20081394 Ver 1_More Info Received_20081210

vM`KIT`a&cREsD
TO: NCDWQ
Wetlands/401 Certification Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
ATTENTION: Ian McMillan
LETTER OF TRANSMITTAL
DATE: December 9, 2008
PROJECT NO: 1517-0178 TASK NO:
RE: State Employees' Credit Union - Madison
TRANSMITTAL NO: PAGE 1 OF 1
WE ARE SENDING: ? Originals ® Prints ? Shop Drawings ? Samples
? Specifications ® Calculations ® Other
Quantity Drawing No. Rev Description Status
1 Revised copy of the Stormwater Narrative & Calculations
1 Revised copy of the Construction Plans
1 Response to Comments

REMARKS: Please find the enclosed revised Stormwater Management Plan Submittal for the proposed
State Employees' Credit Union in Madison. Please feel free to call me with any questions or
comments.
Thanks,
1730 Varsity Dr., Suite 500, Raleigh, NC 27606 919/233-8091 Fax [phone]
Cc: Sue Homewood, DWQ Winston Salem McKIM & CREED, PA
Regional Office
Signed 1 0 2008 Ja on C. Allen, PE, LEED AP
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRAK"
Response to Comments Dated 11/19/08
Please remove the layer of mulch that was specified above the engineered soil
media. Mulch is not needed for grassed bioretention cells.
Response: The layer of mulch has been removed.
2. Please provide fertilizer and watering specifications to establish the Bermuda
grass.
Response: Notes regarding fertilizer application and watering have been
added to the permanent seeding schedule on sheet C1203.
Please reconfigure the underdrains so that they run the entire length of the
bioretention cell.
Response: The bioretention underdrains have been reconfigured to run the
entire length of the cells.
4. Please provide details of the flow splitting device that conveys stormwater
drainage to the two proposed bioretention cells as well as the calculations that
support the design of this device.
Response: Per telephone conversation, there is no flow splitting device in this
project.
5. Please provide a construction sequence. The required items checklist states that
there is a construction sequence on C 1203; however, this is not present on the
plans that were submitted.
Response: A phased construction sequence has been provided on sheets
C1201 through C 1203.

STORMWATER AND EROSION CONTROL
' NARRATIVE AND CALCULATIONS

NC State Employees' Credit Union
Madison
Rockingham County, North Carolina
Prepared for:
State Employees' Credit Union
' c/o O'Brien Atkins Architects
PO BOX 12037
RTP, NC 27709
' [phone]
' Date:
4/9/2008
' Revised: 9/19/2008
Revised: 11/3/2008
Revised: 12/4/2008
' Prepared by:
' McKim & Creed, PA
1730,Varsity Drive
Suite 500 0 P@ROWM n
' Raleigh, NC 27606 it
DEC 1 0 2008
' DENR • WATER DUALITY
WETLANDS AND STORMWATER BRANCH
v MCMM&CREED
v
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TABLE OF CONTENTS-
NARRATIVE
FIGURES
SITE AERIAL PHOTO
USDA SOIL SURVEY MAP
PRE-DEVELOPMENT DRAINAGE AREA MAP
POST-DEVELOPMENT DRAINAGE AREA MAP
WATER QUALITY
BIORETENTION AREA DESIGN SUMMARY SHEETS
WATER QUANTITY
PRE- vs. POST-DEVELOPMENT WATER QUANTITY SUMMARY
EROSION CONTROL CALCULATIONS
SEDIMENT TRAP CALCULATIONS
SWALE & DIVERSION DITCH DESIGN CALCULATIONS
RIP RAP APRON SIZING
PRE-DEVELOPMENT STORMWATER CALCULATIONS
POST-DEVELOPMENT STORMWATER CALCULATIONS
STORM DRAINAGE CALCULATIONS

DESIGN NARRATIVE
1. GENERAL
The project site is located on Chief Martin Street approximately 1115 feet from the intersection
' of Highway Street and Chief Martin Street in Rockingham County, North Carolina. The total
area of the parcel is 6.99 acres. The total disturbed area for site construction is 2.96 acres.
The intent of this project is to construct a new State Employees Credit Union and all associated
parking required to serve the facility. The bank will incorporate a four lane drive-up teller bay
area that will be serviced from the interior parking drives. The site will be served by public
' water and public sewer systems.
Stormwater and erosion control devices will be designed and constructed in accordance with
' the NCDENR Division of Land Quality and Division of Water Quality requirements.
2. EXISTING SITE DESCRIPTION
' The existing topography of the site is slight to moderate slopes (4% - 6%) with a high point
generally in the northeast property corner around elevation 637. The site drains east to west to
an existing stream.
' The point of interest used for stormwater calculations is the existing creek immediately
downstream of the site. Pre-construction runoff at the point of interest is 4.51 cfs for the 1-yr,
24-hour storm. The water body downstream from the site is Big Beaver Island Creek, which is
considered class C water. Existing vegetation consists primarily of trees, and existing soils on
the site are, per USGS soils survey, SvB (Stoneville Loam, 2-8% slopes) and SwC (Stoneville-
urban land complex, 2-10% slopes). The soils are classified as hydrologic soil type B.
3. PROPOSED IMPROVEMENTS
' An existing 36" corrugated metal pipe currently enters the site from the east and outlets
stormwater from the adjacent site into the existing stream mentioned above. The corrugated
' metal pipe will be shortened and rerouted around the site to bypass offsite runoff. The offsite
drainage area to this pipe was estimated using aerial photographs to have 10.02 acres of
impervious surface and 2.90 acres of pervious surface. There is also a 12" CMP at the
' southeast corner of the site that discharges stormwater from the same adjacent property. The
offsite drainage area to this pipe was estimated to be 1.42 acres of impervious surface and 2.57
acres of pervious surface. This drainage will also bypass the proposed site.
' Onsite stormwater controls were designed for 85% TSS removal and control of the first 1" of
runoff per NCDWQ requirements. Two grassed bioretention areas are proposed to meet these
requirements. Pre-development runoff for the 1-yr, 24-hour storm is 4.51 cfs while post-
development runoff is 3.68 cfs. Offsite areas where there was no change in runoff between
pre- and post-development were not included in these calculations.
' Stormwater runoff will be conveyed to the proposed bioretention areas through a system of
reinforced concrete pipes, catch basins, drop inlets, flared end sections and manholes. Rip-rap
aprons will serve to reduce exit velocities at proposed flared end sections.

4. EROSION AND SEDIMENTATION CONTOL
Erosion control measures have been designed per NCDENR Division of Land Quality
requirements. Temporary diversion ditches, silt fence, inlet protection and sediment traps have
all been implemented to reduce sediment laden runoff from the site. A temporary construction
t entrance will be constructed on Chief Martin Rd.
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WATER QUALITY

NORTH BIORETENTION AREA
Project Information:
Project Name: SECU - Madison
McKim & Creed Project #: 01517-0178
Designed by: JCA Date: 9/23/2008
Revised by: Date:
Revised by: Date:
Checked by: Date:
Site Information:
Sub Area Location: Post-1
Drainage Area (DA) = 1.31 Acres
Impervious Area (IA) = 0.73 Acres
Percent Impervious (I) = 55.7 %
Required Storage Volume:
Design Storm = 1.0 inch
Determine Rv Value = 0.05 + .009 (1) = 0.55
Storage Volume Required = 2,623 cf
Surface Area:
Ponding Depth =
Surface Area =
Elevations:
Top Elevation =
Temporary Pool Elevation =
Bottom Elevation =
10 in.
3,147 sf
624.00 ft
622.83 ft (Riser Elev.)
622.00 ft
Areas/Volumes:
Area @ Top of Temporary Pool = 3,756 sf
Bottom Surface Area = 3,174 sf
Volume of Temporary Storage = 2,923 cf
Bioretention Area Side Slopes = 3 : 1
Volume of Storage for 1" Storm = 2,923
(Elev = 622.83)
(Elev = 622.00)
Bottom Elev. (622') to Riser Elev. (622.83'))
Yes ( 2923 > 2623 ) cf

k

NORTH BIORETENTION AREA
Find Time Drawdown of Water Through Bio-Retention Soil Laver
A. Rate of Drawdown Qd = (2.3e-5) * k * SA * H / L H / L Approximatley = 1
Qd= 0.1448 cf
B. Find Time to Drawdown Water from Inundation to Saturation at Surface:
Volume to Drawdown: Vi-s = SA *Depth
Vi-s = 2,623
Time to Remove Volume of Water at Flowrate Qd:
Ti-s = Vi-s / Qd = 18,116 sec.
5 hr.
C. Find Time to Drawdown Water from Saturation at Surface to 2 feet Below Surface:
Porosity (n) = 0.45
Volume to Drawdown: Vi-s = 2 feet * SA * n
Vs-2 = 2,832
Time to Remove Volume of Water at Flowrate Qd:
Ts-2 = Vs-2 / Qd = 19,565 sec.
= 5 hrs
D. Total Time to Draw Water Through Soil:
T= 10 hrs
NORTH BIORETENTION AREA
Underdrain Pipe Sizing
Note: Underdrain pipes are to be used when existing soil is clay.
NxD=16*(10*Qd*nISA0.5)^(3/8)
N (Numbr of Underdrain Pipes )
D (Pipe Diameter) = 6 in
s (Internal Slope of Pipe) = 0.50%
n (Mannings Roughness Coefficient) = 0.011
N x D = 9.15
N = 1.52
= 2 Pipes
Pipe Type and Diameter Manning Roughness Coeff.
4" Single Wall Corrugated Plastic 0.014 - 0.015
4" Smooth Wall Plastic 0.010 - 0.011
6" Single Wall Corrugated Plastic 0.014 - 0.015
6" Smooth Wall Plastic 0.010 - 0.011
8" Single Wall Corrugated Plastic 0.015 - 0.016
Gravel Envelope: Underdrain pipe should have 2 inches gravel cover.
The minimum depth for the gravel envelope should be 6 inches.
Depth = 8 in
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SOUTH BIORETENTION AREA
Project Information:
Site Information:
Project Name:
McKim & Creed Project #:
Designed by
Revised by:
Revised by:
Checked by:
Sub Area Location
Drainage Area (DA) _
Impervious Area (IA) _
Percent Impervious (I) _
Required Storage Volume:
SECU - Madison
015-17-0178
JCA Date: 9/23/2008
Date:
Date:
Date:
Post-2
0.94 Acres
0.50 Acres
53.2 %
Design Storm = 1.0 inch
Determine Rv Value = 0.05 +.00 9 (1) 0.53
Storage Volume Required = 1,804 cf

Surface Area:
Ponding Depth = 10 in.
Surface Area = 2,165 sf
Elevations:
Top Elevation = 623.00 ft
Temporary Pool Elevation = 621.83 ft (Riser Elev.)
Bottom Elevation = 621.00 ft
AreaslVolumes:
Area @ Top of Temporary Pool = 2,763 sf
Bottom Surface Area = 2,298 sf
Volume of Temporary Storage = 2,137 cf
Bioretention Area Side Slopes = 3 : 1
Volume of Storage for 1" Storm = 2,137
(Elev = 621.83)
(Elev = 621.00)
Bottom Elev. (621') to Riser Elev. (621.83'))
Yes ( 2137 > 1804 ) cf

SOUTH BIORETENTION AREA
Find Time Drawdown of Water Through Bio-Retention Soil Laver
A. Rate of Drawdown Qd = (2.3e-5) * k * SA * H / L H / L Approximatley = 1
Qd= 0.0996 cf
B. Find Time to Drawdown Water from Inundation to Saturation at Surface:
Volume to Drawdown: Vi-s = SA *Depth
Vi-s = 1,804
Time to Remove Volume of Water at Flowrate Qd:
Ti-s = Vi-s / Qd = 18,116 sec.
5 hr.
C. Find Time to Drawdown Water from Saturation at Surface to 2 feet Below Surface:
Porosity (n) = 0.45
Volume to Drawdown: Vi-s = 2 feet * SA * n
Vs-2 = 1,948
Time to Remove Volume of Water at Flowrate Qd:
Ts-2 = Vs-2 / Qd = 19,565 sec.
= 5 hrs
D. Total Time to Draw Water Through Soil:
T= 10 hrs
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SOUTH BIORETENTION AREA
Underdrain Pipe Sizing
Note: Underdrain pipes are to be used when existing soil is clay.
N x D = 16*( 10*Qd*n/s^0.5)^(3/8)
N (Numbr of Underdrain Pipes )
D (Pipe Diameter) = 6 in
s (Internal Slope of Pipe) = 0.50%
n (Mannings Roughness Coefficient) = 0.011
N x D = 7.95
N = 1.33
2 Pipes
Pipe Type and Diameter Manning Roughness Coeff.
4" Single Wall Corrugated Plastic 0.014 - 0.015
4" Smooth Wall Plastic 0.010 - 0.011
6" Single Wall Corrugated Plastic 0.014 - 0.015
6" Smooth Wall Plastic 0.010 - 0.011
8" Single Wall Corrugated Plastic 0.015 - 0.016
Gravel Envelope: Underdrain pipe should have 2 inches gravel cover.
The minimum depth for the gravel envelope should be 6 inches.
Depth = 8 in

11

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WATER QUANTITY
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EROSION CONTROL
CALCULATIONS
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Project Information
Project Name:
McKim & Creed Project #:
Designed by:
Revised by:
Checked by:
SKIMMER BASIN #1
SECU - Madison
01517-0178
JCA
JCA
GML
Date: 9/16/2008
Date: 10/27/2008
Date: 9/18/2008
Drainage Area Total, AT= 2.38 Ac
Disturbed, AD= 1.56 Ac
10-year Runoff (Q10) C = 0.60
Tc = 5.00 min
110 = 6.85 in/hr
Q10 = 9.78 cfs
Surface Area Required SA = 325 sf X Q10
SA = 3,179 sf (At Storage Elevation)
Non-Rectangular Areas Surface = 3,180 sf (At Storage Elevation)
Bottom = 1,932 sf
Volume Required VR = 1800 cf/Ac x AD
VR = 2,808 cf (At Spillway Elevation)
Side Slopes = 3 :1
Depth = 2 .0 ft
Elevations Description Elevation
Top of Berm 624.00
Riser Elevation 622.83
Storage Elevation 622.00
Cleanout Mark 621.00 (Half of storage height)
Bottom 620.00
Provided SAP= 3,180 sf >
VP = 5,112 cf >
Skimmer Sizing 1.5"
3,179
2,808
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SKIMMER BASIN #2
Project Information
Project Name: SECU - Madison
McKim & Creed Project #: 01517-0178
Designed by: JCA
Revised by: JCA
Checked by: GML
Date: 9/16/2008
Date: 10/27/2008
Date: 9/18/2008
Drainage Area Total, AT= 0.91 Ac
Disturbed, AD= 0.91 Ac
10-year Runoff (Q10) C = 0.60
Tr = 5.00 min
110 = 6.85 in/hr
Q10 = 3.74 cfs
Surface Area Required SA = 325 sf X Q10
SA = 1,216 sf (At Storage Elevation)
Non-Rectangular Areas Surface = 2,298 sf (At Storage Elevation)
Bottom = 1,339 sf
Volume Required VR = 1800 cf/Ac x AD
VR = 1,638 cf (At Storage Elevation)
Side Slopes = 3 :1
Depth = 2.0 ft
Elevations Description Elevation
Top of Berm 623.00
Riser Elevation 621.83
Storage Elevation 621.00
Cleanout Mark 620.00 (Half of sto rage height)
Bottom 619.00
Provided SAP= 2,298 sf > 1,216
VP = 3,637 cf > 1,638
Skimmer Sizing 1.5"
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SEDIMENT ROCK DAM #3
Project Information
Project Name: SECU - Madison
McKim & Creed Project #: 01517-0178
Designed by: JCA Date: 10/30/2008
Revised by: JCA Date: 12/3/2008
Checked by: GML Date: 10/30/2008
Drainage Area Total, AT= 1.98 Ac
Disturbed, AD= 1.77 Ac
10-year Runoff (Q10) C = 0.35
Tc = 5.00 min
110 = 6.85 in/hr
Q90 = 4.75 cfs
Surface Area Required SA = 435 sf X Q10
SA = 2,065 sf (At Weir Elev.)
Non-Rectangular Areas Surface = 2,150 sf (At Weir Elev.)
Bottom = 611 sf
Volume Required VR = 3600 cf/Ac x AD
VR = 6,372 cf (At Weir Elev.)
Side Slopes = 2 :1
Depth = 5.0 ft
Elevations Description Elevation
Top of Rock Abutment 626.00
Weir Elevation 624.00
Bottom 619.00
Provided SAP= 2,150 sf > 2,065
VP = 6,903 cf > 6,372
Stone Spillway - Q10 110 = 6.85 in/hr
Q10 = 4.75 cfs
Cw = 3.0
h = 0.5 ft
Lmin = 4.48 ft
SEDCAD 4.0
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Material: Grass mixture
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Left Right nce
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Stability Stability j Capacity Capacity
Class D w/o Class D w/ Class B w/o Class B w/
Freeboard Freeboard Freeboard Freeboard
Design Discharge: 1.67 cfs _ 1.67 cfs
Depth: 0.28 ft 0.78 ft 0.61 ft 1.11 ft
Top Width: 5.21 ft 8.21ft, 7.15 ft 10.15 ft
Velocity: 1.35 fps 0.52 fps
X-Section Area: 1.24 sq ft 3.24 sq ft
Hydraulic Radius: 0.234 0.441
Froude Number: 0.49 0.14
Roughness Coefficient: 0.0830 0.3296
SEDCAD Utility Run Printed 09-17-2008
' SEDCAD 4.0
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Material: Grass Mixture
Trapezoidal Channel
Bottom Left Right Retardance Freeboard Freeboard Freeboard Limiting
Width (ft) Sideslope Sideslope Slope (%) Classes
Ratio Ratio o Mult, x
Depth (ft) /o of Depth Velocity
(fps)
(VxD)
3.00 3.0:1 3.0:1 2.8 D, B 0.50 5.0
Stability
Class D w/o
Freeboard Stability
Class D w/
Freeboard Capacity
Class B w/o
Freeboard Capacity
Class B w/
Freeboard
Design Discharge: 0.68 cfs 0.68 cfs
Depth: 0.23 ft 0.73 ft 0.54 ft 1.04 ft
Top Width: 4.39 ft 7.39 ft 6.26 ft 9.26 ft
Velocity: 0.80 fps 0.27 fps
X-Section Area: 0.85 sq ft 2.51 sq ft
Hydraulic Radius: 0.191 0.391
Froude Number: 0.32 0.08
Roughness Coefficient: 0.1036 0.4933
SEDCAD Utility Run Printed 10-31-2008
SEDCAD 4.0
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Material: Grass Mixture
Trapezoidal Channel

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Width (ft) R
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Class B w/
Freeboard
Design Discharge: 13.65 cfs 13.65 cfs
Depth: 0.80 ft 1.30 ft 1.31 ft 1.81 ft
Top Width: 7.81 ft 10.81 ft 10.87 ft 13.87 ft
Velocity: 3.15 fps 1.50 fps
X-Section Area: 4.33 sq ft 9.09 sq ft
Hydraulic Radius: 0.537 0.805
Froude Number: 0.75 0.29
Roughness Coefficient: 0.0497 0.1368
SEDCAD Utility Run Printed 10-31-2008
SEDCAD 4.0
r-,rinht 100A P-1. I Ghuroh
1
Swale #4 Permanent Lining
Material: Grass Mixture
Trapezoidal Channel
Left Ri ht
Bottom g Retardance Freeboard
Freeboard Freeboard Limitin
g
Width (ft) Sideslope Sideslope Slope (%) Classes
Ratio Ratio Depth (ft) /o o of Mult. x
Depth Velocity
s)
(f
(VxD) p
4.00 3.0:1 3.0:1 0.8 D, B 0.50 5.0
Stability Stability Capacity Capacity
Class D w/o Class D w/ Class B w/o Class B w/
Freeboard Freeboard Freeboard Freeboard
Design Discharge: 0.47 cfs 0.47 cfs
Depth: 0.25 ft 0.75 ft 0.64 ft 1.14 ft

Top Width: 5.51 ft 8.51 ft 7.87 ft 10.87 ft
Velocity: 0.39 fps
- ----- 0.12 fps
- - -- -
X-Section Area: 1.20 sq ft 3.83 sq ft
Hydraulic Radius: 0.214 0.474
Froude Number: 0.15 0.03
Roughness Coefficient: 0.1242 0.6754
SEDCAD Utility Run Printed 10-31-2008
1
1
1
1
r
1
1
1
1
S EDCAD 4.0
r........-M 10011 o-1., ,

Swale #1 Temporary Lining
Material: Straw w/Net
Trapezoidal Channel
Left Right
Bottom Freeboard Freeboard Freeboard
Sideslopa Sideslopa Slope (%) Mannings n
Width (ft) Mult. x
Ratio
Ratio Dept O ft % of Depth (Vx
VxD)
3.50 3.0:1 3.0:1 3.9 0.0330
w/o Freeboard w/ Freeboard
Design Discharge: 1.67 cfs
Depth: 0.17 ft
Top Width: 4.51 ft
Velocity: 2.49 fps
X-Section Area: 0.67 sq ft
Hydraulic Radius: 0.147
Froude Number: 1.14
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
T=yxdxs
Where:
7 = 62.4
d=0.17
s =0.039
62.4 x 0.17 x 0.039 = 0.41
T < Tmax
0.41 < 1.45
.•. Straw w/ Net is acceptable
SEDCAD Utility Run
Printed 11-18-2008

SEDCAD 4.0
r.. n.ninh? loos D-I 1 C.-L... k
1
Swale #2 Temporary Lining
Material: Straw w/Net
Trapezoidal Channel
Left Right
Bottom Freeboard Freeboard Freeboard
Sideslope Sideslope Slope (%) Manning's n
Width (ft)
Depth (ft) % of Depth Mult. x
Ratio Ratio (VxD)
3.00 3.0:1 3.0:1 2.8 0.0330
w/o Freeboard w/ Freeboard
Design Discharge: 0.68 ds
Depth: 0.12 ft
Top Width: 3.71 ft
Velocity: 1.70 fps
X-Section Area: 0.40 sq ft
Hydraulic Radius: 0.106
Froude Number: 0.91
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
T=yxdxs
Where:
Y = 62.4
d = 0.12
s =0.028
62.4 x 0.12 x 0.028 = 0.21
T < Tmax
0.21 < 1.45
.•. Straw w/ Net is acceptable
SEDCAD Utility Run
Printed 11-18-2008
t
1
1
1

r
SEDCAD 4.0
(`nn..r;-k+ 400R Demme 1 C..L....e F.
1
Swale #3 Temporary Lining
Material: Straw w/Net
Trapezoidal Channel
Left Right
Bottom Freeboard Freeboard Freeboard
Sideslo a Sideslo a Slope % Mannings n
Width (ft)
p ( ) x
Mult.
Depth (ft) % of Depth
Ratio Ratio (Vx
VxD)
3.00 3.0:1 3.0:1 2.5 0.0330
w/o Freeboard w/ Freeboard
Design Discharge: 13.65 cfs
Depth: 0.65 ft
Top Width: 6.92 ft
Velocity: 4.22 fps
X-Section Area: 3.24 sq ft
Hydraulic Radius: 0.454
Froude Number: 1.09
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
T-yxdxs
Where:
y = 62.4
d = 0.65
s =0.025
62.4 x 0.65 x 0.025 = 1.01
T < Tmax
1.01 < 1.45
.•. Straw w/ Net is acceptable
SEDCAD Utility Run
Printed 11-18-2008
1
1
1
1
1
1
1
1
1
1

1

SEDCAD 4.0
1
Swale #4 Temporary Lining
Material: Straw w/Net
Trapezoidal Channel
Left Right
Bottom Freeboard Freeboard Freeboard
Sideslope Sideslope Slope (%) Manning's n
Width (ft)
Mult. x
Ratio Ratio Depth (ft) % of Depth
(VxD)
4.00 3.0:1 3.0:1 0.8 0.0330
w/o Freeboard w/ Freeboard
Design Discharge: 0.47 cfs
Depth: 0.12 ft
Top Width: 4.71 ft
Velocity: 0.92 fps
X-Section Area: 0.51 sq ft
Hydraulic Radius: 0.108
Froude Number: 0.49
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
T-7x dxs
Where:
7 = 62.4
d=0.12
s =0.008
62.4 x 0.12 x 0.008 = 0.06
T < Tmax
0.06 < 1.45
.•. Straw w/ Net is acceptable
SEDCAD Utility Run
Printed 11-18-2008

1
1
1

?J

1
1
SEDCAD 4.0
r .---inM loop o-I i
1
Diversion Ditch #1 Temporary Lining
Material: Straw w/ Net
Trapezoidal Channel
Bottom Left Right Freeboard Freeboard Freeboard
Sideslope Sideslope Slope (%) Manning 's n
Width (ft) Depth (ft) % of Mult. x
Depth
Ratio Ratio (VxD)
0.50 3.0:1 3.0:1 4.1 0.0330 0.30
w/o Freeboard w/ Freeboard
Design Discharge: 1.05 cfs
Depth: 0.28 ft 0.58 ft
Top Width: 2.20 ft 4.00 ft
Velocity: 2.75 fps
X-Section Area: 0.38 sq ft
Hydraulic Radius: 0.167
Froude Number: 1.16
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
T-7x dxs
Where:
Y = 62.4
d = 0.28
s =0.041
62.4 x 0.28 x 0.041 = 0.72
T < Tmax
0.72 < 1.45
.•. Straw w/ Net is acceptable
SEDCAD Utility Run
Printed 10-31-2008
SEDCAD 4.0
r .m ti. loop os vim i c,ti...?k
1
Diversion Ditch #1A Temporary Lining
Material: Straw w/ Net
Trapezoidal Channel
Left Right
Bottom Freeboard Freeboard Freeboard
Sideslope Sideslope Slope (%) Manning's n
Width (ft)
Mult. x
Ratio Ratio Depth (ft) % of Depth
(VxD)
0.50 3.0:1 3.0:1 1.7 0.0330 0.30
w/o Freeboard w/ Freeboard
Design Discharge: 0.55 cfs
Depth: 0.26 ft 0.56 ft
Top Width: 2.04 ft 3.84 ft'
Velocity: 1.68 fps
X-Section Area: 0.33 sq ft
Hydraulic Radius: 0.154
Froude Number: 0.74
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
ti=yxdxs
Where:
Y = 62.4
d = 0.26
s =0.017
62.4 x 0.26 x 0.017 = 0.28
T < Tmax
0.28 < 1.45
.•. Straw w/ Net is acceptable
SEDCAD Utility Run Printed 12-04-2008

11
1
1
1
1

SEDCAD 4.0
r nnevin4d 1002 D-Id I C,k. K
1
Diversion Ditch #1B Temporary Lining
Material: Straw w/ Net
Trapezoidal Channel
Bottom Left Right Freeboard Freeboard Freeboard
Width (ft) Sideslope Sideslope Slope (%) Manning's n Depth (ft) % of Depth Mult. x (VxD)
Ratio Ratio
0.50 3.0:1 3.0:1 1.5 0.0330 0.30
w/o Freeboard w/ Freeboard
Design Discharge: 1.88 cfs
Depth: 0.46 ft 0.76 ft
Top Width: 3.24 ft 5.04 ft
Velocity: 2.21 fps
X-Section Area: 0.85 sq ft
Hydraulic Radius: 0.252
Froude Number: 0.76
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
T=yxdxs
Where:
7 = 62.4
d = 0.46
s =0.015
62.4 x 0.46 x 0.015 = 0.43
T < Tmax
0.43 < 1.45
.% Straw w/ Net is acceptable
SEDCAD Utility Run
Printed 12-04-2008

1
1
1
1
1
1
1

1
1
SEDCAD 4.0
r'-...inM 1OOQ o.,. 1, i c.-k,.-k
1
Diversion Ditch #2 Temporary Lining
Material: Straw W/Net
Trapezoidal Channel
Bottom Left Right Freeboard Freeboard Freeboard
Sideslope Sideslope Slope (%) Manning 's n
Width (ft) Mult. x
Ratio Ratio Depth (ft) % of Depth (VxD)
0.50 3.0:1 3.0:1 1.0 0.0330 0.30
w/o Freeboard w/ Freeboard
Design Discharge: 1.33 cfs
Depth: 0.43 ft 0.73 ft
Top Width: 3.07 ft 4.87 ft
Velocity: 1.74 fps
X-Section Area: 0.77 sq ft
Hydraulic Radius: 0.238
Froude Number: 0.61
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
T-7x dxs
Where:
7 = 62.4
d = 0.43
S =0.010
62.4 x 0.43 x 0.010 = 0.27
T < Tmax
0.27 < 1.45
.•. Straw w/ Net is acceptable
SEDCAD Utility Run
Printed 12-04-2008

1
1
I'
SEDCAD 4.0
rnn,rrinh? loop D-I 1 Crb,..ro4,
1
Diversion Ditch #2A Temporary Lining
Material: Straw W/Net
Trapezoidal Channel
Bottom Left Right Freeboard Freeboard Freeboard
Width (ft) Sideslope Sideslope Slope (%) Manning's n
Ratio Ratio Depth O ft % of Depth Mult. x (VxD
)
0.50 3.0:1 3.0:1 1.0 0.0330 0.30
w/o Freeboard w/ Freeboard
Design Discharge: 1.10 cfs
Depth: 0.39 ft 0.69 ft
Top Width: 2.87 ft 4.67 ft
Velocity: 1.65 fps
X-Section Area: 0.66 sq ft
Hydraulic Radius: 0.222
Froude Number: 0.61
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
T=yxdxs
Where:
Y = 62.4
d = 0.39
S =0.010
62.4 x 0.39 x 0.010 = 0.24
T < Tmax
0.24 < 1.45
.•. Straw w/ Net is acceptable
SEDCAD Utility Run
Printed 12-04-2008

SEDCAD 4.0
r....,..?..r.? loop 0-e ,
1
Diversion Ditch #3 Temporary Lining
Material: Straw W/Net
Trapezoidal Channel
Bottom Left Right Freeboard Freeboard Freeboard
Sideslope Sideslope Slope (%) Manning's n
Width (ft) Ratio Ratio
Depth (ft) % of Depth Mult. x (VxD)
0.50 3.0:1 3.0:1 1.0 0.0330 0.30
w/o Freeboard w/ Freeboard
Design Discharge: 5.86 cfs
Depth: 0.80 ft 1.10 ft
Top Width: 5.30 ft 7.10 ft
Velocity: 2.52 fps
X-Section Area: 2.32 sq ft
Hydraulic Radius: 0.418
Froude Number: 0.67
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
T-yxdxs
Where:
Y = 62.4
d = 0.80
S =0.010
62.4 x 0.80 x 0.010 = 0.50
T < Tmax
0.50 < 1.45
.•. Straw w/ Net is acceptable
SEDCAD Utility Run
Printed 12-04-2008
1
1
1
1
1
1
1
1
1
1
1
1
1
1
SEDCAD 4.0
r..nsinhf 9000 D-I I C,k--L.
1
Diversion Ditch #3A Temporary Lim
Material: Straw W/Net
Trapezoidal Channel
Bottom Left Right Freeboard Freeboard Freeboard
Width (ft) Sideslope Sideslope Slope (%) Manning's n Depth (ft) % of Depth Mult. x (VxD
)
Ratio Ratio
0.50 3.0:1 3.0:1 1.0 0.0330 0.30
w/o Freeboard w/ Freeboard
Design Discharge: 5.41 cfs
Depth: 0.77 ft 1.07 ft
Top Width: 5.15 It 6.95 ft
Velocity: 2,47 fps
X-Section Area: 2.19 sq ft
Hydraulic Radius: 0.405
Froude Number: 0.67
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
T-yxdxs
Where:
7 = 62.4
d = 0.77
S =0.010
62.4 x 0.77 x 0.010 = 0.48
T < Tmax
0.48 < 1.45
.•. Straw w/ Net is acceptable
SEDCAD Utility Run
Printed 12-04-2008

1
1
1
1

1
1
SEDCAD 4.0
1
Diversion Ditch #4 Temporary Lining
Material: Straw W/Net
Trapezoidal Channel
Bottom Left Right Freeboard Freeboard Freeboard
Sideslope Sideslope Slope (%) Manning's n
Width (ft)
Depth (ft) % of Depth Mult. x (VxD)
Ratio Ratio
0.50 3.0:1 3.0:1 2.8 0.0330 0.30
w/o Freeboard w/ Freeboard
Design Discharge: 1.07 cfs
Depth: 0.31 ft 0.61 ft
Top Width: 2.35 ft 4.15 ft
Velocity: 2.41 fps
X-Section Area: 0.44 sq ft
Hydraulic Radius: 0.180
Froude Number: 0.98
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
't=yxdxs
Where:
7 = 62.4
d = 0.31
s =0.028
62.4x0.31 x0.028=0.54
T < Tmax
0.54 < 1.45
.•. Straw w/ Net is acceptable
SEDCAD Utility Run
Printed 12-03-2008
SEDCAD 4.0
1
Diversion Ditch #5 Temporary Lining
Material: Straw W/Net
Trapezoidal Channel
Bottom Left Right Freeboard Freeboard Freeboard
Sideslope Sideslope Slope (%) Manning's n
Width (ft) Ratio Ratio
Depth (ft) % of Depth Mult. x (VxD)
0.50 3.0:1 3.0:1 1.9 0.0330 0.30
w/o Freeboard w/ Freeboard
Design Discharge: 0.95 cfs
Depth: 0.32 ft 0.62 ft
Top Width: 2.42 ft 4.22 ft
Velocity: 2.03 fps
X-Section Area: 0.47 sq ft
Hydraulic Radius: 0.185
Froude Number: 0.82
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
T-7xdxs
Where:
7 = 62.4
d = 0.32
S =0.019
62.4 x 0.32 x 0.019 = 0.38
T < Tmax
0.38 < 1.45
.•. Straw w/ Net is acceptable
SEDCAD Utility Run Printed 12-03-2008

SEDCAD 4.0
fnn...:n1+1 ?OOG De..+ele I Cni....e..
1
Diversion Ditch #6 Temporary Lining
Material: Straw W/Net
Trapezoidal Channel
Bottom Left Right Freeboard Freeboard Freeboard
Sideslope Sideslope Slope (%) Manning's n
Width (ft)
Ratio Ratio Depth (ft) % of Depth Mult. x (VxD)
0.50 3.0:1 3.0:1 1.0 0.0330 0.30
w/o Freeboard w/ Freeboard
Design Discharge: 1.54 cfs
Depth: 0.46 ft 0.76 ft
Top Width: 3.24 ft 5.04 ft
Velocity: 1.80 fps
X-Section Area: 0.86 sq ft
Hydraulic Radius: 0.252
Froude Number: 0.62
Check that T < Tmax for Straw w/ Net
For Straw w/ Net, Tmax =1.45
T=7xdxs
Where:
Y = 62.4
d = 0.46
S =0.010
62.4 x 0.46 x 0.010 = 0.29
T < Tmax
0.29 < 1.45
Straw w/ Net is acceptable
SEDCAD Utility Run
Printed 12-03-2008

h

11

J

t

s " • s

PROJECT NAME: SECU -Madison
PROJECT LOCATION: Madison, NC DATE: 9/16/08

PROJECT NO:
1517-0178
1 DESIGNED BY:
JCA
CHECKED BY
IGML
Storm Outlet Structure
Structure= FES-5 Q10/Qfull = 0.73
Size= 48 in V/Vfull = 1.090
Q10 = 74.18 cfs V = 8.8 fps
Qfull = 101.40 cfs
Vfull = 8.07 fps
From Fig. 8.06.b.1: Zone = 3
From Fig. 8.06.b.2: D50 = 10 in
DMAx = 15 in
--?
r- a Riprap Class = 1
a -_ Apron Thickness = 24 in
Apron Length = 32.0 ft
' Apron Width = 3 x Dia = 12.0 ft
-
Length
Storm Outlet Structure
Structure= FES-20 Q10/Qfull = 0.60
Size= 18 in V/Vfull = 1.045
Q10 = 8.00 cfs V = 7.8 fps
Qfull = 13.26 cfs
Vfull = 7.51 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
Apron Length = 9.0 ft
r,
Aron Width = 3 x Dia
=
5.0
ft

1

` ' •

PROJECT NAME: SECU - Madison
PROJECT LOCATION: Madison, NC DATE: 9/16/08

PROJECT NO:
1517-0178 DESIGNED BY:
JCA
CHECKED BY
GML
Storm Outlet Structure
Structure= FES-13 Q10/Qfull = 1.03
Size= 15 in V/Vfull = 1.139
Q10= 5.93 cfs V = 5.4 fps
Qfull = 5.77 cfs
Vfull = 4.70 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
?
- Apron Length = 5.0 ft

Length Apron Width = 3 x Dia = 4.0 ft
Storm Outlet Structure
Structure= FES-18 Q10/Qfull = 0.64
Size= 15 in V/Vfull = 1.055
Q10 = 3.68 cfs V = 4.9 fps
Qfull = 5.73 cfs
Vfull = 4.67 fps
From Fig. 8.06.b.1: Zone = 1
From Fig. 8.06.b.2: D50 = 4 in
DMAx = 6 in
-T Riprap Class = A
N - Y
N ?? r
71
Apron Thickness -
-
12
in
Apron Length = 5.0 ft

L Length Apron Wdth = 3 x Dia = 4.0 ft

DATE: 9/16/08 DESIGNED BY:
?..
M
JCA
I
NAME:
PROJECT SECIJ - Madison PROJECT NO: CHECKED BY
PROJECT LOCATION: Madison, NC 1517-0178 GML
tl
St
O
t St
t
orm
u
e
ruc
ure
Structure= EXISTING PIPE SOUTH OF SITE Q10/Qfull = 1.00
Size= 15 in VNfull = 1.140
Q10 = 13.25 cfs V= 12.3 fps
Qfull = 13.25 cfs
Vfull = 10
80 fps
.
From Fig. 8.06.b.1: Zone = 2

From Fig. 8.06.b.2: D50 = 8 in
DmAx = 12 in
Riprap Class B
' s Apron Thickness 22 in
i Apron Length = 7.5 ft
Apron Width = 3 x Dia = 4.0 ft
Length

i
Storm Outlet Structure

Structure= EXISTING PIPE EAST OF SITE Q10/Qfull = 1.00
Size= 12 in VNfull = 1.140
Q10 = 1.20 cfs V= 1.7 fps
Qfull = 1.20 cfs
Vfull = 1.53 fps
From Fi
8
06
b
1 Z
g.
.
.
.
: one = 1
From Fig. 8.06.b.2: D50 4 in
' DMAx 6 in

Riprap Class = A
i Apron Thickness
Apron Length = 12
4.0 in
ft

Length Apron Width = 3 x Dia = 3.0 ft

PRE-DEVELOPMENT
STORMWATER
CALCULATIONS
•Y?
1 , ?1 1 1?1
Pre-1
pre,1

POA #1
`1 ?E?11 ?f1
Off site-1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Prede
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Raleigh, NC
Total
Depth Rainfall
Return Event in Type RNF ID
-------
Pre -----
1 ------
3.0000 ----------------
Synthetic Curve ----------------
TypeII 24hr
Pre 2 3.6000 Synthetic Curve TypeII 24hr
Pre 10 5.3800 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
NodeID
-------------- Type
--- --- Event
------ ---cu?ft Trun
-- -- hrs
--------- - cfs--- ---ft -- ---cu?ft
---
OFFSITE-1 AREA 1 9647 11.9000 3.64
OFFSITE-1 AREA 2 11730 11.9000 4.39
OFFSITE-1 AREA 10 17921 11.9000 6.59
*POA #1 JCT 1 23062 11.9500 4.51 44-- ?" ?-f r S`?f nn
*POA #1 JCT 2 30584 11.9500 5.83
*POA #1 JCT 10 54796 12.0000 10.17
PRE-1 AREA 1 13415 12.2000 2.78
PRE-1 AREA 2 18853 12.2000 4.03
PRE-1 AREA 10 36875 12.2000 8.11
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 10:27 AM 9/22/2008
1

Type.... Design Storms
Name.... Raleigh, NC
Page 4.01
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Prede
Title... Project Date: 7/9/2008
Project Engineer: Nick Lutzweiler
Project Title: SECU-Madison
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Raleigh, NC
' Storm Tag Name ---
-- _ Pre --1
----------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
'
Storm Tag Name = Pre 2
----------
-------------------------------
----------------------
Data Type, File, ID = -------
Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Name
Storm
Tag
-_ -Pre 10----------
-----
-
-
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.3800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs

r

Storm Tag Name = Pre100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 10:27 AM 9/22/2008

1
1
Type.... Tc Calcs
Name.... OFFSITE-1
Page 6.01
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Prede
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .0110
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .040000 ft/ft
Avg.Velocity 1.93 ft/sec
Segment #1 Time: .0144 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 251.00 ft
Slope .051000 ft/ft
Unpaved
Avg.Velocity 3.64 ft/sec
segment #2 Time: .0191 hrs
-----------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 2.5000 sq.ft
Wetted Perimeter 5.91 ft
Hydraulic Radius .42 ft
Slope .048000 ft/ft
Mannings n .0500
Hydraulic Length 272.00 ft
Avg.Velocity 3.68 ft/sec
Segment #3-Time_-----_0205-hrs
--------------------------------------------------- ---
Total Tc: .0541 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc- ---_-_0833-hrs
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:28 AM
Bentley Systems, Inc.
9/22/2008
1
1

n
Type.... Tc Calcs
Name.... PRE-1
Page 6.04
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Prede
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
' Mannings n .8000
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
' Slope .027000 ft/ft
Avg.Velocity .05 ft/sec

1
1
1
1
Segment #1 Time: .5210 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 440.00 ft
Slope .063000 ft/ft
Unpaved
Avg.Velocity 4.05 ft/sec
Segment #2 Time: .0302 hrs
------------------------------------------------------------------------
Total Tc: .5512 hrs
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:28 AM
Bentley Systems, Inc.
9/22/2008
Type.... Runoff CN-Area
Name.... OFFSITE-1
Page 7.01
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Prede
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious 98 .960 98.00
COMPOSITE AREA & WEIGHTED CN ---> .960 98.00 (98)
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 10:28 AM 9/22/2008

1]

Type.... Runoff CN-Area
Name.... PRE-1
Page 7.02
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Prede
RUNOFF CURVE NUMBER DATA
------------------------------------ ---- ---------- ------------
Impervious ------------
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
-
-------------------------------- -
Open space (Lawns,parks etc.) - Goo ---
61 ---------
.220 ----- ----- ----
-
61.00
Impervious Areas - Paved; open ditc 89 .090 89.00
Newly graded area (pervious only - 86 2.270 86.00
Woods - good 55 .870 55.00
COMPOSITE AREA & WEIGHTED CN ---> 3.450 76.67 (77)
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:28 AM
Bentley Systems, Inc.
9/22/2008

POST-DEVELOPMENT
STORMWATER
CALCULATIONS

0
1
0

0

Off site-1
Untreated-2

Untreated-1

O

?nt
r?,atea

North Pond Routing North
Post-1 North Bio POA #1
I
South pond w
' Post-2 South Bio

L

Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
MASTER DESIGN STORM SUMMARY

1
1

Network Storm Collection: Raleigh, NC
Total
Depth Rainfal l
Return Event in Type RNF ID
-----
-------
Dev -----
1 ------
3.0000 ----------
Synthetic ------
Curve --------
TypeII ---
24hr
Dev 2 3.6000 Synthetic Curve TypeII 24hr
Dev 10 5.3800 Synthetic Curve TypeII 24hr
Dev100 8.0000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event cu.ft Trun hrs cfs
---- ft
-------- cu.ft
------------
------------
NORTH BIO -----
IN ----
POND ------
1 ---------- --
6556 ---------
11.9500 ----
2.72
NORTH BIO IN POND 2 8870 11.9000 3.68
NORTH BIO IN POND 10 16267 11.9000 6.77
NORTH BIO IN POND 100 27863 11.9000 11.43
NORTH BIO OUT POND 1 3683 12.1500 .51 622.88 3067
NORTH BIO OUT POND 2 5997 12.0500 2.09 623.02 3602
NORTH BIO OUT POND 10 13394 12.0000 6.04 623.22 4411
NORTH BIO OUT POND 100 24990 11.9500 10.57 623.40 5141
OFFSITE-1 AREA 1 9647 11.9000 3.64
OFFSITE-1 AREA 2 11730 11.9000 4.39
OFFSITE-1 AREA 10 17921 11.9000 6.59
OFFSITE-1 AREA 100 27043 11.9000 9.83
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 10:29 AM 9/24/2008
u

U

L
1

1
Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event cu.ft Trun
------ -- --
-------------
*PDA #1 ---- ----
JCT ------
1 -
16948
*PDA #1 JCT 2 23988
*PDA #1 JCT 10 46982
*PDA #1 JCT 100 84120
POST-1 AREA 1 6556
POST-1 AREA 2 8870
POST-1 AREA 10 16267
POST-1 AREA 100 27863
POST-2 AREA 1 4481
POST-2 AREA 2 6106
POST-2 AREA 10 11339
POST-2 AREA 100 19592
SOUTH BID IN POND 1 4481
SOUTH BID IN POND 2 6106
SOUTH BID IN POND 10 11339
SOUTH BID IN POND 100 19592
SOUTH BID OUT POND 1 2383
SOUTH BID OUT POND 2 4009
SOUTH BID OUT POND 10 9241
SOUTH BID OUT POND 100 17495
UNTREATED-1 AREA 1 1063
UNTREATED-1 AREA 2 1960
UNTREATED-1 AREA 10 5670
UNTREATED-1 AREA 100 12967
UNTREATED-2 AREA 1 172
UNTREATED-2 AREA 2 292
UNTREATED-2 AREA 10 756
UNTREATED-2 AREA 100 1625
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft cu.ft
---------
11.9000 -------- --------
3.67 E--
' ------------

'f

12.0500
5.97 `f / D r w.
S
11.9500 16.93
11.9500 29.13
11.9500 2.72
11.9000 3.68
11.9000 6.77
11.9000 11.43
11.9500 1.86
11.9500 2.53
11.9000 4.72
11.9000 8.06
11.9500 1.86
11.9500 2.53
11.9000 4.72
11.9000 8.06
12.3000 .27 621.86 2173
12.0500 1.35 621.97 2480
11.9500 4.33 622.14 2971
11.9500 7.61 622.30 3449
12.3500 .10
12.3000 .26
12.2500 1.06
12.2500 2.71
12.0000 .06
12.0000 .11
11.9500 .31
11.9500 .67
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:29 AM
Bentley Systems, Inc.
9/24/2008

D

Type.... Design Storms
Name.... Raleigh, NC
Page 4.01
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
Title... Project Date: 7/9/2008
Project Engineer: Nick Lutzweiler
Project Title: SECU-Madison
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Raleigh, NC
Storm Tag Name Dev 1
----- -
------
Data Type, File, ID = -----
Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs

Storm Tag Name = Dev 2
-------------
-------------------------------
----------------------
Data Type, File, ID = ----
Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
' Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
' Storm Tag Name Dev 10
------
----_
Data Type, File, ID = -----
Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.3800 in
' Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
'
Storm Tag Name = Dev100
-------------
--------------------------------
---------------------
Data Type, File, ID = ----
Synthetic Storm TypeII 24hr
' Storm Frequency = 100 yr
Total Rainfall Depth= 8.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
' Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
G
u
1
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 10:33 AM 9/22/2008

Type.... Tc Calcs
Name.... OFFSITE-1
Page 6.01
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .0110
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .040000 ft/ft
Avg.Velocity 1.93 ft/sec
Segment #1 Time: .0144 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 130.00 ft
Slope .035000 ft/ft
Paved
Avg.Velocity 3.80 ft/sec
Segment #2 Time: .0095 hrs
-----------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area .6200 sq.ft
Wetted Perimeter 1.97 ft
Hydraulic Radius .31 ft
Slope .018000 ft/ft
Mannings n .0130
Hydraulic Length 28.00 ft
Avg.Velocity 7.11 ft/sec
Segment #3 Time: .0011 hrs
------------------------------------------------------------------------
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:33 AM
Bentley Systems, Inc.
9/22/2008
Type.... Tc Calcs
Name.... OFFSITE-1
Page 6.01
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
Segment #4: Tc: TR-55 Channel
Flow Area 3.5300 sq.ft
Wetted Perimeter 4.71 ft
Hydraulic Radius .75 ft
Slope .020000 ft/ft
Mannings n .0130
Hydraulic Length 349.00 ft
Avg.Velocity 13.37 ft/sec
Segment #4 Time: .0072 hrs
-----------------------------------------------------------------------
Segment #5: Tc: TR-55 Channel
Flow Area 6.2800
Wetted Perimeter 6.28
Hydraulic Radius 1.00
Slope .005000
Mannings n .0130
Hydraulic Length 36.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 8.10 ft/sec
Segment #5 Time: .0012 hrs
-----------------------------------------------------------------------
Segment #6: Tc: TR-55 Channel
Flow Area 2.5000 sq.ft
Wetted Perimeter 5.91 ft
Hydraulic Radius .42 ft
Slope .042000 ft/ft
Mannings n .0500
Hydraulic Length 111.00 ft
Avg.Velocity 3.44 ft/sec
Segment #6 Time: .0090 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .0425 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
-------------------------
S/N: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 10:33 AM 9/22/2008

11

Type.... Tc Calcs
Name.... POST-1
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #l: Tc: User Defined
------- -- - ------------------- ---------_---- -0833 - hrs
Segment #1 Time
Page 6.05
-Total -Tc_-----_0833-hrs
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
10:33 AM
Bentley Systems, Inc.
9/22/2008

n

t

Type.... Tc Calcs
Name.... POST-2
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time
------------------------------------------- -----0833 - hrs
-------------------------
-Total-Tc_-----0833-hrs-
Page 6.07
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
10:33 AM
Bentley Systems, Inc.
9/22/2008

t

Type.... Tc Calcs
Name.... UNTREATED-1
Page 6.09
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .8000
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .027000 ft/ft
Avg.Velocity .05 ft/sec
Segment #1 Time: .5210 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 142.00 ft
Slope .050000 ft/ft
Unpaved
Avg.Velocity 3.61 ft/sec
Segment #2 Time: .0109 hrs
-----------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 3.7500 sq.ft
Wetted Perimeter 9.16 ft
Hydraulic Radius .41 ft
Slope .038000 ft/ft
Mannings n .0300
Hydraulic Length 236.00 ft
Avg.Velocity 5.34 ft/sec
---------------------------------------------------
Segment #3 Time 0123 hrs
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:34 AM
Bentley Systems, Inc.
9/22/2006

Type.... Tc Calcs
Name.... UNTREATED-1
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
Segment #4: Tc: TR-55 Shallow
Hydraulic Length 142.00 ft
Slope .132000 ft/ft
Unpaved
Avg.Velocity 5.86 ft/sec
Page 6.09
Segment #4 Time: .0067 hrs
----------------- --------- ----------------------------------------------
Segment #5: Tc: TR-55 Channel
Flow Area 2.5000 sq.ft
Wetted Perimeter 5.91 ft
Hydraulic Radius .42 ft
Slope .036000 ft/ft
Mannings n .0500
' Hydraulic Length 59.00 ft
Avg.Velocity 3.19 ft/sec
'
-----------------
--------- Segment #5 Time: .0051 hrs
----------------------------------------------
-------------------------
-------------------------
Total Tc: .5561 hrs
-------------------------
-------------------------
S/N: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 10:34 AM 9/22/2008
Type.... Tc Calcs Page 6.13
Name.... UNTREATED-2
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 10:34 AM 9/22/2008

Type.... Runoff CN-Area
Name.... OFFSITE-1
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious 98 .960 98.00
Page 7.01
COMPOSITE AREA & WEIGHTED CN ---> .960 98.00 (98)
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
10:34 AM
Bentley Systems, Inc.
9/22/2008
1
1
1
1
1
1
1
1
1
1
1
1
1
1

Type.... Runoff CN-Area
Name.... POST-1
Page 7.02
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious Areas - Paved parking to 98 .730 98.00
Open space (Lawns,parks etc.) - Goo 61 .580 61.00
COMPOSITE AREA & WEIGHTED CN ---> 1.310 81.62 (82)
...........................................................................
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:34 AM
Bentley Systems, Inc.
9/22/2008
1
1
1
1
1
1
1
1
fl

Type.... Runoff CN-Area
Name.... POST-2
Page 7.03
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC %UC CN
-------------------------------- ---- --------- ----- ----- ------
Open space (Lawns,parks etc.) - Goo 61 .440 61.00
Impervious Areas - Paved parking to 98 .500 98.00
COMPOSITE AREA & WEIGHTED CN ---> .940 80.68 (81)
...........................................................................
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:34 AM
Bentley Systems, Inc.
9/22/2008
Type.... Runoff CN-Area
Name.... UNTREATED-1
Page 7.04
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - good 55 .760 55.00
Open space (Lawns,parks etc.) - Goo 61 .430 61.00
COMPOSITE AREA & WEIGHTED CN ---> 1.190 57.17 (57)
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 10:35 AM 9/22/2008
1
1
1
1
1
1
1
1
1
1

L
Type.... Runoff CN-Area
Name.... UNTREATED-2
Page 7.05
File.... S:\1517\0178-Madison\20-Tech\29b-Civil,Site,Hydraulic\Stormwater Management\Postd
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Open space (Lawns,parks etc.) - Goo 61 .130 61.00
COMPOSITE AREA & WEIGHTED CN ---> .130 61.00 (61)
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:35 AM
Bentley Systems, Inc.
9/22/2008
Type.... Vol: Elev-Area
Name.... NORTH BIO
Page 12.01
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (sq.ft)
--
------ (sq.ft)
--------------- (cu.ft)
---------- (cu.ft)
-------------
------------
622.00 -----------
-
----- 3174 -
0 0 0
623.00 ----- 3880 10563 3521 3521
624.00 ----- 4642 12766 4255 7776
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + 3q.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 10:30 AM 9/24/2008
1
1
1
1
1
1
1
1
1
1
1

1
1
Type.... Vol: Elev-Area
Name.... SOUTH BIO
Page 12.02
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
----(ft)---- --(sq.in)-----(sq.ft)
----- (sq.ft)
----------------- (cu.ft)--
------- ---(cu?ft)
---
621.00 ----- 2298 0 0 0
622.00 ----- 2862 7725 2575 2575
623.00 ----- 3483 9502 3167 5742
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:31 AM
Bentley Systems, Inc.
9/24/2008

rill

Type.... Outlet Input Data
Name.... North Outfall
Page 13.01
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 622.00 ft
Increment = .25 ft
Max. Elev.= 624.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box R ---> C 622.830 624.000
Culvert-Circular C ---> TW 617.250 624.000
TW SETUP, DS Channel
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:31 AM
Bentley Systems, Inc.
9/24/2008
1
1
1
1
1

Type.... Outlet Input Data
Name.... North Outfall
Page 13.01
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
OUTLET STRUCTURE INPUT DATA
Structure ID = R
Structure Type
----=
-----------
-Inlet -Box
-------
# of Openings = 1
Invert Elev. = 622.83 ft
Orifice Area = 4.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 8.00 ft
Weir Coeff. = 3.000
K. Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:31 AM
Bentley Systems, Inc.
9/24/2008
1
1

Type.... Outlet Input Data
Name.... North Outfall
Page 13.02
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
OUTLET STRUCTURE INPUT DATA

11

Structure ID = C
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.2500 ft
Upstream Invert = 617.25 ft
Dnstream Invert = 616.00 ft
Horiz. Length = 70.00 ft
Barrel Length = 70.01 ft
Barrel Slope = .01786 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .2000 (forward entrance loss)
Kb = .023225 (per ft of full flow)
Kr = .2000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0045
Inlet Control M = 2.0000
Inlet Control c = .03170
Inlet Control Y = .6900
T1 ratio (HW/D) = 1.086
T2 ratio (HW/D) = 1.188
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 618.61 ft ---> Flow = 4.80 cfs
At T2 Elev = 618.74 ft ---> Flow = 5.49 cfs
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:31 AM
Bentley Systems, Inc.
9/24/2008
1
1
1
11

1

Type.... Outlet Input Data
Name.... South Outfall
Page 13.07
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 621.00 ft_
Increment = .25 ft
Max. Elev.= 623.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box R ---> C 621.830 623.000
Culvert-Circular C ---> TW 616.250 623.000
TW SETUP, DS Channel
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:32 AM
Bentley Systems, Inc.
9/24/2008

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Type.... Outlet Input Data
Name.... South Outfall
Page 13.07
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
OUTLET STRUCTURE INPUT DATA
Structure ID = R
Structure Type
----=
-----------
-Inlet -Box
-------
# of Openings = 1
Invert Elev. = 621.83 ft
Orifice Area = 4.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 8.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:32 AM
Bentley Systems, Inc.
9/24/2008
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Type.... Outlet Input Data
Name.... South Outfall
Page 13.08
File.... S:\1517\0178-Madison\20-Tech\24b-Civil,Site,Hydraulic\Stormwater Management\Postd
OUTLET STRUCTURE INPUT DATA
Structure ID = C
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.2500 ft
Upstream Invert = 616.25 ft
Dnstream Invert = 616.00 ft
Horiz. Length = 92.00 ft
Barrel Length = 92.00 ft
Barrel Slope = .00272 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .2000 (forward entrance loss)
Kb = .023225 (per ft of full flow)
Kr = .2000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0045
Inlet Control M = 2.0000
Inlet Control c = .03170
Inlet Control Y = .6900
T1 ratio (HW/D) = 1.094
T2 ratio (HW/D) = 1.196
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At T1 Elev = 617.62 ft ---> Flow = 4.80 cfs
At T2 Elev = 617.74 ft ---> Flow = 5.49 cfs
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:32 AM
Bentley Systems, Inc.
9/24/2008

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STORM DRAINAGE
CALCULATIONS
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09122/08 10:39:589i? kntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
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