20061893 Ver 1_More Info Received_20070112

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January 9, 2007
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North Carolina Department of Environment and Natural Resources
Division of Water Quality
Attn: Cyndi Karoly
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: Optimist Club Road Site
NWP # 39 Application Submittal
Denver, Lincoln County, North Carolina
Dear Ms. Karoly:
Enclosed for your review are five copies of the revised Storm Water Quality
calculations per comments received from the Division of Water Quality for the
subject project. Per your request, we have included a site plan detailing the
maximum building and parking areas per each Parcel and a table summarizing this
information (see Figures 7A and 7B titled Maximum Building/Parking Area
Exhibit). We have also included five copies of the construction documents as part of
our storm water management plan. An additional set of construction documents and
Storm Water Quality calculations have been sent to Alan Johnson.
If there is any additional information you need or any way we can assist in
expediting the processing of this application, please do not hesitate to contact me at
[phone] or by email at [e-mail].
Very truly yours,
Kimley-Horn and Associates, Inc.
Adam C. Perillo
Environmental Scientist
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Copy: Alan Johnson, NCDENR Surface Water
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Suite 300
4651 Charlotte Park Drive
Charlotte, North Carolina
28217
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Stormwater Management Calculations
(Revised per Preliminary Comments)
Optimist Club Road Site
Denver, NC
Prepared for:
David Clark, Jr.; Allison T. Clark; Walter Clark;
Caroline C. Morrison
218 W Main Street
Lincolnton, North Carolina
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OPTIMIST CLUB ROAD SITE
DENVER, NORTH CAROLINA
STORMWATER MANAGEMENT CALCULATIONS
(Revised per Preliminary Comments)
Prepared for:
David Clark, Jr.; Allison T. Clark; Walter Clark; Caroline C. Morrison
218 W Main Street
Lincolnton, North Carolina
Prepared by:
Kimley-Horn and Associates, Inc.
4651 Charlotte Park Drive, Suite 300
Charlotte, North Carolina 28217
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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
MAXIMUM BUILDING/PARKING AREA EXHIBIT
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

r_

Back ound
OVERVIEW
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.
Water Ouality
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 (see attached Water Quality Treatment Area Map). 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.
The following table summarizes the drainage areas to each wet detention pind and the maximum
allowable building/parking area for each parcel:

' STORMWATER MANAGEMENT CALCULATIONS
Optimist Club Road Site, Denver, NC

L'

Parcels Total
Drainage
Area
Impervious Area
Buildin /Parkin Impervious
Area (Private
Road Total
Impervious
Area
Percent
Im ervious

Treatment Facili
Drainage Area
1
A
10.83
6.95
0.59
7.54
69.62 Wet Detention
Pond 1
Drainage Area
2
A
12.88
11.28
0.54
11.82
91.76 Wet Detention
Pond 2
Total A 23.71 18.23

Drainage Area
2
B
12.06
7.27
0.45
7.72
64.00 Wet Detention
Pond 2
Drainage Area
3
B
5.68
4.25
0.35
4.60
80.88 Wet Detention
Pond 3
Total B 17.74 11.51

Drainage Area
3
C
7.29
3.65
0.69
4.34
59.46 Wet Detention
Pond 3
Water Quantity
Stormwater runoff, after being treated, discharges to Forney Creek which runs through the
eastern portion of the site. Based on F1RM 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.
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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' STORMWATER MANAGEMENT & EROSION CONTROL CALCULATIONS
Optimist Club Road Site, Denver, NC

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STORMWATER MANAGEMENT cF EROSION CONTROL CALCULATIONS
' Optimist Club Road Site, Denver, NC

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

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~~~ Kimley-Hom
~~ 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: BRR Date: 1/8/2007
Revised by: Date:

Site Information
Sub Area Location: Wet Detention Basin 1
Drainage Area (DA) = 10.83 Acres
Impervious Area (IA) = 7.55 Acres
Percent Impervious (I) = 69.7
Required Surface Area
Permanent Pool Depth: 4 ft
SA/DA = 2.38 (85% TSS Removal via Pond)
Min Req'd Surface Area = 11228 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) = 0.68 in/in
Storage Volume Required = 26631 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 =
Area @ Top of Permanent Pool =
Volume of Temporary Storage =
Side Slopes of Pond =
Side Slopes of Pond (below shelf) _
Is Permanent Pool Surface Area Suffi
Volume of Storage for 1" Storm =
14626 sf
11243 sf
27162 cf
2.5 : 1
2.5 : 1
cient (yes/no)?
27162
(Elevation = 728.10 )
(Elevation = 726.00 )
Yes ( 11243 > 11228) sf
Yes ( 27162 > 26631 ) cf

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C ~ ~ Kimley-Horn
~ 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: BRR Date: 1/8/2007
Revised by: Date:
Site Information
Sub Area Location: Wet Detention Basin 1
Drainage Area (DA) = 10.8 Acres
Impervious Area (IA) = 7.6 Acres
Percent Impervious (I) = 69.7 % (Drainage Area)
Orifice Sizing
Qz Days = 0.1572 cfs
Qe 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)

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~ /~ Kimley-Hom
~~ ,and Associates, lnc.
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: BRR Date: 1/8/2007

Site Information
Sub Area Location: Wet Deten tion Basin 2
Drainage Area (DA) = 24.96 Acres
Impervious Area (IA) = 24.96 Acres
Percent Impervious (I) = 100.0
Required Surface Area
Permanent Pool Depth: 4 ft
SA/DA = 3.3 (85% TSS Removal via Pond)
Min Req'd Surface Area = 35880 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) = 0.95 in/in
Storage Volume Required = 86075 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 = 747.60 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 = 747.60 )
Area @ Top of Permanent Pool = 52576 sf (Elevation = 746.00 )
Volume of Temporary Storage = 88009 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 > 35880) sf
Volume of Storage for 1"Storm = 88009 Yes ( 88009 > 86075) cf

/ ~ ~ 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: 1/108/2007
Revised by: Date:
Site Information
Sub Area Location: Wet Detention Basin 2
Drainage Area (DA) = 25.0 Acres
Impervious Area (IA) = 25.0 Acres
Percent Impervious (I) = 100.0 % (Drainage Area)
Orifice Sizing
Q2 Days = 0.5093 Cfs
Qs Days = 0.2037 CfS
Orifice Size = 3.50 in
Q orirce = 0.274 Cfs
Drawdown Time = 3.7 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
`~ 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: BRR Date: 1/8/2007
Site Information
Sub Area Location: Wet Deten tion Basin 3
Drainage Area (DA) = 12.97 Acres
Impervious Area (IA) = 9.72 Acres
Percent Impervious (I) = 74.9
Required Surface Area
Permanent Pool Depth: 4 ft
SA/DA = 2.59 (85% TSS Removal via Pond)
Min Req'd Surface Area = 14633 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) = 0.72 in/in
Storage Volume Required = 34109 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 Areas/Volumes
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 > 14633) sf
Volume of Storage for 1"Storm = 35034 Yes ( 35034 > 34109) cf

/ ~ /~ 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: 1/8/2007
Revised by: Date:
Site Information
Sub Area Location: Wet Detention Basin 3
Drainage Area (DA) = 12.97 Acres
Impervious Area (IA) = 9.7 Acres
Percent Impervious (I) = 74.9 % (Drainage Area)
Orifice Sizing
QZ 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)

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

[~
1
POST-DEVELOPMENT HYDROLOGY
2-YR, 10-YR, 50-YR, 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): 10.830
Vol of Unit Hyd (in): 1.001
Curve Number: 90.700
Time Max (hrs): 12.01
Flow Max (cfs): 31.311
Runoff Volume (in): 2.157
Runoff Volume (ft3): 84810.167
Basin Name: Drainage Area 2
Group Name: 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): 24.960
Vol of Unit Hyd (in): 1.000
Curve Number: 92.800
DCIA ($): 0.000
Time Max (hrs): 12.01
Flow Max (cfs): 76.670
Runoff Volume (in): 2.351
Runoff Volume (ft3): 213001.899
Basin Name: Drainage Area 3
Group Name: BASE
Simulation: 02y24h
Node Name: Wet Pond 3
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 3.120
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 12.970
Vol of Unit Hyd (in): 1.000
Curve Number: 90.500
DCIA ($): 0.000
Time Max (hrs): 12.01
Flow Max (cfs): 37.267
Runoff Volume (in): 2.140
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.
Page 1 of 5

POST-DEVELOPMENT HYDROLOGY
2-YR, 10-YR, 50-YR, 100-YR, 24-HR STORM EVENTS
Runoff Volume (ft3): 100730.966
--------------------------------------------------------------------------------
Basin Name: Drainage Area 1
Group Name: BASE
Simulation: 100y24h
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): 6.960
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 10.830
Vol of Unit Hyd (in): 1.001
Curve Number: 90.700
DCIA ($): 0.000
Time Max (hrs): 12.00
Flow Max (cfs): 79.392
Runoff Volume (in): 5.867
Runoff Volume (ft3): 230656.801
----------------------------------------------
Basin Name: Drainage Area 2
Group Name: BASE
Simulation: 100y24h
Node Name: Wet Pond 2
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 6.960
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 24.960
Vol of Unit Hyd (in): 1.000
Curve Number: 92.800
DCIA ($): 0.000
Time Max (hrs): 12.00
Flow Max (cfs): 186.550
Runoff Volume (in): 6.111
Runoff Volume (ft3): 553684.179
--------------------------------------------------------------------------------
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): 12.970
Vol of Unit Hyd (in): 1.000
Curve Number: 90.500
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 5

POST-DEVELOPMENT HYDROLOGY
2-YR, 10-YR, 50-YR, 100-YR, 24-HR STORM EVENTS
DCIA (~): 0.000
Time Max (hrs): 12.00
Flow Max (cfs): 94.686
Runoff Volume (in): 5.844
Runoff Volume (ft3): 275146.657
Basin Name: Drainage Area 1
Group Name: BASE
Simulation: 10y29h
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
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 10.830
Vol of Unit Hyd (in): 1.001
Curve Number: 90.700
DCIA (~): 0.000
Time Max (hrs): 12.00
Flow Max (cfs): 52.470
Runoff Volume (in): 3.758
Runoff Volume (ft3): 147747.193
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): 24.960
Vol of Unit Hyd (in): 1.000
Curve Number: 92.800
DCIA (~): 0.000
Time Max (hrs): 12.00
Flow Max (cfs): 125.118
Runoff Volume (in): 3.982
Runoff Volume (ft3): 360762.27 3
-------------------------
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
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 5

POST-DEVELOPMENT HYDROLOGY
2-YR, 10-YR, 50-YR, 100-YR, 24-HR STORM EVENTS
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 12.970
Vol of Unit Hyd (in): 1.000
Curve Number: 90.500
DCIA ($): 0.000
Time Max (hrs): 12.00
Flow Max (cfs): 62.616
Runoff Volume (in): 3.737
Runoff Volume (ft3): 175956.563
Basin Name: Drainage Area 1
Group Name: SASE
Simulation: SOy24h
Node Name: Wet Pond 1
Basin Type: SCS Unit Hydrograph
'
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 6.480
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00 ,
Time Shift (hrs): 0.00
Area (ac): 10.830
Vol of Unit Hyd (in): 1.001
Curve Number: 90.700
DCIA ($): 0.000
Time Max (hrs): 12.00
Flow Max (cfs): 73.440
Runoff Volume (in): 5.396
Runoff Volume (ft3): 212127.988
Basin Name: Drainage Area 2
Group Name: BASE
Simulation: SOy24h
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): 6.980
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 24.960
Vol of Unit Hyd (in): 1.000
Curve Number: 92.800
DCIA ($): 0.000
Time Max (hrs): 12.00
Flow Max (cfs): 172.961
Runoff Volume (in): 5.636
Runoff Volume (ft3): 510661.646
------------------------
Basin Name: ----------
Drainage ----------------------------------------------
Area 3
'
Group Name: BASE
Simulation: SOy24h
Node Name: Wet Pond 3
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 5

POST-DEVELOPMENT HYDROLOGY
2-YR, 10-YR, 50-YR, lOD-YR, 24-HR STORM EVENTS
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): 12.970
Vol of Unit Hyd (in): 1.0D0
Curve Number: 90.500
DCIA (~): 0.000
Time Max (hrs): 12.00
Flow Max (cfs): 87.752
Runoff Volume (in): 5.373
Runoff Volume (ft3): 252974.428
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 5

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

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POST-DEVELOPMENT ROUTING INPUT: EMERGENCY SPILLWAY
Name: Spillway 1 From Node: Wet Pond 1
Group: BASE To Node: OUTFACE 1
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
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

i

f

----------------------------------------------------------------------------------------------------
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): 50.00
Left Side Slope(h/v): 3.00
Right Side Slope(h/v): 3.00
Invert(ft): 748.500
Control Elevation(ft): 748.500
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 3 From Node: Wet Pond 3
Group: BASE To Node: OUTFACE 3
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
Bottom Width(ft): 50.00
Left Side Slope(h/v): 3.OD
Right Side Slope(h/v): 3.00
Invert(ft): 737.000
Control Elevation(ft): 737.000
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
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.
Page 1 of 1

POST-DEVELOPMENT ROUTING INPUT: 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
Span(in): 60.00 Invert(ft): 726.100
Rise(in): 60.00 Control Elev(ft): 728.100
--------------
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 *
TABLE
Count: 0 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): 3.50 Invert(ft): 746.000
Rise(in): 3.50 Con~rol 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): O.D00
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 60.00 Invert(ft): 747.600
Rise(in): 60.00 Control Elev(ft): 747.600
Name: Control Stru 3 From Node: Wet Pond 3 Length(ft): 50.00
OPTIMIST CLUB ROAD SITE
DENVER, NC
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2

POST-DEVELOPMENT ROUTING INPUT: CONTROL STRUCTURES
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: 0.013O0D 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
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
*** 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): 734.600
Rise(in): 2.00 Control Elev(ft): 734.600
*** Weir 2 of 2 for Drop Structure Control Stru 3 ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Hori2ontal 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
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: STORAGE AND OUTFACE
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
0
Name: OUTFACE 3 Base Flow(cfs): 0.000 Init Stage(ft): 734.000
Group: BASE Warn Stage(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

Name: Wet Pond 2 Base Flow(cfs): 0.000 Init Stage(ft): 746.000
Group: BASE Warn Stage(ft): 999.000
Type: Stage/Area

--- Stage(ft)
------------ ------ Area(ac)
---------
746.000 1.2070
747.000 1.2998
748.000 1.3940
749.000 1.4893
750.000 1.5855

Name: Wet Pond 3 Base Flow(cfs): 0.000 Init Stage(ft): 734.500
Group: BASE Warn Stage(ft): 999.000
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
OPTIMIST CLUB ROAD SITE
DENVER, NC
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, Deaver, NC

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