20061893 Ver 1_Stormwater Info_20061208

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' Stormwater Management Calculations
~ Optimist Club Road Site
~ Denver, I*IC

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Prepared for:
' David Clark, Jr.; Allison T. Clark; Walter Clark;
Caroline C. Morrison
218 W Main Street
' Lincolnton, North Carolina
© Kimley-Hom and Associates, Inc. 2006
' ^ ~ ~ Kimley-Horn
~ and Associates, Inc.
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OPTIlVIIST CLUB ROAD SITE
DENVER, NORTH CAROLINA
ST~PRMWATER MANAGEMENT CALCULE~~'~'IONS
Prepared for:
avid Glar~, JX.; Allison T. Clark; Walter Clark; Caral}one C. Morrisq~
218 W Main Street
Lincolnton, North Carolina
Prepared by:
Kimley-Horn and Associates, Inc.
4651 Charlotte Park Drive, Suite 300
Charlotte, North Carolina 28217
~ ~.2~
November 2006
KHA Ref: 018333000

TABLE OF CONTENTS
OVERVIEW
SITE MAPS
SITE VICINITY MAP
FLOOD INSURANCE RATE MAP
SCS SOIL SURVEY
USGS QUADRANAGLE MAP
WATER QUALITY
WATER QUALITY TREATMENT AREA MAP
STORMWATER POND DESIGN SUMMARY
POST-DEVELOPMENT HYDROLOGY SUMMARY
POST-DEVELOPMENT ROUTING INPUT
POST-DEVELOPMENT ROUTING RESULTS
STORMWATER MANAGEMENT CALCULATIONS i
Optimist Club Road Site, Denver, NC

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OVERVIEW
Background
This report contains the approach and results of a stormwater analysis conducted for the Optimist
Club Road Site. 'The 162.8-acre project site is located on Optimist Club Road adjacent to new
Highway 16 in Denver, North Carolina (see vicinity map). The proposed project comprises the
construction of medical offices and a YMCA on +/-73.0 acres of undeveloped land. Stormwater
runoff, after being treated, will discharge into Forney Creek. Off-site stormwater flowing
through the site is all contained by Forney Creek.
The existing on-site conditions consist of brush, weeds, dense woods, floodway and floodplain.
For the purposes of this analysis, the existing conditions were assumed to be brush and woods.
The site topography varies from elevation 824 ft to elevation 714 ft.

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Water Quality
The developed portion of the site will require 300 feet of stream impact and will require a
Nationwide-39 permit. Since stream impacts are over 150 feet, water quality features are
required. A majority of the developed portion of the project site will drain to three proposed, on-
site wet ponds, which have been designed to mitigate the impacts of the development on
stormwater quality. The wet ponds have been designed and will be constructed according to the
guidelines set forth in the North Carolina Department of Environment and Natural Resources
(NCDENR) "Stormwater Best Management Practices" manual. The wet ponds are designed to
provide 85% total suspended solid (TSS) removal.
The proposed project will consist of medical offices and a YMCA. The medical offices will be
located on "Parcel A" and stormwater from this parcel will be treated by wet detention ponds one
and two. The YMCA will be located on "Parcel B" and stormwater from this parcel will be
treated by wet detention ponds two and three. Medical office buildings will be constructed on
"Parcel's C & D" in the future. A portion of Parcel C will be treated by wet detention pond
three. The remainder of Parcel C and entire Parcel D will incorporate water quality features
during their planning and design in the future.
Water Quantity
Stormwater runoff, after being treated, discharges to Forney Creek which runs through the
eastern portion of the site. Based on FIRM Panel No. 150, Map No. 37014601500, a portion of
the site contains a floodplain and FEMA-regulated floodway. Since the existing site runoff flows
into floodplain, this project has omitted stormwater detention for the 24-hour storm event (the
critical storm duration for this portion of Forney Creek).
The storm sewer system for the proposed development has been sized to accommodate the 10-
year design storm as required by the North Carolina Department of Transportation.
STORMN'ATER MANAGEMENT CALCULATIONS
Optimist Club Road Site, Denver, NC
1

' Erosion Control
The project will require disturbance of approximately 73.0 acres. Proposed temporary erosion
' control measures include a stone construction entrance, silt fences, tree protection fences,
diversion ditches, temporary stream crossings and sediment basins. Permanent erosion control
measures include seeding and riprap aprons. All measures have been designed in accordance
with NCDENR standards.
An erosion control plan for the site will be submitted to NCDENR for approval.
Conclusion
The proposed wet ponds and other stormwater management measures were designed using
' methods prescribed by the aforementioned resources. The wet ponds were routed using
"Interconnected Channel and Pond Routing Model (ICPR)," a Streamline Technologies computer
software program, which utilizes the TR-55 method of calculating time of concentration and the
' SCS method of generating hydrographs. Based on the analyses provided herein, the proposed
system will be adequate to address the stormwater requirements of NCDENR.

STORMWATER MANAGEMENT CALCULATIONS
Optimist Club Road Site, Denver, NC

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WATER QUALITY TREATMENT AREA MAP
STORMWATER MANAGEMENT & EROSION CONTROL CALCULATIONS
Optimist Club Road Site, Denver, NC

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STORMWATER POND DESIGN SUMMARY
STORMWATER MANAGEMENT & EROSION CONTROL CALCULATIONS
Optimist Club Road Site, Denver, NC

~ ~ Kimley-Horn
~ ~ and Associates, Inc.
WET DETENTIQN BASIN 1
Project Information
Project Name: Optimist Club Road
KHA Project #: 018333000
Designed by: MAE Date: 11/16/2006
Revised by: Date:
Revised by: Date:

Site Information
Sub Area Location: Basin 1
Drainage Area (DA) = 9.2 Acres
Impervious Area (IA) = 7.4 Acres
Percent Impervious (I) = 80.0

Required Surface Area
Permanent Pool Depth: 4 ft
SA/DA = 2.78 (85% TSS Removal via Pond)
Min Req'd Surface Area = 11129 sf (at Permanent Pool)

Required Storage Volume:
Design Storm = 1 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 + .009 (I) = 0.77 in/in
Storage Volume Required = 25687 cf (above Permanent Pool)
Elevations Area (s.f.)
Bank Elevation = 730.50 ft 18,253
Top of Pond Elevation = 730.50 ft 18,253
Temporary Pool Elevation = 728.10 ft 14,626
Permanent Pool Elevation = 726.00 ft 11,243
Forebay Weir = 726.00 ft 11,243
Bottom Elevation = 722.00 ft 5,583
Wet Basin AreasNolumes
Area @ Top of Temporary Pool = 14626 sf
Area @ Top of Permanent Pool = 11243 sf
Volume of Temporary Storage = 27162 cf
Side Slopes of Pond = 2.5 : 1
Side Slopes of Pond (below shelf) = 2.5 : 1
Is Permanent Pool Surface Area Sufficient (yes/no)?
Volume of Storage for 1" Storm = 27162
(Elevation = 728.10 )
(Elevation = 726.00 )
Yes ( 11243 > 11129) sf
Yes ( 27162 > 25687) cf

~ R Kimley-Horn
C ~ I \ and Associates, Inc.
WET DETENTION BASIN 1
Project Information
Project Name: Optimist Club Road
KHA Project #: 018333000
Designed by: MAE Date: 11/16/2006
Revised by: Date:
Revised by: Date:

Site Information
Sub Area Location: Basin 1
Drainage Area (DA) = 9.2 Acres
Impervious Area (IA) = 7.4 Acres
Percent Impervious (I) = 80.0 % (Drainage Area)
Orifice Sizing
QZ Days = 0.1572 CfS
Q5 days = 0.0629 Cfs
Orifice Size = 2.00 in
Q orifice = 0.105 CfS
Drawdown Time = 3.0 days
less than 5 days (yes/no) ? yes
greater than 2 days (yes/no) ? yes
(Flowrate required fora 2 day drawdown)
(Flowrate required fora 5 day drawdown)
(Diameter)

~~/~ Kimley-Hom
\~/ ,and Associates, Inc.
WET DETENTION BASIN 2
Project Information
Project Name: Optimist Club Road
KHA Project #: 018333000
Designed by: MAE Date: 11/16/2006
Revised by: BRR Date: 11/18/2006
Revised by: Date:

Site Information
Sub Area Location: Basin 2
Drainage Area (DA) = 21.8 Acres
Impervious Area (IA) = 18.5 Acres
Percent Impervious (I) = 85.0

Required Surface Area
Permanent Pool Depth: 4 ft
SA/DA = 2.94 (85% TSS Removal via Pond)
Min Req'd Surface Area = 27931 sf (at Permanent Pool)

Required Storage Volume:
Design Storm = 1 inch (Project Does Not Drain to SA waters}
Determine Rv Value = 0.05 + .009 (I) = 0.82 in/in
Storage Volume Required = 64524 cf (above Permanent Pool)
Elevations Area (s.f.)
Bank Elevation = 750.00 ft 69,066
Top of Pond Elevation = 750.00 ft 69,066
Temporary Pool Elevation = 747.20 ft 57,435
Permanent Pool Elevation = 746.00 ft 52,576
Forebay Weir = 746.00 ft 52,576
Bottom Elevation = 742.00 ft 37,042
Wet Basin AreasNolumes
Area @ Top of Temporary Pool = 57435 sf (Elevation = 747.20 )
Area @ Top of Permanent Pool = 52576 sf (Elevation = 746.00 )
Volume of Temporary Storage = 66007 cf
Side Slopes of Pond = 2.5 : 1
Side Slopes of Pond (below shelf) = 2.5 : 1
Is Permanent Pool Surface Area Sufficient (yes/no)? Yes ( 52576 > 27931) sf
Volume of Storage for 1"Storm = 66007 Yes ( 66007 > 64524) cf

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~ Kimley-Horn
C ~ I \ and Associates, Inc.
Project Information
WET DETENTION BASIN 2
Project Name: Optimist Club Road
KHA Project #: 018333000
Designed by: MAE Date: 11/16/2006
Revised by: Date:
Revised by: Date:
Site Information
Sub Area Location: Basin 2
Drainage Area (DA) = 21.8
Impervious Area (IA) = 18.5
Percent Impervious (I) = 85.0
Orifice Sizing
Acres
Acres
(Drainage Area)
Qz Days = 0.3820 CfS
Qs days = 0.1528 Cfs
Orifice Size = 3.50 in
Q or~ce = 0.234 Cfs
Drawdown Time = 3.3 days
less than 5 days (yes/no) ? yes
greater than 2 days (yes/no) ? yes
(Flowrate required fora 2 day drawdown)
(Flowrate required fora 5 day drawdown)
(Diameter)

~': ~ ~7 Kimley-Horn
`~ I ,and Associates, Inc.
WET DETENTION BASIN 3
Project Information
Project Name: Optimist Club Road
KHA Project #: 018333000
Designed by: MAE Date: 11/16/2006
Revised by: BRR Date: 11/17/2006
Revised by: Date:

Site Information
Sub Area Location: Basin 3
Drainage Area (DA) = 11.90 Acres
Impervious Area (IA) = 9.5 Acres
Percent Impervious (I) = 80.0

Required Surface Area
Permanent Pool Depth: 4 ft
SA/DA = 2.78 (85% TSS Removal via Pond)
Min Req'd Surface Area = 14411 sf (at Permanent Pool)

Required Storage Volume:
Design Storm = 1 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 + .009 (I) = 0.77 in/in
Storage Volume Required = 33262 cf (above Permanent Pool)
Elevations Area (s.f.)
Bank Elevation = 738.50 ft 21,564
Top of Pond Elevation = 738.50 ft .21,564
Temporary Pool Elevation = 736.60 ft 18,733
Permanent Pool Elevation = 734.50 ft 14,633
Forebay Weir = 734.50 ft 15,592
Bottom Elevation = 730.50 ft 10,007
Wet Basin AreasNolumes
Area @ Top of Temporary Pool = 18733 sf (Elevation = 736.60 )
Area @ Top of Permanent Pool = 14633 sf (Elevation = 734.50 )
Volume of Temporary Storage = 35034 cf
Side Slopes of Pond = 2.5 : 1
Side Slopes of Pond (below shelf) = 2.5 : 1
Is Permanent Pool Surface Area Sufficient (yes/no)? Yes ( 14633 > 14411 ) sf
Volume of Storage for 1"Storm = 35034 Yes ( 35034 > 33262) cf

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C ~ /~ Kimley-Hom
~ I ,and Associates, Inc.
Project Information
WET DETENTION BASIN 3
Project Name: Optimist Club Road
KHA Project #: 018333000
Designed by: MAE Date: 11/16/2006
Revised by: Date:
Revised by: Date:
Site Information
Sub Area Location: Basin 3
Drainage Area (DA) = 11.9
Impervious Area (IA) = 9.5
Percent Impervious (I) = 80.0
Orifice Sizing
Acres
Acres
(Drainage Area)
Q2 days = 0.2027 cfs
Qs days = 0.0811 cfs
Orifice Size = 2.00 in
Q orifice = 0.105 Cfs
Drawdown Time = 3.8 days
less than 5 days (yes/no) ? yes
greater than 2 days (yes/no) ? yes
(Flowrate required fora 2 day drawdown)
(Flowrate required fora 5 day drawdown)
(Diameter)

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POST-DEVELOPMENT HYDROLOGY SUMMARY
STORMWATER MANAGEMENT & EROSION CONTROL CALCULATIONS
Optimist Club Road Site, Denver, NC

POST-DEVELOPMENT HYDROLOGY - WET DETENTION BASIN ANALYSIS
2-YR, 10-YR, 50-YR AND 100-YR, 24-HR STORM EVENTS
Basin Name: Drainage Area 1
' Group Name: BASE
Simulation: 02y24h
Node Name: Wet Pond 1
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
' Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 3.120
Storm Duration (hrs): 24.00
' Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 9.190
Vol of Unit Hyd (in): 1.001
' Curve Number: 90.000
DCIA ($): 0.000
Time Max (hrs): 12.01
Flow Max (cfs): 25.993
Runoff Volume (in): 2.096
Runoff Volume (ft3): 69905.784

Basin Name:
Group Name: Drainage Area 2
BASE
Simulation: 02y24h
Node Name: Wet Pond 2
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 3.120
Storm Duration (hrs): 24.00
Status: Onsite
' Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 21.800
Vol of Unit Hyd (in): 1.000
' Curve Number: 90.000
DCIA ($): 0.000
Time Max (hrs): 12.01
' Flow Max (cfs): 61.658
Runoff Volume (in): 2.096
Runoff Volume (ft3): 165826.560

Basin Name: Drainage Area 3
Group Name: BASE
Simulation: 02y24h
Node Name: Wet Pond 3
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 6

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POST-DEVELOPMENT HYDROLOGY - WET DETENTION BASIN ANALYSIS
2-YR, 10-YR, 50-YR AND 100-YR, 24-HR STORM EVENTS
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 3.120
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 11.900
Vol of Unit Hyd (in): 1.000
Curve Number: 90.000
DCIA (~): 0.000
Time Max (hrs): 12.01
Flow Max (cfs): 33.657
Runoff Volume (in): 2.096
Runoff Volume (ft3): 90520.003

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Basin Name: Drainage Area 1
Group Name: BASE
Simulation: 100y24h
Node Name: Wet Pond 1
Basin Type: SCS Unit Hydrograph
Unit Hydrograph:
Peaking Fator:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hrs):
Status:
Time of Conc (min):
Time Shift (hrs):
Area (ac):
Vol of Unit Hyd (in):
Curve Number:
DCIA (~):
Uh323
323.0
0.67
0.67
Scsii-24
6.960
24.00
Onsite
5.00
0.00
9.190
1.001
90.000
0.000
Time Max (hrs): 12.00
Flow Max (cfs): 66.878
Runoff Volume (in): 5.786
Runoff Volume (ft3): 193033.455

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Basin Name: Drainage Area 2
Group Name: BASE
Simulation: 100y24h
Node Name: Wet Pond 2
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 6

POST-DEVELOPMENT HYDROLOGY - WET DETENTION BASIN ANALYSIS
2-YR, 10-YR, 50-YR AND 100-YR, 24-HR STORM EVENTS
Spec Time Inc (min): 0.67
' Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 6.960
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac):
Vol of Unit Hyd (in): 21.800
1.000
Curve Number: 90.000
DCIA ($): o.ooo
Time Max (hrs): 12.00
Flow Max (cfs): 158.645
Runoff Volume (in): 5.786
Runoff Volume (ft3): 457903.081

Basin Name: Drainage Area 3
Group Name: BASE
Simulation: 100y24h
Node Name: Wet Pond 3
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 6.960
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 11.900
Vol of Unit Hyd (in): 1.000
Curve Number: 90.000
DCIA (~): 0.000
Time Max (hrs): 12.00
Flow Max (cfs): 86.600
Runoff Volume (in): 5.786
Runoff Volume (ft3): 249956.269

Basin Name: Drainage Area 1
Group Name: BASE
Simulation: 10y24h
Node Name: Wet Pond 1
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 4.800
' OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 6

POST-DEVELOPMENT HYDROLOGY - WET DETENTION BASIN ANALYSIS
2-YR, 10-YR, 50-YR AND 100-YR, 24-HR STORM EVENTS
' Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 9.190
Vol of Unit Hyd (in): 1.001
Curve Number: 90.000
DCIA ($): 0.000
' Time Max (hrs): 12.00
Flow Max (cfs): 43.966
Runoff Volume (in): 3.685
Runoff Volume (ft3): 122938.865
Basin Name: Drainage Area 2
' Group Name: BASE
Simulation: 10y24h
Node Name: Wet Pond 2
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 4.800
Storm Duration (hrs): 24.00
' Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 21.800
Vol of Unit Hyd (in): 1.000
Curve Number: 90.000
DCIA ($): 0.000
Time Max (hrs): 12.00
' Flow Max (cfs): 104.293
Runoff Volume (in): 3.685
Runoff Volume (ft3): 291628.646

Basin Name: Drainage Area 3
Group Name: BASE
Simulation: 10y24h
Node Name: Wet Pond 3
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 4.800
Storm Duration (hrs): 24.00
Status: Onsite
' Time of Conc (min): 5.00
Time Shift (hrs): 0.00
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 6

POST-DEVELOPMENT HYDROLOGY - WET DETENTION BASIN ANALYSIS
2-YR, 10-YR, 50-YR AND 100-YR, 24-HR STORM EVENTS
Area (ac): 11.900
Vol of Unit Hyd (in): 1.000
Curve Number: 90.000
DCIA ($): 0.000
Time Max (hrs): 12.00
Flow Max (cfs): 56.931
Runoff Volume (in): 3.685
Runoff Volume (ft3): 159191.784
Basin Name: Drainage Area 1
Group Name: BASE
Simulation: 50y24h
Node Name: Wet Pond 1
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 6.480
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 9.190
Vol of Unit Hyd (in): 1.001
Curve Number: 90.000
DCIA ($): 0.000
Time Max (hrs): 12.00
Flow Max (cfs): 61.813
Runoff Volume (in): 5.316
Runoff Volume (ft3): 177355.898

Basin Name: Drainage Area 2
Group Name: BASE
Simulation: 50y24h
Node Name: Wet Pond 2
' Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 6.480
Storm Duration (hrs):
Status: 24.00
Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 21.800
Vol of Unit Hyd (in): 1.000
Curve Number: 90.000
DCIA ($): 0.000
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 6
r

POST-DEVELOPMENT HYDROLOGY - WET DETENTION BASIN ANALYSIS
2-YR, 10-YR, 50-YR AND 100-YR, 24-HR STORM EVENTS
Time Max (hrs): 12.00
Flow Max (cfs): 146.629
Runoff Volume (in): 5.316
Runoff Volume (ft3): 420713.665
---------------------
Basin Name:
Group Name:
Simulation:
Node Name:
Basin Type:
Unit Hydrograph:
Peaking Fator:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hrs):
Status:
Time of Conc (min):
Time Shift (hrs):
Area (ac):
Vol of Unit Hyd (in):
Curve Number:
DCIA ($):
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (ft3):
-------------------
Drainage Area 3
BASE
50y24h
Wet Pond 3
SCS Unit Hydrograph
Uh323
323.0
0.67
0.67
Scsii-24
6.480
24.00
Onsite
5.00
0.00
11.900
1.000
90.000
0.000
12.00
80.041
5.316
229655.625
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 6

POST-DEVELOPMENT ROUTING INPUT
STORMWATER MANAGEMENT & EROSION CONTROL CALCULATIONS
' Optimist Club Road Site, Denver, NC

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POST-DEVELOPMENT ROUTING INPUT - WET DETENTION BASIN ANALYSIS
OUTFACE AND STORAGE
Name: OUTFACE 1 Base Flow(cfs): 0.000 Init Stage(ft): 724.000
Group: BASE Warn Stage(ft): 0.000
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 724.000
999.00 724.000
Name: OUTFACE 2 Base Flow(cfs): 0.000 Init Stage(ft): 731.000
Group: BASE Warn Stage(ft): 0.000
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 731.000
999.00 731.000
Name: OUTFACE 3 Base Flow(cfs): 0.000 Init Stage(ft): 734.000
Group: BASE Warn 5tage(ft): 0.000
Type: Time/Stage
Time(hrs) ------Stage(ft)
---------------
0.00 734.000
999.00 734.000
Name: Wet Pond 1 Base Flow(cfs): 0.000 Init Stage(ft): 726.000
Group: BASE Warn Stage(ft): 999.000
Type: Stage/Area
Stage(ft) Area(ac)
726.000 0.2580
727.000 0.2960
728.000 0.3360
729.000 0.3780
730.000 0.4190
730.500 0.4400
0
Name: Wet Pond 2 Base Flow(cfs): 0.000
Group: BASE
Type: Stage/Area
Stage(ft) Area(ac)
746.000 1.2070
747.000 1.2998
Init Stage(ft): 746.000
Warn Stage(ft): 999.000
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.
Page 1 of 2

1
1
1
1
1
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POST-DEVELOPMENT ROUTING INPUT - WET DETENTION BASIN ANALYSIS
OUTFACE AND STORAGE

748.000 1.3940
749.000 1.4893
750.000 1.5855
Name: Wet Pond 3
Group: BASE
Type: Stage/Area
Stage(ft) Area(ac)
734.500 0.3360
735.000 0.3579
736.000 0.4027
737.000 0.4484
738.000 0.4951
738.500 0.5190
Base Flow(cfs): 0.000 Init Stage(ft): 734.500
Warn Stage(ft): 999.000
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.
Page 2 of 2

POST-DEVELOPMENT ROUTING INPUT - WET DETENTION BASIN ANALYSIS
CONTROL STRUCTURES

Name: Control St ru 1 From Node: Wet Pond 1 Length(ft): 34.00
Group: BASE To Node: OUTFACE 1 Count: 1
UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance
Geometry: Circular Circular Solution Algorithm: Automatic
Span(in): 24.00 24.00 Flow: Both
Rise(in): 24.00 24.00 Entrance Loss Coef: 0.500
Invert(ft): 726.000 724.000 Exit Loss Coef: 0.200
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concr ete: Square edge w/ headwall
Downstream FHWA Inlet Edg e Description:
Circular Concr ete: Square edge w/ headwall
*** Weir 1 of 2 for Drop Structure Control Stru 1 ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Circular Orifice Disc Coef: 0.600
Span(in): 2.00 Invert(ft): 726.000
Rise(in): 2.00 Control Elev(ft): 726.000
*** Weir 2 of 2 for Drop Structure Control Stru 1 ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Horizontal Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
1 Span(in): 60.00 Invert(ft): 728.100
Rise(in): 60.00 Control Elev(ft): 726.100
Name: Control Stru 2 From Node: Wet Pond 2 Length(ft): 65.00
Group: BASE To Node: OUTFACE 2 Count: 1
UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance
Geometry: Circular Circular Solution Algorithm: Automatic
Span(in): 24.00 24.00 Flow: Both
Rise(in): 24.00 24.00 Entrance Loss Coef: 0.500
Invert(ft): 736.200 731.000 Exit Loss Coef: 0.200
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concr ete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concr ete: Square edge w/ headwall
*** Weir 1 of 2 for Drop Structure Control St ru 2 ***

Count:
1
Bottom Clip(in):
0.000 TABLE
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Circular Orifice Disc Coef: 0.600
Span(in): 3.50 Invert(ft): 746.000
Rise(in): 3.50 Control Elev(ft): 746.000
*** Weir 2 of 2 for Drop Structure Control St ru 2 ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Horizontal Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 60.00 Invert(ft): 797.200
Rise(in): 60.00 Control Elev(ft): 747.200
----------------------------------------------------------------------------------------------------
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page I of 2

POST-DEVELOPMENT ROUTING INPUT - WET DETENTION BASIN ANALYSIS
CONTROL STRUCTURES

Name: Control Stru 3 From Node: Wet Pond 3
Group: BASE To Node: OUTFACE 3
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span(in): 24.00 24.00
Rise(in): 24.00 24.00
Invert(ft): 734.500 734.000
Manning's N: 0.013000 0.013000
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
*** Weir 1 of 2 for Drop Structure Control Stru 3 ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Circular Orifice Disc Coef: 0.600
Span(in): 2.00 Invert(ft): 734.500
Rise(in): 2.00 Control Elev(ft): 734.500
*** Weir 2 of 2 for Drop Structure Control Stru 3 ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Horizontal Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 60.00 invert(ft): 736.500
Rise(in): 60.00 Control Elev(ft): 736.500
Length(ft): 50.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 0.200
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
r

1
1
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2
i

POST-DEVELOPMENT ROUTING INPUT - WET DETENTION BASIN ANALYSIS
EMERGENCY SPILLWAYS
Name: Spillway 1 From Node: Wet Pond 1
Group: BASE To Node: OUTFACE 1
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
I Bottom Width(ft): 50.00
Left Side Slope(h/v): 3.00
Right Side Slope(h/v): 3.00
Invert(ft): 729.000
Control Elevation(ft): 729.000
Struct Opening Dim(ft): 9999.00
TABLE
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
--------------
Name: -------------------
Spillway 2 ------------
From Node: --------------------------------------------------
Wet Pond 2
Group: BASE To Node: OUTFACE 2
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
Bottom Width(ft):
Left Side Slope(h/v):
Right Side Slope(h/v):
Invert{ft):
Control Elevation(ft):
Struct Opening Dim(ft):
50.00
3.00
3.00
748.500
748.500
9999.00
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
TABLE
--------------
Name: -------------------
Spillway 3 ------------
From Node: --------------------------------------------------
Wet Pond 3
Group: BASE To Node: OUTFACE 3
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
Bottom Width(ft):
Left Side Slope(h/v):
Right Side Slope(h/v):
Invert(ft):
Control Elevation(ft):
Struct Opening Dim(ft):
Bottom Clip(ft):
Top Clip(ft):
Weir Discharge Coef:
Orifice Discharge Coef:
OPTIMIST CLUB ROAD SITE
DENVER, NC
50.00
3.00
3.00
737.000
737.000
9999.00
0.000
0.000
3.200
0.600
TABLE
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1

POST-DEVELOPMENT ROUTING RESULTS
STORMWATER MANAGEMENT & EROSION CONTROL CALCULATIONS
Optimist Club Road Site, Denver, NC

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