs, Volume= 1.162 af, Atten= 73%, Lag= 41.7 min
Primary = 3.80 cfs @ 13.02 hrs, Volume= 1.154 af
Routed to Link 3L : AP 1
Secondary = 0.23 cfs @ 13.02 hrs, Volume= 0.008 af
Routed to Link 3L : AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 454.03' @ 13.02 hrs Surf.Area= 53,931 sf Storage= 40,339 cf
Plug-Flow detention time= 172.2 min calculated for 1.158 af(69% of inflow)
Center-of-Mass det. time= 105.7 min ( 897.4 - 791.7 )
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=3.80 cfs @ 13.02 hrs HW=454.03' (Free Discharge)
4-1=Culvert (Passes 3.80 cfs of 11.30 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.08 cfs @ 9.67 fps)
3=Orifice/Grate (Orifice Controls 3.73 cfs @ 2.34 fps)
Secondary OutFlow Max=0.22 cfs @ 13.02 hrs HW=454.03' (Free Discharge)
L4=Broad-Crested Rectangular Weir(Weir Controls 0.22 cfs @ 0.47 fps)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/11/2023
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Pond 2P: BMP 1
Hydrograph
■Inflow
14.76 cfs
— •Outflow
16 -/ / ' fl�w+Araa= 47 is ■Primary.
,,� �f�_�`,�A ■Secondary
15 /
/ / I— I— I— ]— ] I� F�ealk `i1C - 54.O3'
131/ / / I— I— I— ]— ] M/ Sto*ago=4O,3139-cf -
121/ / /
101/ / '
3 8
7 j / 4.03 cfs I L L
5/ / / L L 3.80 cfs I I -
4/ / — — —
3-. ?,-
Ar
0;/1 d 0.23.
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 5/11/2023
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Summary for Pond 5P: BMP 2
Inflow Area = 13.753 ac, 17.02% Impervious, Inflow Depth > 4.41" for 100-yr event
Inflow = 43.26 cfs @ 12.35 hrs, Volume= 5.053 af
Outflow = 42.79 cfs @ 12.40 hrs, Volume= 4.823 af, Atten= 1%, Lag= 2.6 min
Primary = 39.50 cfs @ 12.40 hrs, Volume= 4.752 af
Routed to Link 6L : AP 2
Secondary = 3.29 cfs @ 12.40 hrs, Volume= 0.071 af
Routed to Link 6L : AP 2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 476.19' @ 12.40 hrs Surf.Area= 10,142 sf Storage= 33,004 cf
Plug-Flow detention time= 43.3 min calculated for 4.823 af(95% of inflow)
Center-of-Mass det. time= 26.6 min ( 821.8 - 795.2 )
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 1 474.00' 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 5/11/2023
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Primary OutFlow Max=39.45 cfs © 12.40 hrs HW=476.19' (Free Discharge)
4-1=RCP_Round 30" (Passes 39.45 cfs of 42.20 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 0.12 cfs @ 9.85 fps)
3=Orifice/Grate (Orifice Controls 5.68 cfs @ 8.13 fps)
—4=Orifice/Grate (Orifice Controls 4.58 cfs @ 6.56 fps)
5=Orifice/Grate (Orifice Controls 6.72 cfs @ 5.04 fps)
—6=Orifice/Grate (Weir Controls 22.35 cfs @ 2.71 fps)
Secondary OutFlow Max=3.25 cfs @ 12.40 hrs HW=476.19' (Free Discharge)
4-7=Broad-Crested Rectangular Weir(Weir Controls 3.25 cfs @ 1.16 fps)
Pond 5P: BMP 2
Hydrograph
/ I 143.26 cfs) - ❑Inflow
Outflow
/ i_ L 42.79cfs)
�4rea='1�3.733 -ac - o Primary Secondary
45-Z / / I— 39.50 cfs 0 weak EIe1=476.19'
40--/ / 1— ]— I— Øi +Stcorage=33,004 cf
35_ / ��
3'51- 25� /
u 20y /
15- / 1
10y / it '
5-/ 3.29 cfs /// 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 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/11/2023
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Summary for Pond 8P: BMP 3
[82] Warning: Early inflow requires earlier time span
Inflow Area = 3.556 ac, 37.15% Impervious, Inflow Depth > 5.09" for 100-yr event
Inflow = 14.76 cfs @ 12.22 hrs, Volume= 1.507 af
Outflow = 14.58 cfs @ 12.26 hrs, Volume= 1.277 af, Atten= 1%, Lag= 2.1 min
Primary = 14.47 cfs @ 12.26 hrs, Volume= 1.277 af
Routed to Link 9L : AP 3
Secondary = 0.11 cfs @ 12.25 hrs, Volume= 0.001 af
Routed to Link 9L : AP 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 482.01' @ 12.26 hrs Surf.Area= 4,926 sf Storage= 12,233 cf
Plug-Flow detention time= 78.5 min calculated for 1.277 af(85% of inflow)
Center-of-Mass det. time= 32.3 min ( 807.7 - 775.4 )
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=14.40 cfs © 12.26 hrs HW=482.01' (Free Discharge)
4-1=RCP_Round 24" (Passes 14.40 cfs of 27.32 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.08 cfs @ 9.64 fps)
3=Orifice/Grate (Weir Controls 14.33 cfs @ 2.34 fps)
Secondary OutFlow Max=0.05 cfs @ 12.25 hrs HW=482.01' (Free Discharge)
L4=Broad-Crested Rectangular Weir(Weir Controls 0.05 cfs @ 0.29 fps)

Cane Creek HydroCAD PF_Depth_English_PDS 24-hr S1 100-yr Rainfall=7.49"
Prepared by {enter your company name here} Printed 5/11/2023
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 58
Pond 8P: BMP 3
Hydrograph
A
■Inflow
14.76 cfs L-- L ■outflow
I— 14147 cfs f s fl�w+Araa= 56 ■Primary
CI'—__L,�do ^I,� _ ■Secondary
15� / / I— I— i/ T Peak GAGS - 8-2.V17
14�
13 / / L- OF
O L Stooage=12,Z33-cf -
12 / / H E �' L L L L
11_ 1
o 19� / / I— I L L L L -
3 8� z
LL 0 ,
4/ / / I PIi�-...,
0.11 cfs
t
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 5/11/2023
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Summary for Link 3L: AP 1
Inflow Area = 4.457 ac, 21.73% Impervious, Inflow Depth > 3.13" for 100-yr event
Inflow = 4.03 cfs @ 13.02 hrs, Volume= 1.162 af
Primary = 4.03 cfs @ 13.02 hrs, Volume= 1.162 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 3L: AP 1
Hydrograph
/ I d 114 rf ❑Inflow
❑Primary
Inflow Area=4.457 4
'03 cfs
3—
2—
/�
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"
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Summary for Link 6L: AP 2
Inflow Area = 13.753 ac, 17.02% Impervious, Inflow Depth > 4.21" for 100-yr event
Inflow = 42.79 cfs @ 12.40 hrs, Volume= 4.823 af
Primary = 42.79 cfs @ 12.40 hrs, Volume= 4.823 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 6L: AP 2
Hydrograph
—I d7 70 rf ❑ Inflow
l - 0 Primary
44 z
44� i 42.79 cfsfrn-fkvv rre =ii-3. 53JaC
42 /— —
404 z 4 1
38'/
34361-"1 , — 01
301
32 ,,,_
1 -
- 28�
o 26_/ - j I_ _
24? ,-
0 22' i
1/ 20 �
18' i
`
16 + —L 4 L14= ,�8- t 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 100-yr Rainfall=7.49"
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Summary for Link 9L: AP 3
Inflow Area = 3.556 ac, 37.15% Impervious, Inflow Depth > 4.31" for 100-yr event
Inflow = 14.58 cfs @ 12.26 hrs, Volume= 1.277 af
Primary = 14.58 cfs @ 12.26 hrs, Volume= 1.277 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 9L: AP 3
Hydrograph
❑Iflmaow
167 z I 14 r,R rf ❑Prniry
15/ /- 14.58 cfs rInflowArea .556�ac
14 / / I $ LLJII
13V
12 0 7 L T 7
11v /
/
o 9r —[ 1 —
`� ' r �� LL
54/ z— l 7 L
4_
3/
27
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

ç.. BCSC
BATEMAN CIVIL SURVEY COMPANY
PRE-DEVELOPMENT DRAINAGE AREAS
PROJECT NAME: CANE CREEK CALCS BY:
PROJECT#: 200375 CHECKED BY:
Draiange Area Calculations Pre- Develop.
Area: B Soil Group
Description: Area (SF) Acres CN C
Impervious
Roadway 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 1,312,049 30.121 69 0.38
Managed Pervious 0 0.000 61 0.22
Forest 588,274 13.505 55 0.1
Natural Wetland ^ 0.000 55 0.1
Riparian Buffer 0.000 55 0.1
Open Water 0.000 30 0.15
0.000 30 0.15
Total 1,900,323 43.626
BMP Area 0.000 0.15
BMP Area Water 0.000 0.15
Total Area 1,921,000 44.100
%Impervious 1.08%
Basin Weighted 65 0.298

EPS
DBC

Table 2-2.
Values of SCS CN and Rational C for various cover conditions
(Based upon SCS,1986)
Cover Description SCS Curve Number Rational C 'Impervious
HSG HSG t H.SC- HSG HSG HSG HSG I HSG Impervious
A _ B I C D A B CIDI
Fully developed urban areas
Open ePnce
Poor condition(<50% 68 79 86 89 0.36 0.58 0.72 0.78
grass)
Fair condition(50-75% 49 69 79 84 0.15 0.38 0.58 grass)
Good condition(>50% 39 61 74 80 0.15 0.22 0.48 0.60
grass)
Impervious areas
Pavement,roofs 98 98 98 98 0.96 0.96 0.96 0.96
Gravel 76 85 89 91 0.52 0.70 0.78 0.82
Dirt 72 82 87 89 0.44 0.64 0.74 0.78
Urban districts
Commercial and 89 92 94 95 0.78 0.84 0.88 0.90 85
business
_ Industrial 81 88 91 93 0.62 0.76 0.82 0.86 72
Residential areas(by lot size)
1/8 acre(town houses, 77 85 90 92 0.54 0.70 0.80 0.84 65
condos)
1/4 acre 61 75 83 87 0.22 0.50 0.66 0.74 38
1/3 acre 57 72 81 86 0.15 0.44 0.62 0.72 30
1/2 acre 54 70 80 85 0.15 0.40 0.60 0.70 25
1 acre 51 68 79 84 0.15 0.36 0.58 0.68 20
2 acres 46 65 77 82 0.15 0.30 0.54 0.64 12
Agricultural areas
Pasture,grassland
Poor 68 79 86 89 0.36 0.58 0.72 0.78
Fair 49 69 79 84 0.15 0.38 0.58 0.68
Good 39 61 74 80 0.15 0.22 0.48 0.60
•
Meadow(mowed) 30 58 71 78 0.15 0.16 0.42 0.56
Brush 0.15 0.15 0.15 0.15
Poor 48 67 77 83 0.15 0.34 0.54 0.66
Fair 35 56 70 77 0.15 0.15 0.40 0.54
Good 30 48 65 73 0.15 0.15 0.30 0.46
Woods and grass(orchard)
Poor 57 73 82 86 0.15 0.46 0.64 0.72
Fair 43 65 76 82 0.15 0.30 0.52 0.64
Good 32 58 72 79 0.15 0.16 0.44 0.58
Woods
Poor 45 66 77 83 0.15 0.32 0.54 0.66
Fair _ 36 60 73 79 0.15 020 0.46 0.58
Good 30 55 70 77 0.15 0.15 0.40 0.54
Row crops,straight,good 67 78 85 89 0.34 0.56 0.70 0.78
Row crops,contoured,good 65 75 82 86 0.30 0.50 0.64 0.72
Small grain,good 63 75 83 87 0.26 0.50 0.66 0.74
Farmsteads 59 74 82 86 0.18/ 0.48 0.64 0.72
In the table values of Rational C were computed from =0.020 CN-1.0 ,
H.R Malcom, 2003 [2-10] Hydrologic estimates

.:._..
BCSC
GATEMAN CIVIL SURVEY COMPANY
POST-DEVELOPMENT DRAINAGE AREAS
PROJECT NAME: CANE CREEK CALCS BY: EPS
PROJECT#: 200375 CHECKED BY: CBC
Drainage Area Calculations POST Develop. Drainage Area Calculations POST Develop.
Area:ITREATED SCM 3 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 47,520 1.091 Total 86,744 1.991 _
Pervious Pervious
Lawn 160,231 3.678 69 0.38 Lawn 515,209 11.828 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 181,121 4.158 Total 526,001 12.075
BMP Area 8,278 0.190 30 0.15 BMP Area 12,722 0.292 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 625,467 14.359
Impervious 20.06% %Impervious 13.87%
Basin Weighted 72 0.444 Basin Weighted 72 0.44
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 1 B Soil Group Area:IUNTREATED B Soil Group
Description: Area(SF) Acres CN C Description: Area(SF) Acres CN C
Impervious en. ,is
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 154,873 3.555 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 163,328 3.750 Total 782,253 17.958
BMP Area 11,626 0.267 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 71 0.421 Basin Weighted 62 0.242
6 BUA 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

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Project Manager: TSG
1 — •
y' , I Date: 05.0422
SHEET FLOW:100' /.�
SCALE 1"-200' Project#: P220375
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TREATED(SCM3): 236,919 SF (5.44 AC)
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FLOW:452' � FLOW:219 � •� ��
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a SHEETFIOW 100' SHEETFIDW:100'
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j•i • P.,
1 1•• •••••,
,•••••1' Bc sc
BATEMAN CIVIL SURVEY COMPANY
•—,
Bateman Civil Survey Company, PC Phone: [phone]
2524 Reliance Ave Fax:[phone]
Apex, NC 27539 [e-mail]
SNAP TOOL WORKSHEET

Project Information Complete this sheet if required by your reviewing authority.
Contact them for any questions. Grey boxes/text are optional.
SNAPv4.2.0 LOCATION
Project Name(optional): Cane Creek Phase 8 Parcel ID(optional):
Submission Date(optional): 10/31/2024 date Nutrient Management Watershed: Jordan Lake menu
Local Jurisdiction/Reviewing Agency: menu Subwatershed: Haw River menu
Project Latitude Coordinates(optional): N Phosphorus Delivery Zone: Jordan-050050 menu
Project Longitude Coordinates(optional): W Nitrogen Delivery Zone: Jordan-050050 menu
PROJECT DETAILS
Development Land Use Type: Single Family Residential menu Disturbed Area: 399,445 ft2
Part of Common Development Plan? yes y/n Project Activity: New Development menu
Designated Downtown Area? yes yin Project Drains to SA Waters? no yin
Public Linear Road/Sidewalk Project? no y/n Pre-Project Land Use: fallow/open menu
Project Owner Type: (Private menu Project Description(optional):
STORM WATER DETAILS
(Falls ONLY)Onsite Reduction%Req. % Project Uses LID/Runoff Volume Match? no yin
Existing BUA/Development Onsite? yes yin Local Gov't nutrient req's same as State? yes y/n
Local Gov't cutoff date for Existing BUA: date Project Drains to Regional SCM? no yin
Nitrogen Export Rate Target: 3.80 lb/ac/yr Total Nitrogen Offset Credits Needed: lb/yr
Phosphorus Export Rate Target: 11.43 lb/ac/yr Total Phosphorus Offset Credits Needed: lb/yr

SNAP v4.2.0
Project Area and Offsite Land Cover Characteristics Precipitation suer City
Station:
Copy r 'aste VALUES ONLY for Best Results Click here to scroll down to error messages on this sheet.
I PROJECT AREA LAND COVERS TN EMC (mg/L) TP EMC (mg/L) Pre-Project Area (ft2) Post-Project Area (ft2) Change pre-to-post(ft2)
Roof 1.18 0.11 116,331 116,331
Roadway 1.64 0.34 20,677 79,330 58,653
Parking/Driveway/Sidewalk 1.42 0.18 0
Protected Forest 0.97 0.03 588,274 487,400 -100,874
Managed Pervious/Landscaping 2.48 1.07 1,312,049 1,205,313 -106,736
Offsite or Existing Roof 1.18 0.11 0
Offsite or Existing Roadway 1.64 0.34 0
Offsite or Existing Parking/Driveway/Sidem 1.42 0.18 0
Offsite Protected Forest 0.97 0.03 0
Offsite Managed Pervious 2.48 1.07 0
CUSTOM LAND COVER 1 _ 0
CUSTOM LAND COVER 2 0
CUSTOM LAND COVER 3 0
LAND TAKEN UP BY SCM 1.18 0.11 32,626 32,626
Total (Regulated & UnReg)Area 1,921,000.00 1,921,000.00
Project (Regulated)Area 1,921,000.00 1,921,000.00

SCM Characteristics
Stormwater Control Measure(SCM)Characteristics Click here to eo cc Click here to eo cc Click here to eo back to the
Copy&Paste VALUES ONLY 5CM101's land Cover Data Click here to review Errors Summary Data
SNAP v4.2.0
Nu Best Resolts \\ 11��
I Catchment SCM 101 I meu:to 10'2 /103 • 201 I DM' , 202 I Dr""' >203 301 � 302 303 401 4042 I Dr''t' > 403 501 � 502 k2
Type of SCM Dry pond Dry Pond Dry Pond r P
Hydrologic sail group at SCM location B B B
SCM Description
la Design Storm Size(inches/24hrs)
I. Percent of Full Size 100% 10D% 10D%
■ %Annual Effluent 80% 0% 0% 80% 0% 0% 80% 0% 0% 0% 0% 0% 0% 0%
I. %Annual Overflow 16% 0% 0% 16% 0% 0% L 16% 0% 0% 0% 0% 0% 0% 0%
■ %Annual ET/Infiltrated 4% 0% 0% 4% 0% 0% 4% 0% 0% 0% 0% 0% 0% 0%
I. Custom%Annual Effluent
■ Custom%Annual Overflow
I.Custom%Annual ET/Infiltrated
■ SCM Effluent TP EMC(mg/L) 0 0.22 0.00 0.00 0.22 0.00 0.00 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00
I. SCM Effluent TN EMC(mg/L) 1.33 0.00 0.00 1.33 0.00 0.00 1.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00
■ Custom Effluent TP EMC 1
F Custom Effluent TN EMC
SCM Land Cover TP EMC(mg/L) 0.11 0.00 0.00 0.11 0.00 0.00 0.11 0.00 0.00 0.00 0.00 000 0.00 0.00
1 SCM Land Cover TN EMC(mg/L) 1.18 0.00 0.00 1.18 0.00 0.00 1.18 0.00 0.00 0.00 0.00 000 0.00 0.00
This SCM Drains to Numbered SCM 0 0 0 0 0 0 0 0 0 0 0 0 0
Catchment Routing
Catchments Draining to Catchments Draining to Catchments Draining to Catchments Draining to Catchments Draining to Catchments Draining to Catchments Draining to Catchments Draining to Catchments Draining to Catchments Draining to Catchments Draining to Catchments Draining to Catchments Draining to Catchments Draining to
SCM 101 SCM 102 SCM 103 SCM 201 SCM 202 SCM 203 SCM 301 SCM 302 SCM 303 SCM 401 SCM 402 SCM 403 SCM 501 SCM 502
Catchment no no
Catchment ` ilm = a
Catchment no no _
Catchment no no no _
Catchment no no no
Catchment no no no
Error Check-Missing SCM'
■' Error Check-Min/Max Size:
Error Check-Hydrology:
Error Check-Missing SCM Info:
Error Check-Drainage Data w/o SCM:
Error Checks-SCM Type:
um. lot 102 103 201 202 203 un 302 303 COI 402 403 Sm
SCM Drainage Area Land Covers Area Draining Directly to Area Draining Directly to Area Draining Directly to Area Draining Directly to Area Draining Directly to Area Draining Directly to Area Draining Directly to Area Draining Directly to Area Draining Directly to Area Draining Directly to Area Draining Directly to Area Draining Directly to Area Draining Direc%to Area Draining Direct%to
SCM 101(ft2) SCM 102(ft2) SCM 103(ft2) SCM 201(ft2) SCM 202(ft2) SCM 203(ft2) SCM 301(ft2) SCM 302(ft2) SCM 303(ft2) SCM 401(ft2) SCM 402(ft2) SCM 403(ft2) SCM 501(ft2) SCM 502(ft2)
Roof 17,442 61,047 17,442
Roadway 17,100 25,697 30,078
Parking/Driveway/Sidewalk
Protected Forest 8,455 10,792 20,890
Managed Pervious/Landscaping _ 154,873 515,209 160,231
Offsite or Existing Roof _
Offsite or Existing Roadway _
Offsite or Existing Parking/Driveway/Sidewalk
Offsite Protected Forest _
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP By SCM 11,626 12,722 8,278
TOTAL AREA DRAINING TO SCM(ft): 209,496 0 0 625,467 0 0 236,919 0 0 0 0 0 0 0
CATCHMENT AREA(ft): 209,406 625,467 236,919 0 0

Nutrient Export Summary SNAP v4.2.0
Landcover Et SCM Data Review
Errors/Advisories Errors/Advisories
Avg Annual precip(in)= 46.62 SCM Area(ftZ)= 32,626
Total(Regulated+
Unregulated)Area(ftZ)= 1,921,000 SCM Treated Area(ft2)= 1,071,882
Project(Regulated)
1,921,000 Catchment Routing: No errors
Area(le)=
Net BUA(Project Area Treating Runoff from
174,984 Net BUA indicates new development or expansion. no
BUA only ftZ)= Existing BUA or Offsite:
Custom Landcovers are no Disturbed Area(ftZ)= 399,445
present:
Total Nitrogen Export Target 167.ss Total Phosphorus Export Target 63.06
Scaled to Project Area(lb/yr): Scaled to Project Area(lb/yr): I
Total Area Total Area Project Area Total Area Project Area Total Area Project Area
Project Area Total Area Project Area
(Onsite+ Post-Project Post-Project Post-Project Post-Project Post-Project Post-Project
Nutrient Export Summary Offsite) (Onsite Only) before before Post-Project Post-Project SCM-Treated SCM-Treated Untreated Untreated
Pre-Project Pre-Project Treatment Treatment after Treatment after Treatment Area Only Area Only Areas Areas
Area(All Landcover Types)(acres) 44.1001 44.1001 44.1001 44.1001 44.1001 44.1001 24.6070 24.6070 19.4931 19.4931
Percent Built-Upon Area(BUA)(%) 1% 1% 10% 10% 10% I 10% 16% 16% 3% 3%
Built-Upon Area(BUA)(sqft) 20,677 20,677 195,661 195,661 195,661 195,661 168,806 168,806 26,855 26,855
Annual Runoff Volume(fts/yr) 400,906 400,906 1,059,928 1,059,928 1,025,021 1,025,021 792,065 792,065 232,956 I 232,956
Annual Runoff%Change 164% 164% 156% 156%
Total Runoff Change(cuft/yr) 659,021 659,021 624,115 MOM
Total Nitrogen EMC(mg/L) 1.95 1.95 1.54 1.54 1.40 1.40 1.36 1.36 1.52 1.52
Total Nitrogen Load Leaving Site(lb/yr) 48.78 48.78 101.65 I 101.65 89.40 89.40 67.32 67.32 22.08 22.08
Total Nitrogen Loading Rate(1b/ac/yrJ_ 1.11 1.11 2.31 2.31 2.03 2.03 2.74 2.74 1.13 1.13
Total Nitrogen%Change Pm-to-Post 108% 108% 83% 83%
Total Nitrogen Change(lb/yr)Pre-to-Post 52.87 52.87 40.61 40.61
Total Phosphorus EMC(mg/L) 0.68 0.68 0.35 0.35 0.27 0.27 0.24 0.24 0.37 0.37
Total Phosphorus Load Leaving Site(lb/yr) 16.98 16.98 23.27 23.27 17.31 17.31 11.86 11.86 5.45 5.45
Total Phosphorus Loading Rate(Ib/ac/yr) 0.38 0.38 0.53 0.53 0.39 0.39 0.48 0.48 0.28 0.28
Total Phosphorus%Change Pre-to-Post 37% 37% 2% 2%Total Phosphorus Change(Ib/yr)Pre-to-Post 6.29 6.29 0.33 0.33
SCM/CLatchment Summary
SCM ID and Type volume TN Reduction TP Reduction TN Out Reduction(%) (%) (%) Out
(Ibs/ac/yr) (Ibs Out/
o TP Falls Lake ONLY:Onsite Reduction Compliance Check
Catchment 1 4.22% 14.06% 29.74% 3.10 0.54 II Nitrogen II Phosphorus
101:Dry Pond 4.22% 14.06% 29.74% 3.10 0.54 Onsite%Reduction Requirement
102:NA 0.00% 0.00% 0.00% _ 0.00 0.00 Export Target Scaled to Area(lb/yr) 167.58 63.06
103:NA _ 0.00% 0.00% 0.00% 0.00 0.00 Export Load Post-Project Before Treatment _101.65 23.27
Catchment 2 4.22% 15.68% 35.50% 2.41 0.43 Total Reduction Need(lb/yr)
201:Dry Pond 4.22% 15.68% 35.50% 2.41 0.43 Onsite Reduction Need(lb/yr)
202:NA _ 0.00% 0.00% _ 0.00% 0.00 _ 0.00 Onsite Export Target(Ib/yr)
203:NA 0.00% 0.00% 0.00% 0.00 0.00 Project Area Post-Project After Treatment 89.40 17.31
Catchment 3 4.22% 15.96% _ 32.22% 3.27 _ 0.57
301:Dry Pond 4.22% 15.96% _ 32.22% 3.27 _ 0.57
302:NA 0.00% 0.00% 0.00% 0.00 _ 0.00
303:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 0.00% 0.00% 0.00% 0.00 0.00
401:NA 0.00% 0.00% 0.00% 0.00 0.00
402:NA 0.00% 0.00% 0.00% 0.00 0.00
403:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 5 0.00% 0.00% 0.00% 0.00 0.00
501:NA 0.00% 0.00% 0.00% 0.00 0.00
502:NA 0.00% 0.00% 0.00% 0.00 0.00
503:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 6 0.00% 0.00% 0.00% 0.00 0.00
601:NA 0.00% 0.00% 0.00% 0.00 0.00
602:NA 0.00% 0.00% 0.00% 0.00 0.00
603:NA 0.00% 0.00% 0.00% 0.00 0.00
1

Nutrient Management Strategy Watershed - Nutrient Offset Credit Reporting Form
SNAP v4.2.0
Please complete and submit the following information to the local government permitting your development project
to characterize it and assess the need to purchase nutrient offset credits. Contact and rule implementation
information can be found online at:
http://deq.nc.gov/about/divisions/water-resources/planning/nonpoint-source-management/nutrient-offset-information
PROJECT INFORMATION
Applicant Name:
Project Name: Cane Creek Phase 8
Project Address:
Date: (mm/dd/yyyy) Development Land Use Type: Single Family Residential
County: Project Activity Type: New Development
Project Area (sqft): 1,921,000 Project Latitude: 0.000000
Post-Project Built-Upon Area%: 10.19% I Project Longitude: 0.000000
WATERSHED INFORMATION
Nutrient Management Watershed: Jordan Lake N Target Export Rate(Ib/ac/yr): 3.80
Subwatershed: Haw_River P Target Export Rate(Ib/ac/yr): 1.43
Nitrogen Delivery Zone: Jordan-050050 Nitrogen Delivery Factor: 71%
Phosphorus Delivery Zone: Jordan-050050 Phosphorus Delivery Factor: 67%
PERMANENT NUTRIENT OFFSET REQUEST
Post-Project Nitrogen Calculations-Projects with No Offsite or Built-Upon Area
(Where
(A) (B) I (C) (D) (F) (G) Applicable)
TN Permanent Total TN
TN Untreated TN Export TN Treated TN Remaining Additional
TN Delivery Offsets Permanent
Load(Ib/yr) Target Load Load(Ib/yr) Reduction Local Gov't
Factor(c/o) Required Offsets to
(Ib/yr) Need(Ib/yr) (Ib/yr) Offsets(Ib/yr) Buy(Ib/yr)
101.7 167.6 89.4 0.0 ' 71.0% 0.0 0.0 1
Post-Project Phosphorus Calculations-Projects with No Offsite or Built-Upon Area
(A) (B) (C) (D) (F) (G) (Where
Applicable)
TP Permanent Total TP
TP Untreated TP Export TP Treated TP Remaining TP Delivery Offsets Additional I Permanent
Load(Ib/yr) Target Load Load(lb/yr) Reduction Local Gov't
Factor(%) Required Offsets to
(Ib/yr) Need(Ib/yr) (Ib/yr) Offsets(Ib/yr) Buy(Ib/yr)
23.3 63.1 17.3 0.0 I I 67.0% 0.0 0.0 I
LOCAL GOVERNMENT AUTHORIZATION
Local Government Name:I
Staff Name: Phone:
Staff Email: Date:
Local Government Authorizing Signature: