20090259 Ver 1_Stormwater Info_20090406

STORMWATER AND EROSION CONTROL
NARRATIVE AND CALCULATIONS
North Carolina National Guard
Joint Force Headquarters
Raleigh
Wake County, North Carolina
Prepared for:
North Carolina National Guard
c/o O'Brien Atkins Architects
PO Box 12037
RTP, NC 27709
[phone]
CAR,
March 13, 2009
Prepared by:
McKim & Creed, PA
1730 Varsity Drive, Suite 500
Raleigh, NC 27606
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TABLE OF CONTENTS
DESIGN NARRATIVE
FIGURES
USGS QUADRANGLE MAP
USDA SOIL SURVEY MAP
PRE-DEVELOPMENT DRAINAGE AREA MAP
POST-DEVELOPMENT DRAINAGE AREA MAP
WATER QUALITY
WET DETENTION BASIN DESIGN SUMMARY SHEETS
BIORETENTION AREA DESIGN SUMMARY SHEETS
EROSION CONTROL CALCULATIONS
SKIMMER BASIN & SEDIMENT TRAP CALCULATIONS
DIVERSION DITCH DESIGN CALCULATIONS
RIP RAP APRON SIZING
CULVERT DESIGN CALCULATIONS
PRE-DEVELOPMENT STORMWATER CALCULATIONS
POST-DEVELOPMENT STORMWATER CALCULATIONS
STORM SEWER CALCULATIONS
E kp oq - o as q
?411 APR 6 2009
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH

DESIGN NARRATIVE
' 1. GENERAL
This report contains the approach and results of a stormwater and erosion control analysis conducted for
the proposed North Carolina National Guard-Joint Force Headquarters located at the end of District Drive
in Raleigh, North Carolina. The project site contains approximately 25 acres that is currently a mixture of
open grass fields and wooded areas. Proposed site improvements include a two story building and all
' associated parking, utilities, and stormwater management.
2. SOILS
The soils survey for Wake County indicates that Appling gravelly sandy loam, Appling sandy loam, Cecil
sandy loam, Colfax sandy loam, and Worsham sandy loam are present onsite. All of these soils are
classified as Type B with the exception of Colfax sandy loam and Worsham sandy loam, which are found
' in very small quantities onsite. Therefore, we have used Type B soils for all calculations. Slopes onsite
range from 2 to 15 percent.
' 3. STORMWATER ANALYSIS
Two wet detention basins and four bioretention areas are proposed to treat stormwater runoff for water
quality. These BMP's have been designed per DWQ requirements to treat the 1" storm event. The
' proposed measures will also control water quantity by reducing post-development site runoff to pre-
development levels for the 1-yr, 24 hour storm. The proposed storm drainage system will consist of catch
basins, drop inlets, manholes, and concrete piping. Please reference the storm sewer calculations section
' of this report for storm drainage system calculations.
4. EROSION AND SEDIMENT CONTROL
' Erosion control measures have been designed per NCDENR Division of Land Quality requirements.
Temporary diversion ditches, silt fence, inlet protection, two skimmer basins, and a sediment trap have
been implemented to reduce sediment laden runoff from the site. A temporary construction entrance will
' be constructed on District Drive.

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WATER QUALITY
WET DETENTION BASIN #1
Project Information:
Site Information:
Project Name
McKim & Creed Project #
Designed by
Revised by;
Revised by:
Checked by:
NC National Guard Joint Force Headquarters
01517-0149
JCA Date: 3/17/2009
Date:
Date:
Date:
Sub Area Location: Post-1
Drainage Area (DA) = 8.08 Acres
Impervious Area (IA) = 2.68 Acres
Percent Impervious (1) = 33.2 %
Required Surface Area:
Permament Pool Depth: 4 ft
SA/DA = 1.80 (Table 10-3: 90% TSS Removal)
Min Req'd Surface Area = 6,335 sf (at Permanent Pool)
Required Storage Volume:
Elevations:
Design Storm = 1.0 inch
Determine Rv Value = 0.05 + .009 (1) = 0.35
Storage Volume Required = 10,222 cf (above Permanent Pool)
Top of Pond Elevation = 401.00 ft
Temporary Pool Elevation = 398.05 ft
Permanent Pool Elevation = 397.00 ft
Bottom of Pond Elevation = 393.00 ft
Wet Basin Areas/Volumes:
Area @ Top of Temporary Pool = 11,890 sf
Area @ Top of Permanent Pool = 8,363 sf
Volume of Temporary Storage = 10,667 cf
Side Slopes of Pond = 3 : 1
Is Permanant Pool Surface Area Sufficient (yes/no)?
Volume of Storage for 1" Storm = 10,667
(2 - 1"x4" Slots)
( 1 in. Orifice Elev. )
(Elev = 398.05)
(Elev = 397.00)
Perm. Pool Elev (397') to Slot Elev (398.05'))
Yes ( 8363 > 6335) sf
Yes ( 10667 > 10222) cf (Elevation 397' to 398.05)
Orifice Sizing:
Q2 Days = 0.059 cfs (Flowrate required for a 2 day drawdown)
' Q5 Days = 0.024 cfs (Flowrate required for a 5 day drawdown)
Orifice Size = 1.00 in (Diameter)
Q Orifice = 0.026 cfs
' Drawdown Time = 4.6 days
less than 5 days (yes/no) ? Yes
greater than 2 days (yes/no) ? Yes
' Anti-Flotation Device:
Riser Width = 5 ft
Riser Length = 5 ft
Top Riser Elev. = 398.80
Bottom Riser Elev. = 393.00 ft
Height of Riser = 5.80 ft
Area of Riser = 25.0 sf (water Displaced)
Volume of Riser = 145.0 cf (Water Displaced)
Factor of Safety = 1.3
Weight of Water Displaced = 9048.0 Ibs
Weight Req'd from Anti-Flotation Device = 11762.4 Ibs
`Weight of Riser = 2667.4 Ibs (Volume Riser Wall' Buoyant Wt.)
Additional Volume of Concrete Req'd = 103.8 of (Buoyant Wt Concrete = (150-62.4) pcf)
' Vol. of Anti-flotation 7'x7'x2.2' Deep Conc. Slab = 107.8 cf
Is the Anti-flotation Device Sufficient (yes/no)? Yes
`Assume 6" riser wall thickness with buoyant weight of concrete = (150- 62.4) pcf

' Project Information:
Site Information:
1

WET DETENTION BASIN #2
Project Name
McKim & Creed Project #
Designed by
Revised by:
Revised by:
Checked by:
Sub Area Location
Drainage Area (DA) =
Impervious Area (IA) =
Percent Impervious (1) =
NC National Guard Joint Force Headquarters
01517-0149
JCA Date: 3/17/2009
Date:
Date:
Date:
Post-2
7.96 Acres
4.22 Acres
53.0 %
Required Surface Area:
Permament Pool Depth: 4 ft
SA/DA = 2.59 (Table 10-3: 90% TSS Removal)
Min Req'd Surface Area = 8,981 sf (at Permanent Pool)
Required Storage Volume:
Design Storm = 1.0 inch
Determine Rv Value = 0.05 + .009 (1) = 0.53
Storage Volume Required = 15,231 cf (above Permanent Pool)
I Elevations:
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Top of Pond Elevation = 410.00 ft
Temporary Pool Elevation = 407.40 ft
Permanent Pool Elevation = 406.00 ft
Bottom of Pond Elevation = 402.00 ft
Wet Basin Areas/Volumes:
Area @ Top of Temporary Pool = 12,649 sf
Area @ Top of Permanent Pool = 8,991 sf
Volume of Temporary Storage = 15,622 cf
Side Slopes of Pond = 3 : 1
Is Permanant Pool Surface Area Sufficient (yes/no)?
Volume of Storage for 1" Storm = 15,622
(Riser Elev.)
( 1.5 in. Orifice Elev. )
(Elev = 407.40)
(Elev = 406.00)
Perm. Pool Elev (406') to Riser Elev (407.4'))
Yes ( 8991 > 8981 ) sf
Yes ( 15622 > 15231 ) cf (Elevation 406' to 407.4' )
Orifice Sizing:
Q2 Days = 0.088 Cl (Flowrate required for a 2 day drawdown)
Qs Days = 0.035 cfs (Flowrate required for a 5 day drawdown)
Orifice Size = 1.50 in (Diameter)
Q orifice - 0.057 cfs
Drawdown Time = 3.1 days
less than 5 days (yes/no) ? Yes
greater than 2 days (yes/no) ? Yes
Anti-Flotation Device:
Riser Diameter = 4 ft
Top Riser Elev. = 407.40
Bottom Riser Elev. = 402.00 ft
Height of Riser = 5.40 ft
Area of Riser = 12.6 sf (Water Displaced)
Volume of Riser = 67.8 cf (Water Displaced)
Factor of Safety = 1.3
Weight = 4232.2 Ibs
Weight Req'd from Anti-Flotation Device = 5501.9 Ibs
`Weight of Riser = 1578.2 Ibs (Volume Riser Wall ` Buoyant Wt.)
Additional Volume of Concrete Req'd = 44.8 cf (Buoyant Wt Concrete = (150-62.4) pcf)
Vol. of Anti-flotation 6'x6'xl.5' Deep Conc. Slab = 54.0 cf
Is the Anti-flotation Device Sufficient (yes/no)? Yes
'Assume 6" riser wall thickness with buoyant weight of concrete = (150-62.4) pcf
i
i
BIORETENTION AREA #3
Project Information:
Project Name: NC National Guard Joint Force Headquarters
McKim & Creed Project #: 01517-0149
Designed by: JCA Date: 3117/2009
Revised by: Date:
Revised by: Date:
Checked by: Date:
Site Information:
Sub Area Location: Post-3
Drainage Area (DA) = 3.00 Acres
Impervious Area (IA) = 2.02 Acres
Percent Impervious (1) = 67.3 %
Required Storage Volume:
Design Storm = 1.0 inch
Determine Rv Value = 0.05 + .009 (1) = 0.66
Storage Volume Required = 7,144 cf
Surface Area:
Ponding Depth =
Surface Area =
Elevations:
Top Elevation =
Temporary Pool Elevation =
Bottom Elevation =
12 in.
7,144 sf
404.00 ft
403.00 ft (Riser Elev.)
402.00 ft
Areas/Volumes:
Area @ Top of Temporary Pool = 8,641 sf (Elev = 403.00)
Bottom Surface Area = 7,181 sf (Elev = 402.00)
Volume of Temporary Storage = 7,911 cf Bottom Elev. (402) to Riser Elev. (403'))
Side Slopes of Bioretention Area = 3 : 1
Is Volume of Storage for 1" Storm Sufficient? = Yes ( 7911 > 7144 ) cf
1
1
1
1
1
1
1
1
1
1

BIORETENTION AREA #3
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= 0.3286 cf
B. Find Time to Drawdown Water from Inundation to Saturation at Surface:
Volume to Drawdown: Vi-s = SA *Depth
Vi-s = 7,144
Time to Remove Volume of Water at Flowrate Qd:
Ti-s = Vi-s / Qd = 21,739 sec.
6 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 = 6,429
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= 11 hrs

1
1
1
1

BIORETENTION AREA #3
Underdrain Pipe Sizing
Note: Underdrain pipes are to be used when existing soil is clay.
NxD=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 = 12.44
N = 2.07
3 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
1
1
1
1
1
1
1
1
1
1
1
1
BIORETENTION AREA #4
Project Information:
Project {game: NC National Guard Joint Force Headquarters
McKim & Creed Project #: 01517-0149
Designed by: JCA Date: 3/17/2009
Revised by: Date:
Revised by: Date:
Checked by: Date:
Site Information:
Sub Area Location: Post-6
Drainage Area (DA) = 0.79 Acres
Impervious Area (IA) = 0.29 Acres
Percent Impervious (1) = 36.7 %
Required Storage Volume:
Design Storm = 1.0 inch
Determine Rv Value = 0.05 + . 009 (1) = 0.38
Storage Volume Required = 1,091 cf
Ponding Depth:
Elevations:
Areas/Volumes:
Ponding Depth = 9 in.
Surface Area = 1,454
Top Elevation = 396.00 ft
Temporary Pool Elevation = 394.75 ft (Riser Elev.)
Bottom Elevation = 394.00 ft
Area @ Top of Temporary Pool = 1,636 sf (Elev = 394.75)
Bottom Surface Area = 1,136 sf (Elev = 394.00)
Volume of Temporary Storage = 1,093 cf Bottom Elev. (394') to Riser Elev. (394.75'))
Side Slopes of Pond = 3 : 1
Is Volume of Storage for 1" Storm Sufficient? = Yes ( 1093 > 1091 ) cf

1
1
BIORETENTION AREA #4
Find Time Drawdown of Water Through Bio-Retention Soil Layer
A. Rate of Drawdown Qd = (2.3e-5) * k * SA * H / L H / L Approximatley = 1
Qd= 0.0669 cf
B. Find Time to Drawdown Water from Inundation to Saturation at Surface:
Volume to Drawdown: Vi-s = SA *Depth
Vi-s = 1,091
Time to Remove Volume of Water at Flowrate Qd:
Ti-s = Vi-s / Qd = 16,304 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 = 1,309
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
BIORETENTION AREA #4
Underdrain Pipe Sizing
Note: Underdrain pipes are to be used when existing soil is clay.
NxD=16*(10*Qd*n/s^0.5)^(3/8)
N (Numbr of Underdrain Pipes )
D (Pipe Diameter) = 8 in
s (Internal Slope of Pipe 0.50%
n (Mannings Roughness Coefficient) = 0.011
N x D = 6.85
N = 0.86
1 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 = 10 in

i
BIORETENTION AREA #5
Project Information:
Site Information:
Project Name:
McKim & Creed Project #:
Designed by:
Revised by:
Revised by:
Checked by:
NC National Guard Joint Force Headquarters
01517-0149
JCA Date: 3/17/2009
Date:
Date:
Date:
Post-9
Sub Area Location
Drainage Area (DA) _
Impervious Area (IA) _
Percent Impervious (I) _
Required Storage Volume:
Ponding Depth:
Elevations:
0.62 Acres
0.10 Acres
16.1 %
Design Storm = 1.0 inch
Determine Rv Value = 0.05 + .009 (1) _
Storage Volume Required = 439 cf
Ponding Depth = 9 in.
Surface Area = 586 sf
Top Elevation = 402.00 ft
Temporary Pool Elevation = 400.75 ft
Bottom Elevation = 400.00 ft
Areas/Volumes:
Area @ Top of Temporary Pool = 1,962 sf
Bottom Surface Area = 1,576 sf
Volume of Temporary Storage = 1,370 cf
Side Slopes of Pond = 3 : 1
Is Volume of Storage for 1" Storm Sufficient? = Yes
0.20
(Riser Elev.)
(Elev = 400.75)
(Elev = 400.00)
Bottom Elev. (400') to Riser Elev. (400.75'))
1370 > 439 ) cf .

BIORETENTION AREA #5
' Find Time Drawdown of Water Through Bio-Retention Soil Laver
A. Rate of Drawdowr Qd = (2.3e-5) * k * SA * H / L H / L Approximatley = 1
' Qd= 0.0269 cf
' B. Find Time to Drawdown Water from Inundation to Saturation at Surface:
Volume to Drawdown: Vi-s = SA *Depth
' Vi-s = 439
Time to Remove Volume of Water at Flowrate Qd:
' Ti-s = Vi-s / Qd = 16,304 sec.
5 hr.
C. Find Time to Drawdown Water from Saturation at Surface to 2 feet Below Surface:
Porosity (n) _
Volume to Drawdown:
Vs-2 = 527
Time to Remove Volun
Ts-2 = Vs-2 / Qd
0.45
Vi-s = 2 feet * SA * n
ie of Water at Flowrate Qd
19,565 sec.
5 hrs
D. Total Time to Draw Water Through Soil:
T= 10 hrs

BIORETENTION AREA #5
Underdrain Pipe Sizing
Note: Underdrain pipes are to be used when existing soil is clay.
-NxD=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 = 4.87
N = 0.81
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
BIORETENTION AREA #6
Project Information:
Site Information:
Project Name:
McKim & Creed Project #:
Designed by:
Revised by:
Revised by:
Checked by:
NC National Guard Joint Force Headquarters
01517-0149
JCA Date: 3/17/2009
Date:
Date:
Date:
Sub Area Location: Post-10
Drainage Area (DA) = 0.61 Acres
Impervious Area (IA) = 0.31 Acres
Percent Impervious (1) = 50.8 %
Required Storage Volume:
Ponding Depth:
Elevations:
Design Storm = 1.0 inch
Determine Rv Value = 0.05 +.009 (1) _
Storage Volume Required = 1,123 cf
Ponding Depth = 12 in.
Surface Area = 1,123 sf
Top Elevation = 396.00 It
Temporary Pool Elevation = 395.00 ft
Bottom Elevation = 394.00 ft
Areas/Volumes:
Area @ Top of Temporary Pool = 1,568 sf
Bottom Surface Area = 1,068 sf
Volume of Temporary Storage = 1,310 cf
Side Slopes = 3 : 1
Is Volume of Storage for 1" Storm Sufficient? = Yes
0.51
(Riser Elev.)
(Elev = 395.00)
(Elev = 394.00)
Bottom Elev. (394') to Riser Elev. (395'))
1310 > 1123 ) cf

B1ORETENTION AREA #6
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= 0.0517 cf
B. Find Time to Drawdown Water from Inundation to Saturation at Surface:
Volume to Drawdown: Vi-s = SA *Depth
Vi-s = 1,123
Time to Remove Volume of Water at Flowrate Qd:
Ti-s = Vi-s / Qd = 21,739 sec.
= 6 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 = 1,011
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= 11 hrs
BIORETENTION AREA #6
Underdrain Pipe Sizing
Note: Underdrain pipes are to be used when existing soil is clay.
NxD=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 = 6.22
N = 1.04
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
EROSION CONTROL
CALCULATIONS
SEDIMENT TRAP #1
Project Information
Project Name: NCNG - Joint Force Headquarters
McKim & Creed Project #: 01517-0149
Designed by: JCA Date: 3/25/2009
Revised by: Date:
Checked by: GML Date: 3/30/2009

Drainage Area Total, AT= 2.49 Ac
Disturbed, AD= 2.49 Ac
10-year Runoff (Qto) C = 0.55
Tc = 5.00 min
Ito = 7.22 in/hr
Qio = 9.89 cfs
Surface Area Required SA = 435 sf X Qto
SA = 4,301 sf (At Spillway Elevation)
Non-Rectangular Areas Area 4985 sf (At Primary Spillway Elevation)
Bottom Area= 1914 sf (Area at Bottom of Basin)
Volume Required VR = 3600 cf/Ac x AD
VR = 8,964 cf (At Spillway Elevation)
Sediment Trap Dimensions L = 130 ft (At Spillway Elevation)
W = 38 it (At Spillway Elevation)
D = 3.5 ft (Depth of Storage At Spillway)
Side Slopes = 3 :1
Lt., = 139 ft (At Top of Berm Elevation)
Lbct = 109
Wtpp = 47 ft (At Top of Berm Elevation)
Wbot = 17 ft
L/W Ratio= 3.4 :1 (must be 2:1 to 6:1)
Elevations Description Elevation
Top of Berm 404.00 (Allow 1ft freeboard above spillway flow height)
Emergency Spillway 402.50
Cleanout Mark 400.75 (Half of storage height)
Bottom 399.00
Provided SAP= 4,985 sf > 4,301
VP = 12,073 cf > 8,964
Emergency Spillway - Qto Ito = 7.22 in/hr
Qt0 = 9.89 cfs
h = 0.5 ft
C„, = 3.0
Actual Lw = 9.3 ft (Based on 010 Flows)
Use = 10 ft
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
SKIMMER BASIN #2
Project Information
Project Name: NCNG - Joint Force Headquarters
McKim & Creed Project #: 01517-0149
Designed by: JCA Date: 3/25/2009
Revised by: Date:
Checked by: GML Date: 3/30/2009

Drainage Area Total, AT= 9.95 Ac
Disturbed, AD= 9.95 Ac
10-year Runoff (Q10) C = 0.55
To = 5.00 min
110 = 7.22 in/hr
Q10 = 39.51 cfs
Surface Area Required SA = 325 sf X Q10
SA = 12,841 sf (At Spillway Elevation)
Volume Required VR = 1800 cf/Ac x AD
VR = 17,910 cf (At Spillway Elevation)
Sediment Trap Dimensions L = 170 ft (At Spillway Elevation)
(Approximate) W= 85 ft (At Spillway Elevation)
D = 3.4 ft (Depth of Storage At Spillway)
Side Slopes = 3 :1
Non-Rectangular Areas Area 13463 sf (At Primary Spillway Elevation)
Bottom Area= 8427 sf (Area at Bottom of Basin)
Ltop = 186 ft (At Top of Berm Elevation)
Lbot = 150
Wtop = 101 ft (At Top of Berm Elevation)
Wbot = 65 ft
Elevations Description Elevation
Top of Berl 410.00 (Allow 1ft freeboard above spillway flow height)
Emergency Spillway 407.40 (Permanent Riser Elevation)
Cleanout Mark 405.70 (Hall of storage height)
Bottom 404.00
Provided SAP= 13,463 sf > 12,841
VP = 37,213 cf > 17,910
Skimmer Sizing 3.0 in
Emergency Spillway - Q10 110 = 7.22 in/hr
Q10 = 39.51 Us
h = 1.6 ft
C„, = 3.0
Lv,, = 7 ft (Min. Size to pass Q10)
48" RCP Riser = 12.6 ft
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
SKIMMER BASIN #3
Project Information
Project Name: NCNG - Joint Force Headquarters
McKim & Creed-Project #: 01517-0149-
Designed by: JCA Date: 3/2512009
Revised by: Date:
Checked by: GML Date: 3/30/2009

Drainage Area Total, AT= 7.99 Ac
Disturbed, Ac= 4.75 Ac
10-year Runoff (Q10) C = 0.55
Tc = 5.00 min
110 = 7.22 in/hr
Q10 = 31.73 cis
Surface Area Required SA = 325 sf X Q70
SA = 10,312 sf (At Spillway Elevation)
Volume Required VR = 1800 cf/Ac x AD
VR = 8,550 cf (At Spillway Elevation)
Sediment Trap Dimensions L = 160 ft (At Spillway Elevation)
W = 80 It (At Spillway Elevation)
D = 3.8 It (Depth of Storage At Spillway)
Side Slopes = 3 :1
Non-Rectangular Areas Area 13199 sf (At Primary Spillway Elevation)
Bottom Area= 7979 sf (Area at Bottom of Basin)
Top and Bottom Dimensions
Lt.p = 173 ft (At Top of Berm Elevation)
Lbo1= 137
Wt.p = 93 it (At Top of Berm Elevation)
Wboc = 57 it
UW Ratio= 2.0 A (must be 2:1 to 6:1)
Elevations Description Elevation
Top of Berm 401.00 (Allow 1ft freeboard above spillway flow height)
Emergency Spillway 398.80
Cleanout Mark 396.90 (Half of storage height)
Bottom 395.00
Provided SAP= 13,199 sf > 10,312
VP = 40,238 cf > 8,550
Skimmer Sizing 2.0 in
Emergency Spillway - Q10 110 = 7.22 in/hr
Q10 = 31.73 cfs
h = 1.2 ft
Cw = 3.0
LW= 9 ft (Min. Size to pass Q10)
5'x5' Riser= 25 ft
SEDIMENT TRAP #4
Project Information
Project Name: NCNG - Joint Force Headquarters
McKim & Creed Project # 01517-0149
Designed by: JCA Date: 4/1/2009
Revised by: Date:
Checked by: GML Date: 4/2/2009

Drainage Area Total, AT= 1.50 Ac
Disturbed, AD= 1.50 Ac
10-year Runoff (Q10) C = 0.55
T? = 5.00 min
110 = 7.22 in/hr
Q10 = 5.96 cfs
Surface Area Required SA = 435 sf X Q10
SA = 2,591 sf (At Spillway Elevation)
Non-Rectangular Areas Area 2592 sf (At Primary Spillway Elevation)
Bottom Area= 1057 sf (Area at Bottom of Basin)
Volume Required VR = 3600 cf/Ac x AD
VR = 5,400 cf (At Spillway Elevation)
Sediment Trap Dimensions L = 102 ft (At Spillway Elevation)
W = 26 ft (At Spillway Elevation)
D = 3.5 ft (Depth of Storage At Spiltway)
Side Slopes = 2 :1
Lt.p = 108 ft (At Top of Berm Elevation)
Lbot = 88
Wtop = 32 ft (At Top of Berm Elevation)
Wbot = 12 ft
L/W Ratio= 3.9 :1 (must be 2:1 to 6:1)
Elevations Description Elevation
Top of Berm 394.00 (Allow 1ft freeboard above spillway flow height)
Emergency Spillway 392.50
Cleanout Mark 390.75 (Half of storage height)
Bottom 389.00
Provided SAP= 2,592 sf > 2,591
VP = 6,386 cf > 5,400
Emergency Spillway - Q10 110 = 7.22 in/hr
Q10 = 5.96 cfs
h = 0.5 ft
Cw = 3.0
Actual Lw= 5.6 ft (Based on Q10 Flows)
Use = 6 ft
1
' Di
i
T Dit
h-# 1
on
c
vers
emporary
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.033
Channel Slope 2.82 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope
Dischar
e 3.00
19.10 ft/ft (H:V)
ft'/s
g
Results
Normal Depth 1.13 ft Y, S
Flow Area 3.83 ft2 U
4?(? . ? 3 ?? , D 2 8 Z)
= C(p2
Wetted Perimeter 7.14 ft ,
Top Width 6.78 ft G? 1 6AC4 Z
Critical Depth 1.20 ft
' Critical Slope 0.02017
4
99 ft/ft
ft/
S r, T h
Velocity . s
I
C,
Velocity Head 0.39 ft -
Specific Energy 1.52 ft
Froude Number 1.17
Flow Type Supercritical
' GVF
In
ut Data
,
p
Downstream Depth
Length 0.00
0.00 ft
ft
Number Of Steps 0
' GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft /s
' Upstream Velocity Infinity ft/s
Normal Depth 1.13 ft
Critical Depth 1.20 ft
Channel Slope 2.82 %
Critical Slope 0.02017 ft/ft
1
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
313012009 4:13:52 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
t
Temporary Diversion Ditch #2

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.033
Channel Slope 2.59 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 8.12 ft3/s
Results
Normal Depth 0.83 ft 7G s
Flow Area 2.08 ft2
Z j?
?OZ' 4 ?
Wetted Perimeter 5.27 •
ft
Top Width 5.00 ft
/
Critical Depth 0.85 ft
Critical Slope 0.02260 ft/ft
w o
?' c
Velocity 3.90
?
ft/s
Velocity Head 0.24 ft
Specific Energy 1.07 ft
Froude Number 1.07
Flow Type Supercritical
GVF Input Data ;
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.83 ft
Critical Depth 0.85 ft
Channel Slope 2.59 %
Critical Slope 0.02260 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
3/30/2009 4:16:50 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Temporary Diversion Ditch #3

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.033
Channel Slope 2.19 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 5.84 ft'/s
Results
Normal Depth 0.76 ft d 5
Flow Area 1.73 ftz

_ ?2 e ?Z t
o
Wetted Perimeter 4.80 ft
Top Width 4.56 ft - o z • ' b// 2
Critical Depth 0.75 ft
Critical Slope 0.02362 ft/ft use C L??
Velocity 337 ft/s w i
Velocity Head 0.18 ft
Specific Energy 0.94 ft
Froude Number 0.96
Flow Type Subcritical
GVF Input Data
Downstream Depth
Length 0.00
0.00 ft
ft
Number Of Steps 0
' GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
' Upstream Velocity Infinity ft/s
Normal Depth 0.76 ft
Critical Depth 0.75 ft
Channel Slope 2.19 %
Critical Slope 0.02362 ft/ft

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
3/3012009 4:15:19 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Temporary Diversion Ditch #4
Project Description

Friction Method Manning Formula
Solve For Normal Depth
i Input Data
Roughness Coefficient 0.033
Channel Slope 2.92 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 2.80 ft3/s
Results
Normal Depth 0.55 ft x X S
Flow Area 0.90 ft2
- ?02 9' X 0 • S 02 ?{
Wetted Perimeter 3.46 ft

Top Width
3.28
ft Ito
It "' j • d0
Critical Depth 0.56 ft

Critical Slope
0.02605
ft /ft f

S e S 1 ?W
Velocity 3.12 ft/s ?AD `
Velocity Head 0.15 ft
Specific Energy 0.70 ft
Froude Number 1.05
Flow Type Supercritical
GVF In
ut Data
p
Downstream Depth
Length 0.00
0.00 ft
ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
' Upstream Velocity Infinity ft/s
Normal Depth 0.55 ft
Critical Depth 0.56 ft
Channel Slope 2.92 %
Critical Slope 0.02605 ft/ft

1 3/30/2009 4:15:45 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Temporary Diversion Ditch #5
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.033
Channel Slope 4.75 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope
Discharge 3.00
1.50 ft/ft (H:V)
ft3/s

Results
t Normal Depth 0.39 ft
Flow Area 0.47 ft2 - 2 14 X Q 3 1 X 5
1
Wetted Perimeter 2.50 ft
= 2
I b/
1(
Top Width 2.37 ft
??
0
Critical Depth 0.43 ft
Critical Slope 0.02831 ft/ft v s e S?
Velocity 3.21 ft/s
Velocity Head 0.16 ft
Specific Energy 0.55 ft
Froude Number 1.27
Flow Type Supercritical
' GVF In
ut Dat
p
a
Downstream Depth
Length 0.00
0.00 ft
ft
Number Of Steps 0
' GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 It
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.39 ft
Critical Depth 0.43 ft
Channel Slope 4.75 %
Critical Slope 0.02831 ft/ft

1 411/2009 11:48:54 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

¦ Temporary Diversion Ditch #6
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.033
Channel Slope 6.55 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope
Dischar
e 3.00
1.50 ft/ft (H:V)
ft3/s
g
Results

t
Normal Depth
0.37 y
ft
Y 5
Flow Area 0.41 ft2 _ &-Z.4 X O, 3`7 y(, , O(e S?j
Wetted Perimeter 2.35 ft I' I I t? 2
t
Top Width 2.23 ft
Critical Depth 0.43 ft
Critical Slope 0.02831 ft/ft s?'1 GLAD
Velocity 3.62 ft/s
l? 6 M
Velocity Head 0.20 ft
Specific Energy 0.58 ft
Froude Number 1.48
Flow Type Supercritical
t D
GVF I
t
npu
a
a
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.37 ft
Critical Depth 0.43 ft
Channel Slope 6.55 %
Critical Slope 0.02831 ft/ft

1 41112009 11:51:44 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Temporary Diversion Ditch #7

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.033
Channel Slope 6.54 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 1.60 ft3/s
Results
Normal Depth 0.38 ft
Flow Area 0.43 ft2 V ?2 ?J 3? x 0.0(o5t
T
Wetted Perimeter 2.41 ft
Top Width 2.28 ft = , , 5 )/?+Z
Critical Depth 0.45 ft
Critical Slope 0.02807 ft/ft C? e, S (??
Velocity 3.68 ft/s W V-\
Velocity Head 0.21 ft
Specific Energy 0.59 ft
Froude Number 1.49
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity fUs
Upstream Velocity Infinity ft/s
Normal Depth 0.38 ft
Critical Depth 0.45 ft
Channel Slope 6.54 %
Critical Slope 0.02807 ft/ft
I 41112009 1:04:43 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1

Temporary Diversion Ditch #8

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.033
' Channel Slope 5.79 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 3.11 ft'/s
Results
Normal Depth 0.50 ft = X- C1 X S
Flow Area 0.75 ft:
6o 2 )r, 0 )r-
Wetted Perimeter 3.16 ft 6 2
00 8 /? r
Top Width 3. ft
Critical Depth 0.58 ft
Critical Slope 0.02569 ft/ft

Velocity
4.15
ft/s I l
5 S ???? C?
Velocity Head 0.27 ft )`V? CA- {
Specific Energy 0.77 ft
Froude Number 1.46
Flow Type Supercritical
' GVF In
ut Data
p
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF_Output Data -
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.50 ft
Critical Depth 0.58 ft
Channel Slope 5.79 %
Critical Slope 0.02569 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
41112009 1:11:54 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1

Profile Description
Roughness Coefficient 0.020
Channel Slope 4.65 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 1.29 ft'/s
Results
Normal Depth 0.11 ft
Flow Area 0.37 ft2
Wetted Perimeter 3.71 ft
Top Width 3.67
17
0 ft
I f
Critical Depth . ft
r
Critical Slope 0.01123 ft/ft
Velocity 3.46 ft/s 2-- " ?OZ X x ' ??? S
Velocity Head 0.19 ft = D 3 Z K
Specific Energy 0.30 ft
Froude Number 1.92
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Permanent Swale #1
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.11 ft
Critical Depth 0.17 ft
Channel Slope 0.04650 ft/ft
Critical Slope 0.01123 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
4/212009 4:41:18 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Permanent Swale #2
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 2.24 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 7.55 ft3/s
Results
Normal Depth 0.38 ft
Flow Area 1.55 ft,
Wetted Perimeter 5.38 ft
Top Width 5.26 ft
Critical Depth 0.49 ft
Critical Slope 0.00842 ft/ft
Velocity 4.86 ft/s
Velocity Head 0.37 ft
Specific Energy 0.74 ft
Froude Number 1.58
L Z (02.9- Y- 0 2-Z
= D. 53 --3 O K
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity fUs
Normal Depth 0.38 ft
Critical Depth 0.49 ft
Channel Slope 0.02240 ft/ft
Critical Slope 0.00842 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
4/2!2009 4:41:32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Permanent Swale #3
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 3.06 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 1.50 ft3/s
Results
Normal Depth 0.14 ft X 0. 1+ Y. , D 3 a
Flow Area 0.47 ft2 Q, Z? b
Wetted Perimeter 3.87 ft
Top Width 3.83 ft
Critical Depth 0.19 ft
Critical Slope 0.01094 ft/ft
Velocity 3.19 ft/s
Velocity Head 0.16 ft
Specific Energy 0.30 ft
Froude Number 1.60
Flow Type Supercritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.14 ft
0.19 ft
0.03060 ft/ft
0.01094 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
4/2/2009 4:41:43 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
w
i
Permanent Swale #4
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input' Data
Roughness Coefficient 0.020
Channel Slope 2.59 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 22.17 ft'/s
Results
Normal Depth 0.64 ft ?- -• (02 q' X (ozf x , O Z S `l
Flow Area 3.17 ft2
Wetted Perimeter 7.06 ft -- . D -3 -? O 14
Top Width 6.86 ft
Critical Depth 0.89 ft
Critical Slope 0.00722 ft/ft
Velocity 7.00 ff/s
Velocity Head 0.76 ft
Specific Energy 1.40 ft
Froude Number 1.82
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft /s
Normal Depth 0.64 ft
Critical Depth 0.89 ft
Channel Slope 0.02590 ft/ft
Critical Slope 0.00722 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
4/212009 4:41:55 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
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Permanent Swale #5
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 3.08 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 0.66 ft3/s
Results
Normal Depth 0.08 ft = (QZ ?{ 7, . O
Flow Area 0.28 ftZ

Wetted Perimeter 3.54 ft
Top Width 3.51 ft
Critical Depth 0.11 It
Critical Slope 0.01271 ft/ft
Velocity 2.39 ft/s
Velocity Head 0.09 ft
Specific Energy 0.17 ft
Froude Number 1.50
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.08 ft
Critical Depth 0.11 ft
Channel Slope 0.03080 ft/ft
Critical Slope 0.01271 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
412/2009 4:42:07 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

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Permanent Swale #6
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data -
Roughness Coefficient 0.020
Channel Slope 2.28 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 1.65 ft3/s
Results
Normal Depth 0.16 ft ?2 4 X (o X O ZZ
Flow Area 0.55 ft2
2 3 -3 O JC
Wetted Perimeter 4.00 ft -
Top Width 3.95 ft
Critical Depth 0.20 ft
Critical Slope 0.01075 ft/ft
Velocity 2.99 ft/s
Velocity Head 0.14 ft
Specific Energy 0.30 ft
Froude Number 1.41
Flow Type Supercritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.16 ft
0.20 ft
0.02280 ft/ft
0.01075 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
41212009 4:42:21 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Permanent Swale #7
Project Description'
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 1.64 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 0.71 ft3/s
Results
Normal Depth 0.11 ft (02,?- X ?' I ci 4 (P
Flow Area 0.35 ftZ
0° I D
Wetted Perimeter 3.68 ft
Top Width 3.64 ft
Critical Depth 0.12 ft
Critical Slope 0.01253 ft/ft
Velocity 2.00 ft /s
Velocity Head 0.06 ft
Specific Energy 0.17 ft
Froude Number 1.13
Flow Type Supercritical
GVF InputData
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.11 ft
Critical Depth 0.12 ft
Channel Slope 0.01640 ft/ft
Critical Slope 0.01253 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
' 4/2/2009 4:42:34 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Permanent Swale #8
Project Description
Friction Method Manning Formula
Solve for Normal Depth
input Data
Roughness Coefficient 0.020
Channel Slope 2.13 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 4.38 ft'/s
Results
Normal Depth 0.28 ft
Flow Area 1.09 ft2
Wetted Perimeter 4.79 ft
Top Width 4.69 ft
Critical Depth 0.36 ft
Critical Slope 0.00915 ft/ft
Velocity 4.03 ft/s
Velocity Head 0.25 ft
Specific Energy 0.54 ft
Froude Number 1.48
Flow Type Supercritical
GVF Input Data
0.37 -) OK
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.28 ft
Critical Depth 0.36 ft
Channel Slope 0.02130 ft/ft
Critical Slope 0.00915 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
4/2/2009 4:42:48 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

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Permanent Swale #9
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 2.88 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 2.26 ft3/s
Results
Normal Depth 0.18 ft T -0-z
g
Flow Area 0.63 ft2
Wetted Perimeter 4.12 ft
Top Width 4.07 ft
Critical Depth 0.24 ft
Critical Slope 0.01019 ft/ft
Velocity 3.60 ft/s
Velocity Head 0.20 ft
Specific Energy 0.38 ft
Froude Number 1.61
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.18 ft
Critical Depth 0.24 ft
Channel Slope 0.02880 ft/ft
Critical Slope 0.01019 ft/ft
4/2/2009 4:43:01 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
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Permanent Swale #10
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 3.03 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 10.42 ft3/s
Results
Normal Depth 0.41 ft K - 03 D 3
Flow Area 1.75 ft2 _
Wetted Perimeter 5 61 ft
Top Width 5.48 ft
Critical Depth 0.59 ft
Critical Slope 0.00803 ft/ft
Velocity 5.95 ft/s
Velocity Head 0.55 ft
Specific Energy 0.96 ft
Froude Number 1.86
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data,
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.41 ft
Critical Depth 0.59 ft
Channel Slope 0.03030 ft/ft
Critical Slope 0.00803 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
412/2009 4:43:14 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Permanent Swale #11
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data „
Roughness Coefficient 0.020
Channel Slope 3.10 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 3.54 ft3/s
Results
Normal Depth 0.23 ft ')5 62-4- X X23 x , 03
Flow Area 0.83 ft2
'° U K
Wetted Perimeter 4.42 ft
Top Width 4.35 ft
Critical Depth 0.31 ft
Critical Slope 0.00947 ft/ft
Velocity 4.28 ft/s
Velocity Head 0.28 ft
Specific Energy 0.51 ft
Froude Number 1.73
Flow Type Supercritical
GVF'Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.23 ft
Critical Depth 0.31 ft
Channel Slope 0.03100 ft/ft
Critical Slope 0.00947 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
41212009 4:43:27 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Permanent Swale #12
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 3.83 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 2.16 ft3/s
Results
Normal Depth 0.16 ft -- GZ A
Flow Area 0.56 ft2 3 8 O
Wetted Perimeter 4.01 ft
Top Width 3.96 ft
Critical Depth 0.23 ft
Critical Slope 0.01027 ft/ft
Velocity 3.89 ft/s
Velocity Head 0.24 ft
Specific Energy 0.39 ft
Froude Number 1.83
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.16 ft
Critical Depth 0.23 ft
Channel Slope 0.03830 ft/ft
Critical Slope 0.01027 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00]
41212009 4:43:39 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
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Permanent Swale #13
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 2.61 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 4.95 ft'/s
Results
Normal Depth 0.29 ft X Q,ZJ K . ©Z(Ti 4
Flow Area 1.10 ft2 0 ?-1 D
Wetted Perimeter 4.81 ft
Top Width 4.71 ft
Critical Depth 0.38 ft
Critical Slope 0.00898 ft/ft
Velocity 4.50 ft /s
Velocity Head 0.31 ft
Specific Energy 0.60 ft
Froude Number 1.64
Flow Type Supercritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.29 ft
0.38 ft
0.02610 ft/ft
0.00898 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001
4/2/2009 4:43:52 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA 0-203-7554666 Page 1 of 1
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Permanent Swale #14
Project Description
Friction Method -Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 3.74 %
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 3.89 ft3/s
Results
Normal Depth 0.23 ft = (0-Z ?. 23 X , D37
Flow Area 0.83 ftz _ O
5
Wetted Perimeter 4.42 ft
Top Width 4.35 ft
Critical Depth 0.33 ft
Critical Slope 0.00932 ft/ft
Velocity 4.70 ft/s
Velocity Head 0.34 ft
Specific Energy 0.57 ft
Froude Number 1.90
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.23 ft
Critical Depth 0.33 ft
Channel Slope 0.03740 ft/ft
Critical Slope 0.00932 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
41212009 4:44:10 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
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PROJECT LOCATION: Raleigh, NC
DATE: 3/30/09 DESIGNED BY:
JCA
PROJECT NO: CHECKED BY
1517-0149 GML
Storm Outlet Structure
Structure= DRIVEWAY PIPE@ District-Dr. Q10/Qfull = 0.37
Size= 18 in V/Vfull = 0.912
Q10 = 8.00 cfs V = 11.2 fps
Qfull = 21.72 cfs
Vfull = 12.29 fps
From Fig. 8.06.b.1: Zone
From Fig. 8.06.b.2: D50
Storm Outlet Structure
Structure= FES-10
Size= 24 in
Q10 = 17.64 cfs
Qfull = 29.10 cfs
Vfull = 9.26 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3 x Dia
Zone
D50
DMAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3 x Dia
= 1
= 4 in
6 in
A
12 in
6.0 ft
5.0 ft
Q10/Qfull = 0.61
V/Vfull = 1.045
V = 9.7 fps
2
= 8 in
12 in
B
18 in
= 12.0 ft
= 6.0 ft
` ' • DATE: 3/30/09 DESIGNED BY:
JCA
PROJECT NAME: NCNG Joint Force Headquarters PROJECT NO: CHECKED BY
PROJECT LOCATION:-Raleigh, NC 1517-0149 GML
Storm Outlet Structure
Structure= FES-1'6 Q10/Qfull = 0.47
Size= 15 in V/Vfull = 0.974
Q10 = 6.92 cfs V = 11.8 fps
Qfull = 14.86 cfs
Vfull = 12.11 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 = 18 in
J 3 Apron Length = 7.5 ft
Apron Width = 3 x Dia = 4.0 ft
Length

Storm Outlet Structure
Structure= FES-19 Q10/Qfull = 0.24
Size= 15 in V/Vfull = 0.807
Q10 = 3.28 cfs V = 9.0 fps
Qfull = 13.71 cfs
Vfull = 11.17 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 = 18 in
3 Apron Length = 7.5 ft

Length Apron Width = 3 x Dia = 4.0 ft

• ` ' • DATE: 3/30/09 DESIGNED BY:
JCA
PROJECT NAME: NCNG Joint Force Headquarters PROJECT NO: CHECKED BY
PROJECT LOCATION: Raleigh, NC 1517-0149 GML
' Storm Outlet Structure
Structure= FES-21 Q10/Qfull = 0.64
' Size= 36 in V/Vfull = 1.055
Q10 = 29.94 cfs V= 7.0 fps
Qfull = 47.08 cfs
' Vfull = 6.66 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D50 = 8 in
DMAx = 12 in
Riprap Class = B
s Apron Thickness 18 in
73 Apron Length 18.0 ft
S
Apron Width = 3 x Dia
=
9.0
ft
1 Length

Storm Outlet Structure
Structure= FES-40 Quo/Qfull = 0.64
Size= 36 in V/Vfull = 1.055
Q10 = 31.30 cfs V = 7.3 fps
Qfull = 48.93 cfs
Vfull = 6.92 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 = 18 in
3 Apron Length 18.0 ft

Length Apron Width = 3 x Dia 9.0 ft

------- --- --
DATE: 3/30/09
DESIGNED BY:
JCA
PROJECT NAME: NCNG_Joint Force Headquarters PROJECT NO: CHECKED BY
PROJECT LOCATION: Raleigh, NC 1517-0149 GML
Storm Outlet Structure
Structure= FES-42 Q10/Qfull = 0.71
Size= 30 in V/Vfull = 1.082
Q10= 31.56 cfs V = 9.8 fps
Qfull = 44.67 cfs
Vfull = 9.10 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 = 18 in
MM 3 Apron Length = 15.0 ft
Apron Width = 3 x Dia = 8.0 ft
Length

Storm Outlet Structure
Structure= FES-48 Q10/Qfull = 0.52
Size= 24 in V/Vfull = 1.000
Q10= 14.60 cfs V = 8.9 fps
Qfull = 28.01 cfs
Vfull = 8.92 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D50 = 8 in
DMax = 12 in

Riprap Class = B
L Apron Thickness = 18 in

Im 3 Apron Length = 12.0 ft
-

Length
Apron Width = 3 x Dia
=
6.0
ft

• DATE: 3/30/09 DESIGNED BY:

`i JCA
PROJECT NAME: NCNG Joint Force Headquarters PROJECT NO:
I CHECKED BY
PROJECT LOCATION: Raleigh, NC 1517-0149 GML
' Storm Outlet Structure
Structure= FES-55 Q10/Qfull = 0.59
Size= 24 in VNfull = 1.035
' Q10= 8.36 cfs V = 4.7 fps
Qfull = 14.28 cfs
Vfun 4.55 fps
From Fig. 8.06.b.1: Zone = 1
From Fig. 8.06.b.2: D50 4 in
DMAx 6 in
Riprap Class = A
s Apron Thickness 12 in
Apron Length 8.0 ft
Apron Width = 3 x Dia = 6.0 ft
Length

Storm Outlet Structure
' Structure= FES-59 Q10/Qfull = 0.51
Size= 42 in VNfull = 1.000
' Q10 = 71.41 cfs
Qfull = 139.29 cfs V = 14.5 fps
Vfull = 14.48 fps
From Fig. 8.06.b.1: Zone = 3
From Fig. 8.06.b.2: D50 = 10 in
' DMAx 15 in
Riprap Class 1
s Apron Thickness = 24 in
Apron Length 28.0 ft

Length
r Apron Width = 3 x Dia 11.0 ft

1
1
1
1
1
1
1
1
1
1
1
1
PROJECT NAME: NCNG Joint Force He,
PROJECT LOCATION: Raleigh, NC
Storm Outlet Structure
Structure= FES-60
Size= 24 in
Q10= 27.10 cfs
Qfull = 36.13 cfs
Vfull = 11.50 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
uarters
Zone
D50
DMAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3 x Dia
DATE: 3/30/09 DESIGNED BY:
1JCA
1517-0149 IGML
Q10/Qfull = 0.75
V/Vfull = 1.098
V = 12.6 fps
= 3
10 in
15 in
1
24 in
= 16.0 ft
6.0 ft

11

1

CULVERT DESIGN
CALCULATIONS

Culvert Designer/Analy zer Report
' 42" Crossing

Peak Discharge Method: Rational
' Design Return Period 25 year Check Return Period 100 year
Design Peak Discharge 79.19 cfs Check Peak Discharge 88.92 cfs
Total Area 39.30 acres Time of Concentration 23.80 min
Rational-Coefficient 0.45 Intensity 4.99 in/hr

Area
Subwatershed(acres) C
1 39.30 0.45

Grades Model: Inverts
Invert Upstream 409.00 ft Invert Downstream 407.00 ft
Length 104.00 ft Slope 0.019231 ft/ft
Drop 2.00 ft
'
Headwater Model: Maximum Allowable HW
Headwater Elevation 415.00 ft
'

Tailwater properties: Trapezoidal Channel

Tailwater conditions for Design Storm.
Discharge 79.19 cfs Bottom Elevation 407.00 ft
Depth 1.57 ft Velocity 8.20 ft/s

T
il
diti
t
f
Ch
k St
wa
er con
a
ons
or
ec
orm.
Discharge 88.92 cfs Bottom Elevation 407.00 ft
Depth 1.66 ft Velocity 8.45 ft/s

Name Description Discharge HW Elev. Velocity
x Trial-1 1-42 inch Circular 79
19 cfs 413
53 ft 13
73 ft/s
. .
.

Title: N.C. National Guard Project Engineer: Grant Livengood
s:\...\20-tech\culvert calcs\ncng culverts.cvm CulvertMaster v3.1 [03.01.009.00]
04/01/09 10:17:0@ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2

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Culvert Dssigner/Analyzer Report
42" Crossing
Design:Trial-1
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 415.00 ft Storm Event Design
Computed Headwater Elevi 413.53 ft Discharge 79.19 cfs
Headwater Depth/Height 1.29 Tailwater Elevation 408.57 ft
Inlet Control HW Elev. 413.53 ft Control Type Inlet Control
Outlet Control HW Elev. 413.52 ft

Grades
Upstream Invert 409.00 ft Downstream Invert 407.00 ft
Length 104.00 ft Constructed Slope 0.019231 it/ft

Hydraulic Profile
Profile S2 Depth, Downstream 2.02 ft
Slope Type Steep Normal Depth 1.89 ft
Flow Regime Supercritical Critical Depth 2.78 ft
Velocity Downstream 13.73 ft/s Critical Slope 0.006571 ft/ft

Section
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 3.50 ft
Section Size 42 inch Rise 3.50 ft
Number Sections 1

Outlet Control Properties
Outlet Control HW Elev. 413.52 ft Upstream Velocity Head 1.45 ft
Ke 0.20 Entrance Loss 0.29 ft

Inlet Control Properties
Inlet Control HW Elev. 413.53 ft Flow Control Submerged
Inlet Type Groove end projecting Area Full 9.6 ft2
K 0.00450 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 3
C 0.03170 Equation Form 1
Y 0.69000
Title: N.C. National Guard Project Engineer: Grant Livengood
s:\...\20-tech\culvert calcs\ncng culverts.cvm CulvertMaster v3.1 [03.01.009.00]
04/01/09 10:17:04ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 2
1
PRE-DEVELOPMENT
t STORMWATER
CALCULATIONS

1
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1
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Pre-1 Add/ink 1 0
1 ,CAI 1 1?1
.1
Pre-4
Pre-2
POA-1
Add l in k 20
ddC?nk 30
P
. 1
Of f s ite-1
`l.
1, 1
Addlink 40
Pre-3
POA-2
POA-3
Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
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
Pre100 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

OFFSITE-1
AREA
1
4215
12.0500 --------
1.19 -------- ------------
OFFSITE-1 AREA 2 7138 12.0000 2.32
OFFSITE-1 AREA 100 39762 12.0000 15.32
*POA-1 JCT 1 4628 12.1000 .69
*POA-1 JCT 2 8535 12.1000 1.92
*POA-1 JCT 100 56454 12.0500 18.67
*POA-2 JCT 1 17729 12.0500 4.48
*POA-2 JCT 2 31464 12.0000 10.13
*POA-2 JCT 100 193370 11.9500 77.90
*POA-3 JCT 1 9274 12.1500 1.30
*POA-3 JCT 2 17104 12.1000 3.63
*POA-3 JCT 100 113132 12.0500 35.56
PRE-1 AREA 1 3511 12.1000 .52
PRE-1 AREA 2 6475 12.1000 1.45
PRE-1 AREA 100 42831 12.0500 14.05
SIN: 2BYXYWHCPK58
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Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
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
-------- -------- ------------
PRE-2 AREA 1 13514 12.0500 3.30
PRE-2 AREA 2 24327 12.0000 7.81
PRE-2 AREA 100 153608 11.9500 62.74
PRE-3 AREA 1 9274 12.1500 1.30
PRE-3 AREA 2 17104 12.1000 3.63
PRE-3 AREA 100 113132 12.0500 35.56
PRE-4 AREA 1 1117 12.1000 .17
PRE-4 AREA 2 2059 12.1000 .47
PRE-4 AREA 100 13623 12.0500 4.62
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
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w
1
1
Type.... Design Storms
Name.... Raleigh, NC
Page 4.01
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
Title... Project Date: 5/22/2008
Project Engineer: JCA
Project Title: NCNG
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Raleigh, NC
Storm Tag Name = Pre 1
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Synthetic Storm TypeII 24hr
1 yr
3.0000 in
1
24.0000 hrs
.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
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: 2EYXYWHCPK58
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Type.... Tc Calcs
Name.... OFFSITE-1
Page 6.01
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .0110
Hydraulic Length 159.00 ft
2yr, 24hr P 3.6000 in
Slope .038000 ft/ft
Avg.Velocity 2.07 ft/sec
Segment #1 Time: .0213 hrs
-----------------------------------------------------------------------
Segment #2: Tc: TR-55 Channel
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
3.1400
6.28
.50
.123000
.0130
44.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 25.32 ft/sec
Segment #2 Time: .0005 hrs
Segment #3: Tc: TR-55 Shallow
Hydraulic Length 166.00 ft
Slope .045000 ft/ft
Unpaved
Avg.Velocity 3.42 ft/sec
Segment #3 Time:
------- ------ ------ ----- -- ---0135 hrs
S/N: 2BYXYWHCPK58
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Type.... Tc Calcs
Name.... OFFSITE-1
Page 6.01
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
Segment #4: Tc: TR-55 Shallow
Hydraulic Length _157.00 ft
Slope .039000 ft/ft
Unpaved
Avg.Velocity 3.19 ft/sec
Segment #4 Time: .0137 hrs
Segment #5: Tc: TR-55 Shallow
Hydraulic Length 769.00 ft
Slope .027000 ft/ft
Unpaved
Avg.Velocity 2.65 ft/sec
Segment #5 Time: .0806 hrs
-----------------------------------------------------------------------
Segment #6: Tc: TR-55 Channel
Flow Area 2.7000
Wetted Perimeter 6.23
Hydraulic Radius .43
Slope .065000
Mannings n .0300
Hydraulic Length 271.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 7.25 ft/sec
Segment #6 Time: .0104 hrs
------------------------------------------------------------------------
Total Tc: .1399 hrs
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 12:51 PM 3/17/2009
Type.... Tc Calcs
Name.... PRE-1
Page 6.05
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
TIME OF CONCENTRATION CALCULATOR
........................................................................
Segment #1: To: TR-55 Sheet
Mannings n .2400
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .038000 ft/ft
Avg.Velocity .16 ft/sec
Segment #1 Time: .1735 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 389.00 ft
Slope .048000 ft/ft
Unpaved
Avg.Velocity 3.53 ft/sec
Segment #2 Time: .0306 hrs
Segment #3: To: TR-55 Shallow
Hydraulic Length 485.00 ft
Slope .035000 ft/ft
Unpaved
Avg.Velocity 3.02 ft/sec
Segment 43 Time: .0446 hrs
------------------------------------------------------------------------
Total To: .2487 hrs
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... PRE-2
Page 6.07
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
........................................................................
.........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Shallow
Hydraulic Length 157.00 ft
Slope .039000 ft/ft
Unpaved
Avg.Velocity 3.19 ft/sec
Segment #2: Tc: TR-55 Shallow
Segment #1 Time: .0137 hrs
Hydraulic Length 769.00 ft
Slope .027000 ft/ft
Unpaved
Avg.Velocity 2.65 ft/sec
Segment #2 Time: .0806 hrs
----------------------------------------------,-------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 2.7000
Wetted Perimeter 6.23
Hydraulic Radius .43
Slope .065000
Mannings n .0300
Hydraulic Length 271.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 7.25 ft/sec
Segment #3 Time: .0104 hrs
------------------------------------------------------------------------
Total Tc: .1046 hrs
SIN: 2BYXYWHCPK58
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t

t
1
Type.... Tc Calcs
Name.... PRE-3
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .034000 ft/ft
Avg.Velocity .15 ft/sec
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 132.00 ft
Slope .066000 ft/ft
Unpaved
Avg.Velocity 4.15 ft/sec
Segment #2 Time: .0088 hrs
Segment #3: Tc: TR-55 Shallow
Hydraulic Length 166.00 ft
Slope .167000 ft/ft
Unpaved
Avg.Velocity 6.59 ft/sec
Segment #3 Time: .0070 hrs
------------------------------------------------------------------------
Page 6.09
Segment #1 Time: .1814 hrs
SIN: 23YXYWHCPKSB
Bentley PondPack (10.00.023.00)
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Type.... Tc Calcs
Name.... PRE-3
Page 6.09
File....- S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
Segment #4: Tc: TR-55 Channel
Flow Area 10.7500 sq.ft
Wetted Perimeter 13.85 ft
Hydraulic Radius .78 ft
Slope .019000 ft/ft
Mannings n .0400
Hydraulic Length 1125.00 ft
Avg.Velocity 4.34 ft/sec
Segment #4 Time: .0721 hrs
------------------------------------------------------------------------
-------------------------
Total Tc: .2693 hrs
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... PRE-4
Page 6.13
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
.........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: To: TR-55 Sheet
Mannings n .2400
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .022000 ft/ft
Avg.Velocity .13 ft/sec
Segment #1 Time: .2158 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 143.00 ft
Slope .073000 ft/ft
Unpaved
Avg.Velocity 4.36 ft/sec
Segment #2 Time: .0091 hrs
Segment #3: Tc: TR-55 Shallow
Hydraulic Length 81.00 ft
Slope .185000 ft/ft
Unpaved
Avg.Velocity 6.94 ft/sec
Segment #3 Time: .0032 hrs
------------------------------------------------------------------------
Total Tc: .2282 hrs
SIN: 2BYXYWHCPK58
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I Type.... Runoff CN-Area Page 7.01
Name.... OFFSITE-1
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
'
RUNOFF CURVE NUMBER DATA
........................................
---------------- ----------------------- ..........
---------- ............
------------ ............
------------
Impervious
' Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
- -------------------------------- ----
Impervious 9,8 ---------
.260 ----- ----- ------
98.00
Meadow - cont. grass (non grazed) - 58 2.920 58.00
COMPOSITE AREA & WEIGHTED CN --->
........................................ 3.180
..........
............ 61.27 (61)
.............

' S/N: 2BYXYWHCPK58
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12:55 PM
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3/17/2009

i
Type.... Runoff CN-Area
Name.... PRE-1
Page 7.02
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - good 55 1.800 55.00
Meadow - cont. grass (non grazed) - 58 2.130 58.00
COMPOSITE AREA & WEIGHTED CN ---> 3.930 56.63 (57)
...........................................................................
SIN: 2BYXYWHCPK58
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I

L

Type.... Runoff CN-Area
Name.... PRE-2
Page 7.02
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
RUNOFF CURVE NUMBER DATA
...........................................................................
...........................................................................
----------------------------------- ----- ---------- ------------
Impervious ------------
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
--------------------------------
Woods - good ----
55 ---------
2.590 ----- ----- ------
55.00
Meadow - cont. grass (non grazed) - 58 10.850 58.00
Impervious Areas - Dirt (w/ right-o 82 .160 82.00
COMPOSITE AREA & WEIGHTED CN --->
...................................
...................................
.....
..... 13.600
..........
..........
............
............ 57.71 (58)
.............
.............
S/N: 2BYXYWHCPK58
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Type.... Runoff CN-Area
Name.... PRE-3
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
----------------- - ----------------- ---- ---------- ------------
Impervious ------------
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- -
Impervious ---
98 ---------
.070 ----- ----- ------
98.00
Woods - good 55 7.340 55.00
Meadow - cont. grass (non grazed) - 58 2.810 58.00
Impervious Areas - Dirt (w/ right-o 82 .160 82.00
COMPOSITE AREA & WEIGHTED CN --->
....................................
....................................
....
.... 10.380
..........
..........
............
............ 56.52 (57)
.............
.............
Page 7.03
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Type.... Runoff CN-Area
Name.... PRE-4
Page 7.04
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Pre.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
-------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - good 55 .580 55.00
Meadow - cont. grass (non grazed) - 58 .670 58.00
COMPOSITE AREA & WEIGHTED CN ---> 1.250 56.61 (57)
...........................................................................
...........................................................................
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
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POST-DEVELOPMENT
' STORMWATER
CALCULATIONS
L
n

1.1

n

I I

1
1
1
1
1
1
1
1
1
Post-7
Addlirnk 30
Post-4
pda ,nl k s0
POA-1
Post-1 gddii„k
/0
Pddpnk 50 WP-1
Offsite-1
Addlink 20
Post-2 WP-2
ti.
Addlink 60
Post-5 POA-2
O?
ZZOO 3
Addlink 40
Post-3 BIO-3
- w
Addlink 70

Post-6 BIO-4
ej0
,4
POA-3
A
Addlink 90

Post-8
0
01
O-5
g?

Addlink 100
Post-9
Addlink 110 w
11-4., W
Post-10 BO-6

' Type
Name
File .... Master Network Summary
.... Watershed
.... S:\1517\0149-NCNG\20-Tech\Stormwater Page

Management\Post.ppw 2.01
' MASTER DESIGN STORM SUMMARY
' Ne twork Storm Collection: Raleigh-
NC
,
Total
' Depth Rainfall
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

MAS TER NETWORK SUMMARY
' SCS U nit Hydrograph Method
(*Node=Ou tfall; +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
-------- ------------
BIO-3 IN POND 1 18102 11.9000 7.51
BIO-3 IN POND 2 23815 11.9000 9.89
BIO-3 IN POND 10 41631 11.9000 17.11
BIO-3 IN POND 100 68946 11.9000 27.74
' BIO-3 OUT POND 1 6325 13.3000 .39 403.02 11922
BIO-3 OUT POND 2 12038 12.1500 1.91 403.07 12485
BIO-3 OUT POND 10 29854 12.0500 11.91 403.47 16360
BIO-3 OUT POND 100 57169 12.0000 24.10 403.74 19249
'
BIO-4 IN POND 1 2754 11.9500 1.12
BIO-4 IN POND 2 3936 11.9500 1.63
BIO-4 IN POND 10 7916 11.9000 3.28
BIO-4 IN POND 100 14456 11.9000 6.02
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
10:39 AM
Bentley Systems, Inc.
4/1/2009
11

G
I
n

1-1

Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
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
----------
BIO-4 OUT POND 1 1725
BIO-4 OUT POND 2 2907
BIO-4 OUT POND 10 6887
BIO-4 OUT POND 100 13428
BIO-5 IN POND 1 1316
BIO-5 IN POND 2 2040
BIO-5 IN POND 10 4663
BIO-5 IN POND 100 9274
BIO-5 OUT POND 1 0
BIO-5 OUT POND 2 719
BIO-5 OUT POND 10 3341
BIO-5 OUT POND 100 7952
BIO-6 IN POND 1 2676
BIO-6 IN POND 2 3674
BIO-6 IN POND 10 6910
BIO-6 IN POND 100 12046
BIO-6 OUT POND 1 1366
BIO-6 OUT POND 2 2364
BIO-6 OUT POND 10 5600
BIO-6 OUT POND 100 10736
OFFSITE-1 AREA 1 4213
OFFSITE-1 AREA 2 7135
OFFSITE-1 AREA 10 18497
OFFSITE-1 AREA 100 39757
*POA-1 JCT 1 2274
*POA-1 JCT 2 3934
*POA-1 JCT 10 10500
*POA-1 JCT 100 22957
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:39 AM
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
--------- cfs
-------- ft
-------- cu.ft
----------

12.1000
.31
394.77 --
1057
12.0000 1.52 394.83 1168
11.9500 3.26 394.93 1335
11.9500 6.07 395.05 1540
12.0000 .49
11.9500 .80
11.9500 1.93
11.9000 3.85
11.7000 .00 400.75 1316
14.5500 .04 400.75 1326
12.0500 1.48 400.83 1484
11.9500 3.76 400.96 1742
11.9500 1.11
11.9500 1.52
11.9000 2.87
11.9000 4.96
12.3000 .19 395.01 1322
12.0500 1.24 395.05 1387
11.9500 2.89 395.11 1491
11.9500 4.93 395.19 1623
12.0000 1.34
12.0000 2.57
11.9500 7.45
11.9500 16.52
12.0500 .49
12.0500 1.11
12.0500 3.52
12.0000 8.02
Bentley Systems, Inc.
4/1/2009

Type.... Master Network Summary Page 2.02
Name.... Watershed
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
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
-
-
-
*POA-2 ---- ----
JCT ------
1 ----------
66734
R
12.3500 -------- -------- ------------
2.34
*POA-2 JCT 2 101770 R 12.1000 12.16
*POA-2 JCT 10 220149 R 12.0000 76.78
*POA-2 JCT 100 416028 R 12.0000 155.41
*POA-3 JCT 1 7176 12.0000 1.03
*POA-3 JCT 2 13343 12.0000 4.62
*POA-3 JCT 10 36468 12.0000 14.83
*POA-3 JCT 100 78544 11.9500 33.98
POST-1 AREA 1 25139 11.9500 10.10
POST-1 AREA 2 36576 11.9500 15.03
POST-1 AREA 10 75723 11.9500 31.40
POST-1 AREA 100 141063 11.9000 58.60
POST-10 AREA 1 2676 11.9500 1.11
POST-10 AREA 2 3674 11.9500 1.52
POST-10 AREA 10 6910 11.9000 2.87
POST-10 AREA 100 12046 11.9000 4.96
POST-2 AREA 1 36117 11.9500 14.95
POST-2 AREA 2 49584 11.9500 20.59
POST-2 AREA 10 93242 11.9500 38.29
POST-2 AREA 100 162541 11.9500 65.15
POST-3 AREA 1 18102 11.9000 7.51
POST-3 AREA 2 23815 11.9000 9.89
POST-3 AREA 10 41631 11.9000 17.11
POST-3 AREA 100 68946 11.9000 27.74
POST-4 AREA 1 1253 12.0500 .28
POST-4 AREA 2 2206 12.0500 .64
POST-4 AREA 10 6020 12.0000 2.09
POST-4 AREA 100 13329 12.0000 4.93
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:39 AM
Bentley Systems, Inc.
4/1/2009

F
n
11

Type.... Master Network Summary Page 2.03
Name.... Watershed
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
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
-----------
POST-5 ------ ----
AREA ------
1 ----------
2047
POST-5 AREA 2 3686
POST-5 AREA 10 10347
POST-5 AREA 100 23274
POST-6 AREA 1 2754
POST-6 AREA 2 3936
POST-6 AREA 10 7916
POST-6 AREA 100 14456
POST-7 AREA 1 1020
POST-7 AREA 2 1728
POST-7 AREA 10 4480
POST-7 AREA 100 9629
POST-8 AREA 1 4084
POST-8 AREA 2 7352
POST-8 AREA 10 20639
POST-8 AREA 100 46428
POST-9 AREA 1 1316
POST-9 AREA 2 2040
POST-9 AREA 10 4663
POST-9 AREA 100 9274
WP-1 IN POND 1 29353
WP-1 IN POND 2 43712
WP-1 IN POND 10 94221
WP-1 IN POND 100 180820
WP-1 OUT POND 1 24247 R
WP-1 OUT POND 2 38518 R
WP-1 OUT POND 10 88898 R
WP-1 OUT POND 100 175358 R
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs
-- ft
-------- cu.ft
------------
---------
12.0500 -----
-
.43
12.0500 1.06
12.0000 3.64
12.0000 8.72
11.9500 1.12
11.9500 1.63
11.9000 3.28
11.9000 6.02
12.1000 .22
12.0500 .46
12.0500 1.45
12.0500 3.26
12.0000 1.03
12.0000 2.44
11.9500 8.07
11.9500 19.22
12.0000 .49
11.9500 .80
11.9500 1.93
11.9000 3.85
11.9500 11.20
11.9500 17.46
11.9500 38.85
11.9000 74.38
17.9500 .26 398.80 38997
12.5500 1.83 398.86 39786
12.0500 29.94 399.41 47130
12.0000 67.27 400.01 55660
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:39 AM
Bentley Systems, Inc.
4/1/2009

Type.... Master Network Summary Page 2.04
Name.... Watershed
File.... S:\1517\014-NCNG\20-Tech\Stormwater Management\Post.ppw
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
WP-2 IN POND 1 36117 11.9500 14.95
WP-2 IN POND 2 49584 11.9500 20.59
WP-2 IN POND 10 93242 11.9500 38.29
' WP-2 IN POND 100 162541 11.9500 65.15
WP-2 OUT POND 1 34114 R 12.3500 2.10 407.53 38107
WP-2 OUT POND 2 47528 R 12.1000 9.38 407.75 40995
WP-2 OUT POND 10 91050 R 12.0000 31.56 408.27 48006
' WP-2 OUT POND 100 160227 R 12.0000 55.33 408.80 55498

II
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:13 PM
Bentley Systems, Inc.
3/18/2009
' Type.... Design Storms
Name.... Raleigh, NC
File..-.. S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw

Page 4.01
Title... Project Date: 5/22/2008
Project Engineer: JCA
Project Title: NCNG
Project Comments:
DESIGN STORMS SUMMARY
' Design Storm File,ID = Raleigh, NC
Storm Tag Name = Dev 1

Data Type, File, ID = --------
Synthetic Storm TvpeII 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
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:14 PM
Bentley Systems, Inc.
3/18/2009

Type.... Tc Calcs
Name.... OFFSITE-1
Page 6.01
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .0110
Hydraulic Length 159.00 ft
2yr, 24hr P 3.6000 in
Slope .038000 ft/ft
Avg.Velocity 2.07 ft/sec
Segment #1 Time: .0213 hrs
-----------------------------------------------------------------------
Segment #2: Tc: TR-55 Channel
Flow Area 3.1400
Wetted Perimeter 6.28
Hydraulic Radius .50
Slope .123000
Mannings n .0130
Hydraulic Length 44.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 25.32 ft/sec
Segment #3: Tc: TR-55 Shallow
Segment #2 Time: .0005 hrs
Hydraulic Length 204.00 ft
Slope .044000 ft/ft
Unpaved
Avg.Velocity 3.38 ft/sec
Segment #3 Time_ --_0167 hrs
------------------------------------------------ -----
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:15 PM
Bentley Systems, Inc.
3/18/2009

Type.... Tc Calcs
Name.... OFFSITE-1
Page 6.01
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
Segment #4: Tc: TR-55 Ch
Flow Area 3.1400
Wetted Perimeter 6.28
Hydraulic Radius .50
Slope .014000
Mannings n .0130
Hydraulic Length 269.00
annel
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 8.54 ft/sec
Segment #4 Time: .0087 hrs
-----------------------------------------------------------------------
Segment #5: Tc: TR-55 Channel
Flow Area 1.8100
Wetted Perimeter 8.55
Hydraulic Radius .21
Slope .032000
Mannings n .0300
Hydraulic Length 469.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 3.16 ft/sec
Segment #5 Time: .0413 hrs
------------------------------------------------------------------------
Total Tc: .0886 hrs
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:15 PM
Bentley Systems, Inc.
3/18/2009
i

1
1
1
1
Type.... Tc Calcs
Name.... POST-1
Page 6.05
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
........................................................................
.........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Channel
Flow Area 2.1300 sq.ft
Wetted Perimeter 6.62 ft
Hydraulic Radius .32 ft
Slope .022000 ft/ft
Mannings n .0300
Hydraulic Length 357.00 ft
Avg.Velocity 3.46 ft/sec
Segment #1 Time: .0287 hrs
-----------------------------------------------------------------------
Segment #2: Tc: TR-55 Channel
Flow Area 3.1400
Wetted Perimeter 6.28
Hydraulic Radius .50
Slope .014000
Mannings n .0130
Hydraulic Length 269.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 8.54 ft/sec
Segment #2 Time: .0087 hrs
-----------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 1.8100 sq.ft
Wetted Perimeter 8.55 ft
Hydraulic Radius .21 ft
Slope .032000 ft/ft
Mannings n .0300
Hydraulic Length 469.00 ft
Avg.Velocity 3.16 ft/sec
Segment #3 Time: .0413 hrs
------------------------------------------------------------------------
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:15 PM
Bentley Systems, Inc.
3/18/2009
i
i
i
Type.... Tc Calcs
Name.... POST-1
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
Page 6.05
-------------------------
Total Tc: .0787 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-----
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:15 PM
Bentley Systems, Inc.
3/18/2009
Type.... Tc Calcs
Name.... POST-2
Page 6.10
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
........................................................................
..........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .0110
Hydraulic Length 22.00 ft
2yr, 24hr P 3.6000 in
Slope .015000 ft/ft
Avg.Velocity .96 ft/sec
Segment #1 Time: .0064 hrs
-----------------------------------------------------------------------
Segment #2: Tc: TR-55 Channel
Flow Area .8100
Wetted Perimeter 4.55
Hydraulic Radius .18
Slope .036000
Mannings n .0300
Hydraulic Length 660.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 2.98 ft/sec
Segment #2 Time: .0615 hrs
-----------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 1.2300 sq.ft
Wetted Perimeter 3.93 ft
Hydraulic Radius .31 ft
slope .005000 ft/ft
Mannings n .0130
Hydraulic Length 52.00 ft
Avg.Velocity 3.74 ft/sec
Segment #3 Time: .0039 hrs
------------------------------------------------------------------------
S/N: 2BYXYWHCPK56 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 7:16 PM 3/18/2009
1
1
1
1
1
1

Type.... Tc Calcs
Name.... POST-2
Page 6.10
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
Segment #4: Tc: TR-55 Channel
Flow Area 1.7700 sq.ft
Wetted Perimeter 4.71 ft
Hydraulic Radius .38 ft
Slope .005000 ft/ft
Mannings n .0130
Hydraulic Length 113.00 ft
Avg.Velocity 4.22 ft/sec
Segment #4 Time: .0074 hrs
-----------------------------------------------------------------------
Segment #5: Tc: TR-55 Channel
Flow Area 3.1416
Wetted Perimeter 6.28
Hydraulic Radius .50
Slope .005000
Mannings n .0130
Hydraulic Length 270.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 5.11 ft/sec
Segment #5 Time: .0147 hrs
-----------------------------------------------------------------------
Segment #6: Tc: TR-55 Channel
Flow Area 4.9100 sq.ft
Wetted Perimeter 7.85 ft
Hydraulic Radius .63 ft
Slope .011000 ft/ft
Mannings n .0130
Hydraulic Length 104.00 ft
Avg.Velocity 8.79 ft/sec
Segment #6 Time: .0033 hrs
------------------------------------------------------------------------
Total Tc: .0971 hrs
-------------------------
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:16 PM
Bentley Systems, Inc.
3/18/2009
1
1
1
1
1
1
1
1
1
Type.... Tc Calcs
Name.... POST-3
Page 6.13
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
........................................................................
........................................................................
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 .029000 ft/ft
Avg.Velocity 1.69 ft/sec
Segment #1 Time: .0164 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 373.00 ft
Slope .031000 ft/ft
Paved
Avg.Velocity 3.58 ft/sec
Segment #2 Time: .0289 hrs
-----------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area .8100
Wetted Perimeter 4.55
Hydraulic Radius .18
Slope .028000
Mannings n .0300
Hydraulic Length 109.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 2.63 ft/sec
Segment #3 Time:
---------------- - ------ ------ - - - -------0115 - hrs
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 7:16 PM
Bentley Systems, Inc.
3/18/2009

1
1
1
1
1
1
1
1
1
Type.... Tc Calcs
Name.... POST-3
Page 6.25
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
Segment #4: Tc: TR-55 Channel
Flow Area 1.7700 sq.ft
Wetted Perimeter 4.71 ft
Hydraulic Radius .38 ft
Slope .012200 ft/ft
Mannings n .0130
Hydraulic Length 122.00 ft
Avg.Velocity 6.59 ft/sec
Segment #4 Time: .0051 hrs
------------------------------------------------------------------------
Total Tc: .0620 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:46 AM
Bentley Systems, Inc.
4/1/2009
Type.... Tc Calcs
Name.... POST-4
Page 6.17
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .043000 ft/ft
Avg.Velocity .17 ft/sec
Segment #2: Tc: TR-55 Shallow
Segment #1 Time: .1651 hrs
Hydraulic Length 181.00 ft
Slope .125000 ft/ft
Unpaved
Avg.Velocity 5.70 ft/sec
Segment #2 Time: .0088 hrs
------------------------------------------------------------------------
-------------------------
Total To: .1739 hrs
-------------------------
-------------------------
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:16 PM
Bentley Systems, Inc.
3/18/2009
Type.... Tc Calcs
Name.... POST-5
Page 6.19
File.... S:\1517\0149-NCNG\20-Tech\Stormwates Management\Post.ppw
.........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .060000 ft/ft
Avg.Velocity .19 ft/sec
Segment #2: Tc: TR-55 Shallow
Segment #1 Time: .1445 hrs
Hydraulic Length 145.00 ft
Slope .093000 ft/ft
Unpaved
Avg.Velocity 4.92 ft/sec
Segment #2 Time: .0082 hrs
Segment #3: Tc: TR-55 Shallow
Hydraulic Length 61.00 ft
Slope .049000 ft/ft
Unpaved
Avg.Velocity 3.57 ft/sec
Segment #3 Time: .0047 hrs
------------------------------------------------------------------------
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:16 PM
Bentley Systems, Inc.
3/18/2009
s

Type.... Tc Calcs
Name.... POST-5
Page 6.19
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
Segment #4: Tc: TR-55 Ch,
Flow Area 2.7000
Wetted Perimeter 6.23
Hydraulic Radius .43
Slope .072000
Mannings n .0300
Hydraulic Length 166.00
3nnel
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 7.63 ft/sec
Segment #4 Time: .0060 hrs
------------------------------------------------------------------------
Total Tc: .1635 hrs
-------------------------
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
Bentley Systems, Inc.
7:16 PM 3/18/2009
1
1
1

Type.... Tc Calcs
Name.... POST-6
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Page 6.23
Segment #1 Time 0833 hrs
--------------------------------------------------
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
-Total -Tc_-----.0833-hrs-
7:17 PM
Bentley Systems, Inc.
3/18/2009

11
Segment #2: Tc: TR-55 Shallow
1
1
1
1
Type.... Tc Calcs
Name.... POST-7
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
.........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .040000 ft/ft
Avg.Velocity .16 ft/sec
Hydraulic Length 793.00 ft
Slope .042000 ft/ft
Unpaved
Avg.Velocity 3.31 ft/sec
Segment #2 Time: .0666 hrs
------------------------------------------------------------------------
Total Tc: .2366 hrs
Page 6.25
Segment #1 Time: .1699 hrs
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:17 PM
Bentley Systems, Inc.
3/18/2009
Type.... Tc Calcs
Name.... POST-8
Page 6.53
File.... S:\1517\0149-14CNG\20-Tech\Stormwater Management\Post.ppw
.........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Shallow
Hydraulic Length 118.00 ft
Slope .114000 ft/ft
Unpaved
Avg.Velocity 5.45 ft/sec
Segment #1 Time: .0060 hrs
-----------------------------------------------------------------------
Segment #2: Tc: TR-55 Channel
Flow Area 6.6400
Wetted Perimeter 6.57
Hydraulic Radius 1.01
Slope .029000
Mannings n .0130
Hydraulic Length 103.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 19.66 ft/sec
Segment #2 Time: .0015 hrs
-----------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 10.7500 sq.ft
Wetted Perimeter 13.85 ft
Hydraulic Radius .78 ft
Slope .019000 ft/ft
Mannings n .0400
Hydraulic Length 1314.00 ft
Avg.Velocity 4.34 ft/sec
Segment #3 Time: .0842 hrs
------------------------------------------------------------------------
-------------------------
Total Tc: .0916 hrs
-------------------------
-------------------------
S/N: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 10:49 AM 4/1/2009
Type.... Tc Calcs
Name.... POST-9
Page 6.29
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
------------------------
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:18 PM
Bentley Systems, Inc.
3/18/2009
Type.... Tc Calcs
Name.... POST-10
Page 6.08
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment 41 Time: .0833 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 7:15 PM 3/18/2009
'
Type.... Runoff CN-Area Page 7.01
Name.... OFFSITE-1

File.... S:\1517\0149-NCNG\20-Tech\Storm water Mana gement\Post. ppw

RUNOFF CURVE NUMBER DATA
---------------------------------------- ---------- ------------ ------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ----
Impervious 98 ---------
.260 ----- ----- ------
98.00
Meadow - cont. grass (non grazed) - 58 2.920 58.00
' COMPOSITE AREA & WEIGHTED CN --->
........................................ 3.180
..........
............ 61.27 (61)
.............
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 7:18 PM 3/18/2009
w

1
1
1

Type.... Runoff CN-Area
Name.... POST-1
Page 7.02
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
------------------------------------ ---- ---------- --- --------
Impervious ------------
Area Adjustment Adjusted
Soil/Surface Description CN acres
- %C oUC CN
-------------------------------- -
Impervious ---
98 --
------
2.680 ----- ----- ------
98.00
Open space (Lawns,parks etc.) - Goo 61 5.390 61.00
Woods - good 55 .010 55.00
COMPOSITE AREA & WEIGHTED CN --->
....................................
....................................
....
.... 8.080
..........
..........
............
............ 73.26 (73)
.............
.............
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 7:18 PM
Bentley Systems, Inc.
3/18/2009

1
1
1
1
1
1
1
1
1
1
Type.... Runoff CN-Area
Name.... POST-2
File.... S:\1517\0149-IICNG\20-Tech\Stormwater Management\Post.ppw
RUNOFF CURVE NUMBER DATA
............................................................................
...........................................................................
---------- -------------------------- ---- ---------- ------------
Impervious ------------
Area Adjustment Adjusted
Soil/Surfa ce Description CN acres oC oUC CN
----------
Impervious ---------------------- -
Areas - Paved parking to ---
98 ----------
3.960 ----- ----- ------
98.00
Open space (Lawns,parks etc.) - Goo 61 3.740 61.00
Impervious Areas - Gravel (w/ right 85 .260 85.00
COMPOSITE
..........
.......... AREA & WEIGHTED CN --->
.........................
.........................
.....
..... 7.960
..........
..........
............
............ 80.19 (80)
.............
.............
Page 7.04
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:19 PM
Bentley Systems, Inc.
3/18/2009
Type.... Runoff CN-Area
Name.... POST-3
Page 7.05
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
RUNOFF CURVE NUMBER DATA
............. ..............................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious 98 2.020 98.00
Open space (Lawns,parks etc.) - Goo 61 .980 61.00
COMPOSITE AREA & WEIGHTED CN ---> 3.000 85.91 (86)
...........................................................................
...........................................................................
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:19 PM
Bentley Systems, Inc.
3/18/2009

Type.... Runoff CN-Area
Name.... POST-4
File.... S:\1517\0149-NCNG\20-Tech\Stormwater_ Management\Post.ppw
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - good 55 .310 55.00
Open space (Lawns,parks etc.) - Goo 61 .830 61.00

1
1
COMPOSITE AREA & WEIGHTED CN ---> 1.140 59.37 (59)
...........................................................................
Page 7.06
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:19 PM
Bentley Systems, Inc.
3/18/2009
1
1
1
1
1
1
1
1
1
1
1
1
1
1

Type.... Runoff CN-Area
Name.... POST-5
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
RUNOFF CURVE NUMBER DATA
...........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - good 55 1.000 55.00
Open space (Lawns,parks etc.) - Goo 61 1.060 61.00
COMPOSITE AREA & WEIGHTED CN ---> 2.060 58.09 (58)
...........................................................................
Page 7.07
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:19 PM
Bentley Systems, Inc.
3/18/2009
f
1
1
1
1
1

Type.... Runoff CN-Area
Name.... POST-6
Page 7.08
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
RUNOFF CURVE NUMBER DATA
---------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious Areas - Paved parking to 98 .290 98.00
Open space (Lawns,parks etc.) - Goo 61 .500 61.00
COMPOSITE AREA & WEIGHTED CN ---> .790 74.58 (75)
...........................................................................
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 7:20 PM 3/18/2009
1
1
1
1

Type.... Runoff CN-Area
Name.... POST-7
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC %UC CN
-------------------------------- ---- -------- ----- ----- ------
Woods - good 55 .040 55.00
Open space (Lawns,parks etc.) - Goo 61 .730 61.00
COMPOSITE AREA & WEIGHTED CN ---> .770 60.69 (61)
...........................................................................
Page 7.09
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:20 PM
Bentley Systems, Inc.
3/18/2009

1
1
1

Type.... Runoff CN-Area
Name.... POST-8
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
RUNOFF CURVE NUMBER DATA
Page 7.10
------------------------------------ ---- -------------- -------
Impervious ------------
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- -
Impervious Areas - Paved parking to ---
98 --------- ----- -----
.190 ------
98.00
Woods - good 55 3.080 55.00
Open space (Lawns,parks etc.) - Goo 61 .840 61.00
COMPOSITE AREA & WEIGHTED CN --->
...................................
...................................
.....
..... 4.110
......................
...................... 58.21 (58)
.............
.............
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:20 PM
Bentley Systems, Inc.
3/18/2009
Type.... Runoff CN-Area
Name.... POST-9
Page 7.11
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Open space (Lawns,parks etc.) - Goo 61 .520 61.00
Impervious Areas - Paved parking to 98 .100 98.00
COMPOSITE AREA & WEIGHTED CN ---> .620 66.97 (67)
...........................................................................
...........................................................................
S/N: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 7:20 PM 3/18/2009
Type.... Runoff CN-Area
Name.... POST-10
Page 7.03
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Open space (Lawns,parks etc.) - Goo 61 .280 61.00
Impervious Areas - Paved parking to 98 .310 98.00
COMPOSITE AREA & WEIGHTED CN ---> .590 80.44 (80)
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 7:18 PM 3/18/2009
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Type.... Vol: Elev-Area
Name.... WP-1
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(sq?in)
(ft) (sq?ft) (sq.ft)
--------- (cu.ft)
---------- (cu.ft)
-------------
---
----
------
393.00 ----- --
---
2410 -------
0 0 0
394.00 ----- 3432 8718 2906 2906
395.00 ----- 4695 12141 4047 6953
396.00 ----- 6020 16031 5344 12297
397.00 ----- 8498 21670 7223 19520
398.00 ----- 11315 29619 9873 29393
399.00 ----- 13210 36751 12250 41644
400.00 ----- 14,556 41780 13927 55570
401.00 ----- 16159 46204 15401 70972
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.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 ELl and EL2
Page 12.05
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:22 PM
Bentley Systems, Inc.
3/18/2009

1
1
1
1
1
1
1
1
1
1
1
Type.... Vol: Elev-Area
Name.... WP-2
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq?ft)
(sq?in) (sq.ft) (cu.ft) (cu.ft)
---
---
- 402.00 --
-----
----- 3093 0 0 0
403.00 ----- 3982 10584 3528 3528
404.00 ----- 4990 13430 4477 8005
405.00 ----- 6109 16620 5540 13545
406.00 ----- 8991 22511 7504 21049
407.00 ----- 12109 31534 10511 31560
408.00 ----- 13460 38336 12779 44338
409.00 ----- 14867 42473 14158 58496
410.00 ----- 16320 46764 15588 74084
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 EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
Page 12.06
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:22 PM
Bentley Systems, Inc.
3/18/2009
1
1
1
1
1
1
1
1
1

Type.... Vol: Elev-Area
Name.... BIO-3
Page 12.02
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.ft)
(sq.in) (sq.ft)
-- (cu.ft)
---------- (cu.ft)
-------------
- --
----
401.00 --
--
----------
----- 340 --------------
0 0 0
402.00 ----- 7719 9679 3226 3226
403.00 ----- 9409 25650 8550 11776
404.00 ----- 11143 30791 10264 22040
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELI) * (Areal + Areal + sq.rt.(Area1*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: 2BYXYWHCPK56
Bentley PondPack (10.00.023.00) 10:50 AM
Bentley Systems, Inc.
4/1/2009

t

11
ri
ri

Type.... Vol: Elev-Area
Name.... BIO-4
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(sq?in)
(ft) (sq?ft) (sq?ft)- (cu?ft) - - ---(cu?ft)
----
---
------
- 394.00 ----- -
1136 -----
-----
0 0 0
395.00 ----- 1803 4370 1457 1457
396.00 ----- 2526 6463 2154 3611
POND VOLUME EQUATIONS
Page 12.02
* 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 EL1, EL2, respectively
Volume = Incremental volume between ELl and EL2
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:21 PM
Bentley Systems, Inc.
3/18/2009

1
i
1
1
1
1
1
1
1
1
1
1
Type.... Vol: Elev-Area
Name.... BIO-5
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq?ft)
(sa?in) (sq.ft) (cu.ft) (cu.ft)
---
----
- 400.00 -----
--
----- 1576 0 0 0
401.00 ----- 2090 5481 1827 1827
402.00 ----- 2660 7108 2369 4196
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.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 ELl and EL2
Page 12.03
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:21 PM
Bentley Systems, Inc.
3/18/2009

1

1
1

i
r
1
1
Type.... Vol: Elev-Area
Name.... BIO-6
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq?ft)
(sq?in) (sq?ft) (cu?ft)-- ---(cu?ft)
----
----
394.00 -----
--
----- 1068 -----
0 0 0
395.00 ----- 1568 3930 1310 1310
396.00 ----- 2126 5520 1840 3150
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 EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
Page 12.04
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:21 PM
Bentley Systems, Inc.
3/18/2009
1
1
1
1
1
1
1
1
1
1
1
1
A
1
1
1
Type.... Outlet Input Data
Name.... WP-1 Outlet
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 393.00 ft
Increment = .50 ft
Max. Elev.= 401.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
----------------- ---- ------- --------- ---------
Orifice-Area 02 ---> C 398.050 401.000
Inlet Box R ---> C 398.800 401.000
Orifice-Circular 01 ---> C 397.000 401.000
Culvert-Circular C ---> TW 393.000 401.000
TW SETUP, DS Channel
Page 13.25
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:24 PM
Bentley Systems, Inc.
3/18/2009
1
1
1
1

Type.... Outlet Input Data
Name.... WP-1 Outlet
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 02
Structure Type = Orifice-Area
------------------------------------
# of Openings = 1
Invert Elev. = 398.05 ft
Area = .0556 sq.ft
Top of Orifice = 398.13 ft
Datum Elev. = 398.05 ft
Orifice Coeff. _ .600
Structure ID = R
Structure
Type
--
=
Inlet Box
-
----
-------
# of Openings -
-----------
= 1
Invert Elev. = 398.80 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 01
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 397.00 ft
Diameter = .0833 ft
Orifice Coeff. _ .600
Page 13.25
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:24 PM
Bentley Systems, Inc.
3/18/2009
Type.... Outlet Input Data
Name.... WP-1 Outlet
Page 13.50
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
r
OUTLET STRUCTURE INPUT DATA
1

11

11

u
Structure ID = C
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 393.00 ft
Dnstream Invert = 390.53 ft
Horiz. Length = 489.00 ft
Barrel Length = 489.01 ft
Barrel Slope = .00505 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .2000 (forward entrance loss)
Kb = .007228 (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) = 1.093
T2 ratio (HW/D) = 1.195
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Tl 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 Tl Elev = 396.28 ft ---> Flow = 42.85 cfs
At T2 Elev = 396.58 ft ---> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 10:52 AM
Bentley Systems, Inc.
4/1/2009
1
1
11

Type.... Outlet Input Data
Name.... WP-2 Outlet
File.... S:\1517\0149 NCNG\20-Tech\Stormwater Management\Post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 402.00 ft
Increment = .50 ft
Max. Elev.= 410.00 ft
Page 13.37
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
----------------- ---- ------- --------- ---------
Stand Pipe R ---> C 407.400 410.000
Orifice-Circular 01 ---> C 406.000 410.000
Culvert-Circular C ---> TW 402.000 410.000
TW SETUP, DS Channel
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:25 PM
Bentley Systems, Inc.
3/18/2009
1
1
1
1
1
1
1
1
1
1
1
Type.... Outlet Input Data
Name.... WP-2 Outlet
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = R
Structure Type
------------------ = Stand Pipe
------- ----
------
# of Openings = 1
Invert Elev. = 407.40 ft
Diameter = 4.0000 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.57 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 01
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 406.00 ft
Diameter = .1250 ft
Orifice Coeff. _ .600
Page 13.37
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:25 PM
Bentley Systems, Inc.
3/18/2009
Type.... Outlet Input Data
Name.... WP-2 Outlet
Page 13.38
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID =
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 2.5000 ft
Upstream Invert = 402.00 ft
Dnstream Invert = 401.00 ft
Horiz. Length = 84.00 ft
Barrel Length = 84.01 ft
Barrel Slope = .01190 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .2000 (forward entrance loss)
Kb = .009217 (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) = 1.089
T2 ratio (HW/D) = 1.191
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 = 404.72 ft ---> Flow = 27.16 cfs
At T2 Elev = 404.98 ft ---> Flow = 31.05 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 7:25 PM 3/18/2009

F

Type.... Outlet Input Data
Name.... BIO-3 Outlet
Page 13.01
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 402.00 ft
Increment = .50 ft
Max. Elev.= 404.00 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 403.000 404.000
Culvert-Circular C ---> TW 396.000 404.000
TW SETUP, DS Channel

S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00) 7:23 PM
Bentley Systems, Inc.
3/18/2009

11
11

Type.... Outlet Input Data
Name.... BIO-3 Outlet
File.... S:\1517\0149-!iCNG\20-Tech\Stormwater Management\Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = R
Structure -Type
----=
---------
-Inlet -Box
---------
# of Openings = 1
Invert Elev. = 403.00 ft
Orifice Area = 9.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Page 13.01
S/N: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:23 PM
Bentley Systems, Inc.
3/18/2009
Type.... Outlet Input Data
Name.... BIO-3 Outlet
Page 13.02
1 File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw

OUTLET STRUCTURE INPUT DATA

n

0
Structure ID = C
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 396.00 ft
Dnstream Invert = 395.00 ft
Horiz. Length = 65.00 ft
Barrel Length = 65.01 ft
Barrel Slope = .01538 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .2000 (forward entrance loss)
Kb = .012411 (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) = 1.088
T2 ratio (HW/D) = 1.190
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 = 398.18 ft ---> Flow = 15.55 cfs
At T2 Elev = 398.38 ft ---> Flow = 17.77 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:23 PM
Bentley Systems, Inc.
3/18/2009
Type.... Outlet Input Data
Name.... BIO-4 Outlet
Page 13.07
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 394.00 ft
Increment = .50 ft
Max. Elev.= 396.00 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 394.750 396.000
Culvert-Circular C ---> TW 388.750 396.000
TW SETUP, DS Channel
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:23 PM
Bentley Systems, Inc.
3/18/2009
Type.... Outlet Input Data
Name.... BIO-4 Outlet
Page 13.07
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = R
Structure Type = Inlet Box
--------------
-------------------
# of Openings = ---
1
Invert Elev. = 394.75 ft
Orifice Area = 9.000b sq.ft
Orifice Coeff. _ .600
Weir Length = 12.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 7:23 PM 3/18/2009
' Type.... Outlet Input Data
Name.... BIO-4 Outlet
1
1
Page 13.08
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
OUTLET STRUCTURE INPUT DATA
1
1

1
1

Structure ID = C
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 388.75 ft
Dnstream Invert = 388.42 ft
Horiz. Length = 65.00 ft
Barrel Length = 65.00 ft
Barrel Slope = .00508 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .2000 (forward entrance loss;
Kb = .018213 (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) = 1.093
T2 ratio (HW/D) = 1.195
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 Tl Elev = 390.39 ft ---> Flow = 7.58 cfs
At T2 Elev = 390.54 ft ---> Flow = 8.66 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 7:23 PM 3/18/2009
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Type.... Outlet Input Data
Name.... BIO-5 Outlet
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 400.00 ft
Increment = .50 ft
Max. Elev.= 402.00 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 400.750 402.000
Culvert-Circular C ---> TW 394.750 402.000
TW SETUP, DS Channel
Page 13.13
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:24 PM
Bentley Systems, Inc.
3/18/2009
Type.... Outlet Input Data
Name.... BIO-5 Outlet
Page 13.13
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = R
Structure Type =
------------------- Inlet Box
-----------------
# of Openings = 1
Invert Elev. = 400.75 ft
Orifice Area = 9.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.00 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)
7:24 PM
Bentley Systems, Inc.
3/18/2009
Type.... Outlet Input Data
Name.... BIO-5 Outlet
it

1
C
1

1
1

L
fl

1
1

File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = C
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.2500 ft
Upstream Invert = 394.75 ft
Dnstream Invert = 392.57 ft
Horiz. Length = 218.00 ft
Barrel Length = 218.01 ft
Barrel Slope = .01000 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) = 1.090
T2 ratio (HW/D) = 1.192
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 = 396.11 ft ---> Flow = 4.80 cfs
At T2 E1ev = 396.24 ft ---> Flow = 5.49 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Page 13.14
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:24 PM
Bentley Systems, Inc.
3/18/2009

1
1
1
1
1
1
1
1
i
i
1
1
Type.... Outlet Input Data
Name.... BIO-6 Outlet
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 394.00 ft
Increment = .50 ft
Max. Elev.= 396.00 ft
Page 13.19
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 395.000 396.000
Culvert-Circular C ---> TW 388.750 396.000
TW SETUP, DS Channel
SIN: 2BYXYWHCPK58
Bentley PondPack (10.00.023.00)
7:24 PM
Bentley Systems, Inc.
3/18/2009

i
1
1
1
1
1
1
1
1
1
Type.... Outlet Input Data
Name.... BIO-6 Outlet
Page 13.19
File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = R
Structure Type =
------------------- Inlet Box
-----------------
# of Openings = 1
Invert Elev. = 395.00 ft
Orifice Area = 9.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.00 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) 7:24 PM
Bentley Systems, Inc.
3/18/2009
Type.... Outlet Input Data
Name.... BIO-6 Outlet
Page 13.20
I File.... S:\1517\0149-NCNG\20-Tech\Stormwater Management\Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = C
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.2500 ft
Upstream Invert = 388.75 ft
Dnstream Invert = 387.97 ft
Horiz. Length = 61.00 ft
Barrel Length = 61.00 ft
Barrel Slope = .01279 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) = 1.089
T2 ratio (HW/D) = 1.191
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 = 390.11 ft ---> Flow = 4.80 cfs
At T2 Elev = 390.24 ft ---> Flow = 5.49 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: 2BYXYWHCPK58 Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 7:24 PM 3/18/2009

STORM SEWER
CALCULATIONS

11

1

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1
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Scenario: Base
Title: N.C. National Guard Project Engineer: Grant Livengood
S:11517\0149-ncng\20-tech\storm cad\ncng.stm StormCAD v5.6 [05.06.012.00]
04/01/09 04:37:5ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1

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