20060447 Ver 2_Stormwater Analysis and Nitrogen Calculations_20080826

Stormwater Analysis
Nitrogen Calculations
for
Preliminary Subdivision
Olde Towne - Phase II
in
Raleigh, North Carolina
Submitted to:
City of Raleigh
Prepared for:
oLO
QA- C)
\1 2-
Olde Towne Company, LLC
387 Medina Road
Medina, Ohio 44256
Prepared by:
ELAM TODD d'AMBROSI
URBAN PLANNING /LANDSCAPE ARCHITECTURE
2880 SLATER ROAD, SUITE 200, MORRISVILLE, NC 27560
May 3, 2007
*007
AUG ? ? 2008
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TABLE OF CONTENTS
10 . 1. NARRATIVE
¦ Project Summary
¦ Pre-Development Condition
¦ Post-Development Condition
2. APPENDICIES
¦ APPENDIX A:Pre-Development Condition
¦ APPENDIX B: Post Development Condition
¦ APPENDIX C: BMP Calculations
Page
1
1
2-3
¦ APPENDIX D: Nitrogen Calculations
Page 1
Olde Towne - Phase II - Preliminary Subdivision
Rock Quarry & New Hope Road
Raleigh, North Carolina
Proiect Summary
The enclosed drainage and nitrogen calculations were prepared for a project
known as Olde Towne - Phase II, a mixed use golf community located off Rock
Quarry & New Hope Road in Raleigh, NC. These calculations have been
developed to comply with the City of Raleigh, NC, Stormwater Management
Design Manual, and the guidelines for BMP design set forth by the State of North
Carolina.
Phase I of the project is currently under construction and has been designed by
others. The proposed development in Phase II associated with this submittal
includes six (6) tracts and consists of approximately seven hundred and seventy
three (773) residential units. The tracts included in this submittal are known as;
SF-2, SF-3, SF-4, SF/TH-1, SF/TH-2, SF/TH-3. (Please refer to attached Overall
Subdivision Plan C-01).
This report contains calculations of stormwater runoff for the pre and post-
development conditions and includes sizing of the proposed BMP stormwater
management devices. This report also includes nitrogen calculations compiled in
compliance with the City of Raleigh and the Neuse River Basin Nutrient
Management Strategy.
Soils information was obtained from the USDA Soil Conservation Service (SCS)
Maps and available data for Wake County. The soils on the site included in this
study area were classified as SCS Hydrologic Soil Group B and SCS Hydrologic
Soil Group C. Refer to Plan DR-1, Pre-development Watershed Plan, for a
delineation of the boundaries of the soil with respect to the subject drainage
areas.
Pre-Development Condition
The majority of the subject drainage area is currently lightly wooded,
undeveloped land. Refer to Plan DR-1, Pre-development Watershed Plan for a
delineation of the four (4) pre-development subcatchment areas and their
associated design points. The topography with in this study ranges from
elevation 307 to elevation 165 and includes areas of moderate to steep slopes.
The area also includes a network of jurisdictional streams protected by an up-
gradient fifty foot (50') no-build Neuse River Buffer.
Most of the streams on-site flow in a northerly direction toward a larger wetland
Page 2
network associated with Walnut Creek.
The computer calculations for the pre and post-development peak flows,
subcatchment routing and outlet control device sizing, were developed using
Hydraflow Hydrographs (version 2004) by Intelisolve which is based on the
Technical Release 20 (TR-20) developed by the United States Soil Conservation
Service (SCS). Drainage calculations were prepared for the pre-development
condition for the 2, 10, and 100-year type II twenty four (24) hour storm events.
Refer to Appendix A for the pre-development computer results. Refer to DR-1,
Pre-development Watershed Plan in Appendix A for the delineation of pre-
development drainage subareas. In both the pre-development and post-
development stormwater analysis the watershed area analyzed was
approximately 179.7 acres which includes a small portion of offsite tributary
areas. The peak rates of runoff for this condition are as follows:
Design Point Storm Event
2-YR 10-YR 100-YR
(cfs) (cfs) (cfs)
DP#1 39.38 85.90 163.57
DP#2 110.26 269.42 549.79
DP#3 52.55 106.39 191.32
DP#4 36.85 76.28 137.98
Post-Development Condition
In the post-development condition, flow from nearly all proposed roadways and
flow from the majority of impervious areas associated with lot development has
been routed to one of eleven (11) extended detention wetland basins. These
basins were sized based to meet NCDWQ water quality guidelines to provide
85% TSS removal and 40% nitrogen removal. Although the basins were mainly
sized to meet DWQ water quality standards, they were also sized to ensure that
the water elevation during the 100 year storm event will not breach the top
elevation of the basin berm. Please refer to Appendix C for sizing characteristics
of the extended detention wetland basins.
Time of concentrations were developed using the TR-55 method. Flow paths
were calculated for both sheet flow and shallow concentrated flow and in most
instances followed the proposed roadway. In some cases the computed program
calculated a time of concentration less than six minutes (6 min.) Following the
guidelines of TR-55, a minimum time of six minutes was assigned to these areas
Page 3
and used for analysis.
Design Points for the post-development condition correspond to that of the pre-
development condition. Drainage calculations were performed by employing the
SCS TR-20 Methods for the 2, 10, and 100-year Type II storm events. Refer to
Appendix B for computer results.
The peak rates of runoff for this condition are as follows:
Design Point Storm Event
2-YR 10-YR 100-YR
(cfs) (cfs) (cfs)
DP#1 24.45 47.36 91.60
DP#2 54.28 184.80 401.17
DP#3 45.03 125.08 209.77
DP#4 22.90 67.99 123.16
A comparison of the peak rates of runoff for both pre-development and post-
development conditions indicates that a decrease in the rate of runoff will be
realized in the developed condition for most storm events. For the 10 year & 100
year storm events at Design Point #3 the analysis indicates a slight increase in
flow. However, due to the fact that the discharge is adjacent to a flood plain area
associated with Walnut Creek peak flow attenuation is not required.
Hydrograph Summary Report

Nu. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 39.38 3 726 131,951 ---- ------ ------ Predevelopment Subarea Al
2 SCS Runoff 137.77 3 723 393,095 --- ------ ----- Predevelopment Subarea A2
3 Reach 110.26 3 729 393,091 2 ------ ----- Stream Flow Presub A2
4 SCS Runoff 52.55 3 720 145,406 ---- ---- ------ Predevelopment Subarea A3
5 SCS Runoff 39.51 3 720 109,329 -- ----- --- Predevelopment Subarea A4
6 Reach
I
I 36.85 3 726 109,326 5 ---- --- Stream Flow Presub A4
Old Towne_TR-20 (Existing).gpw Return Period: 2 Year Wednesday, May 9 2007, 2:42 PM
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 1
Predevelopment Subarea Al
Hydrograph type = SCS Runoff Peak discharge = 39.38 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 29.70 ac Curve number = 72
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.9 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 131,951 cult
Q (cfs)
40.00
30.00
20.00
10.00
0 00
Predevelopment Subarea Al
Hyd. No. 1 -- 2 Yr
Q (cfs)
40.00
30.00
20.00
10.00
0 00
1
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 1 Time (hrs)
TR55 Tc Worksheet
HydraFlow Hydrographs by Intelisolve
Hyd. No. 1
Predevelopment Subarea Al
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 5.00 0.00 0.00
Travel Time (min) = 8.06 + 0.00 + 0.00 = 8.06
Shallow Concentrated Flow
Flow length (ft) = 2358.00 0.00 0.00
Watercourse slope (%) = 4.20 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 3.31 0.00 0.00
Travel Time (min) = 11.89 + 0.00 + 0.00 = 11.89
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ................. ...................... .......................... 19.90 min
2
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 2
Predevelopment Subarea A2
Hydrograph type = SCS Runoff Peak discharge = 137.77 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 101.17 ac Curve number = 70
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.2 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 393,095 cult
Predevelopment Subarea A2
Q (cfs) Hyd. No. 2 -- 2 Yr
140.00
J.00
100.00
80.00
60.00
40.00
20.00
0.00 1
0
3 5
Hyd No. 2
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
' 0.00
8 10 13 15 18 20 23 25
Time (hrs)
3
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Predevelopment Subarea A2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 5.00 0.00 0.00
Travel Time (min) = 8.06 + 0.00 + 0.00 = 8.06
Shallow Concentrated Flow
Flow length (ft) = 841.00 0.00 0.00
Watercourse slope (%) = 7.70 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 4.48 0.00 0.00
Travel Time (min) = 3.13 + 0.00 + 0.00 = 3.13
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ................. ...................... .......................... 11.20 min
4
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 3
Stream Flow Presub A2
Hydrograph type = Reach Peak discharge = 110.26 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 2 Section type = Trapezoidal
Reach length = 2607.0 ft Channel slope = 2.2%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.843 Rating curve m = 1.457
Ave. velocity = 4.17 fUs Routing coeff. = 0.3464
Modified Att-Kin routing method used.
Stream Flow Presub A2
Q (cfs) Hyd. No. 3 -- 2 Yr
140.00
20.00
..... _ ....... _
100.00
80.00
60.00
40.00
20.00
Hydrograph Volume = 393,091 cult
0.00 1
0
3 5
Hyd No. 3
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
I I e I i I I I \L l 0.00
8 10 13 15 18 20 23 25
- Hyd No. 2 Time (hrs)
L
Hydrograph Plot
ydraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 4
Predevelopment Subarea A3
Hydrograph type = SCS Runoff Peak discharge = 52.55 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 27.85 ac Curve number = 76
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.9 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 145,406 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 1--- I I I r ' 0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 4
Predevelopment Subarea A3
Hyd. No. 4 -- 2 Yr
6
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Predevelopment Subarea A3
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 4.00 0.00 0.00
Travel Time (min) = 8.81 + 0.00 + 0.00 = 8.81
Shallow Concentrated Flow
Flow length (ft) = 680.00 0.00 0.00
Watercourse slope (%) = 11.30 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 5.42 0.00 0.00
Travel Time (min) = 2.09 + 0.00 + 0.00 = 2.09
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..................................... ...................... ................... 10.90 min
7
Hydrograph Plot
ydraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 5
Predevelopment Subarea A4
Hydrograph type = SCS Runoff Peak discharge = 39.51 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 20.94 ac Curve number = 76
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.1 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 109,329 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0 00
Predevelopment Subarea A4
Hyd. No. 5 - 2 Yr
Q (cfs)
40.00
30.00
20.00
10.00
0.00
8
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 5
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Predevelopment Subarea A4
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 3.00 0.00 0.00
Travel Time (min) = 9.89 + 0.00 + 0.00 = 9.89
Shallow Concentrated Flow
Flow length (ft) = 702.00 0.00 0.00
Watercourse slope (%) = 11.00 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 5.35 0.00 0.00
Travel Time (min) = 2.19 + 0.00 + 0.00 = 2.19
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ................. ............................. ................... 12.10 min
9
Hydrograph Plot
lydraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 6
Stream Flow Presub A4
Hydrograph type = Reach Peak discharge = 36.85 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 5 Section type = Trapezoidal
Reach length = 1096.0 ft Channel slope = 3.1 %
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 1.000 Rating curve m = 1.457
Ave. velocity = 3.17 ft/s Routing coeff. = 0.5496
Modified Aft-Kin routing method used. Hydrograph Volume = 109,326 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0 00
Stream Flow Presub A4
Hyd. No. 6 -- 2 Yr

Q (cfs)
40.00
30.00
20.00
10.00
0 00
10
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 6 Hyd No. 5
Hydrograph Summary Report

?._. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 85.90 3 723 277,330 -- ------ ------ Predevelopment Subarea Al
2 SCS Runoff 310.91 3 720 852,861 ---- ---- ------ Predevelopment Subarea A2
3 Reach 269.42 3 726 852,858 2 --- ---- Stream Flow Presub A2
4 SCS Runoff 106.39 3 720 288,308 ---- ---- ------ Predevelopment Subarea A3
5 SCS Runoff 79.99 3 720 216,774 --- ------ --- Predevelopment Subarea A4
6 Reach 76.28 3 726 216,772 5 -- --- Stream Flow Presub A4
Old Towne_TR-20 (Existing).gpw Return Period: 10 Year Wednesday, May 9 2007, 2:42 PM
Hydrograph Plot
Iydraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 1
Predevelopment Subarea Al
Hydrograph type = SCS Runoff Peak discharge = 85.90 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 29.70 ac Curve number = 72
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.9 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 277,330 cult
Q (cfs)
90.00
0.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Predevelopment Subarea Al
Hyd. No. 1 -- 10 Yr
0 3 5 8 10 13 15 18 20 23
Hyd No. 1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
25
Time (hrs)
11
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Predevelopment Subarea Al
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 5.00 0.00 0.00
Travel Time (min) = 8.06 + 0.00 + 0.00 = 8.06
Shallow Concentrated Flow
Flow length (ft) = 2358.00 0.00 0.00
Watercourse slope (%) = 4.20 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 3.31 0.00 0.00
Travel Time (min) = 11.89 + 0.00 + 0.00 = 11.89
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............. ........................ ..................... ................... 19.90 min
1
Hydrograph Plot
ydraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 2
Predevelopment Subarea A2
Hydrograph type = SCS Runoff Peak discharge = 310.91 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 101.17 ac Curve number = 70
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.2 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 852,861 cuft
Predevelopment Subarea A2
Q (cfs) Hyd. No. 2 -- 10 Yr
320.00
J.00
240.00
..........
200.00
160.00
120.00
80.00
40.00
0.00 -L
0
3 5 8 10 13 15 18 20 23
Hyd No. 2
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
1 0.00
25
Time (hrs)
13
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Predevelopment Subarea A2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 5.00 0.00 0.00
Travel Time (min) = 8.06 + 0.00 + 0.00 = 8.06
Shallow Concentrated Flow
Flow length (ft) = 841.00 0.00 0.00
Watercourse slope (%) = 7.70 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 4.48 0.00 0.00
Travel Time (min) = 3.13 + 0.00 + 0.00 = 3.13
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ................................................................. 11.20 min
14
Hydrograph Plot
ldraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 3
Stream Flow Presu b A2
Hydrograph type = Reach Peak discharge = 269.42 cfs
Storm frequency = 10 yrs. Time interval = 3 min
Inflow hyd. No. = 2 Section type = Trapezoidal
Reach length = 2607.0 ft Channel slope = 2.2%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.843 Rating curve m = 1.457
Ave. velocity = 5.38 ft/s Routing coeff. = 0.4257
Modified Att-Kin routing method used. Hydrograph Volume = 852,858 cult
Stream Flow Presub A2
Q (cfs) Hyd. No. 3 -- 10 Yr
320.00
A.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
0 3 5 8 10
Hyd No. 3 Hyd No. 2
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
13 15 18 20 23 25
Time (hrs)
15
Hydrograph Plot
'ydraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 4
Predevelopment Subarea A3
Hydrograph type = SCS Runoff Peak discharge = 106.39 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 27.85 ac Curve number = 76
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.9 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 288,308 cuft
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0 00
Predevelopment Subarea A3
Hyd. No. 4 -- 10 Yr
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
16
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 4
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Predevelopment Subarea A3
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 4.00 0.00 0.00
Travel Time (min) = 8.81 + 0.00 + 0.00 = 8.81
Shallow Concentrated Flow
Flow length (ft) = 680.00 0.00 0.00
Watercourse slope (%) = 11.30 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 5.42 0.00 0.00
Travel Time (min) = 2.09 + 0.00 + 0.00 = 2.09
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
17
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 10.90 min
Hydrograph Plot
iydraflow Hydrographs by Intelisolve
Hyd. No. 5
Predevelopment Subarea A4
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 20.94 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 5.38 in
Storm duration = 24 hrs
Wednesday, May 9 2007, 2:6 PM
Peak discharge = 79.99 cfs
Time interval = 3 min
Curve number = 76
Hydraulic length = 0 ft
Time of conc. (Tc) = 12.1 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 216,774 cult
Predevelopment Subarea A4
Q (cfs) Hyd. No. 5 -- 10 Yr
80.00
0.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 3 5 8 10 13 15 18 20 23
Hyd No. 5
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
25
Time (hrs)
1f
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Predevelopment Subarea A4
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 3.00 0.00 0.00
Travel Time (min) = 9.89 + 0.00 + 0.00 = 9.89
Shallow Concentrated Flow
Flow length (ft) = 702.00 0.00 0.00
Watercourse slope (%) = 11.00 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 5.35 0.00 0.00
Travel Time (min) = 2.19 + 0.00 + 0.00 = 2.19
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............. ............................................. ................... 12.10 min
1?
Hydrograph Plot
/draflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 6
Stream Flow Presu b A4
Hydrograph type = Reach Peak discharge = 76.28 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 5 Section type = Trapezoidal
Reach length = 1096.0 ft Channel slope = 3.1 %
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 1.000 Rating curve m = 1.457
Ave. velocity = 3.95 ft/s Routing coeff. = 0.6419
Modified Att-Kin routing method used.
Stream Flow Presub A4
Q (cfs) Hyd. No. 6 -- 10 Yr
80.00
J.00
60.00
.. ................ ...
50.00
40.00
30.00
20.00
10.00
n nn
Hydrograph Volume = 216,772 cult
0 3 5 8 10
Hyd No. 6 Hyd No. 5
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
13 15 18 20 23 25
Time (hrs)
20
Hydrograph Summary Report
Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 163.57 3 723 521,929 ---- ---- ------ Predevelopment Subarea Al
2 SCS Runoff 605.21 3 720 1,639,496 ---- ------ ----- Predevelopment Subarea A2
3 Reach 549.79 3 726 1,639,494 2 ----- ---- Stream Flow Presub A2
4 SCS Runoff 191.32 3 720 521,440 --- ----- - Predevelopment Subarea A3
5 SCS Runoff 143.85 3 720 392,063 ---- ----- ----- Predevelopment Subarea A4
6 Reach 137.98 3 726 392,062 5 ----- --- Stream Flow Presub A4
Old Towne_TR-20 (Existing).gpw Return Period: 100 Year Wednesday, May 9 2007, 2:42 PM

Hydrograph Plot
-iydraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 1
Predevelopment Subarea Al
Hydrograph type = SCS Runoff Peak discharge = 163.57 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 29.70 ac Curve number = 72
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.9 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 521,929 cult
Predevelopment Subarea Al
Q (cfs) Hyd. No. 1 -- 100 Yr
180.00
10.00
140.00
120.00
_I
1.00
00
80.00
60.00
I I
40.00
20.00
0 00 ? -
Q (cfs)
0 3 5 8 10 13 15 18 20
Hyd No. 1
180.00
160.00
140.00
120.00
I
- 100.00
80.00
60.00
40.00
20.00
0.00
23 25
Time (hrs)
21
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Predevelopment Subarea Al
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 5.00 0.00 0.00
Travel Time (min) = 8.06 + 0.00 + 0.00 = 8.06
Shallow Concentrated Flow
Flow length (ft) = 2358.00 0.00 0.00
Watercourse slope (%) = 4.20 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 3.31 0.00 0.00
Travel Time (min) = 11.89 + 0.00 + 0.00 = 11.89
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
22
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 19.90 min
Hydrograph Plot
vdraflow Hydrographs by Intelisolve
Hyd. No. 2
Predevelopment Subarea A2
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 101.17 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 8.00 in
Storm duration = 24 hrs
Wednesday, May 9 2007, 2:6 PM
Peak discharge = 605.21 cfs
Time interval = 3 min
Curve number = 70
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 1,639,496 cuft
Predevelopment Subarea A2
Q (cfs) Hyd. No. 2 -- 100 Yr
630.00
;"J.00
450.00
360.00
270.00
180.00
90.00
0.00 -L
0
3 5
Hyd No. 2
Q (cfs)
630.00
540.00
450.00
360.00
270.00
180.00
90.00
' ' ' ' 0.00
8 10 13 15 18 20 23 25
Time (hrs)
23
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Predevelopment Subarea A2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 5.00 0.00 0.00
Travel Time (min) = 8.06 + 0.00 + 0.00 = 8.06
Shallow Concentrated Flow
Flow length (ft) = 841.00 0.00 0.00
Watercourse slope (%) = 7.70 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 4.48 0.00 0.00
Travel Time (min) = 3.13 + 0.00 + 0.00 = 3.13
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
24
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 11.20 min
Hydrograph Plot
!ydraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 3
Stream Flow Presu b A2
Hydrograph type = Reach Peak discharge = 549.79 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 2 Section type = Trapezoidal
Reach length = 2607.0 ft Channel slope = 2.2%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.843 Rating curve m = 1.457
Ave. velocity = 6.63 ft/s Routing coeff. = 0.4998
Modified Att-Kin routing method used. Hydrograph Volume = 1,639,494 cult
Q (cfs)
630.00
:,40.00
450.00
360.00
270.00
180.00
90.00
0.00 L
0
Stream Flow Presub A2
Hyd. No. 3 -- 100 Yr
Q (cfs)
630.00
3 5
Hyd No. 3
540.00
450.00
360.00
270.00
180.00
90.00
' _ 0.00
8 10 13 15 18 20 23 25
- Hyd No. 2 Time (hrs)
25
26
Hydrograph Plot
+ydraflow Hydrographs by Intelisolve
Hyd. No. 4
Predevelopment Subarea A3
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 27.85 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 8.00 in
Storm duration = 24 hrs
Hydrograph Volume = 521,440 cuft
Q (cfs)
210.00
-180.00
150.00
120.00
90.00
60.00
Wednesday, May 9 2007, 2:6 PM
Peak discharge = 191.32 cfs
Time interval = 3 min
Curve number = 76
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.9 min
Distribution = Type II
Shape factor = 484
Predevelopment Subarea A3
Hyd. No. 4 -- 100 Yr
30.00
0.00 1
0
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 4
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Predevelopment Subarea A3
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 4.00 0.00 0.00
Travel Time (min) = 8.81 + 0.00 + 0.00 = 8.81
Shallow Concentrated Flow
Flow length (ft) = 680.00 0.00 0.00
Watercourse slope (%) = 11.30 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 5.42 0.00 0.00
Travel Time (min) = 2.09 + 0.00 + 0.00 = 2.09
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
27
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 10.90 min
Hydrograph Plot
lydraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 5
Predevelopment Subarea A4
Hydrograph type = SCS Runoff Peak discharge = 143.85 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 20.94 ac Curve number = 76
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.1 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 392,063 cuft
Predevelopment Subarea A4
Q (cfs) Hyd. No. 5 -- 100 Yr
160.00
.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 3 5 8 10 13 15 18 20 23
Hyd No. 5
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
25
Time (hrs)
28
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Predevelopment Subarea A4
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 3.00 0.00 0.00
Travel Time (min) = 9.89 + 0.00 + 0.00 = 9.89
Shallow Concentrated Flow
Flow length (ft) = 702.00 0.00 0.00
Watercourse slope (%) = 11.00 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 5.35 0.00 0.00
Travel Time (minl = 2.19 + 0.00 + 0.00 = 2.19
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
2f
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 12.10 min
U
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, May 9 2007, 2:6 PM
Hyd. No. 6
Stream Flow Presu b A4
Hydrograph type = Reach Peak discharge = 137.98 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 5 Section type = Trapezoidal
Reach length = 1096.0 ft Channel slope = 3.1 %
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 1.000 Rating curve m = 1.457
Ave. velocity = 4.75 fUs Routing coeff. = 0.7246
Modified Att-Kin routing method used. Hydrograph Volume = 392,062 cuft
Stream Flow Presub A4
Q (cfs) Hyd. No. 6 -- 100 Yr Q (cfs)
160.00
,0.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0
3 5
Hyd No. 6
160.00
140.00
120.00
j
100.00
80.00
60.00
40.00
20.00
0.00
8 10 13 15 18 20 23 25
- Hyd No. 5 Time (hrs)
Hydrograph Summary Report
F J.
?. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 29.16 3 720 79,038 ---- ------ ------ Postdevelopment Subarea P1
2 Reservoir 6.67 3 738 72,119 1 200.34 39,815 Flow BMP #1
3 SCS Runoff 38.70 3 720 105,631 ---- ------ ----- Postdevelopment Subarea P2
4 Reservoir 28.63 3 726 100,334 3 182.27 39,330 Flow BMP #2
5 SCS Runoff 16.58 3 720 44,964 --- ------ ------ Postdevelopment Subarea P3
6 Reservoir 1.89 3 756 40,523 5 210.14 24,340 Flow BMP #3
7 SCS Runoff 30.32 3 720 82,148 ---- ------ ------ Postdevelopment Subarea P4
8 Reservoir 18.09 3 729 77,858 7 192.66 31,911 Flow BMP #4
9 SCS Runoff 65.18 3 717 147,343 ---- ---- ---- Postdevelopment Subarea P5
10 Reservoir 0.22 3 1446 90,628 9 220.57 137,981 Flow BMP #5
11 SCS Runoff 27.01 3 717 61,560 ---- ----- ---- Postdevelopment Subarea P6
12 Reservoir 16.83 3 723 59,605 11 238.63 25,286 Flow BMP#6
13 SCS Runoff 37.66 3 717 85,519 --- ------ -- - Postdevelopment Subarea P7
14 Reservoir 26.12 3 723 78,480 13 196.53 33,910 Flow BMP#7
SCS Runoff 32.24 3 717 72,883 ---- ----- -- Postdevelopment Subarea P8
16 Reservoir 3.60 3 747 70,270 15 232.22 36,729 Flow BMP#8
17 SCS Runoff 10.82 3 720 24,987 -- ---- ---- Postdevelopment Subarea P9
18 Reservoir 0.71 3 792 23,248 17 268.06 13,262 Flow BMP#9
19 SCS Runoff 24.28 3 717 54,820 --- ------ --- Postdevelopment Subarea P10
20 Reservoir 6.37 3 729 53,971 19 258.33 24,874 Flow BMP#10
21 SCS Runoff 6.87 3 723 20,520 --- ----- ------ Postdevelopment Subarea P11
22 Reservoir 0.86 3 765 18,984 21 258.08 8,719 Flow BMP#11
23 SCS Runoff 30.28 3 717 68,947 ---- --- - - Postdevelopment Subarea P1-A
24 SCS Runoff 17.72 3 717 40,222 ---- ----- ------ Postdevelopment Subarea P4-A
25 Combine 22.90 3 726 118,079 8,24 --- ---- DESIGN POINT #4
26 SCS Runoff 15.54 3 720 36,026 --- ----- --- Postdevelopment Subarea P8-A
27 Reach 10.34 3 726 36,020 26 ------ ---- Stream Flow for 8A
28 SCS Runoff 33.14 3 720 76,152 --- ------ ---- Postdevelopment Subarea P7-A
29 SCS Runoff 24.45 3 717 55,486 --- ------ ------ Postdevelopment Subarea P11-A
30 Reach 0.72 3 792 18,814 22 ------ ------ Stream flow from P11-A
Old Towne_TR-20 (Proposed).gpw Return Period: 2 Year Wednesday, Apr 25 2007,1:44 PM
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report
J.
,), Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
31 Reach 9.57 3 732 59,592 12 ------ ------ Stream flow from BMP#6
32 Reach 0.22 3 1503 90,218 10 ---- --- Stream flow from BMP#5
33 Reach 3.27 3 750 53,956 20 --- ------ Stream flow from BMP#10
34 Reach 0.52 3 846 23,212 18 --- ------ Stream flow from BMP#9
35 Reach 1.73 3 768 40,508 6 ---- ---- Stream flow from BMP#3
36 Combine 24.45 3 717 74,300 29, 30, ------ ----- DESIGN POINT #1
37 Reach 22.87 3 726 78,472 14 ------ ---- Stream flow from BMP#7
38 Reach 2.86 3 768 70,242 16 ----- --- Stream flow from BMP#8
39 Combine 41.96 3 720 315,938 27, 28, 31, 2, 337--- ----- Flow to Design Point #2
40 Combine 22.98 3 726 212,434 34, 35, 37, 8, - --- --- Flow to Design Point #2
41 Combine 54.28 3 726 528,372 39.40 ---- ----- DESIGN POINT #2
42 Combine 45.03 3 723 241,400 2, 4, 23, ------ ------ DESIGN POINT #3
Old Towne_TR-20 (Proposed).gpw Return Period: 2 Year Wednesday, Apr 25 2007,1:44 PM
Hydraflow Hydrographs by Intelisolve
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007,1:44 PM
Hyd. No. 1
Postdevelopment Subarea P1
Hydrograph type = SCS Runoff Peak discharge = 29.16 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 10.35 ac Curve number = 85
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.8 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 79,038 cult
Postdevelopment Subarea P1
Q (cfs) Hyd. No. 1 -- 2 Yr
30.00 r--
25.00
20.00
15.00
10.00
5.00
0 00
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 1 Time (hrs)
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Postdevelopment Subarea P1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 1.90 0.00 0.00
Travel Time (min) = 5.42 + 0.00 + 0.00 = 5.42
Shallow Concentrated Flow
Flow length (ft) = 1001.00 0.00 0.00
Watercourse slope (%) = 2.30 0.00 0.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.08 0.00 0.00
Travel Time (min) = 5.41 + 0.00 + 0.00 = 5.41
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ....................................... .......................... 10.80 min

Hydrograph Plot `
4ydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 2
Flow BMP #1
Hydrograph type = Reservoir Peak discharge =. 6.67 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 1 Max. Elevation = 200.34 ft
Reservoir name = BMP #1 Max. Storage = 39,815 cuft
Storage Indication method used.
Q (cfs)
30.00
25.00
Flow BMP #1
Hyd. No. 2 -- 2 Yr
Hydrograph Volume = 72,119 cult
20.00
15.00
10.00
5.00
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1/ 1 1 1 I I I I I 1 0.00
0 7 14 21 28 35 42 49 56 63 70
Time (hrs)
Hyd No. 2 Hyd No. 1
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Postdevelopment Subarea P2
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 12.33 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.60 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007, 1:44 PM
Peak discharge = 38.70 cfs
Time interval = 3 min
Curve number = 88
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.8 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 105,631 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0 00
Postdevelopment Subarea P2
Hyd. No. 3 - 2 Yr
Q (cfs)
40.00
30.00
20.00
10.00
0 00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 3 Time (hrs)
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Postdevelopment Subarea P2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 1.90 0.00 0.00
Travel Time (min) = 5.42 + 0.00 + 0.00 = 5.42
Shallow Concentrated Flow
Flow length (ft) = 1001.00 0.00 0.00
Watercourse slope (%) = 2.30 0.00 0.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.08 0.00 0.00
Travel Time (min) = 5.41 + 0.00 + 0.00 = 5.41
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
1
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 10.80 min
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 4
Flow BMP #2
Hydrograph type = Reservoir Peak discharge = 28.63 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 3 Max. Elevation = 182.27 ft
Reservoir name = BMP #2 Max. Storage = 39,330 cuft
Storage Indication method used. Hydrograph Volume = 100,334 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
Flow BMP #2
Hyd. No. 4 -- 2 Yr
Q (cfs)
40.00
30.00
20.00
10.00
0 00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 4 Hyd No. 3
Hydrograph Plot
4ydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 5
Postdevelopment Subarea P3
Hydrograph type = SCS Runoff Peak discharge = 16.58 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 6.64 ac Curve number = 82
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.1 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 44,964 cult
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
Postdevelopment Subarea P3
Hyd. No. 5 - 2 Yr
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 ' ' ' ' --+-- ' I I I I 'S. 1 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 5 Time (hrs)
i

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Postdevelopment Subarea P3
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 1.50 0.00 0.00
Travel Time (min) = 5.95 + 0.00 + 0.00 = 5.95
Shallow Concentrated Flow
Flow length (ft) = 1190.00 0.00 0.00
Watercourse slope (%) = 2.50 0.00 0.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.21 0.00 0.00
Travel Time (min) = 6.17 + 0.00 + 0.00 = 6.17
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..................................... ...................... ................... 12.10 min
10
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007,1:44 PM
Hyd. No. 6
Flow BMP #3
Hydrograph type = Reservoir Peak discharge = 1.89 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 5 Max. Elevation = 210.14 ft
Reservoir name = BMP #3 Max. Storage = 24,340 cuft
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 ' ' ' ' ' ' 0.00
0 15 29 44 58 73 87 102 116 131 145
Hyd No. 6 Hyd No. 5 Time (hrs)
Flow BMP #3
Hyd. No. 6 -- 2 Yr
Hydrograph Volume = 40,523 cuft
11
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 7
Postdevelopment Subarea P4
Hydrograph type = SCS Runoff Peak discharge = 30.32 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 11.19 ac Curve number = 84
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.9 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 82,148 cuft
Postdevelopment Subarea P4
Q (cfs) Hyd. No. 7 -- 2 Yr
35.00
.0.00
25.00
20.00
15.00
10.00
5.00
0.00 1
0
3 5
Hyd No. 7
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
8 10 13 15 18 20 23 25
Time (hrs)
12
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Postdevelopment Subarea P4
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 6.00 0.00 0.00
Travel Time (min) = 3.42 + 0.00 + 0.00 = 3.42
Shallow Concentrated Flow
Flow length (ft) = 653.00 182.00 607.00
Watercourse slope (%) = 3.80 4.90 3.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.96 3.57 3.52
Travel Time (min) = 2.75 + 0.85 + 2.87 = 6.47
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............. ....................... ...................... ................... 9.90 min
13
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 8
Flow BMP #4
Hydrograph type = Reservoir Peak discharge = 18.09 cfs.
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 7 Max. Elevation = 192.66 ft
Reservoir name = BMP #4 Max. Storage = 31,911 cuft
Storage Indication method used.
Q (cfs)
35.00
30.00
Hydrograph Volume = 77,858 cuft
Flow BMP #4
Hyd. No. 8 -- 2 Yr
25.00
20.00
15.00
10.00
5.00
0.00
0
Q (cfs)
35.00
30.00
3 5
Hyd No. 8
25.00
20.00
15.00
10.00
5.00
I -? t I I 0.00
8 10 13 15 18 20 23 25
Time (hrs)
- Hyd No. 7
14
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 9
Postdevelopment Subarea P5
Hydrograph type = SCS Runoff Peak discharge = 65.18 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 25.23 ac Curve number = 80
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.6 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 147,343 cult
Q (cfs)
70.00
30.00
50.00
40.00
30.00
20.00
10.00
0.00 -L
0
Postdevelopment Subarea P5
Hyd. No. 9 -- 2 Yr
Q (cfs)
70.00
60.00
3 5
Hyd No. 9
50.00
40.00
30.00
20.00
10.00
' -'- - ' ' ' -i 0.00
8 10 13 15 18 20 23 25
Time (hrs)
1x
V
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Postdevelopment Subarea P5
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 4.20 0.00 0.00
Travel Time (min) = 3.94 + 0.00 + 0.00 = 3.94
Shallow Concentrated Flow
Flow length (ft) = 990.00 0.00 0.00
Watercourse slope (%) = 4.80 4.90 3.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 3.53 3.57 3.52
Travel Time (min) = 4.67 + 0.00 + 0.00 = 4.67
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............. ....................... ...................... ................... 8.60 min
1E
Hydrograph Plot
'iydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007,1:44 PM
Hyd. No. 10
Flow BMP #5
Hydrograph type = Reservoir Peak discharge = 0.22 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 9 Max. Elevation = 220.57 ft
Reservoir name = BMP #5 Max. Storage = 137,981 cuft
Storage Indication method used.
Q (cfs)
70.00
,0.00
Flow BMP #5
Hyd. No. 10 -- 2 Yr
50.00
40.00
30.00
20.00
Hydrograph Volume = 90,628 cult
10.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 / - 0.00
0 15 29 44 58 73 87 102 116 131 145
Hyd No. 10 Hyd No_ 9 Time (hrs)
17
Hydrograph Plot
lydraflow Hydrographs by Intelisolve
Hyd. No. 11
Postdevelopment Subarea P6
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 7.96 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.60 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007,1:44 PM
Peak discharge = 27.01 cfs
Time interval = 3 min
Curve number = 87
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 61,560 cult
Postdevelopment Subarea P6
Q (cfs) Hyd. No. 11 -- 2 Yr Q (cfs)
28.00
X4.00
20.00
16.00
12.00
8.00
4.00
0 00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
18
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 11
Hydrograph Plot
'iydraflow Hydrographs by Intelisolve
Hyd. No. 12
Flow BMP#6
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 11
Reservoir name = BMP #6
Wednesday, Apr 25 2007, 1:44 PM
Peak discharge = 16.83 cfs
Time interval = 3 min
Max. Elevation = 238.63 ft
Max. Storage = 25,286 cuft
Storage Indication method used.
Hydrograph Volume = 59,605 cult
Flow BMP#6
Q (cfs) Hyd. No. 12 -- 2 Yr Q (cfs)
28.00
14.00
20.00
16.00
12.00
8.00
4.00
0 00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
1 CS
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 12 Hyd No. 11
Hydrograph Plot
`iydraflow Hydrographs by Intelisolve
Hyd. No. 13
Postdevelopment Subarea P7
Hydrograph type = . SCS Runoff
Storm frequency = 2 yrs
Drainage area = 11.49 ac
Basin Slope = 0.0 %
Tc method = TR55
Total precip. = 3.60 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007, 1:44 PM
Peak discharge = 37.66 cfs
Time interval = 3 min
Curve number = 86
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.1 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 85,519 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0 00
Postdevelopment Subarea P7
Hyd. No. 13 -- 2 Yr
Q (cfs)
40.00
30.00
20.00
10.00
0 00
20
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 13
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
Postdevelopment Subarea P7
Description A B C Totals
Sheet Flow
Manning's n-value = 0.013 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 0.75 + 0.00 + 0.00 = 0.75
Shallow Concentrated Flow
Flow length (ft) = 1330.00 0.00 0.00
Watercourse slope (%) = 4.20 4.90 3.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 4.17 3.57 3.52
Travel Time (min) = 5.32 + 0.00 + 0.00 = 5.32
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
21
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 6.10 min
Hydrograph Plot
'iydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007,1:44 PM
Hyd. No. 14
Flow BMP#7
Hydrograph type = Reservoir Peak discharge = 26.12 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 13 Max. Elevation = 196.53 ft
Reservoir name = BMP #7 Max. Storage = 33,910 cuft
Storage Indication method used. Hydrograph Volume = 78,480 cult
Q (cfs)
40.00
30.00
20.00
10.00
0 00
Flow BMP#7'
Hyd. No. 14 -- 2 Yr
Q (cfs)
40.00
30.00
20.00
10.00
0 00
22
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 14 Hyd No. 13
Hydrograph Plot
'ydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 15
Postdevelopment Subarea P8
Hydrograph type = SCS Runoff Peak discharge = 32.24 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 12.48 ac Curve number = 80
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 72,883 cuft
Postdevelopment Subarea P8
Q (cfs) Hyd. No. 15 -- 2 Yr
35.00
,0.00
25.00
20.00
15.00
10.00
5.00
0.00 1
0
3 5
Hyd No. 15
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
' ' ' 0.00
8 10 13 15 18 20 23 25
Time (hrs)
23
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 15
Postdevelopment Subarea P8
Description A B C Totals
Sheet Flow
Manning's n-value = 0.013 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 2.20 0.00 0.00
Travel Time (min) = 0.72 + 0.00 + 0.00 = 0.72
Shallow Concentrated Flow
Flow length (ft) = 1512.00 0.00 0.00
Watercourse slope (%) = 2.90 4.90 3.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.46 3.57 3.52
Travel Time (min) = 7.28 + 0.00 + 0.00 = 7.28
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ................. ............................. ................... 8.00 min
24
Hydrograph Plot
`iydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 16
Flow BMP#8
Hydrograph type = Reservoir Peak discharge = 3.60 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 15 Max. Elevation = 232.22 ft
Reservoir name = BMP #8 Max. Storage = 36,729 cuft
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
Flow BMP#8
Hyd. No. 16 -- 2 Yr
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
0.00
5.00
0.00 i -/j I i i i i i i i _ 0.00
0 13 26 39 52 65 78 91 104 117 130
Time (hrs)
Hyd No. 16 Hyd No. 15
Hydrograph Volume = 70,270 cult
25
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 17
Postdevelopment Subarea P9
Hydrograph type = SCS Runoff Peak discharge = 10.82 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 6.51 ac Curve number = 71
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 24,987 cuft
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
Postdevelopment Subarea P9
Hyd. No. 17 -- 2 Yr
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 i 1 1 1 1 1 r? 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 17 Time (hrs)
2E
27
Hydrograph Plot
'ydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 18
Flow BMP#9
Hydrograph type = Reservoir Peak discharge = .0.71 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 17 Max. Elevation = 268.06 ft
Reservoir name = BMP #9 Max. Storage = 13,262 cuft
Storage Indication method used. Hydrograph Volume = 23,248 cuft
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 ' ` ' ' ' ' ' 0.00
0 15 29 44 58 73 87 102 116 131 145
Time (hrs)
Hyd No. 18 Hyd No. 17
Flow BMP#9
Hyd. No. 18 -- 2 Yr
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 19
Postdevelopment Subarea P10
Hydrograph type = SCS Runoff Peak discharge = 24.28 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 9.00 ac Curve number = 81
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 54,820 cuft
Postdevelopment Subarea P10
Q (cfs) Hyd. No. 19 -- 2 Yr
28.00 -T-
24.00
20.00
16.00
12.00
8.00
4.00
0.00 -L
0
3 5
Hyd No. 19
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
1 -
0.00
8 10 13 15 18 20 23 25
Time (hrs)
2f
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 20
Flow BMP#10
Hydrograph type = Reservoir. Peak discharge = 6.37 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 19 Max. Elevation = 258.33 ft
Reservoir name = BMP #10 Max. Storage = 24,874 cuft
Storage Indication method used. Hydrograph Volume = 53,971 cult
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
Flow BMP#10
Hyd. No. 20 -- 2 Yr

Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00 1 1 -I 7 I 1 I I I I I 1 0.00
0 6 11 17 22 28 33 39 44 50 55 61
Hyd No. 20 Hyd No. 19 Time (hrs)
111 _i
2S
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 21
Postdevelopment Subarea P11
Hydrograph type = SCS Runoff Peak discharge = 6.87 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 6.61 ac Curve number = 66
Basin Slope = 0.0% Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 10.2 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 20,520 cuft
Postdevelopment Subarea P11
Q (cfs) Hyd. No. 21 -- 2 Yr
7.00
6.00
5.00
4.00
3.00
11 r%n
4M
1.00
0.00 -L
0
3 5
Hyd No. 21
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
I I % 1 0.00
8 10 13 15 18 20 23 25
Time (hrs)
3(
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 21
Postdevelopment Subarea P11
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 1.90 0.00 0.00
Travel Time (min) = 5.42 + 0.00 + 0.00 = 5.42
Shallow Concentrated Flow
Flow length (ft) = 637.00 524.00 0.00
Watercourse slope (%) = 6.60 3.80 3.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 4.15 3.96 3.52
Travel Time (min) = 2.56 + 2.20 + 0.00 = 4.77
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
31
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 10.20 min
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 22
Flow BMP#11
Hydrograph type = Reservoir Peak discharge = 0.86 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 21 Max. Elevation = 258.08 ft
Reservoir name = BMP #11 Max. Storage = 8,719 tuft
Storage Indication method used. Hydrograph Volume = 18,984 tuft
Q (cfs)
7.00
6.00
5.00
Flow BMP#11
Hyd. No. 22 -- 2 Yr
Q (cfs)
7.00
4.00
3.00
2.oe
1.00
0.00 -L
0
6.00
5.00
4.00
3.00
2.00
1.00
0.00
15 29 44 58 73 87 102 116 131 145
Hyd No. 22 Hyd No. 21 Time (hrs)
3;
Hydrograph Plot
'ydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 23
Postdevelopment Subarea P1 -A
Hydrograph type = SCS Runoff Peak discharge = 30.28 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 13.46 ac Curve number = 77
Basin Slope = 0.0% Hydraulic length = Oft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 68,947 cult
Postdevelopment Subarea P1-A
Q (cfs) Hyd. No. 23 -- 2 Yr Q (cfs)
35.00
.10.00
25.00
20.00
15.00
10.00
5.00
0 00
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
33
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 23 Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 24
Postdevelopment Subarea P4-A
Hydrograph type = SCS Runoff Peak discharge = 17.72*cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 7.51 ac Curve number = 78
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 40,222 cult
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
Postdevelopment Subarea P4-A
Hyd. No. 24 -- 2 Yr
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
3
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 24 Time (hrs)
Hydrograph Plot
3!
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 25
DESIGN POINT #4
Hydrograph type = Combine Peak discharge = 22.90 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyds. = 8, 24
Hydrograph Volume = 118,079 cult
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
DESIGN POINT #4
Hyd. No. 25 -- 2 Yr

Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 ' ' ' -? ' I 0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 25 Hyd No. 8 Hyd No. 24

Hydrograph Plot
3t
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 26
Postdevelopment Subarea P8-A
Hydrograph type = SCS Runoff Peak discharge = 15.54 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 9.89 ac Curve number = 70
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 36,026 cuft
Postdevelopment Subarea P8-A
Q (cfs) Hyd. No. 26 -- 2 Yr Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 26
Hydrograph Plot 34
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 27
Stream Flow for 8A
Hydrograph type = Reach Peak discharge = 10.34 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 26 Section type = Trapezoidal
Reach length = 1748.0 ft Channel slope = 2.1 %
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.823 Rating curve m = 1.457
Ave. velocity = 2.07 ft/s Routing coeff. = 0.2686
Modified Att-Kin routing method used.
Hydrograph Volume = 36,020 cult
Stream Flow for 8A
Q (cfs) Hyd. No. 27 -- 2 Yr Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 27 Hyd No. 26
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 28
Postdevelopment Subarea P7-A
Hydrograph type = SCS Runoff Peak discharge = 33.14 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 17.94 ac Curve number = 73
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 76,152 cult
Q (cfs)
35.00
0.00
25.00
20.00
15.00
10.00
5.00
0.00 -L
0
Postdevelopment Subarea P7-A
Hyd. No. 28 -- 2 Yr
Q (cfs)
35.00
3 5
Hyd No. 28
30.00
25.00
20.00
15.00
10.00
5.00
0.00
8 10 13 15 18 20 23 25
Time (hrs)
31
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 29
Postdevelopment Subarea P11-A
Hydrograph type. = SCS Runoff Peak discharge = 24.45 cfs
Storm frequency = 2 yrs Time interval = 3 min
Drainage area = 10.36 ac Curve number = 78
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 55,486 cuft
Postdevelopment Subarea PI I-A
Q (cfs) Q (cfs)
Hyd. No. 29 -- 2 Yr
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
I
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 29 Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 30
Stream flow from P11-A
Hydrograph type = Reach Peak discharge = 0.72 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 22 Section type = Trapezoidal
Reach length = 1285.0 ft Channel slope = 2.3%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.862 Rating curve m = 1.457
Ave. velocity = 0.86 fUs Routing coeff. = 0.1613
Modified Att-Kin routing method used.
Stream flow from P11-A
Q (cfs) Hyd. No. 30 -- 2 Yr
1.00
0.90 -
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 -L
0
Hydrograph Volume = 18,814 cuft
14 28 42 56
Hyd No. 30 Hyd No. 22
70 84 98 112 126
Q (cfs)
1.00
0.90
0.80
0.70
).60
).50
).40
).30
).20
).10
---T 0.00
140
Time (hrs)
41
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 31
Stream flow from BMP#6
Hydrograph type = Reach
Storm frequency = 2 yrs
Inflow hyd. No. = 12
Reach length = 1930.0 ft
Manning's n = 0.050
Side slope = 2.0:1
Rating curve x = 0.762
Ave. velocity = 2.01 fUs
Wednesday, Apr 25 2007, 1:44 PM
Peak discharge = 9.57 cfs
Time interval = 3 min
Section type = Trapezoidal
Channel slope = 1.8%
Bottom width = 12.0 ft
Max. depth = 2.0 ft
Rating curve m = 1.457
Routing coeff. = 0.2404
Modified Att-Kin routing method used.
Stream flow from BMP#6
Q (cfs) Hyd. No. 31 -- 2 Yr
18.00
Hydrograph Volume = 59,592 cult
15.00
12.00
9.00
6.00
3.00
0.00
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
4'
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 31 Hyd No. 12
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 32
Stream flow from B MP#5
Hydrograph type = Reach
Storm frequency = 2 yrs
Inflow hyd. No. = 10
Reach length = 2003.0 ft
Manning's n = 0.050
Side slope = 2.0:1
Rating curve x = 0.783
Ave. velocity = 0.53 ft/s
Wednesday, Apr 25 2007, 1:44 PM
Peak discharge = 0.22 cfs
Time interval = 3 min
Section type = Trapezoidal
Channel slope = 1.9%
Bottom width = 12.0 ft
Max. depth = 2.0 ft
Rating curve m = 1.457
Routing coeff. = 0.0668
Modified Att-Kin routing method used.
Stream flow from BMP#5
Q (cfs) Hyd. No. 32 -- 2 Yr
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00 -L
0
Hydrograph Volume = 90,218 cuft
15 29 44 58
Hyd No. 32 Hyd No. 10
73 87 102 116 131
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
' 0.00
145
Time (hrs)
4;
Hydrograph Plot
'-lydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007,1:44 PM
Hyd. No. 33
Stream flow from B MP#10
Hydrograph type = Reach Peak discharge = 3.27 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 20 Section type = Trapezoidal
Reach length = 2840.0 ft Channel slope = 2.1 %
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.823 Rating curve m = 1.457
Ave. velocity = 1.56 fUs Routing coeff. = 0.1346
Modified Att-Kin routing method used.
Q (Cfs;
7.00
6.00
5.00
4.00
3.00
2.00
1.00
Q (Cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 'J 0.00
0 11 21 32 42 53 63 74 84 95 105 116
Hyd No. 33 Hyd No. 20 Time (hrs)
Hydrograph Volume = 53,956 cult
4;
Hydrograph Plot
'iydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1 A4 PM
Hyd. No. 34
Stream flow from B MP#9
Hydrograph type = Reach Peak discharge = 0.52 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 18 Section type = Trapezoidal
Reach length = 3000.0 ft Channel slope = 2.3%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.862 Rating curve m = 1.457
Ave. velocity = 0.81 fUs Routing coeff. = 0.0684
Modified Att-Kin routing method used. Hydrograph Volume = 23,212 cuft
Stream flow from BMP#9
Q (cfs) Hyd. No. 34 -- 2 Yr
1.00
0.90
0.80
0.70
0.60
0.50
0.40
030
0.20
0.10
0.00
0 15 29 44 58
Hyd No. 34 Hyd No. 18
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
73 87 102 116 131 145
Time (hrs)
44
Hydrograph Plot 4!
Hydraflow Hydrographs by lntelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 35
Stream flow from B MP#3
Hydrograph type = Reach Peak discharge = 1.73 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 6 Section type = Trapezoidal
Reach length = 765.0 ft Channel slope = 2.0%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.803 Rating curve m = 1.457
Ave. velocity = 1.05 fUs Routing coeff. = 0.3050
Modified Att-Kin routing method used.
Q (cfs)
2.00
1.00
0.00 1
0
Hydrograph Volume = 40,508 cult
Stream flow from BMP#3
Hyd. No. 35 -- 2 Yr
15 29 44 58 73
Hyd No. 35 Hyd No. 6
Q (cfs)
2.00
1.00
0.00
87 102 116 131 145
Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 36
DESIGN POINT #1
Hydrograph type = Combine
Storm frequency = 2 yrs
Inflow hyds. = 29, 30
DESIGN POINT #1
Q (cfs) Hyd. No. 36 -- 2 Yr
28.00
24.00
20.00
Wednesday, Apr 25 2007, 1:44 PM
Peak discharge = 24.45 cfs
Time interval = 3 min
Hydrograph Volume = 74,300 cult
16.00
12.00
8.00
4.00
0.00 --
0
3 5
Hyd No. 36
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
V 0.00
8 10 13 15 18 20 23 25
Time (hrs)
- Hyd No. 29 Hyd No. 30
4E
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 37
Stream flow from B MP#7
Hydrograph type = Reach Peak discharge = 22.87 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 14 Section type = Trapezoidal
Reach length = 490.0 ft Channel slope = 1.3%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.648 Rating curve m = 1.457
Ave. velocity = 2.06 fUs Routing coeff. = 0.7117
Modified Att-Kin routing method used. Hydrograph Volume = 78,472 cuft
Stream flow from BMP#7
Q (cfs) Hyd. No. 37 -- 2 Yr
28.00
_4.00
20.00
16.00
12.00
8.00

4.00
0.00 J-
0
3 5
Hyd No. 37
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
8 10 13 15 18 20 23 25
- Hyd No. 14 Time (hrs)
4,
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 38
Stream flow from B MP#8
Hydrograph type = Reach Peak discharge = 2.86 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 16 Section type = Trapezoidal
Reach length = 1955.0 ft Channel slope = 1.9%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.783 Rating curve m = 1.457
Ave. velocity = 1.26 fUs Routing coeff. = 0.1563
Modified Att-Kin routing method used.
Q (cfs)
A An
3.00
2.00
1.00
1 I I I I I
0.00
0
Hydrograph Volume = 70,242 cult
Stream flow from BMP#8
Hyd. No. 38 -- 2 Yr
14 28
Hyd No. 38
42 56
- Hyd No. 16
Q (cfs)
4.00
3.00
2.00
1.00
n nn
70 84 98 112 126 140 v v v
Time (hrs)
4t
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 39
Flow to Design Point #2
Hydrograph type = Combine Peak discharge = 41.96 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyds. = 27, 28, 31, 32, 33
Hydrograph Volume = 315,938 cult
Flow to Design Point #2
Q (cfs) Hyd. No. 39 -- 2 Yr Q (cfs)
50.00 50.00
40.00 40.00
I i
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 39 Hyd No. 27 Hyd No. 28 Hyd No. 31 Time (hrs)
Hyd No. 32 Hyd No. 33
4?
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 40
Flow to Design Point #2
Hydrograph type = Combine Peak discharge = 22.98 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyds. = 34, 35, 37, 38
Hydrograph Volume = 212,434 cuff
Flow to Design Point #2
Q (cfs) Hyd. No. 40 -- 2 Yr
24.00
20.00
16.00
12.00
8.00
4.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 ' ' "' z ' 0.00
0 5 10 15 20 25 30 35 40 45 50
Hyd No. 40 Hyd No. 34 Hyd No. 35 Hyd No. 37 Time (hrs)
Hyd No. 38
5(
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 41
DESIGN POINT #2
Hydrograph type = Combine. Peak discharge = 54.28 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyds. = 39, 40
Hydrograph Volume = 528,372 cuft
DESIGN POINT #2
Q (cfs) Hyd. No. 41 -- 2 Yr
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ?. , i i
0.00
0 6 11 17 22 28 33 39 44 50 55
Hyd No. 41 Hyd No. 39 Hyd No. 40 Time (hrs)
5'
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 42
DESIGN POINT #3
Hydrograph type = Combine
Storm frequency = 2 yrs
Inflow hyds. = 2, 4, 23
Wednesday, Apr 25 2007, 1:44 PM
Peak discharge = 45.03 cfs
Time interval = 3 min
Hydrograph Volume = 241,400 cult
DESIGN POINT #3
Q (cfs) Hyd. No. 42 -- 2 Yr Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 42 Hyd No. 2 Hyd No. 4 Hyd No. 23 Time (hrs)
5
5:
Hydrograph Summary Report
Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 50.90 3 720 139,795 ---- ------ ------ Postdevelopment Subarea P1
2 Reservoir 33.98 3 729 132,843 1 201.01 53,807 Flow BMP #1
3 SCS Runoff 64.77 3 720 180,419 ---- ------ ------ Postdevelopment Subarea P2
4 Reservoir 52.94 3 726 175,111 3 182.69 47,997 Flow BMP #2
5 SCS Runoff 30.29 3 720 82,459 ---- ----- ------ Postdevelopment Subarea P3
6 Reservoir 19.94 3 729 78,001 5 210.71 32,183 Flow BMP #3
7 SCS Runoff 53.72 3 720 147,036 ---- ---- ------ Postdevelopment Subarea P4
8 Reservoir 37.06 3 726 142,729 7 193.38 43,230 Flow BMP #4
9 SCS Runoff 122.11 3 717 277,063 ---- ------ ------ Postdevelopment Subarea P5
10 Reservoir 3.21 3 912 177,653 9 222.20 204,234 Flow BMP #5
11 SCS Runoff 45.64 3 717 106,364 --- ----- ------ Postdevelopment Subarea P6
12 Reservoir 39.26 3 720 104,400 11 239.11 30,797 Flow BMP#6
13 SCS Runoff 64.49 3 717 149,490 --- --- ----- Postdevelopment Subarea P7
14 Reservoir 54.07 3 720 142,441 13 196.98 40,566 Flow BMP#7
SCS Runoff 60.40 3 717 137,049 - ---- --- Postdevelopment Subarea P8
Reservoir 36.44 3 723 134,414 15 233.06 52,993 Flow BMP#8
17 SCS Runoff 23.53 3 717 53,344 Postdevelopment Subarea P9
18 Reservoir 16.38 3 723 51,598 17 268.62 17,797 Flow BMP#9
19 SCS Runoff 44.76 3 717 101,790 --- ----- ---- Postdevelopment Subarea P10
20 Reservoir 34.87 3 723 100,935 19 259.03 33,563 Flow BMP#10
21 SCS Runoff 17.16 3 723 47,780 ---- ---- ------ Postdevelopment Subarea P11
22 Reservoir 14.40 3 726 46,241 21 258.57 11,882 Flow BMP#11
23 SCS Runoff 59.69 3 717 134,850 ---- ---- ------ Postdevelopment Subarea P1 -A
24 SCS Runoff 34.32 3 717 77,622 ---- ------ ---- Postdevelopment Subarea P4-A
25 Combine 67.99 3 720 220,350 8,24 ---- ------ DESIGN POINT #4
26 SCS Runoff 34.41 3 717 78,162 ---- ------ ---- Postdevelopment Subarea P8-A
27 Reach 26.02 3 723 78,157 26 ----- ----- Stream Flow for 8A
28 SCS Runoff 69.76 3 717 157,644 -- -- ------ Postdevelopment Subarea P7-A
29 SCS Runoff 47.35 3 717 107,079 ---- ------ ------ Postdevelopment Subarea P11-A
30 Reach 10.25 3 735 46,075 22 -- ------ Stream flow from P11-A
Old Towne-TR-20 (Proposed).gpw Return Period: 10 Year Wednesday, Apr 25 2007,1:44 PM
Hydraflow Hydrographs by Intelisolve
5Z
Hydrograph Summary Report

31
32
33
34
35
36
37
38
39
40
41
42
Old
Hydrograph
ty pe
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
Reach 28.73 3 729 104,390 12 ------ ------ Stream flow from BMP#6
Reach 3.14 3 936 177,417 10 •----- ------ Stream flow from BMP#5
Reach 20.08 3 732 100,925 20 ------ ------ Stream flow from BMP#10
Reach 7.05 3 735 51,585 18 ------ - --- Stream flow from BMP#9
Reach 17.73 3 735 77,993 6 ------ --- Stream flow from BMP#3
Combine 47.36 3 717 153,154 29, 30, ------ ------ DESIGN POINT #1
Reach 53.52 3 726 142,434 14 ---- ------ Stream flow from BMP#7
Reach 25.14 3 732 134,399 16 ------ ------ Stream flow from BMP#8
Combine 114.93 3 720 618,533 27, 28, 31, 2, 33;---- ------ Flow to Design Point #2
Combine 90.22 3 729 406,411 34,35,37, 38 - ------ ------ Flow to Design Point #2
Combine 184.80 3 726 1,024,943 39,40 --- -- DESIGN POINT #2
Combine
I 125.08 3 720 442,803 2, 4, 23, ------ -- DESIGN POINT #3
Towne_TR-20 (Proposed).gpw Return Period: 10 Year Wednesday, Apr 25 2007, 1:44 PM

Hvdraflow Hvdroaraohs by Intelisnlve
5f
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Postdevelopment Subarea P1
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 10.35 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 5.38 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007, 1:44 PM
Peak discharge = 50.90 cfs
Time interval = 3 min
Curve number = 85
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.8 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 139,795 cult
Postdevelopment Subarea P1
Q (cfs) Hyd. No. 1 -- 10 Yr
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' - -' ' ' -- ' ' 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 1 Time (hrs)
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Postdevelopment Subarea P1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 1.90 0.00 0.00
Travel Time (min) = 5.42 + 0.00 + 0.00 = 5.42
Shallow Concentrated Flow
Flow length (ft) = 1001.00 0.00 0.00
Watercourse slope (%) = 2.30 0.00 0.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.08 0.00 0.00
Travel Time (min) = 5.41 + 0.00 + 0.00 = 5.41
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ................................................................. 10.80 min
5(
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 2
Flow BMP #1
Hydrograph type = Reservoir Peak discharge = 33.98 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 1 Max. Elevation = 201.01 ft
Reservoir name = BMP #1 Max. Storage = 53,807 cuft
Storage Indication method used.
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 2 Hyd No. 1 Time (hrs)
Flow BMP #1
Hyd. No. 2 -- 10 Yr
Hydrograph Volume = 132,843 cuft
5;
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 3
Postdevelopment Subarea P2
Hydrograph type = SCS Runoff Peak discharge = 64.77 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 12.33 ac Curve number = 88
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.8 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 180,419 cult
Postdevelopment Subarea P2
Q (cfs) Hyd. No. 3 -- 10 Yr
70.00
10.00
50.00
40.00
30.00
20.00
10.00
0.00 --
0
3 5
Hyd No. 3
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
8 10 13 15 18 20 23 25
Time (hrs)
5E
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Postdevelopment Subarea P2
Description - A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 1.90 0.00 0.00
Travel Time (min) = 5.42 + 0.00 + 0.00 = 5.42
Shallow Concentrated Flow
Flow length (ft) = 1001.00 0.00 0.00
Watercourse slope (%) = 2.30 0.00 0.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.08 0.00 0.00
Travel Time (min) = 5.41 + 0.00 + 0.00 = 5.41
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. .............................................. ................... 10.80 min
59
Hydrograph Plot 6(
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 4
Flow BMP #2
Hydrograph type = Reservoir Peak discharge = 52.94 cfs .
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 3 Max. Elevation = 182.69 ft
Reservoir name = BMP #2 Max. Storage = 47,997 cuft
Storage Indication method used. Hydrograph Volume = 175,111 cult
Flow BMP #2
Q (cfs) Hyd. No. 4 -- 10 Yr
70.00
00.00
50.00
40.00
30.00
20.00
10.00
0.00 -L
0
3 5
Hyd No. 4
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
8 10 13 15 18 20 23 25
- Hyd No. 3 Time (hrs)
Hydrograph Plot
'-iydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1 A4 PM
Hyd. No. 5
Postdevelopment Subarea P3
Hydrograph type = SCS Runoff Peak discharge = 30.29 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 6.64 ac Curve number = 82
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.1 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 82,459 cult
Q (cfs)
35.00
j0.00
25.00
20.00
15.00
10.00
5.00
0.00 -l
0
Postdevelopment Subarea P3
Hyd. No. 5 -- 10 Yr
Q (cfs)
35.00
3 5
Hyd No. 5
30.00
25.00
20.00
15.00
10.00
5.00
-L- --? i I I __ 1 1 0.00
8 10 13 15 18 20 23 25
Time (hrs)
61
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Postdevelopment Subarea P3
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 1.50 0.00 0.00
Travel Time (min) = 5.95 + 0.00 + 0.00 = 5.95
Shallow Concentrated Flow
Flow length (ft) = 1190.00 0.00 0.00
Watercourse slope (%) = 2.50 0.00 0.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.21 0.00 0.00
Travel Time (min) = 6.17 + 0.00 + 0.00 = 6.17
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
6;
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 12.10 min
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 6
Flow BMP #3
Hydrograph type Reservoir Peak discharge = 19.94 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 5 Max. Elevation = 210.71 ft
Reservoir name = BMP #3 Max. Storage = 32,183 cuft
Storage Indication method used.
Q (cfs)
35.00
Hydrograph Volume = 78,001 cult
Flow BMP #3
Hyd. No. 6 -- 10 Yr
,0.00
25.00
20.00
15.00
10. ^v0
5.00
0.00 -L
0

3 5
Hyd No. 6
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
1----- -t- ' I I i 0.00
8 10 13 15 18 20 23 25
Time (hrs)
- Hyd No. 5
6;
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Postdevelopment Subarea P4
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 11.19 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 5.38 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007, 1 A4 PM
Peak discharge = 53.72 cfs
Time interval = 3 min
Curve number = 84
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.9 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 147,036 cult
Q (cfs)
60.00
Postdevelopment Subarea P4
Hyd. No. 7 -- 10 Yr
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 ----- 1 1 1 ' 0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 7
6?
TR55 Td Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Postdevelopment Subarea P4
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 6.00 0.00 0.00
Travel Time (min) = 3.42 + 0.00 + 0.00 = 3.42
Shallow Concentrated Flow
Flow length (ft) = 653.00 182.00 607.00
Watercourse slope (%) = 3.80 4.90 3.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.96 3.57 3.52
Travel Time (min) = 2.75 + 0.85 + 2.87 = 6.47
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............. ....................... ...................... ................... 9.90 min
6!
Hydrograph Plot
Hydraflow Hydrographs by lntelisolve Wednesday, Apr 25 2007, 1:44 PM
Hyd. No. 8
Flow BMP #4
Hydrograph type = Reservoir Peak discharge = 37.06 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 7 Max. Elevation = 193.38 ft
Reservoir name = BMP #4 Max. Storage = 43,230 cuft
Storage Indication method used-
Q (cfs)
60.00
50.00
Flow BMP #4
Hyd. No. 8 -- 10 Yr
Hydrograph Volume = 142,729 cuft
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' L_-?-T 1 1 i 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 8 Hyd No. 7 Time (hrs)
6E
61
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 9
Postdevelopment Subarea P5
Hydrograph type = SCS Runoff Peak discharge = 122.11 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 25.23 ac Curve number = 80
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.6 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 277,063 cuft
Q (cfs)
140.00
_0.00
100.00
80.00
60.00
40.00
20.00
0.00 -L
0
Postdevelopment Subarea P5
Hyd. No. 9 -- 10 Yr
Q (cfs)
140.00
3 5
Hyd No. 9
120.00
100.00
80.00
60.00
40.00
20.00
0.00
8 10 13 15 18 20 23 25
Time (hrs)
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Postdevelopment Subarea P5
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 4.20 0.00 0.00
Travel Time (min) = 3.94 + 0.00 + 0.00 = 3.94
Shallow Concentrated Flow
Flow length (ft) = 990.00 0.00 0.00
Watercourse slope (%) = 4.80 4.90 3.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 3.53 3.57 3.52
Travel Time (min) = 4.67 + 0.00 + 0.00 = 4.67
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
61
Total Travel Time, Tc .............................................................................. 8.60 min
Hydrograph Plot
ydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 10
Flow BMP #5
Hydrograph type = Reservoir Peak discharge = 3.21 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 9 Max. Elevation = 222.20 ft
Reservoir name = BMP #5 Max. Storage = 204,234 cuft
Storage Indication method used.
Q (cfs)
140.00
. 0.00
100.00
80.00
60.00
40.00
20.00
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 1 1- 11 --t_ f I I I I I I I 0.00
0 15 29 44 58 73 87 102 116 131 145
Hyd No. 10 Hyd No. 9 Time (hrs)
Flow BMP #5
Hyd. No. 10 -- 10 Yr
Hydrograph Volume = 177,653 cuft
69
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Postdevelopment Subarea P6
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 7.96 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007, 1:45 PM
Peak discharge = 45:64 cfs
Time interval = 3 min
Curve number = 87
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 106,364 cult
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 11 Time (hrs)
Postdevelopment Subarea P6
Hyd. No. 11 -- 10 Yr
7(
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 12
Flow BMP#6
Hydrograph type = Reservoir Peak discharge = 39.26 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 11 Max. Elevation = 239.11 ft
Reservoir name = BMP #6 Max. Storage = 30,797 cuft
Storage Indication method used.
Q (cfs)
50.00
Flow BMP#6
Hyd. No. 12 -- 10 Yr
Hydrograph Volume = 104,400 cuft
40.00
30.00
20.00
10.00
0 00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
7'
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 12 Hyd No. 11
Hydrograph Plot
+ydraflow Hydrographs by Intelisolve
Hyd. No. 13
Postdevelopment Subarea P7
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 11.49 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 5.38 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007,1:45 PM
Peak discharge = 64.49 cfs
Time interval = 3 min
Curve number = 86
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.1 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 149,490 cuft
Q (cfs)
70.00
J.00
50.00
40.00
30.00
20.00
10.00
Postdevelopment Subarea P7
Hyd. No. 13 -- 10 Yr
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 '- 1 _ I 1- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 13 Time (hrs)
? ?. ICI 1I\ I? I II II
72
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
Postdevelopment Subarea P7
Description A B C Totals
Sheet Flow
Manning's n-value = 0.013 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 0.75 + 0.00 + 0.00 = 0.75
Shallow Concentrated Flow
Flow length (ft) = 1330.00 0.00 0.00
Watercourse slope (%) = 4.20 4.90 3.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 4.17 3.57 3.52
Travel Time (min) = 5.32 + 0.00 + 0.00 = 5.32
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ................. ...................... .......................... 6.10 min
7:
Hydrograph Plot
iydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 14
Flow BMP#7
Hydrograph -type = Reservoir Peak discharge = 54.07 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 13 Max. Elevation = 196.98 ft
Reservoir name = BMP #7 Max. Storage = 40,566 cuft
Storage Indication method used.
Q (cfs)
70.00
0.00
50.00
40.00
30.00
20.00
10.00
0.00 -L
0
Hydrograph Volume = 142,441 cuft
Flow BMP#7
Hyd. No. 14 -- 10 Yr
Q (cfs)
70.00
60.00
3 5
Hyd No. 14
50.00
40.00
30.00
20.00
10.00
.f- I 1 0.00
8 10 13 15 18 20 23 25
- Hyd No. 13 Time (hrs)
74
Hydrograph Plot
lydraflow Hydrographs by Intelisolve
Hyd. No. 15
Postdevelopment Subarea P8
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 12.48 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 5.38 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007, 1:45 PM
Peak discharge = 60.40 cfs
Time interval = 3 min
Curve number = 80
Hydraulic length = 0 ft
Time of conc. (Tc) = 8 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 137,049 cult
a (cfs)
70.00
X0.00
50.00
40.00
30.00
20.00
10.00
0 00
Postdevelopment Subarea P8
Hyd. No. 15 -- 10 Yr
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
75
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 15 Time (hrs)
TR55 Tc Worksheet
HydraFlow Hydrographs by Intelisolve
Hyd. No. 15
Postdevelopment Subarea P8
Description A B C Totals
Sheet Flow
Manning's n-value = 0.013 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 2.20 0.00 0.00
Travel Time (min) = 0.72 + 0.00 + 0.00 = 0.72
Shallow Concentrated Flow
Flow length (ft) = 1512.00 0.00 0.00
Watercourse slope (%) = 2.90 4.90 3.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.46 3.57 3.52
Travel Time (min) = 7.28 + 0.00 + 0.00 = 7.28
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ................................................................. 8.00 min
71
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 16
Flow BMP#8
Hydrograph type = Reservoir Peak discharge = 36.44 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 15 Max. Elevation = 233.06 ft
Reservoir name = BMP #8 Max. Storage = 52,993 cuft
Storage Indication method used.
Q (cfs)
70.00
x0.00
50.00
Hydrograph Volume = 134,414 cult
Flow BMP#8
Hyd. No. 16 -- 10 Yr
Q (cfs)
70.00
60.00
40.00
30.00
20.00
10.00
0.00 -L
0
3 5
Hyd No. 16
50.00
40.00
30.00
20.00
10.00
0.00
8 10 13 15 18 20 23 25
- Hyd No. 15 Time (hrs)
71
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 17
Postdevelopment Subarea P9
Hydrograph type- = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 6.51 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007,1:45 PM
Peak discharge = 23.53 cfs
Time interval = 3 min
Curve number = 71
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 53,344 cult
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 ' ' ' -? ' ' ' ' 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 17 Time (hrs)
Postdevelopment Subarea P9
Hyd. No. 17 -- 10 Yr
7f
Hydrograph Plot 79
lydraFlow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 18
Flow BMP#9
Hydrograph type = Reservoir Peak discharge = 16.38 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 17 Max. Elevation = 268.62 ft
Reservoir name = BMP #9 Max. Storage = 17,797 cult
Storage Indication method used.
Q (cfs)
24.00
20.00
16.00
Flow BMP#9
Hyd. No. 18 -- 10 Yr
Hydrograph Volume = 51,598 cult
12.00
8.00
4.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 ' ' ' ' ' ' ' ' 0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 18 Hyd No. 17
Hydrograph Plot
8(
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 19
Postdevelopment Subarea P10
Hydrograph type = SCS Runoff Peak discharge = 44.76 cfs
Storm frequency = 10 yrs Time interval = 3 -min
Drainage area = 9.00 ac Curve number = 81
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 101,790 cult
Postdevelopment Subarea P10
Q (cfs) Hyd. No. 19 -- 10 Yr
50.00
40.00
30.00
20.00
10.00
0.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 19
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 20
Flow BMP#10
Hydrograph type = Reservoir Peak discharge = 34.87 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 19 Max. Elevation = 259.03 ft
Reservoir name = BMP #10 Max. Storage = 33,563 cuft
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' ' I L 1 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 20 Hyd No. 19 Time (hrs)
Flow BMP#10
Hyd. No. 20 -- 10 Yr
Hydrograph Volume = 100,935 cuft
81
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 21
Postdevelopment Subarea P11
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 6.61 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 5.38 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007, 1:45 PM
Peak discharge = 17.16 cfs
Time interval = 3 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 47,780 cuft
Postdevelopment Subarea P11
Q (cfs) Hyd. No. 21 -- 10 Yr Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
8;
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 21 Time (hrs)
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 21
Postdevelopment Subarea P11
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 1.90 0.00 0.00
Travel Time (min) = 5.42 + 0.00 + 0.00 = 5.42
Shallow Concentrated Flow
Flow length (ft) = 637.00 524.00 0.00
Watercourse slope (%) = 6.60 3.80 3.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 4.15 3.96 3.52
Travel Time (min) = 2.56 + 2.20 + 0.00 = 4.77
Channel Flow
X sectional flow area (sgft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
8;
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 10.20 min
8d
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 22
Flow BMP#11
Hydrograph type = Reservoir Peak discharge = 14.40 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 21 Max. Elevation = 258.57 ft
Reservoir name = BMP #11 Max. Storage = 11,882 cuft
Storage Indication method used. Hydrograph Volume = 46,241 cuft
Flow BMP#11
Q (cfs) Hyd. No. 22 -- 10 Yr Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 22 Hyd No. 21
Hydrograph Plot
ydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007,1:45 PM
Hyd. No. 23
Postdevelopment Subarea P1 -A
Hydrograph type = SCS Runoff Peak discharge = 59.69 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 13.46 ac Curve number = 77
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 134,850 cult
Postdevelopment Subarea P1-A
Q (cfs) Hyd. No. 23 -- 10 Yr
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 i i 1 i i i ' 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 23 Time (hrs)
85
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 24
Postdevelopment Subarea P4-A
Hydrograph type = SCS Runoff Peak discharge = 34.32 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 7.51 ac Curve number = 78
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 77,622 cult
Postdevelopment Subarea P4-A
Q (cfs) Hyd. No. 24 -- 10 Yr
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 -L
0

3 5
Hyd No. 24
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
- , _ i_ 1 - -1- - - --- 0.00
8 10 13 15 18 20 23 25
Time (hrs)
8(
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1 A5 PM
Hyd. No. 25
DESIGN POINT #4
Hydrograph type = Combine Peak discharge = 67.99 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyds. = 8, 24
Hydrograph Volume = 220,350 cuft
DESIGN POINT #4
Q (cfs) Hyd. No. 25 -- 10 Yr
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 -L
0

3 5
Hyd No. 25
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
1- ' 0.00
8 10 13 15 18 20 23 25
- Hyd No. 8 Hyd No. 24 Time (hrs)
8'.
Hydrograph Plot
iydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 26
Postdevelopment Subarea P8-A
Hydrograph type = SCS Runoff Peak discharge = 34.41 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 9.89 ac Curare number = 70
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 78,162 cuft
Q (cfs)
35.00
10.00
25.00
20.00
15.00
10.00
5.00
0.00 -L
0
Postdevelopment Subarea P8-A
Hyd. No. 26 -- 10 Yr
Q (cfs)
35.00
3 5
Hyd No. 26
30.00
25.00
20.00
15.00
10.00
5.00
' -'-- ' ' ' 0.00
8 10 13 15 18 20 23 25
Time (hrs)
88
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 27
Stream Flow for 8A
Hydrograph type = Reach' Peak discharge = 26.02 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 26 Section type = Trapezoidal
Reach length = 1748.0 ft Channel slope = 2.1 %
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.823 Rating curve m = 1.457
Ave. velocity = 2.65 fUs Routing coeff. = 0.3320
Modified Att-Kin routing method used.
Hydrograph Volume = 78,157 cuft
Stream Flow for 8A
Q (cfs) Hyd. No. 27 -- 10 Yr Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
8?
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 27 Hyd No. 26
Hydrograph Plot
'ydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 28
Postdevelopment Subarea P7-A
Hydrograph type = SCS Runoff Peak discharge = 69.76 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 17.94 ac Curve number = 73
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 157,644 cuft
Q (cfs)
70.00
AM
Postdevelopment Subarea P7-A
Hyd. No. 28 -- 10 Yr
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 -L
0
3 5
Hyd No. 28
60.00
50.00
40.00
30.00
20.00
10.00
I i 0.00
8 10 13 15 18 20 23 25
Time (hrs)
90
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 29
Postdevelopment Subarea P11-A
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 10.36 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007, 1:45 PM
Peak discharge = 47.35 cfs
Time interval = 3 min
Curve number = 78
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 107,079 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 s
0
Postdevelopment Subarea P11-A
Hyd. No. 29 -- 10 Yr
3 5
Hyd No. 29

Q (cfs)
50.00
40.00
30.00
20.00
10.00
----- ' 0.00
8 10 13 15 18 20 23 25
Time (hrs)
91
Hydrograph Plot
'-lydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 30
Stream flow from P11 -A
Hydrograph type = Reach Peak discharge = 10.25 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 22 Section type = Trapezoidal
Reach length = 1285.0 ft Channel slope = 2.3%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.862 Rating curve m = 1.457
Ave. velocity = 2.08 ft/s Routing coeff. = 0.3506
Modified Att-Kin routing method used-
Q (cfs)
15.00
12.00
9.00
6.00
3.00
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00 ' ' ` ' ' ' ' -n6-j- 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 30 Hyd No. 22 Time (hrs)
Stream flow from P11-A
Hyd. No. 30 -- 10 Yr
Hydrograph Volume = 46,075 cuft
9s
Hydrograph Plot 93
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 31
Stream flow from B MP#6
Hydrograph type = Reach Peak discharge = 28.73 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 12 Section type = Trapezoidal
Reach length = 1930.0 ft Channel slope = 1.8%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.762 Rating curve m = 1.457
Ave. velocity = 2.62 ft/s Routing coeff. = 0.3025
Modified Att-Kin routing method used.
Stream flow from BMP#6
Q (cfs) Hyd. No. 31 -- 10 Yr
40.00
30.00
20.00
10.00
0.00
Hydrograph Volume = 104,390 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0 00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 31 Hyd No. 12
Hydrograph Plot
lydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 32
Stream flow from B MP#5
Hydrograph type = Reach Peak discharge = 3.14 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 10 Section type = Trapezoidal
Reach length = 2003.0 ft Channel slope = 1.9%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.783 Rating curve m = 1.457
Ave. velocity = 1.22 ft/s Routing coeff. = 0.1478
Modified Att-Kin routing method used.
Q (cfs)
4.00
3.00
2.00
1.00
0 00
Hydrograph Volume = 177,417 cult
Stream flow from BMP#5
Hyd. No. 32 -- 10 Yr
Il?lIIIII?I
Q (cfs)
4.00
3.00
2.00
1.00
0 00
94
0 15 29 44 58 73 87 102 116 131 145
Time (hrs)
Hyd No. 32 Hyd No. 10
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 33
Stream flow from B MP#10
Hydrograph type = Reach Peak discharge = 20.08 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 20 Section type = Trapezoidal
Reach length = 2840.0 ft Channel slope = 2.1 %
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.823 Rating curve m = 1.457
Ave. velocity = 2.66 ft/s Routing coeff. = 0.2191
Modified Att-Kin routing method used.
Stream flow from BMP#10
Q (cfs) Hyd. No. 33 -- 10 Yr
35.00
10.00
25.00
20.00
15.00
iv.00
5.00
0.00 -L
0
Hydrograph Volume = 100,925 cult
3 5
Hyd No. 33
Q (cfs)
35.00
30.00
25.00
20.00
15.00
1 u.00
5.00
-E-: . 0.00
8 10 13 15 18 20 23 25
- Hyd No. 20 Time (hrs)
9e
V
Hydrograph Plot
iydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 34
Stream flow from B MP#9
Hydrograph' type = Reach Peak discharge = 7.05 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 18 Section type = Trapezoidal
Reach length = 3000.0 ft Channel slope = 2.3%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.862 Rating curve m = 1.457
Ave. velocity = 2.17 fUs Routing coeff. = 0.1732
Modified Att-Kin routing method used. Hydrograph Volume = 51,585 cult
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
Stream flow from BMP#9
Hyd. No. 34 -- 10 Yr
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 1 1 1 1 1 --1 1 1 1 1 1 ?' 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 34 Hyd No. 18 Time (hrs)
i
96
Hydrograph Plot
'iydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 35
Stream flow from B MP#3
Hydrograph type = Reach Peak discharge = 17.73 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 6 Section type = Trapezoidal
Reach length = 765.0 ft Channel slope = 2.0%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.803 Rating curve m = 1.457
Ave. velocity = 2.20 ft/s Routing coeff. = 0.5475
Modified Att-Kin routing method used. Hydrograph Volume = 77,993 cult
Q (cfs)
21.00
8.00
15.00
12.00
9.00
o. vv"
^
3.00
0.00 -L
0
Stream flow from BMP#3
Hyd. No. 35 -- 10 Yr
Q (cfs)
21.00
3 5
Hyd No. 35
18.00
15.00
12.00
9.00
6.00
3.00
I , ---1 0.00
8 10 13 15 18 20 23 25
- Hyd No. 6 Time (hrs)
97
98
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 36
DESIGN POINT #1
Hydrograph type = Combine Peak discharge = 47.36 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyds. = 29, 30
Hydrograph Volume = 153,154 cuft
DESIGN POINT #1
Q (cfs) Hyd. No. 36 -- 10 Yr
50.00
40.00
30.00
20.00
10.00
0 00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 36 Hyd No. 29 Hyd No. 30
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 37
Stream flow from B MP#7
Hydrograph type = Reach Peak-discharge = 53.52 cfs,
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 14 Section type = Trapezoidal
Reach length = 490.0 ft Channel slope = 1.3%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.648 Rating curve m = 1.457
Ave. velocity = 2.59 ft/s Routing coeff. = 0.8193
Modified Att-Kin routing method used.
Hydrograph Volume = 142,434 cuft
Stream flow from BMP#7
Q (cfs) Hyd. No. 37 -- 10 Yr Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0 00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
9c
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 37 Hyd No. 14
Hydrograph Plot
lydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 38
Stream flow from B MP#8
Hydrograph type = Reach Peak discharge = 25.14 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 16 Section type = Trapezoidal
Reach length = 1955.0 ft Channel slope = 1.9%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.783 Rating curve m = 1.457
Ave. velocity = 2.61 fUs Routing coeff. = 0.2980
Modified Att-Kin routing method used.
Stream flow from BMP#8
Q (cfs) Hyd. No. 38 -- 10 Yr
40.00
Hydrograph Volume = 134,399 cuft
30.00
20.00
10.00
0 00

Q (cfs)
40.00
30.00
20.00
10.00
0 00
100
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 38 Hyd No. 16
101
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 39
Flow to Design Point #2
Hydrograph type = Combine
Storm frequency = 10 yrs
Inflow hyds. = 27, 28, 31, 32, 33
Wednesday, Apr 25 2007, 1 A5 PM
Peak discharge = 114.93 cfs
Time interval = 3 min
Hydrograph Volume = 618,533 cuft
Flow to Design Point #2
Q (cfs) Hyd. No. 39 -- 10 Yr Q (cfs)
120
00 120
00
. .
00
00 0
.
. 100.
0
80
00
. 80.00
60
00
. 60.00
40
00
.
I
I 40.00
00
20
.
20.00
1

0.00 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 39 Hyd No. 27 Hyd No. 28 Hyd No. 31 Time (hrs)
Hyd No. 32 Hyd No. 33
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1 A5 PM
Hyd. No. 40
Flow to Design Point #2
Hydrograph type = Combine Peak discharge = 90.22 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyds. = 34, 35, 37, 38
Hydrograph Volume = 406,411 tuft
Flow to Design Point #2
Q (cfs) Hyd. No. 40 -- 10 Yr
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
I I I
20.00
10.00
0.00
0 3 5 8 10
Hyd No. 40 Hyd No. 34
Hyd No. 38
13 15
Hyd No. 35
18
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
- - 0.00
20 23 25
- Hyd No. 37 Time (hrs)
10.
Hydrograph Plot
iydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 41
DESIGN POINT #2
Hydrograph type = Combine Peak discharge = 184.80 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyds. = 39, 40
Hydrograph Volume = 1,024,943 cult
Q (cfs)
210.00
10.00
150.00
120.00
90.00
60.00
30.00
0.00 -L
0
DESIGN POINT #2
Hyd. No. 41 -- 10 Yr
Q (cfs)
210.00
3 5
Hyd No. 41
180.00
150.00
120.00
90.00
60.00
30.00
I 0.00
8 10 13 15 18 20 23 25
- Hyd No. 39 Hyd No. 40 Time (hrs)
103
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 42
DESIGN POINT #3
Hydrograph type = Combine
Storm frequency = 10 yrs
Inflow hyds. = 2, 4, 23
DESIGN POINT #3
Wednesday, Apr 25 2007, 1:45 PM
Peak discharge = 125.08 cfs
Time interval = 3 min
Hydrograph Volume = 442,803 cult
10,
105
Hydrograph Summary Report

NU. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuff) Hydrograph
description
1 SCS Runoff 83.09 3 720 233,434 = ------ ------ "Postdevelopment Subarea P1
2 Reservoir 66.24 3 726 226,450 1 201.62 68,863 Flow BMP #1
3 SCS Runoff 102.89 3 720 293,978 ---- ------ ------ Postdevelopment Subarea P2
4 Reservoir 67.54 3 729 288,658 3 183.73 70,891 Flow BMP #2
5 SCS Runoff 50.94 3 720 141,239 ---- ------ ------ Postdevelopment Subarea P3
6 Reservoir 41.32 3 726 136,767 5 211.24 39,929 Flow BMP #3
7 SCS Runoff 88.55 3 720 247,587 ---- - ------ Postdevelopment Subarea P4
8 Reservoir 82.85 3 723 243,265 7 193.97 53,252 Flow BMP #4
9 SCS Runoff 208.78 3 717 482,967 ---- ------ ------ Postdevelopment Subarea P5
10 Reservoir 46.42 3 729 383,352 9 223.31 255,112 Flow BMP #5
11 SCS Runoff 72.91 3 717 174,715 ---- ------ ---- Postdevelopment Subarea P6
12 Reservoir 60.14 3 720 172,745 11 239.64 37,399 Flow BMP#6
13 SCS Runoff 103.95 3 717 247,570 ---- ------ ----- Postdevelopment Subarea P7
14 Reservoir 78.77 3 723 240,511 13 197.92 56,096 Flow BMP#7
SCS Runoff 103.27 3 717 238,899 ---- --- - ------ Postdevelopment Subarea P8
16 Reservoir 67.43 3 723 236,244 15 234.00 73,075 Flow BMP#8
17 SCS Runoff 44.84 3 717 101,450 ---- ------ -- - Postdevelopment Subarea P9
18 Reservoir 41.03 3 720 99,699 17 269.15 22,266 Flow BMP#9
19 SCS Runoff 75.73 3 717 175.875 ---- ---- - -- Postdevelopment Subarea P10
20 Reservoir 59.69 3 723 175,015 19 259.68 42,409 Flow BMP#10
21 SCS Runoff 35.42 3 720 96,159 --- ------ ----- Postdevelopment Subarea P11
22 Reservoir 24.12 3 729 94,617 21 259.64 20,203 Flow BMP#11
23 SCS Runoff 105.49 3 717 241,597 ---- ----- ------ Postdevelopment Subarea P1 -A
24 SCS Runoff 59.98 3 717 137,781 ---- ------ ------ Postdevelopment Subarea P4-A
25 Combine 123.16 3 720 381,046 8,24 ------ ---- DESIGN POINT #4
26 SCS Runoff 66.47 3 717 150,254 ---- ----- ------ Postdevelopment Subarea P8-A
27 Reach 54.37 3 723 150,251 26 ------ ------ Stream Flow for 8A
i
28
SCS Runoff
129.41
3
717
293,656
----
------
------
Postdevelopment Subarea P7-A
29 SCS Runoff 82.74 3 717 190,068 ---- ---- ------ Postdevelopment Subarea P11-A
30 Reach 22.17 3 735 94,455 22 ------ ------ Stream flow from P11-A
Old Towne_TR-20 (Proposed).gpw Return Period- 100 Year Wednesday, Apr 25 2007,1:45 PM
---- - -J - -1 J

10E
Hydrograph Summary Report
Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
31 Reach 49.98 3. 729 172,735 12. -- ------ Stream flow from BMP#6
32 Reach 39.10 3 741 383,239 10 ------ ------ Stream flow from BMP#5
33 Reach 4515 3 729 175,008 20 --- ------ Stream flow from BMP#10
34 Reach 25.26 3 729 99,688 18 ------ --- Stream flow from BMP#9
35 Reach 40.17 3 732 136,759 6 ---- - - - Stream flow from BMP#3
36 Combine 91.60 3 720 284,523 29, 30, ------ ------ DESIGN POINT #1
37 Reach 78.06 3 726 240,505 14 ------ ------ Stream flow from BMP#7
38 Reach 60.45 3 732 236,231 16 ------ ------ Stream flow from BMP#8
39 Combine 239.04 3 720 1,174,890 27, 28, 31, 2, 33;---- ------ Flow to Design Point #2
40 Combine 195.75 3 726 713,183 34,35,37, 38 - ----- ------ Flow to Design Point #2
41 Combine 401.17 3 723 1,888,074 39,40 ------ ------ DESIGN POINT #2
42 Combine 209.77 3 720 756,706 2, 4, 23, ---- --- DESIGN POINT #3
Old Towne_TR-20 (Proposed).gpw Return Period: 100 Year Wednesday, Apr 25 2007, 1:45 PM
Hydraflow Hydrographs by Intelisolve
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 1
Postdevelopment Subarea P1
Hydrograph type = SCS Runoff Peak discharge = 83.09 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 10.35 ac Curve number = 85
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.8 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 233,434 cuft
Postdevelopment Subarea P1
Q (cfs) Hyd. No. 1 -- 100 Yr
90.00
0.00
70.00
60.00
50.00
40.00
30.00
I
20.00
10.00
0.00
0 3 5 8 10 13 15 18 20 23
Hyd No. 1
107
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
25
Time (hrs)
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Postdevelopment Subarea P1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 1.90 0.00 0.00
Travel Time (min) = 5.42 + 0.00 + 0.00 = 5.42
Shallow Concentrated Flow
Flow length (ft) = 1001.00 0.00 0.00
Watercourse slope (%) = 2.30 0.00 0.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.08 0.00 0.00
Travel Time (min) = 5.41 + 0.00 + 0.00 = 5.41
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ................. ............................. ................... 10.80 min
10E
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 2
Flow BMP #1
Hydrograph type = Reservoir Peak discharge = 66.24 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 1 Max. Elevation = 201.62 ft
Reservoir name = BMP #1 Max. Storage = 68,863 cuft
Storage Indication method used. Hydrograph Volume = 226,450 cult
Q (cfs)
90.00
'0.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Flow BMP #1
Hyd. No. 2 -- 100 Yr
0 3 5 8 10 13 15 18 20 23
Hyd No. 2 Hyd No. 1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
25
Time (hrs)
10i
Hydrograph Plot
ydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 3
Postdevelopment Subarea P2
Hydrograph type = SCS Runoff Peak discharge = 102.89 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 12.33 ac Curve number = 88
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.8 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 293,978 cult
Postdevelopment Subarea P2
Q (cfs) Hyd. No. 3 -- 100 Yr
120.00 ,-
100.00
80.00
60.00
40.00
20.00
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00 ' 1 -- I -t 1 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 3 Time (hrs)
110
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Postdevelopment Subarea P2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 1.90 0.00 0.00
Travel Time (min) = 5.42 + 0.00 + 0.00 = 5.42
Shallow Concentrated Flow
Flow length (ft) = 1001.00 0.00 0.00
Watercourse slope (%) = 2.30 0.00 0.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.08 0.00 0.00
Travel Time (min) = 5.41 + 0.00 + 0.00 = 5.41
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
111
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 10.80 min
Hydrograph Plot
lydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 4
Flow BMP #2
Hydrograph type = Reservoir Peak discharge = 67.54 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 3 Max. Elevation = 183.73 ft
Reservoir name = BMP #2 Max. Storage = 70,891 cuft
Storage Indication method used.
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
Flow BMP #2
Hyd. No. 4 -- 100 Yr
Hydrograph Volume = 288,658 cuft
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00 i i I I 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 4 Hyd No. 3 Time (hrs)
112
Hydrograph Plot
'ydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007,1:45 PM
Hyd. No. 5
Postdevelopment Subarea P3
Hydrograph type = SCS Runoff Peak discharge = 50.94 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 6.64 ac Curve number = 82
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.1 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 141,239 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 _ _i L 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 5 Time (hrs)
Postdevelopment Subarea P3
Hyd. No. 5 -- 100 Yr
113
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Postdevelopment Subarea P3
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 1.50 0.00 0.00
Travel Time (min) = 5.95 + 0.00 + 0.00 = 5.95
Shallow Concentrated Flow
Flow length (ft) = 1190.00 0.00 0.00
Watercourse slope (%) = 2.50 0.00 0.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.21 0.00 0.00
Travel Time (min) = 6.17 + 0.00 + 0.00 = 6.17
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
11t
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 12.10 min
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 6
Flow BMP #3
Hydrograph type = Reservoir Peak discharge = 41.32 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 5 Max. Elevation = 211.24 ft
Reservoir name = BMP #3 Max. Storage = 39,929 cuft
Storage Indication method used.
Q (cfs)
60.00
50.00
Flow BMP #3
Hyd. No. 6 -- 100 Yr
Hydrograph Volume = 136,767 cult
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 t I 1 - - - 0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 6 Hyd No. 5
11!
11E
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 7
Postdevelopment Subarea P4
Hydrog.raph type = SCS Runoff Peak discharge = 88.55 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 11.19 ac Curve number = 84
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.9 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 247,587 cuft
Postdevelopment Subarea P4
Q (cfs) Hyd. No. 7 -- 100 Yr
90.00
0.00 -
70.00
60.00
50.00
40.00
30.00
I
20.00
10.00
0.00 -
0 3 5 8 10 13 15 18 20 23
Hyd No. 7
Q (cfs)
90.00
80.00
70.00
60.00
50.00
- 40.00
30.00
20.00
10.00
0.00
25
Time (hrs)
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Postdevelopment Subarea P4
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 6.00 0.00 0.00
Travel Time (min) = 3.42 + 0.00 + 0.00 = 3.42
Shallow Concentrated Flow
Flow length (ft) = 653.00 182.00 607.00
Watercourse slope (%) = 3.80 4.90 3.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.96 3.57 3.52
Travel Time (min) = 2.75 + 0.85 + 2.87 = 6.47
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ................. ................................................ 9.90 min
117
Hydrograph Plot

Hyd. No. 8
Flow BMP #4
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 7
Reservoir name = BMP #4
Flow BMP #4
Hyd. No. 8 -- 100 Yr
Storage Indication method used.
Q (cfs)
90.00 -
'0.00 -
70.00 -
60.00 J
50.00
40.00
30.00
20.00
10.00 -
0.00
Wednesday, Apr 25 2007, 1:45 PM
Peak discharge = 82.85 cfs
Time interval = 3 min
Max. Elevation = 193.97 ft
Max. Storage = 53,252 cuft
Hydrograph Volume = 243,265 cult
0 3 5 8 10 13 15 18 20 23
Hyd No. 8 Hyd No. 7
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
25
Time (hrs)
11E
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Postdevelopment Subarea P5
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 25.23 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 8.00 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007, 1 45 PM
Peak discharge = 208.78.cfs
Time interval = 3 min
Curve number = 80
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 482,967 cuft
Postdevelopment Subarea P5
Q (cfs) Hyd. No. 9 -- 100 Yr
210.00
J.00
150.00
120.00
90.00
00.00
30.00
0.00 -L
0
3 5
Hyd No. 9
Q (cfs)
210.00
180.00
150.00
120.00
90.00
an nn
vv.vv
30.00
- 1 0.00
8 10 13 15 18 20 23 25
Time (hrs)
Ills
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Postdevelopment Subarea P5
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 4.20 0.00 0.00
Travel Time (min) = 3.94 + 0.00 + 0.00 = 3.94
Shallow Concentrated Flow
Flow length (ft) = 990.00 0.00 0.00
Watercourse slope (%) = 4.80 4.90 3.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 3.53 3.57 3.52
Travel Time (min) = 4.67 + 0.00 + 0.00 = 4.67
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
12C
Total Travel Time, Tc .............................................................................. 8.60 min
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1 A5 PM
Hyd. No. 10
Flow BMP #5
Hydrograph type = Reservoir Peak discharge = 46.42 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 9 Max. Elevation = 223.31 ft
Reservoir name = BMP #5 Max. Storage = 255,112 cuft
Storage Indication method used. Hydrograph Volume = 383,352 cuft
Q (cfs)
210.00
0.00
150.00
120.00
90.00
Fn nn
30.00
Q (cfs)
210.00
180.00
150.00
120.00
90.00
600.00
30.00
0.00 -1 ' ' t I I ?- 0.00
0 3 5 8 10 13 15 18 20 23 25 28
Hyd No. 10 Hyd No. 9 Time (hrs)
121
Flow BMP #5
Hyd. No. 10 -- 100 Yr
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Postdevelopment Subarea P6
Hydrograph type = SCS Runoff .
Storm frequency = 100 yrs
Drainage area = 7.96 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007, 1:45 PM
Peak discharge = 72.91 cfs
Time interval = 3 min
Curve number = 87
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 174,715 cuft
Postdevelopment Subarea P6
Q (cfs) Hyd. No. 11 -- 100 Yr
80.00
0.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
12;
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 11 Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 12
Flow BMP#6
Hydrograph type = Reservoir Peak discharge = 60.14 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 11 Max. Elevation = 239.64 ft
Reservoir name = BMP #6 Max. Storage = 37,399 cuft
Storage Indication method used. Hydrograph Volume = 172,745 cult
Q (cfs)
Q (cfs)
80.00 80.00

70.00
60
00
. 60.00
50
00
. 50.00
40
00
. 40.00
30
00
. 30.00
00
20 _
. 20.00
10
00
. 10.00
0.00 0 00
0
Flow BMP#6
Hyd. No. 12 -- 100 Yr
3 5 8 10 13 15 18 20 23
Hyd No. 12 Hyd No. 11
25
Time (hrs)
12;
124
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 13
Postdevelopment S ubarea P7
Hydrograph type = SCS Runoff Peak discharge = 103.95 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 11.49 ac Curve number = 86
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 6.1 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 247,570 cuft
Postdevelopment Subarea P7
Q (cfs) Hyd. No. 13 -- 100 Yr
120.00
100.00
80.00
60.00
40.00
20.00
0 00
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 13 Time (hrs)
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
Postdevelopment Subarea P7
Description A B C Totals
Sheet Flow
Manning's n-value = 0.013 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 0.75 + 0.00 + 0.00 = 0.75
Shallow Concentrated Flow
Flow length (ft) = 1330.00 0.00 0.00
Watercourse slope (%) = 4.20 4.90 3.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 4.17 3.57 3.52
Travel Time (min) = 5.32 + 0.00 + 0.00 = 5.32
Channel Flow
X sectional flow area (sgft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. .............................................. ................... 6.10 min
12!
126
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 14
Flow BMP#7
Hydrograph type = Reservoir Peak discharge = 78.77 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 13 Max. Elevation = 197.92 ft
Reservoir name = BMP #7 Max. Storage = 56,096 cuft
Storage Indication method used.
Q (cfs)
120.00
100.00
Flow BMP#7
Hyd. No. 14 -- 100 Yr
Hydrograph Volume = 240,511 cult
80.00
60.00
40.00
20.00
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00 1 -L_- , I a 0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 14 Hyd No. 13
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 15
Postdevelopment Subarea P8
Hydrograph type = SCS Runoff Peak discharge = 103.27 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 12.48 ac Curve number = 80
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 238,899 cuft
Postdevelopment Subarea P8
Q (cfs) Hyd. No. 15 -- 100 Yr
120.00
-100.00
80.00
60.00
40.00
20.00
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00 ' 1 1 0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 15
127
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 15
Postdevelopment Subarea P8
Description A B C Totals
Sheet Flow
Manning's n-value = 0.013 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 2.20 0.00 0.00
Travel Time (min) = 0.72 + 0.00 + 0.00 = 0.72
Shallow Concentrated Flow
Flow length (ft) = 1512.00 0.00 0.00
Watercourse slope (%) = 2.90 4.90 3.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) = 3.46 3.57 3.52
Travel Time (min) = 7.28 + 0.00 + 0.00 = 7.28
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ................. ...................... .......................... 8.00 min
128
Hydrograph Plot
-lydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1 A5 PM
Hyd. No. 16
Flow BMP#8
Hydrograph type = Reservoir Peak discharge = 67.43 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 15 Max. Elevation = 234.00 ft
Reservoir name = BMP #8 Max. Storage = 73,075 cuft
Storage Indication method used. Hydrograph Volume = 236,244 cuft
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00 i I 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 16 Hyd No. 15 Time (hrs)
Flow BMP#8
Hyd. No. 16 -- 100 Yr
12S
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 17
Postdevelopment Subarea P9
Hydrograph type . = SCS Runoff Peak discharge = 44.84 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 6.51 ac Curve number = 71
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 101,450 cult
Postdevelopment Subarea P9
Q (cfs) Hyd. No. 17 -- 100 Yr
50.00 r-
40.00
30.00
20.00
10.00
0.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
13C
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 17
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 18
Flow BMP#9
Hydrograph type = Reservoir Peak discharge = 41.03 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 17 Max. Elevation = 269.15 ft
Reservoir name = BMP #9 Max. Storage = 22,266 cuft
Storage Indication method used.
Q (cfs)
50.00
40.00
Flow BMP#9
Hyd. No. 18 -- 100 Yr
Hydrograph Volume = 99,699 cult
30.00
20.00
10.00
0.00
Q (cfs)
50.00
40.00
131
30.00
20.00
10.00
0 00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 18 Hyd No. 17
Hydrograph Plot
Hyd. No. 19
Postdevelopment Subarea P10
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 9.00 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007, 1:45 PM
Peak discharge = 75.73 cfs
Time interval = 3 min
Curve number = 81
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 175,875 cuft
Q (cfs)
on nn
0.00
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 ' ' ___ I I
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 19
Postdevelopment Subarea P10
Hyd. No. 19 -- 100 Yr
132
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 20
Flow BMP#10
Hydrograph type = Reservoir Peak discharge = 59.69 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 19 Max. Elevation = 259.68 ft
Reservoir name = BMP #10 Max. Storage = 42,409 cuft
Storage Indication method used. Hydrograph Volume = 175,015 cuft
Flow BMP#10
Q (cfs) Hyd. No. 20 -- 100 Yr Q (cfs)
80.00
'0.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
13
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 20 Hyd No. 19
Hydrograph Plot
lydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1 A5 PM
Hyd. No. 21
Postdevelopment Subarea P11
Hydrograph type = SCS Runoff Peak discharge = 35.42 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 6.61 ac Curve number = 66
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.2 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 96,159 cult
Postdevelopment Subarea P11
Q (cfs) Hyd. No. 21 -- 100 Yr
40.00 -?
30.00
20.00
10.00
0.00
Q (cfs)
40.00
30.00
20.00
10.00
0 00
134
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 21
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 21
Postdevelopment Subarea P11
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 1.90 0.00 0.00
Travel Time (min) = 5.42 + 0.00 + 0.00 = 5.42
Shallow Concentrated Flow
Flow length (ft) = 637.00 524.00 0.00
Watercourse slope (%) = 6.60 3.80 3.00
Surface description = Unpaved Paved Paved
Average velocity (f /s) = 4.15 3.96 3.52
Travel Time (min) = 2.56 + 2.20 + 0.00 = 4.77
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
13f
Total Travel Time, Tc .............................................................................. 10.20 min
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 22
Flow BMP#11
Hydrograph type = Reservoir Peak discharge = 24.12 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 21 Max. Elevation = 259.64 ft
Reservoir name = BMP #11 Max. Storage = 20,203 cuft
Storage Indication method used-
Q (cfs)
40.00
30.00
20.00
10.00
0 00
Flow BMP#11
Hyd. No. 22 -- 100 Yr
Hydrograph Volume = 94,617 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0 00
13E
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 22 Hyd No. 21
Hydrograph Plot
'ydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 23
Postdevelopment Subarea P1-A
Hydrograph type = SCS Runoff Peak discharge = 105.49 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 13.46 ac Curve number = 77
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 241,597 cuft
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
Postdevelopment Subarea PI -A
Hyd. No. 23 -- 100 Yr
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00 1 1 ?---r 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 23 Time (hrs)
137
Hydrograph Plot 131
Hydraflow Hydrographs by intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 24
Postdevelopment Subarea P4-A
Hydrograph type = SCS. Runoff Peak discharge = 59.98 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 7.51 ac Curve number = 78
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 137,781 cuft
Postdevelopment Subarea P4-A
Q (cfs) Hyd. No. 24 -- 100 Yr
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 f I -, I I 1 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 24 Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 25
DESIGN POINT #4
Hydrograph type = Combine Peak discharge = 123.16 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyds. = 8, 24
Hydrograph Volume = 381,046 cult
DESIGN POINT #4
Q (cfs) Hyd. No. 25 -- 100 Yr Q (cfs)
140.00
_0.00
100.00
80.00
60.00
40.00
20.00
0.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
13?
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 25 Hyd No. 8 Hyd No. 24
Hydrograph Plot
iydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 26
Postdevelopment Subarea P8-A
Hydrograph type = SCS Ru-noff Peak discharge = 66.47 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 9.89 ac Curve number = 70
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 150,254 cuft
Postdevelopment Subarea P8-A
Q (cfs) Hyd. No. 26 -- 100 Yr
70.00 -
,0.00
50.00
40.00
30.00
20.00
10.00
0.00 -L
0

3 5
Hyd No. 26
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
. 0.00
8 10 13 15 18 20 23 25
Time (hrs)
140
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 27
Stream Flow for 8A
Hydrograph type = Reach Peak discharge = 54.37 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 26 Section type = Trapezoidal
Reach length = 1748.0 ft Channel slope = 2.1 %
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.823 Rating curve m = 1.457
Ave. velocity = 3.26 fUs Routing coeff. = 0.3931
Modified Att-Kin routing method used.
Stream Flow for 8A
Q (cfs) Hyd. No. 27 -- 100 Yr
70.00
0.00
50.00
40.00
30.00
20.00
10.00
0.00 -L
0
Hydrograph Volume = 150,251 cuft
3 5
Hyd No. 27
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.0000
10.00
-? 0.00
8 10 13 15 18 20 23 25
Time (hrs)
- Hyd No. 26
141
Hydrograph Plot
9ydraflow Hydrographs by Intelisolve
Hyd. No. 28
Postdevelopment Subarea P7-A
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 17.94 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
Wednesday, Apr 25 2007, 1:45 PM
Peak discharge = 129.41 cfs
Time interval = 3 min
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 293,656 cuft
Q (cfs)
140.00
10.00
100.00
80.00
60.00
40.00
20.00
Postdevelopment Subarea P7-A
Hyd. No. 28 -- 100 Yr
Q (cfs)
140.00
0.00 1
0

3 5
Hyd No. 28
120.00
100.00
80.00
60.00
40.00
20.00
----fi- -----1 0.00
8 10 13 15 18 20 23 25
Time (hrs)
142
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 29
Postdevelopment Subarea P11-A
Hydrograph type = SCS Runoff Peak discharge = 82.74 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 10.36 ac Curve number = 78
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 190,068 cult
Postdevelopment Subarea P11-A
Q (cfs) Hyd. No. 29 -- 100 Yr
90.00
'0.00
70.00
60.00
50.00
40.00
30.00
I I I I
20.00
10.00
0.00 -
0 3 5 8 10 13 15 18 20 23
Hyd No. 29
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
25
Time (hrs)
14:
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1 A5 PM
Hyd. No. 30
Stream flow from P 11-A
Hydrograph type = Reach Peak discharge = 2217 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 22 Section type = Trapezoidal
Reach length = 1285.0 ft Channel slope = 2.3%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.862 Rating curve m = 1.457
Ave. velocity = 2.45 ft/s Routing coeff. = 0.3998
Modified Att-Kin routing method used. Hydrograph Volume = 94,455 cuft
Q (cfs)
28.00
-4.00
20.00
16.00
12.00
8.00
4.00
Stream flow from P11-A
Hyd. No. 30 -- 100 Yr

0.00 --
0
L -J- I I I 11 1 1 1 1
1
3 5
Hyd No. 30
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
8 10 13 15 18 20 23 25
- Hyd No. 22 Time (hrs)
14.
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 31
Stream flow from BMP#6
Hydrograph type = Reach Peak discharge = 49.98 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 12 Section type = Trapezoidal
Reach length = 1930.0 ft Channel slope = 1.8%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.762 Rating curve m = 1.457
Ave. velocity = 3.00 ft/s Routing coeff. = 0.3384
Modified Att-Kin routing method used.
Q (cfs)
70.00
00.00
50.00
40.00
30.00
20.00
10.00
0.00 -L
0
Hydrograph Volume = 172,735 cuft
Stream flow from BMP#6
Hyd. No. 31 -- 100 Yr
Q (cfs)
70.00
3 5
Hyd No. 31
60.00
50.00
40.00
30.00
20.00
10.00
1 1 U--I I --T 0.00
8 10 13 15 18 20 23 25
- Hyd No. 12 Time (hrs)
145
146
Hydrograph Plot
'ydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1 A5 PM
Hyd. No. 32
Stream flow from B MP#5
Hydrograph type = Reach Peak discharge = 39.10 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 10 Section type = Trapezoidal
Reach length = 2003.0 ft Channel slope = 1.9%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.783 Rating curve m = 1.457
Ave. velocity = 2.82 ft/s Routing coeff. = 0.3113
Modified Att-Kin routing method used.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 1 ' ' ' ?_j I ' ' 0.00
0 3 5 8 10 13 15 18 20 23 25 28
Hyd No. 32 Hyd No. 10 Time (hrs)
Stream flow from BMP#5
Hyd. No. 32 -- 100 Yr
Hydrograph Volume = 383,239 cult
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 33
Stream flow from B MP#10
Hydrograph type = Reach Peak discharge = 45.75 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 20 Section type = Trapezoidal
Reach length = 2840.0 ft Channel slope = 2.1 %
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.823 Rating curve m = 1.457
Ave. velocity = 3.15 ft/s Routing coeff. = 0.2542
Modified Att-Kin routing method used. Hydrograph Volume = 175,008 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 -1 1 1 , U 1 1- 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 33 Hyd No. 20 Time (hrs)
Stream flow from BMP#10
Hyd. No. 33 -- 100 Yr
147
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1 A5 PM
Hyd. No. 34
Stream flow from B MP#9
Hydrograph type = Reach Peak discharge = 25.26 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 18 Section type = Trapezoidal
Reach length = 3000.0 ft Channel slope = 2.3%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.862 Rating curve m = 1.457
Ave. velocity = 2.89 fUs Routing coeff. = 0.2245
Modified Att-Kin routing method used.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 -L
0
Hydrograph Volume = 99,688 cuft
Stream flow from BMP#9
Hyd. No. 34 -- 100 Yr
Q (cfs)
50.00
3 5
Hyd No. 34
40.00
30.00
20.00
10.00
L 0.00
8 10 13 15 18 20 23 25
Time (hrs)
- Hyd No. 18
14?
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1 A5 PM
Hyd. No. 35
Stream flow from BMP#3
Hydrograph type = Reach Peak discharge = 40.17 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 6 Section type = Trapezoidal
Reach length = 765.0 ft Channel slope = 2.0%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.803 Rating curve m = 1.457
Ave. velocity = 2.76 fUs Routing coeff. = 0.6428
Modified Att-Kin routing method used. Hydrograph Volume = 136,759 cult
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 -L
0
Stream flow from BMP#3
Hyd. No. 35 -- 100 Yr
Q (cfs)
50.00
3 5
Hyd No. 35
40.00
30.00
20.00
10.00
i ¦ I I I I 0.00
8 10 13 15 18 20 23 25
- Hyd No. 6 Time (hrs)
149
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 36
DESIGN POINT #1
Hydrograph type = Combine Peak discharge = 91.60 cfs .
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyds. = 29, 30
Hydrograph volume = 284,523 cuft
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
DESIGN POINT #1
Hyd. No. 36 -- 100 Yr
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.C0
20.00
10.00
0 00
15(
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 36 Hyd No. 29 Hyd No. 30
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1 A5 PM
Hyd. No. 37
Stream flow from BMP#7
Hydrograph type = Reach Peak discharge = 78.06 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 14 Section type = Trapezoidal
Reach length = 490.0 ft Channel slope = 1.3%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.648 Rating curve m = 1.457
Ave. velocity = 2.92 ft/s Routing coeff. = 0.8769
Modified Att-Kin routing method used.
Stream flow from BMP#7
Q (cfs) Hyd. No. 37 -- 100 Yr
80.00
0.00
60.00
i
50.00
40.00
30.00
I I_ _
20.00
10.00
0.00
Hydrograph Volume = 240,505 cuft
Q (cfs)
0 3 5 8 10 13
Hyd No. 37 Hyd No. 14
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
15 18 20 23 25
Time (hrs)
151
152
Hydrograph Plot
Iydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1 A5 PM
Hyd. No. 38
Stream flow from BMP#8
Hydrograph type = Reach Peak discharge = 60.45 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 16 Section type = Trapezoidal
Reach length = 1955.0 ft Channel slope = 1.9%
Manning's n = 0.050 Bottom width = 12.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.783 Rating curve m = 1.457
Ave. velocity = 3.17 ft/s Routing coeff. = 0.3503
Modified Att-Kin routing method used. Hydrograph Volume = 236,231 cult
Stream flow from BMP#8
Q (cfs) Hyd. No. 38 -- 100 Yr
70.00
X0.00
50.00
40.00
30.00
20.00
10.00
0.00 --
0
3 5
Hyd No. 38
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
8 10 13 15 18 20 23 25
- Hyd No. 16 Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 39
Flow to Design Point #2
Hydrograph type = Combine Peak discharge = 239.04 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyds. = 27, 28, 31, 32, 33
Hydrograph Volume = 1,174,890 cult
Q (cfs)
240.00
200.00
160.00
120.00
80.00
40.00
Q (cfs)
240.00
200.00
160.00
120.00
80.00
40.00
0.00
0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 39 Hyd No. 27 Hyd No. 28 Hyd No. 31 Time (hrs)
Hyd No. 32 Hyd No. 33
Flow to Design Point #2
Hyd. No. 39 -- 100 Yr
15"
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 40
Flow to Design Point #2
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 34, 35, 37, 38
Flow to Design Point #2
Q (cfs) Hyd. No. 40 -- 100 Yr
210.00 T
Wednesday, Apr 25 2007, 1:45 PM
Peak discharge = 195.75 cfs
Time interval = 3 min
Hydrograph Volume = 713,183 cult
Q (cfs)
210.00
0.00
150.00
120.00
90.00
50.00
30.00
180.00
150.00
120.00
90.00
60.00
0.00 -L
0

3 5
Hyd No. 40
30.00
0.00
8 10 13 15 18 20 23 25
- Hyd No. 34 Hyd No. 35 Hyd No. 37 Time (hrs)
- Hyd No. 38
154
Hydrograph Plot
'ydraflow Hydrographs by Intelisolve Wednesday, Apr 25 2007, 1:45 PM
Hyd. No. 41
DESIGN POINT #2
Hydrograph type =. Combine Peak discharge = 401.17 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyds. = 39, 40
Hydrograph Volume = 1,888,074 cult
Q (cfs)
420.00
J.00
300.00
DESIGN POINT #2
Hyd. No. 41 -- 100 Yr
240.00
180.00
120.00
60.00
0.00 1
0

3 5
Hyd No. 41
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
8 10 13 15 18 20 23 25
- Hyd No. 39 Hyd No. 40 Time (hrs)
155
Hydrograph Plot
Hydraflow Hydrographs by Infelisolve
Hyd. No. 42
DESIGN POINT #3
Hydrograph type = - Combine
Storm frequency = 100 yrs
Inflow hyds. = 2, 4, 23
Q (cfs)
210.00
160.00
150.00
120.00
90.00
60.00
30.00
0.00 L
0
Wednesday, Apr 25 2007, 1:45 PM
Peak discharge = 209.77 cfs
Time interval = 3 min
Hydrograph Volume = 756,706 cult
DESIGN POINT #3
Hyd. No. 42 -- 100 Yr
Q (cfs)
210.00
3 5
Hyd No. 42
180.00
150.00
120.00
90.00
60.00
30.00
- --7- F a1 0.00
8 10 13 15 18 20 23 25
- Hyd No. 2 Hyd No. 4 Hyd No. 23 Time (hrs)
156
E i?#L i6a I o n n n A 1[ H n 0 s z
a PLnrrr _LArmscnpEAnc==TuF`2:7 c mgrG?GIS
2601 WEE TON PKV7V, STm 2031 C.Aizy NC 27513
www_etdpa_caim (o) 919.678-10-71 (F'j 919.678.1290
Extended Detention Wetland Design
BMP #1
Olde Town Phase II
Type of Impervious Landcover Area (acres)
Buildings / Patios / Driveways 2.75
Roadways / Sidewalks / Det. Ponds 2.39
Total Impervious Landcover: 5.14
Total Drainage Area (DA): 10.35
Percent of Impervious in Drainage Ares 49.66 , ',
Calculate the required storage volume (Rv)
for the 1" first flush storm event:
Rv = 0.05 + (0.009) ' I
Where I = Percent of impervious from above.
Rv -' 0 50 .
Calculate the required drainage volume
from the 1" storm to be controlled:
Volume = (design rainfall) (Rv)(Drainage Aarea)
V=1"(1/12)' Rv (1/12)(D)
V 18,bry79 'cubic feet
Calculate the required permanent pool
surface areas
I = 49.66
% imperv ratio (a)_ 3' deep
10 0.59
20 0.97
30 1.34
40 1.73
50 2.06
60 2.40
70 2.88
80 3.36
ratio @ 3 feet 2.04 percent
N VV S: A., R, qu 9,197 square feet
By: WSN
Date: 4/25/2007
Revised:
High Marsh Pool - 35% - 0" to 6" deep
Low Marsh Pool - 35% - 6" to 12" deep
Forebay Pool -15%
Micro Pool -15%
Required Areas:
High Marsh 4 3 219 square feet

Low Marsh ,
9£?ys.Cquare,feet
Forebay u
C380Tsquare
l'eet '
Micro Pool f
?
i^ ti Pr1,380'uare feet
Provided Areas:
High Marsh ?<5010square feet., Elev. 197.50
Low Marsh 5 403.:square,feet -, Elev. 197.00
Forebay ,588squarefeet Elev. 196.00
Oulet _ ?, 1x879 sg?ae>feet Elev. 190.00
Riser Size 3'X2'
Top of Riser Elevation 200.00
Riser Outlet Pipe Size 24" RCP
Invert at Riser Outlet P ipe 190.00
Water Quality Outlet Size (inches) 1.50 0.125 ft
Water Quality Outlet Elevation 198.00
Top of Berm 202.00
Bottom of pond 190.00
NWSE 198.00
Secondary Spillway Size 20 ft
Secondary Spillway Elavation 201.20
Elev_ 198 14,337
Elev. 199 16,008
Elev. 200 19,314
Elev. 201 22,070
Elev. 202 27,569
Water Quality draw down time: Volume 18,671 cf
0.012 area
0.083 cfs
7211 cf/day
2.6 days
H L A l[ T O B B D ' A M B R O S I
Pr..aNr?c.LnFro?s?cxRpE.AxczsrFxrcr?.F27?nr?.GIS
2601 VTESTON PISVTY, STE 203, CARN NC 2-7513
www_etdpa_cOM (o)919.678. 10'71 (F-)919.678.1290
Extended Detention Wetland Design
BMP #2
Olde Town Phase II
Type of Impervious Landcover Area (acres)
Buildings / Patios / Driveways 3.44
Roadways / Sidewalks / Det. Ponds 2.20
Total Impervious Landcover: 5.64
Total Drainage Area (DA): 12.33
Percent of Impervious in Drainage Area (1): 45.74
Calculate the required storage volume (Rv)
for the 1" first flush storm event:
Rv = 0.05 + (0.009) *
Where I = Percent of impervious from above.
Rv = 0.46
Calculate the required drainage volume
from the 1" storm to be controlled:
Volume = (design rainfall)(Rv)(Drainage Aarea)
V=1"(1/12) * Rv (1/12)(D)
V= `20,664 cubic feet
Calculate the required permanent pool
surface areas
= 45.74
% imperv ratio (@ 3' deep
10 0.59
20 0.97
30 1.34
40 1.73
50 2.06
60 2.40
70 2.88
80 3.36
ratio @ 3 feet 2.04 percent
N.W.S.A. Required 10,957 square feet
By: WSN
Date: 4/25/2007
Revised:
High Marsh Pool - 35% - 0" to 6" deep
Low Marsh Pool - 35% - 6" to 12" deep
Forebay Pool -15%
Outlet Pool -15%
Required Areas:
High Marsh 3,835 square feet
Low Marsh 3,835 square feet
Forebay 1,644 square feet
Oulet 1,644 square feet
Provided Areas:
High Marsh 3,306 square feet Elev. 179.50
Low Marsh 3,253 square feet Elev. 179.00
Forebay 4,191 square feet Elev. 174.00
Mirco Pool 2,261 square feet Elev. 174.00
Riser Size 3'X2' 2 required
Top of Riser Elevation 182.00
Riser Outlet Pipe Size 24" RCP
Invert at Riser Outlet Pipe 176.00
Water Quality Outlet Size (inch es) 1.50 0.125 ft
Water Quality Outlet Elevation 180.00
Top of Berm 184.00
Bottom of pond 176.00
NWSE 180.00
Secondary Spillway Size 20 ft
Secondary Spillway Elavation 183.00
Elev. 180 14,730
Elev. 181 16,930
Elev. 182 19,187
Elev. 183 21,500
Elev. 184 23,870
Water Quality draw down time: Volume 20,664 cf
0.012 area
0.083 cfs
7211 cf/day
2.9 days
E z w T o n n n' A 1W n g o s: _
Pi.axrm4G.LnrmscxpE ARC3?2'EC TCiRE.F1Tf II27N G. GIS By
2601 WEE TON Px%nr. STE 203s Ceuzx NC 27513 Date:
www_etdpa_cc= (o) 919.678. 1071 (F-) 919.6-18.1290
Revised:
Extended Detention Wetland Design
BMP #3
Olde Town Phase II
Type of Impervious Landcover Area (acres)
Buildings / Patios / Driveways 2.00
Roadways / Sidewalks / Det. Ponds 0.85
Total Impervious Landcover: 2.85
Total Drainage Area (DA): 6.64
,Percent o?lmpernous,in Drainage. Area (I) 42 92
Calculate the required storage volume (Rv)
for the 1" first flush storm event:
Rv = 0.05 + (0.009) * I
Where I = Percent of impervious from above.
Rv = '0 44
Calculate the required drainage volume
from the 1" storm to be controlled:
Volume = (design rainfall)(Rv)(Drainage Aarea)
V=1"(1/12) * Rv (1/12)(D)
V 10,516 cubic feet
Calculate the required permanent pool
surface areas
I = 42.92
% imperv ratio (a) 3' deep
10 0.59
20 0.97
30 1.34
40 1.73
50 2.06
60 2.40
70 2.88
80 3.36
ratio @ 3 feet 1.86 percent
N.W.S A. Required 5,380 - squafle feet WSN
4/27/2007
High Marsh Pool - 35% - 0" to 6" deep
Low Marsh Pool - 35% - 6" to 12" deep
Forebay -15%
Micro Pool -15%
Required Areas:
High Marsh ! i 883 square feet
Low Marsh 1 1 t883?square feet=
Forebay X07, square_feet
Micro Pool 807-'§* feet
Provided Areas:
High Marsh r? 2 002 square feet ;Elev. 207.50
ua
'
Low Marsh t 16fq
eetl
Elev. 207.00
f
r
Forebay +4167 s ua
eef Elev. 210.00
e
Micco Pool 1295; square feet ; Elev. 174.00

Riser Size 3'X2'
Top of Riser Elevation 210.00
Riser Outlet Pipe Size 24" RCP
Invert at Riser Outlet Pipe 202.00
Water Quality Outlet Size (inches) 1.25 0.104 ft
Water Quality Outlet Elevation 208.00
Top of Berm 212.00
Bottom of pond 202.00
NWSE 208.00
Secondary Spillway Size 20 ft
Secondary Spillway Elavation 211.50
Elev. 208 9,540
Elev. 209 11,181
Elev. 210 12,907
Elev. 211 14,696
Elev. 212 16,541
Water Quality draw down time: Volume 10,516 cf
0.009 area
0.058 cfs
5007 cf/day
2.1 days
E L A m T O D D D A It H R O S I
i. PLAt72??C"i.IJU?SCAPE p.R.CF?TEC 1'CTItE.)?.7CII2¢7G. Cr1S
2601 WEaTON PfCWY, STE 203, CAIZYNC 27513
www_etdpa_ccKm (o) 919.678-10-71 (F') 919.678.1290
Extended Detention Wetland Design
BMP #4
Olde Town Phase II
Type of Impervious Landcover Area (acres)
Buildings / Patios / Driveways 2.96
Roadways / Sidewalks / Det. Ponds 1.85
Total Impervious Landcover: 4.81
Total Drainage Area (DA): 11.19
ecentof Inprviousin Drainag r42 98_
Calculate the required storage volume (Rv)
for the 1" first flush storm event:
Rv = 0.05 + (0.009)
Where I = Percent of impervious from above.

Calculate the required drainage volume
from the 1" storm to be controlled:
Volume = (design rainfall)(Rv)(Drainage Aarea)
V=1"(1/12)' Rv (1/12)(D)
'V?17,7?5 w cubic feet
Calculate the required permanent pool
surface areas
I = 42.98
% imperv ratio (cD_ 3' deep
10 0.59
20 0.97
30 1.34
40 1.73
50 2.06
60 2.40
70 2.88
80 3.36
ratio @ 3 feet 1.73 percent
By: WSN
Date: 4/25/2007
Revised:
iN 1N.S.A. Required 7 8,433 square feet
High Marsh Pool - 35% - 0" to 6" deep
Low Marsh Pool - 35% - 6" to 12" deep
Forebay -15%
Micro Pool -15%
Required Areas:
High Marsh r 951qua?r feet 1
Low Marsh
951 uarefeet 3
Forebay ,265 re feel k
Micro Pool P . j1?65 s u rex
Provided Areas:
High Marsh
- x,97 _tsquare?. eet Elev. 189.50
Low Marsh ai5Y Elev. 189.00
Forebay Elev. 188.00
Mirco Pool 539 s ua?e,
;feet Elev. 186.00
.:. q
Riser Size 3'X2'
Top of Riser Elevation 192.00
Riser Outlet Pipe Size 24" RCP
Invert at Riser Outlet Pipe 186.00
Water Quality Outlet Size (inches) 1.50 0.125 ft
Water Quality Outlet Elevation 190.00
Top of Berm 194.00
Bottom of pond 186.00
NWSE 190.00
Secondary Spillway Size 20 ft 2 reqd.
Secondary Spillway Elavation 193.50
Elev. 190 8,954
Elev. 191 11,130
Elev. 192 13,362
Elev. 193 15,635
Elev. 194 18,206
Water Quality draw down time: Volume 17,745 cf
0.012 area
0.083 cfs
7211 cf/day
2.5 days
E z w T o n n n A M H R o s i
?. Piaxrmac.LxrmscnrEARCFSrF?cTt?.F1r?arc_GIS
2601 WEE TON PXC x, STE 203s Cntzy NC 2'7513
www_etdpa_com (o) 919.678.10-71 (F'j 919.6-78.1290
Extended Detention Wetland Design
BMP #5
Olde Town Phase II
Type of Impervious Landcover Area (acres)
Buildings / Patios / Driveways 7.58
Roadways / Sidewalks / Det. Ponds 4.23
Total Impervious Landcover: 11.81
Total Drainage Area (DA): 25.23
t0 MR9.r sous in, ura page Area (I): 46.81 "
Percen. H., --
Calculate the required storage volume (Rv)
for the 1" first flush storm event:
Rv = 0.05 + (0.009) * I
Where I = Percent of impervious from above.
Ry 0.47
Calculate the required drainage volume
from the 1" storm to be controlled:
Volume = (design rainfall) (Rv)(Drainage Aarea)
V=1"(1/12) * Rv (1/12)(D)
V= 43,163 cubic feet
Calculate the required permanent pool
surface areas
I = 46.81
% imperv ratio () 3' deep
10 0.59
20 0.97
30 1.34
40 1.73
50 2.06
60 2.40
70 2.88
80 3.36
ratio @ 3 feet 1.95 percent
NM--S.A. Required 21,431 square feet
By: WSN
Date: 4/27/2007
Revised:
High Marsh Pool - 35% - 0" to 6" deep
Low Marsh Pool - 35% - 6" to 12" deep
Forebay -15%
Micro Pool -15%
Required Areas:
High Marsh 7 50square Ki?eet
Low Marsh 7 50 .{square feet,,
Forebay 3 215 "s uare `feet
Micro Pool -3,215.
Provided Areas:
High Marsh 7 548 square feet 'Elev. 215.50
y

Low Marsh .: a 7
,,e 56 s'uare feet Elev. 215.00
Forebay , y ,3 305 suare feet ' Elev. 212.00
Mirco Pool r? 3 225:'square feet Elev. 212.00
Riser Size 3'X2'
Top of Riser Elevation 222.00
Riser Outlet Pipe Size 24" RCP
Invert at Riser Outlet Pipe 212.00
Water Quality Outlet S ize (inches) 2.00 0.167 ft
Water Quality Outlet E levation 216.00
Top of Berm 224.00
Bottom of pond 212.00
NWSE 216.00
Secondary Spillway Size 20 ft
Secondary Spillway Elavation 223.50
Elev. 216 21,643
Elev. 217 24,740
Elev. 218 28,038
Elev. 219 31,386
Elev. 220 34,793
Elev. 221 38,257
Elev. 222 41,778
Elev. 223 45,355
Elev. 224 48,989
Water Quality draw down time: Volume 43,163 cf
0.022 area
0.148 cfs
12819 cf/day
3.4 days
E L A M T O D D D A IN& H R O S I
,. By.
PLAi4vmuc.lxrm ScAFD-Axics-XrTD= TURE.IISGII?IF7G. GIS
2601 WDSTON PxWx, STE 2031 CARY NC 2`7513 Date:
www_etdpa_com (o) 919.678. 1071 (F-)919.6-181290 Revised:
Extended Detention Wetland Design
BMP #6
Olde Town Phase 11
Type of Impervious Landcover Area (acres)
Buildings / Patios / Driveways 1.85
Roadways / Sidewalks / Det. Ponds 2.38
Total Impervious Landcover: 4.23
Total Drainage Area (DA): 7.96
r - sax
ercent of Impervious in Drainage Area (1): 53,14
Calculate the required storage volume (Rv)
for the 1" first flush storm event:
Rv = 0.05 + (0.009) *
Where I = Percent of impervious from above.
Rv
.53
7- 0
J
Calculate the required drainage volume
from the 1" storm to be controlled:
Volume = (design rainfall)(Rv)(Drainage Aarea)
V=1"(1/12) * Rv (1/12)(D)
V=';15;264 cubic feet
Calculate the required permanent pool
surface areas
= 53.14
% imperv ratio Co) 3' deep
10 0.59
20 0.97
30 1.34
40 1.73
50 2.06
60 2.40
70 2.88
80 3.36
ratio @ 3 feet 2.24 percent
N.W.S.A. Required 7,767 square feet
WSN
4/25/2007
High Marsh Pool - 35% - 0" to 6" deep
Low Marsh Pool - 35% - 6" to 12" deep
Forebay -15%
Micro Pool -15%
Required Areas:
High Marsh 2 718"square feet .
Low Marsh J 32,718,quare;feet .
Forebay y
's1 165
"
s9uarefeet
Micro Pool (
ry
`
_ 165 square feet
Provided Areas:
High Marsh ri # 2,723 + a e`feet": Elev. 235.50
Low Marsh N2 769x feef
feet-;
Foreba
a Elev. 235.00
Elev
232
00
y . .
.
Mirco Pool ?' ,1 180tsquare feet.. Elev. 232.00
Riser Size 3'X2' 2 required
Top of Riser Elevation 238.00
Riser Outlet Pipe Size 24" RCP
Invert at Riser Outlet Pipe 232.00
Water Quality Outlet Size (inches) 1.25 0.104 ft
Water Quality Outlet Elevation 236.00
Top of Berm 240.00
Bottom of pond 236.00
NWSE 236.00
Secondary Spillway Size 12 ft
Secondary Spillway Elavation 239.50
Elev. 236 7,880
Elev. 237 9,122
Elev. 238 10,420
Elev. 239 11,774
Elev. 240 13,185
Water Quality draw down time: Volume 15,264 cf
0.009 area
0.058 cfs
5007 cf/day
3.0 days
0 MIN E z. .k ihc r o n n n - A 3t 13 R O S I By: WSN
!. PLAJn M.L.rmscnpEAxC3-Mnc7i=.Mitrm4m:nro.GIS
2601 WESTow PF:Wx, STm 2os cAz<v 14C 2751s Date: 4/25/2007
www_eidpi_com (o) 919.678. 1071 (F'j 919.678.1290
Revised:
Extended Detention Wetland Design
BMP #7
Olde Town Phase II
Type of Impervious Landcover Area (acres)
Buildings / Patios / Driveways 2.53
Roadways / Sidewalks / Det. Ponds 3.18
Total Impervious Landcover: 5.71
Total Drainage Area (DA): 11.49
erceir, lm enr?ous ?n Drana?e'Area (I): 49 70
Calculate the required storage volume (Rv)
for the 1" first flush storm event:
Rv = 0.05 + (0.009) * I
Where I = Percent of impervious from above.

Calculate the required drainage volume
from the 1" storm to be controlled:
Volume = (design rainfall)(Rv)(Drainage Aarea)
V=1"(1/12) * Rv (1/12)(D)
cubic feet
Calculate the required permanent pool
surface areas
= 49.70
% imperv ratio (@ 3' deep
10 0.59
20 0.97
30 1.34
40 1.73
50 2.06
60 2.40
70 2.88
80 3.36
ratio @ 3 feet 2.06 percent
N.1NS.A. Required 10,310 , square feet
High Marsh Pool - 35% - 0" to 6" deep
Low Marsh Pool 35% - 6" to 12" deep
Forebay -15%
Micro Pool -15%
Required Areas:
High Marsh ? 609 square feet
Low Marsh 6?9Fquae feet

Forebay €
; h
57quarf?et

Micro Pool ? ?
.
5}
uareeet
s
;
Provided Areas:
High Marsh
Low Marsh
Forebay
Micco Pool
Riser Size 3'X2'
Top of Riser Elevation 196.00
Riser Outlet Pipe Size 30" RCP
Invert at Riser Outlet Pipe 190.00
Water Quality Outlet Size (inches) 1.50
Water Quality Outlet Elevation 194.00
Top of Berm 198.00
Bottom of pond 190.00
NWSE 194.00
Secondary Spillway Size 20 ft
Secondary Spillway Elavation 197.50
Elev. 193.50
Elev. 193.00
Elev. 190.00
Elev. 190.00
0.125
ft
Elev. 194 11,595
Elev. 195 12,927
Elev. 196 14,315
Elev. 197 15,760
Elev. 198 17,261
Water Quality draw down time: Volume
20,740
0.012
0.083
7211
2.9
cf
area
cfs
cf/day
days
E L w T o n n n A » m o s I
among M PLAm4nxc.LuroscAPE kRasr Ec TVRE. E?ac six G.GIS
2601 WES TON PX-%VY, S= 203, C7v NC 2`7513
s _etdpa_com (o) 919.678.10-71 (F'j 919.678.1290
Extended Detention Wetland Design
BMP #8
Olde Town Phase II
Type of Impervious Landcover Area (acres)
Buildings / Patios / Driveways 1.74
Roadways / Sidewalks / Det. Ponds 1.88
Total Impervious Landcover: 3.62
Total Drainage Area (DA): 12.48
Percent of Impervious in Drainage Area (1): 29.01
Calculate the required storage volume (Rv)
for the 1" first flush storm event:
Rv = 0.05 + (0.009) * I
Where I = Percent of impervious from above.
Rv = 0.31
Calculate the required drainage volume
from the 1" storm to be controlled:
Volume = (design rainfall) (Rv) (Drainage Aarea)
V=1"(1/12) * Rv (1/12)(D)
V= ,14,092 cubic feet
Calculate the required permanent pool
surface areas
I= 29.01
% impeN
10
20
30
40
50
60
70
80
ratio @ 3 feet
N.W.S.A. Required
ratio (ED 3' deep
0.59
0.97
1.34
1.73
2.06
2.40
2.88
3.36
1.82 percent
9,894 square feet
By: WSN
Date: 4/25/2007
Revised:
High Marsh Pool - 35% - 0" to 6" deep
Low Marsh Pool - 35% - 6" to 12" deep
Forebay - 15%
Micro Pool - 15%
Required Areas:
High Marsh 3,463 square feet
Low Marsh 3,463 square feet
Forebay 1,484 square feet
Micro Pool 1,484 square feet
Provided Areas:
High Marsh 3,991 square feet" Elev. 227.50
Low Marsh 2,406 square feet Elev. 227.00
Forebay 1,649 square feet Elev. 224.00
Mirco Pool 1,449 square feet Elev. 224.00
Riser Size 3'X2'
Top of Riser Elevation 230.00
Riser Outlet Pipe Size 24"
Invert at Riser Outlet Pipe 224.00
Water Quality Outlet Size (inches) 1.25
Water Quality Outlet Elevation 228.00
Top of Berm 235.00
Bottom of pond 224.00
NWSE 228.00
Secondary Spillway Size 20 ft
Secondary Spillway Elavation 234.50
Elev. 228 9,495
Elev. 229 11,031
Elev. 230 12,624
Elev. 231 14,273
Elev. 232 15,978
Elev. 233 17,740
Elev. 234 19,559
Elev. 235 21,434
Water Quality draw down time: Volume
0.104 ft
14,092 cf
0.009 area
0.058 cfs
5007 cf/day
2.8 days
1E M. w s[ 7 o n n n A IM s x o s I
PL
260ax1 mSTLOaN lmsctwE IiRCF1TT}7CTYRE E]a??uac?GI S
PkCWY, ST& 203. CAKv NC 27513
wcvw_etdpa_co= (o) 919.6-78.10-71 (F) 919.6"78.1290
Extended Detention Wetland Design
BMP #9
Olde Town Phase II
Type of Impervious Landcover Area (acres)
Buildings / Patios / Driveways 1.67
Roadways / Sidewalks / Det. Ponds 0.30
Total Impervious Landcover: 1.97
Total Drainage Area (DA): 6.51
Percent of lm envious in 0'airiage Area (I): 30.26.
p.
Calculate the required storage volume (Rv)
for the 1" first flush storm event:
Rv = 0.05 + (0.009) * 1
Where I = Percent of impervious from above.
Rv : 0.32
Calculate the required drainage volume
from the 1" storm to be controlled:
Volume = (design rainfall)(Rv)(Drainage Aarea)
V=1"(1/12) * Rv (1/12)(D)
V 7,618TMT cubic feet
Calculate the required permanent pool
surface areas
I= 30.26
% imperv ratio (cD- 3' deep
10 0.59
20 0.97
30 1.34
40 1.73
50 2.06
60 2.40
70 2.88
80 3.36
ratio @ 3 feet 1.73 percent
NNTS A. Required . 4,906 square feet
By: WSN
Date: 4/2512007
Revised:
High Marsh Pool - 35% - 0" to 6" deep
Low Marsh Pool - 35% - 6" to 12" deep
Forebay - 15%
Micro Pool - 15%
Required Areas:
High Marsh X
2
;385 squire feet .
Low Marsh 1
.
1 30j3 square feet
Forebay 587 square feet-
Micro Pool . 975`sg6are feet..
Provided Areas:
High Marsha F 35991 ucuae feet ;u Elev. 265.50
Low Marsh a 2,406 square feet ,? Elev. 265.00
Forebay feet{ ,,4 Elev. 262.00
Mirco Pool 449 scLiare feet Elev. 262.00
Riser Size 3'X2'
Top of Riser Elevation 232.00
Riser Outlet Pipe Size 30"
Invert at Riser Outlet Pipe 226.00
Water Quality Outlet Size (inches) 1.00
Water Quality Outlet Elevation 230.00
Top of Berm 235.00
Bottom of pond 224.00
NWSE 230.00
Secondary Spillway Size 20 ft
Secondary Spillway Elavation 234.50
Elev. 266 5,248
Elev. 267 6,357
Elev. 268 7,524
Elev. 269 8,746
Elev. 270 10,026
Water Quality draw down time: Volume
0.083 ft
7,618 cf
0.005 area
0.037 cfs
3205 cf/day
2.4 days
E L A M Z O D D D A It B H O S I
PLaxxmac . L -AIM scAPE .41Za-nT 2= TURM. F?rcwbUMUN G - GI S
2601 uTFSTON Plcwsr, S=- 203. CnizY NC 27513
www_eidpa_com (o) 919.678.1071 (F) 919.678.1290
Extended Detention Wetland Design
BMP #10
Olde Town Phase II
Type of Impervious Landcover Area (acres)
Buildings / Patios / Driveways 2.28
Roadways / Sidewalks / Det. Ponds 2.68
Total Impervious Landcover: 4.96
Total Drainage Area (DA): 9.00
Percent of ImPervious in Drainage Area (I): - 55.11
Calculate the required storage volume (Rv)
for the 1" first flush storm event:
Rv = 0.05 + (0.009) *
Where I = Percent of impervious from above.
! Rv =, 0.55
Calculate the required drainage volume
from the 1" storm to be controlled:
Volume = (design rainfall)(Rv)(Drainage Aarea)
V=1"(1/12) * Rv (1/12)(D)
7-7 -V 17,838 ? T - cubic feet
Calculate the required permanent pool
surface areas
I= 55.11
% imperv ratio (ED 3' deep
10 0.59
20 0.97
30 1.34
40 1.73
50 2.06
60 2.40
70 2.88
80 3.36
ratio @ 3 feet 2.23 percent
N.W.S.A. Required 8,742 square feet
By: WSN
Date: 4/25/2007
Revised:
High Marsh Pool - 35% - 0" to 6" deep
Low Marsh Pool - 35% - 6" to 12" deep
Forebay -15%
Micro Pool - 15%
Required Areas:
High Marsh 3 06Q sc)uare feef
Low Marsh 3060 square feef
Forebay ?f 31t square feet`
Micro Pooh squ,are feet
Provided Areas:
High Marsh ?240 square feet Elev. 255.50
Low Marsh #? x,3square feet Elev. 255.00
Forebay ?Ui square feet` Elev. 252.00
Micco Pool 1328 square feet Elev. 262.00
Riser Size 3'X2'
Top of Riser Elevation 258.00
Riser Outlet Pipe Size 30"
Invert at Riser Outlet Pipe 254.00
Water Quality Outlet Size (inches) 1.50 0.125 ft
Water Quality Outlet Elevation 256.00
Top of Berm 260.00
Bottom of pond 254.00
NWSE 256.00
Secondary Spillway Size 20 ft
Secondary Spillway Elavation 259.50
Elev. 256 9,193
Elev. 257 10,404
Elev. 258 11,672
Elev. 259 12,996
Elev. 260 14,377
Water Quality draw down time: Volume 17,838 cf
0.012 area
0.083 cfs
7211 cf/day
2.5 days
E L A l T o n n n A?, \3W B g
o s I
PLa1-rr -L_oamsc"ic&1Rcz-=mzTjRE. i'-t4cn"E II G"GIS By.
2601 -W crow FKvrx, Sxm 203y CaRV NC 27513 Date:
mww_etdpa.ca?m <o) 919.6-78.1071 (F') 919.678.1290
Revised:
Extended Detention Wetland Design
BMP #11
Olde Town Phase II
Type of Impervious Landcover Area (acres)
Buildings / Patios / Driveways 0.29
Roadways / Sidewalks / Det. Ponds 0.55
Total Impervious Landcover: 0.84
Total Drainage Area (DA): 6.61
Percent of Impervious in Drainage Area (1): LL 12:71
Calculate the required storage volume (Rv)
for the 1" first flush storm event:
Rv = 0.05 + (0.009) *
Where I = Percent of impervious from above.
Rv = 0.16
Calculate the required drainage volume
from the 1" storm to be controlled:
Volume = (design rainfall)(Rv)(Drainage Aarea)
V=1"(1/12) * Rv (1/12)(D)
V= 3,944 cubic feet
Calculate the required permanent pool
surface areas
= 12.71
% imperv ratio (ED 3' deep
10 0.59
20 0.97
30 1.34
40 1.73
50 2.06
60 2.40
70 2.88
80 3.36
ratio @ 3 feet 0.74 percent
NXV_S.A. Required 2,131 square feet ;
WSN
4/25/2007
High Marsh Pool - 35% - 0" to 6" deep
Low Marsh Pool - 35% - 6" to 12" deep
Forebay -15%
Micro Pool - 15%
Required Areas:
High Marsh 746 square feet
Low Marsh 7 square feet :,t
Forebay 320 sa"use feet
Micro Pool 320 square feet
Provided Areas:
High Marsh 3 240 square feet ' Elev. 255.50
Low Marsh ) f ?3 4 ,square. feet , Elev. 255.00
Forebay t,467i9quare feet Elev. 252.00
Mirco Pool ` ..1,328 square feet: Elev. 262.00
Riser Size 3'X2'
Top of Riser Elevation 258.00
Riser Outlet Pipe Size 18.00
Invert at Riser Outlet Pipe 254.00
Water Quality Outlet Size (inches) 0.75 0.063
Water Quality Outlet Elevation 256.00
Top of Berm 260.00
Bottom of pond 252.00
NWSE 256.00
Secondary Spillway Size 10.00
Secondary Spillway Elavation 259.50
Elev. 256 3,000
Elev. 257 3,956
Elev. 258 5,503
Elev. 259 7,387
Elev. 260 9,844
ft
Water Quality draw down time: Volume 3,944 cf
0.003 area
0.021 cfs
1803 cf/day
2.2 days
Nitrogen Export Olde Towne Date: 5-03-07
Calculations Phase II By: W.S.N.
Raleigh, NC
Post-development Nitrogen Loading (Subarea P1 to BMP#1)
Type of Landcover Site Area TN Export TN Export
Ac. Coeff. Land Use
LB/Ac/Yr LB/Yr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow) 0.00 0.60 0.00
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.) 0.69 1.20 0.83
Impervious Surfaces - Right of Way
(Export value from Figure 3-1) 2.36 14.00 33.04
Impervious Surfaces - Buildings
(Export value from Figure 3-2) 7.32 6.00 43.92
Total 10.37 77.79
Nitrogen oa mg from
lExtended De t. Wetland o =
os eve opmen Nitrogen Loading (Subarea to
Type o Landcover Site Area TN Export TN Export
Ac. Coeff. Land Use
LB/Ac/Yr LB/Yr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow) 0.00 0.60 0.00
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.) 1.06 1.20 1.27
Impervious Surfaces - Right of Way
(Export value from Figure 3-1) 2.81 14.00 39.34
Impervious Surfaces - Buildings
(Export value from Figure 3-2) 8.67 6.00 52.02
Total 12.54 92.63
Nitrogen Loading rom
Extended e. Wetland o = 55.58
Nitrogen Export Olde Towne Date: 5-03-07
Calculations Phase II By: W.S.N.
Raleigh, NC
Post-development Nitrogen Loading (Subarea to
Type of Landcover Site Area TN Export TN Export
Ac. Coeff. Land Use
LB/AcNr LBNr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow) 0.00 0.60 0.00
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.) 0.59 1.20 0.71
Impervious Surfaces - Right of Way
(Export value from Figure 3-1) 1.63 14.00 22.82
Impervious Surfaces - Buildings
(Export value from Figure 3-2) 4.47 6.00 26.82
Total 6.69 50.35
Nitrogen Loading rom WPM
4
Extended De t. Wetland o = 3U.2
Post-development Nitrogen Loading (Subarea to
Type o Landcover Site Area TN Export TN Export
Ac. Coeff. Land Use
LB/AcNr LBNr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow) 0.00 0.60 0.00
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.) 2.67 1.20 3.20
Impervious Surfaces - Right of Way
(Export value from Figure 3-1) 2.28 14.00 31.92
Impervious Surfaces - Buildings
(Export value from Figure 3-2) 6.52 6.00 39.12
Total 11.47 74.24
Nitrogen Loading from
ltzxtended e. Wetland o = .
Nitrogen Export Olde Towne Date: 5-03-07
Calculations Phase 11 By: W.S.N.
Raleigh, NC
Post-development Nitrogen Loading (Subarea to
Type of Landcover Site Area TNN
Export TN Export
Ac. :
Coeff. Land Use
BB/
Ac/Yr LBNr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow) 0.00 0.60 0.00
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.) 6.40 1.20 7.68
Impervious Surfaces - Right of Way
(Export value from Figure 3-1) 4.78 14.00 66.92
Impervious Surfaces - Buildings
(Export value from Figure 3-2) 14.34 6.50 93.21
Total 25.52 167.81
Nitrogen Loading from 1BMP#5
Extended Det. Wetland # X 60% = 100.69
Post-development Nitrogen Loading (Subarea P6 to BMP#6)
Type of Landcover Site Area
Ac. TN Export
Coeff.
LB/AcNr TN Export
Land Use
LBNr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow)
0.00
0.60
0.00
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.)
4.11
1.20
4.93
Impervious Surfaces (Roads, Parking Lots,
Driveways, Roofs, Paved Storage Areas, etc.
4.03
21.20
85.44
Total 8.14 90.37
Nitrogen Loading from BMP#6
Extended Det. Wetland # X 60% = 54.22
Nitrogen Export Olde Towne Date: 5-03-07
Calculations Phase II By: W.S.N.
Raleigh, NC
Post-development Nitrogen Loading (Subarea P7 to.BMP#7)
Type of Landcover Site Area TN Export TN Export
Ac. Coeff. Land Use
LB/Ac/Yr LB/Yr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow) 0.00 0.60 0.00
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.) 0.00 1.20 0.00
Impervious Surfaces - Right of Way
(Export value from Figure 3-1) 4.27 14.00 59.78
Impervious Surfaces - Buildings
(Export value from Figure 3-2) 7.1 6.50 46.15
Total 11.37 105.93
Nitrogen Loading from BMP#7
Extended Det. Wetland # X 60% = 63.56
Post-development Nitrogen Loading (Subarea P8 to BMP#8)
Type of Landcover Site Area TN Export TN Export
Ac. Coeff. Land Use
LB/Ac/Yr LB/Yr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow) 0.00 0.60 0.00
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.) 8.86 1.20 10.63
Impervious Surfaces (Roads, Parking Lots,
Driveways, Roofs, Paved Storage Areas, etc. 3.62 21.20 76.74
(Assume 3000 sf. impervious per unknown lot)
Total 12.48 87.38
Nitrogen Loading from BMP#8
Extended Det. Wetland # X 60% = 52.43
Nitrogen Export Olde Towne Date: 5-03-07
Calculations Phase II By= W.S.N.
Raleigh, NC
Post-development Nitrogen Loading (Subarea P9 to RMP#9)
Type of Landcover Site Area TN Export TN Export
off-site contributing area was removed Ac. Coeff. Land Use
LB/Ac/Yr LB/Yr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow) 0.00 0.60 0.00
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.) 1.46 1.20 1.75
Impervious Surfaces (Roads, Parking Lots,
Driveways, Roofs, Paved Storage Areas, etc. 1.67 21.20 35.40
(Assume 3000 sf. impervious per unknown lot)
Total 3.13 37.16
Nitrogen Loading from BMP#9
Extended Det. Wetland # X 60% = 22.29
Post-development Nitrogen Loading (Subarea P10 to BMP#10)
Type of Landcover Site Area TN Export TN Export
Ac. Coeff. Land Use
LB/
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow) 0.00 0.60 0.00
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.) 4.04 1.20 4.85
Impervious Surfaces (Roads, Parking Lots,
Driveways, Roofs, Paved Storage Areas, etc. 4.96 21.20 105.15
(Assume 3000 sf. impervious per unknown lot)
Total 9.00 110.00
Nitrogen Loading from BMP#10
Extended Det. Wetland # X 60% = 66
Nitrogen Export Olde Towne Date: 5-03-07
Calculations Phase II By: W.S.N.
Raleigh, NC
eve opmen Nitrogen oa ding (Subarea P1 I to BMP#1 1)
Type of Landcover Site Area TNNEExport TN Export
Ac. 7
. Land Use
r LB/Yr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow) 0.00 0.60 0.00
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.) 5.97 1.20 7.16
Impervious Surfaces (Roads, Parking Lots,
Driveways, Roofs, Paved Storage Areas, etc. 0.64 21.20 13.57
(Assume 3000 sf. impervious per unknown lot)
Total 6.61 20.73
Nitrogen Loading from BMP#11
Extended Det. Wetland # X 60% = 12.44
Post-development Nitrogen Loading (Undetained Subarea P1-A)
Type of Landcover Site Area
Ac. TN Export
Coeff.
LB/Ac/Yr TN Export
Land Use
LB/Yr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow)
4.11
0.60
2.47
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.)
8.18
1.20
9.82
Impervious Surfaces (Roads, Parking Lots,
Driveways, Roofs, Paved Storage Areas, etc.
1.17
21.20
24.80
Total 13.46 37.09
Nitrogen Loading from P1 -A
Grassed Swale # X 80% = 29.67
Nitrogen Export Olde Towne Date: 5-03-07
Calculations Phase II By: W.S.N.
Raleigh, NC
Post-development Nitrogen Loading (Undetained Subarea P4-A)
Type of Landcover Site Area TN Export TN Export
Ac. Coeff. Land Use
LB/AcNr LBNr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow) 4.38 0.60 2.63
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.) 2.51 1.20 3.01
Impervious Surfaces (Roads, Parking Lots,
Driveways, Roofs, Paved Storage Areas, etc. 0.62 21.20 13.14
Total 7.51 18.78
Post-development Nitrogen Loading (Undetained Subarea P7-A)
Type of Landcover Site Area
Ac. TN Export
Coeff .
LB/AcNr TN Export
Land Use
LBNr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow)
8.02
0.60
4.81
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.)
7.45
1.20
8.94
Impervious Surfaces (Roads, Parking Lots,
Driveways, Roofs, Paved Storage Areas, etc.
2.47
21.20
52.36
Total 17.94 66.12
Nitrogen Loading from P7-A
Grassed Swale # X 80% = 52.89
Nitrogen Export Olde Towne Date: 5-03-07
Calculations Phase II By: W.S.N.
Raleigh, NC
Post-development Nitrogen Loading (Undetained Subarea P 8-A)
Type of Landcover Site Area
Ac. TN Export
Coeff.
LB/AcNr TN Export
Land Use
LBNr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow)
5.28
0.60
3.17
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.)
4.61
1.20
5.53
Impervious Surfaces (Roads, Parking Lots,
Driveways, Roofs, Paved Storage Areas, etc.
0
21.20
0.00
Total 9.89 8.70
Nitrogen Loading from P87A
Grassed Swale # X 80% = 6.96
Post-development Nitrogen Loading (Undetained Subarea P1 1-A)
Type of Landcover Site Area TN Export TN Export
Ac. Coeff. Land Use
LB/AcNr LBNr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow) 4.63 0.60 2.78
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.) 1.70 1.20 2.04
Impervious Surfaces (Roads, Parking Lots,
Driveways, Roofs, Paved Storage Areas, etc. 4.03 21.20 85.44
Total 10.36 90.25
Nitrogen Export Olde Towne Date: 5-03-07
By: W.S.N.
Calculations Phase II
Raleigh, NC
Post-development Nitrogen Loading (Subarea North of Work Limit)
Type of Landcover Site Area TN Export TN Export
Ac. Coeff. Land Use
LB/AcNr LB/Yr
Permanently Preserved Undisturbed
Open Space (Forest, Unmown Meadow) 29.76 0.60 17.86
Permanently Preserved Managed
Open Space (Grass, Landscaping, etc.) 0.61 1.20 0.73
Impervious Surfaces (Roads, Parking Lots,
Driveways, Roofs, Paved Storage Areas, etc. 0.61 21.20 12.93
(Includes impervious for future Greenway)
Total 30.98 31.52
Total -Nitrogen Buy Down Fee Calculation ( Lb/Yr)
Total Export Nitrogen 778.71 Lbs/Yr
Site Area 207.46 Acres
Total Weighted Export Nitrogen 3.75354 Lbs/Yr/Ac
Allowed Export Nitrogen 3.60000 Lbs/Yr/Ac
Difference 0.15354 Lbs/Yr/Ac
Fee ($330*Ac*Lbs/Yr) $10,511.82 Payment