HomeMy WebLinkAboutStudies APPLICANT 5/15/2005
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Goebel Engineering & Surveying, Inc.
Engineering Surveying Planning
1762 West 2nd Avenue Eugene, Oregon 97402
Phone: (541) 687-0542 Fax: (541) 687-0739 E-mail: scott@qeseuqene.com
Hydrologic Study
for
Legacy Estates Subdivision
17-03-24 31
TL #500
Prepared for:
City of Springfield
I EXPIRES: G1'..h/c!)$:j
May 2005
Date Received: m~ 1.rLf)
Planner: JD ,-~
l6f 0Z ~
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Goebel Engineering & Surveying, Inc.
Engineering Surveying Planning
1762 West 2nd Avenue Eugene, Oregon 97402
Phone: (541) 687-0542 Fax: (541) 687-0739 E-mail: scott@QeseuQene.com
Narrative
EXISTING DRAINAGE BASIN
The Legacy Subdivision (Tax Lot 500) is located between North 16th and North lrh
Streets (on the east and west) and the Urban Growth Boundary (on the north). The
JUNE, 1983 WEST SPRINGFIELD DRAINAGE MASTER PLAN notes the location to be
within the McKenzie River Drainage Basin. This basin is located in the central portion of
the published drainage basin. The existing drainage flows from the southeast, turns and
then flows in a westerly, then northerly, direction to the McKenzie River.
The existing drainage basin is calculated to be 110 acres. This is based on The Drainage
Master Plan (listed in the alternatives section in the back of the report). The report
indicates that there are different means of intercepting the existing ditch and draining
it to the McKenzie River: The drainage basin is bordered by 20th Street on the east,
Yolanda Avenue and Harlow Drive on the south, and the study area boundary to the north.
This area is zoned as Low Density Residential. The existing piped storm system in this
sub-basin terminates just north of the subdivision boundary and drain into an orchard.
One of the objectives of this study is to design a s~ale that will convey the runoff from
this 110 acre drainage basin (and the subdivision) to. the McKenzie. The peak flows for
this area are: 9.4 cfs for a 2-year event, 66.7 cfs for a 25-year event, and 90.9 cfs for a
100-year event. Please refer to the computer printouts that are a part of this study for
the existing conditions model. The stormwater quality storm for this sub-basin produces
a 0.41 cfs flow rate.
M:\Pers.DiM - C\Corey\Legacy Estates (02414)\Hydro\Narralive.wpd
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Hydrology Narrative
Legacy Estates Subdivision
May 2005
Page 2 of 2
Within this 110 acre drainage basin is the proposed Legacy Subdivision. There is a low
area at the south end of the site where the stormwater is retained. The northern
portion of the site drains toward north into tax lot #400.
The existing ground cover is grass and filbert orchard. The ground slopes from 0.04
ft/ft to 0.10 ft/ft. The existing flows for the site are 1.22 cfs for a 2-year event, and
3.46 cfs for a 25-year event.
POST-DEVELOPED DRAINAGE BASIN
The post-developed storm drainage system for site will collect the stormwater runoff
from the site and route to the northeast. The pipe system sizing and capacity are shown
on the computer printouts (included as a part of this study). The subdivision runoff will
flow into the existing pipe in tax lot #400, then into a new swale (to be constructed as a
part of this subdivision). The swale will provide the stormwater quality for the
subdivision and the entire 110 acre drainage basin, as well as storm conveyance.
The swale proposed in the Drainage Master Plan calls for a 2 ditch with 2:1 side slopes.
Since this swale will be used for stormwater quality, the bottom width must be 4' wide
and have maximum side slopes of 4:1. The swaJe deSign is based upon both stormwater
conveyance (quantity) and quality treatment. The stormwater quality event for the entire
110 acre basin produces 0.41 cfs flow rate, creating 0.39' flow depth. (Please refer to
the section labeled 'Stormwater Quality Swale and Hydralics.)
The peak flows from the project will not influence the performance of the ditch during a
100-year event. The peak flows from the subdivision are: 2.38 cfs for a 2-year event,
5.04 cfs for a 25-year event, and 6.52 cfs for a lOO-year event. The peak flows from the
110 acre basin are 66.8 cfs for a 25year event and 91 cfs for a 100-year event, which is
greater than ten (10) times the flow produced by the subdivision.
M:\Pers-DiAA - C\Corey\Legacy Estates (02414)\Hydro\Narralive.wpd
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Drainage Sub-Basin
of
. McKenzie River
Drainage Basin
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Hydrograph
Name:
Type:
Number: 2
EXISTING BASIN
SCS Curv il i near
[UNIT HYDR03RAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step
Excess Rain
Storm Duration
Lag Time
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
CN
Area
<None>
- 237.72 (ds)
; 21.16 (min)
; 105.80 (min)
; .9.257 (ac-ft)
; 484.00
; 1. 00 (min)
; 1. 00 (in)
; 4.22 (min)
; . 19.04 (min)'
110.86
77
--------------------------------------~--------------
SHALLOW FLOW
K-Coeificient (K)
Flow Length (L)
Water~ourse Slope (5)
Travel Time of Shallow Flow
Veloci ty (V)
CHANNEL FLOW
Hydraulic Radius (R)
Manning's Roughness Coef. (n)
Flow Length (L).
Channel Slope (5)
Travel Time of Channel Flow
Channel Velocity (V)
[TIME OF CONCENTRATION]
Time of Concentration (Tc)
[Unit Hydrograph Flow Values: Time vs. Flow]
[The time interval is 10.00 min]
;
0.01
3.36 (in)
300.00 (ft)
0.04 (ft/ft)
2.58 (min)
OVerall Approximation
I [TIME CONCENTRATION -- TR-55]
SHEET FLOW
Manning's Roughness Coef. (n)
2-yr 24-hr Rainfall (R)
Flow Length (L)
Land Slope (S)
Travel Time of Sheet Flow
;
;
;
;
;
0.90
2083.00 (ft)
0.02 (ft/ft)
29.16 (min)
1.19 (ft/s)
;
;
;
;
;
0.50 (ft)
0.01
0.00 (ft)
0.10 (ft/ft)
0.00 (min)
22.83 (it/s)
;
;
;
;
;
;
31.74 (min)
Time Interval
Time (min)
Flow (cfs)
-----------------------------------------------------
-----------------------------------------------------
1 10.00 101.30
2 20.00 236.42 ~.
3 30.00 181.21
4 40.00 79.83
5 50.00 37.59
6 60.00 17.38
7 70.00 8.10
8 80.00, 3.70
9 90.00 1. 89
10 100.00 0.65
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240
Hydrogroph
Time vs Flow
200 ..... .... ................
~ 160
~
~
:s:
()
G:
120
.. .............
.... ...... ...............
'.. ......................
80 ............... ..........
.............. .
40 ..........
o
o 20 40 60 80 too 120
0"me (min)
EXISTING BASIN - Unit
140
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Hydrograph Number:
Name:
Type:
4
EXISTING BASIN i-YEAR
Computed Flood
[HYDR03RAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
[UNIT HYDR03RAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
=
9.41 (efs)
496.00 (min)
1541.12 (min)
5.950 (ae-it)
1. 00 (min)
1. 00
=
=
=
=
=
=
2
SCS Curvilinear
237.72 (efs)
21.16 (min)
105.80 (min)
9.257 (ae-ft)
484.00
1. 00 (min)
1.00 (in)
19.04 (min)
=
=
=
=
=
=
=
=
=
Description
Area
------------------------------------------------------
QI
------------------------------------------------------
<None>
Overall Approximation
110.86
------------------------------------------------------
77
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
[RAINFALL DESCRIPTION]
. Distribution Type
Total Precipitation
Return Period
Storm Duration
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 60.00]
=
31.74 (min)
=
SCS IA
2.36 (in)
2 (yr)
24.00 (hr)
=
=
=
Time
-----------------------------------------------------------------------
Time
Interval
Incremental
Rain fall
(in)
Cumulative
Rain fall
(in)
Incremental
Out flow
(efs)
Design
Outflow
(cfs)
(min)
-----------------------------------------------------------------------
7 420.00 0.00 2.36 0.00 0.02
8 480.00 0.00 2.36 0.30 6.60
9 540.00 0.00 2.36 -0.05 6.67
10 600.00 0.00 2.36 -0.00 5.08
11 660.00 0.00 2.36 0.00 4.80
12 720.00 0.00 2.36 -0.01 4.49
13 780.00 0.00 2.36 0.00 4.18
14 840.00 0.00 2.36 -0.01 4.25
15 900.00 0.00 2.36 ;..00 4.26
16 960.00 0.00 2.36 0.00 4.23
17 1020.00 0.00 2.36 0.00 4.15
18 1080.00 0.00 2.36 -0.01 4.05
19 1140.00 0.00 2.36 -0.00 3.93
20 1200.00 0.00 2.36 -0.00 3.80
21 1260.00 0.00 2.36 0.00 3.64
22 1320.00 0.00 2.36 -0.00 3.47
23 1380.00 0.00 2.36 -0.01 3.28
24 1440.00 0.00 2.36 -0.01 3.08
12
Hydroqroph
Time vs Flow
10 ....................................
.6" ....
2 .......
o
o
250 500 750 1000 1250
Time (min)
EXISTING BASIN 2- YEAR - Flood
1500 1750
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Hydrograph Number:
Name:
Type:
5
EXISTING BASIN 25-YEAR
Computed Flood
[HYDRCGRAPH INFORMATIONJ
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Time Step =
Flow Multiplier =
[uNIT HYDRCGRAPH INFORMATIONJ
Number =
Type =
Peak Flow fQp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Shape Factor =
Time Step: =
Excess Rain =
Lag Time =
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[BASIN INFORMATIONJ
[WEIGHTED WATERSHED AREAJ
66.80 (cis)
492.00 (min)
1541.12 (min)
27.071 (ac-ft)
1.00 (min)
1. 00
2
SCS Curvi linear
237.72 (cis)
21.16 (min)
105.80 (min)
9.257 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
19.04 (min)
Description
------------------------------------------------------
CN
Area
<None>
------------------------------------------------------
------------------------------------------------------
OVerall Approximation
110.86
[TIME CONCENTRATION -- User DefinedJ
Time of Concentration (Tc)
=
[RAINFALL DESCRIPTIONJ
. Distribution Type
Total Precipitation
Return Period
Storm Duration
=
=
=
[Hydrograph Flow Values: Time vs. FlowJ
[TIME CONCENTRATION -- 60.00J
77
31.74 (min)
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
-----------------------------------------------------------------------
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Time
Interval
Time
Incremental
Rainfall
(in)
Cumulative
Rainfall
(in)
Incremental
Outflow
(cfs)
Design
Outflow
(cfs)
-----------------------------------------------------------------------
4
5
6
7
8,
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
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(min)
240.00
300.00
360.00
420.00
480.00
540.00
600.00
660.00
720.00
780.00
840.00
900.00
960.00
1020.00
1080.00
1140.00
1200.00
1260.00
1320.00
1380.00
1440.00
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
4.47
5.07
5.40
5.40
5.40
5.40
5.40
5.40
5.40
5.40
5.40
5.40
5.40
5.40
5.40
'5.40
5.40
5.40
5.40
5.40
5.40
0.00
0.06
0.09
0.11
1. 47
-0.37
-0.05
-0.01
~.O. 07
0.00
-0,04
0.00
0.01
-0.00
-0.03
-0.02
-0.00
0.00
-0.02
-0.03
-0.02
0.01
2.31
6.74
12.78
58.03
34.90
23.20
20.44
18.20
16.35
16.13
15.75
15.26
14.70
14.09
13.46
12.82
12.16
11: 46
10.73
9.99
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~ 60
'-!-..:
~
Hydro graph
Time vs Flow
90
75 . ............ ...........
45 ...... ........... ....... ....... ..... .... .... ......
~
()
c: 30............
15
o
o 250 500 750 1000 1250 1500 1750
Time (min)
EXISTING BASIN 25- YEAR - Flood
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Hydrograph Number:
Name:
Type:
12
EXISTING BASIN 100-YEAR
Compu ted Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
=
91.00 (cfs)
491.00 (min)
1541.12 (min)
35.693 (ac-ft)
1.00 (min)
1. 00
=
=
=
=
=
=
2
SCS Curvilinear
237.72 (cfs)
21.16 (min)
105.80 (min)
9.257 (ac-ft)
484.00
1. 00 (min)
1. 00 (in)
19.04 (min)
=
=
=
=
=
=
=
=
=
Description
Area
-----------~-------------------------------------~----
Ql
------------------------------------------------------
<None>
OVerall Approximation
110.86
------------------------------------------------------
77
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 60.00]
=
31.74 (min]
=
SCS IA
6.48 (in)
100 (yr)
24.00 (hrJ
Time
-----------------------------------------------------------------------
Time
Interval
Incremental
Rainfall
(in)
Cumulative
Rainfall
(in)
Incremental
Out flow
(cfs)
Design
Outflow
(cfs)
(min)
-----------------------------------------------------------------------
4 240.00 0.01 5.36 0.05 1. 04
5 300.00 0.01 6.09 0.08 5.13
6 360.00 0.00 6.48 0.12 11.16
7 420.00 0.00 6.48 0.14 19.03
8 480.00 0.00 6.48 1. 92 80.08
9 540.00 0.00 6.48 -0.51 46.12
10 600.00 0.00 6.48 -0.07 30.21
11 660.00 0.00 6.48 -0.01 26.39
12 720.00 0.00 6.48 t.09 23.36
13 780.00 0.00 6.48 . '.00 20.89
14 840.00 0.00 6.48 -0.05 20.53
15 900.00 0.00 6.48 0.00 19.98
16 960.00 0.00 6.48 0.01 19.30
17 1020.00 0.00 6.48 -0.01 18.56
18 1080.00 0.00 6.48 -0.04 17.75
19 1140.00 0.00 6.48 -0.02 16.92
20 1200.00 0.00 6.48 -0.00 16.08
21 1260.00 0.00 6.48 0.00 15.23
22 1320.00 0.00 6.48 -0.02 14.33
23 1380.00 0.00 6.48 -0.04 13.40
24 1440.00 0.00 6.48 -0.03 12.47
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C)
G:
Hydrogroph
7/'me vs Flow
120
100 .......:.....
. . ... . .... ... .. -. .
. . .
. . .
. .
. " . . '" . ... .. .. .... -.
. .
80 ............... ...............................:.......
. '"
. '"
. '"
. .
. .
. .
. 60 .............. .
. . .
. . .
. .. . . ... .. . . . . .. . . . . . -. . .. .. .. .. . ... ..
. . . .
. . .
. .
. .
40 .......:...... ..
. . ... .. . -... . .... . . . ... .. . .. .. . . .....
. . . .
. . .
. .
. .
20 .... ........ ..... ... ...
. . .
. . .
. . .
. . .
. .
. .
... . . .. ... . " .. .... .. ....
o
o 250 5001750 1000 1250 1500 175
7/'me (min)
EXISTING BASIN 100- YEAR - Flood
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I Existing
I Subdivision Drainage
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Hydrograph
Name:
Type:
Number: 1
EXISTING CONDITIONS
SCS Curvilinear
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Op)
Time to Peak (Tp)
Time 01 Base (Tb)
Volume
Shape Factor
Time Step
Excess Rain
Storm Duration
Lag Time
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area
CN
<None>
OVerall Approximation
5.42
74
[TIME CONCENTRATION -- TR-55]
SHEET FLCId'
Manning's Roughness Coel. (n)
2-yr 24-hr Rainlall (R)
Flow Length (L)
Land Slope (S)
Travel Time 01 Sheet Flow
SHALLCId FLCId
K-Coellicient (K)
Flow Length (L)
Water~ourse Slope (S)
Travel Time 01 Shallow Flow
Veloci ty (V)
CHANNEL FLCId
Hydraulic Radius (R)
Manning's Roughness Coel. (n)
Flow Length (L)
Channel Slope (S)
Travel Time 01 Channel Flow
. Channel Velocity (V)
[TIME OF CONCENTRATION]
Time of Concentration (Tc)
[Unit Hydrograph Flow Values: Time vs. Flow]
[The time interval is 5.00 min]
Time Interval
Time (min)
Flow (ds)
1
2
3
5.00
10.00
15.00
54.22
5.84 ./..
0.66
= 67.24 (ds)
= 3.66 (min)
= 18.29 (min)
= 0.453 (ac-It)
= 484.00
= 1. 00 (min)
= 1. 00 (in)
= 0.73 (min)
= 3.29 (min)
=
0.01
3.36 (in)
150.00 (It)
0.04 (ft/It)
1.48 (min)
=
=
=
=
=
0.90
286.00 (It)
0.02 (ft/ft)
4.00 (min)
1.19 (It/s)
=
=
=
=
=
0.50 (It)
0.01
0.00 (It)
0.10 (It/It)
0.00 (min)
22.83 (ft/s)
=
=
=
=
=
5.49 (min)
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~
I C)
I c: 30 . ...
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90
Hydrogroph
Time vs Flow
75 ......
~ 60
~
~
45. ..
15 . . . . . .
o
o
5 10 15 20
Time (min)
EXISTING CONDITIONS -
25
Unit
30
35
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Hydrograph Number:
Name:
Type:
1
PRE-DEVELOPMENT
Computed Flood
2-YEAR
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
=
1.22 (ets)
1398.00 (min)
1457.94 (min)
.0.265 (ac-ft)
1. 00 (min)
1. 00
=
=
=
=
=
=
1
SCS Curvilinear
67.24 (ets)
3.66 (min)
18.29 (min)
0.453 (ac-ft)
484.00
1.00 (min)
1.00 (in)
3.29 (min)
=
=
=
=
=
=
=
=
=
OVerall Approximation
5.42 74
------------------------------------------------------
[TIME CXJNCENTRATION -- User Defined]
Time of Concentration (Tc)
[RAINFALL DESCRIPTION]
"Distribution Type
Total Precipitation
Return Period
Storm Duration
[Hydrograph Flow Values: Time vs. Flow]
[TIME CXlNCENTRATION -- 30.00]
= 5.49 (min)
= SCS IA
= 2.36 (in)
= 2 (yr)
= 24.00 (hr)
Time
Interval
Time
-----------------------------------------------------------------------
(min)
Incremental
Rainfall
(in)
Cumulative
Rainfall
(in)
Incremental
Out flow
(cfs)
Design
Outflow
(ets)
-----------------------------------------------------------------------
15 450.00 0.00 0.42 0.00 0.01
16 480.00 0.00 0.47 0.01 0.39
17 510.00 0.00 0.51 -0.00 0.22
18 540.00 0.00 0.57 -0.00 0.22
19 570.00 0.00 0.62 -0.00 0.19
20 600.00 0.'00 0.69 0.00 0.19
21 630.00 0.01 0.82 0.00 0.18
22 660.00 0.00 1. 01 -0.00 0.18
23 690.00 0.00 1.11 l' 00 0.18
24 720.00 0.00 1.19 .00 0.17
25 750.00 0.00 1. 25 -0.00 0.18
26 780.00 0.00 1.30 0.00 0.17
27 810.00 0.00 1. 34 0.00 0.17
28 840.00 0.00 1. 39 0.00 0.17
29 870.00 0.00 1.43 -0.00 0.17
30 900.00 0.00 1. 47 -0.00 0.17
31 930.00 0.00 1.50 -0.00 0.17
32 960.00 0.00 1. 54 0.00 0.17
33 990.00 0.00 1. 57 0.00 0.17
34 1020.00 0.00 1. 61 0.00 0.17
35 1050.00 0.00 1. 63 0.00 0.17
39 1170.00 0.00 1.76 0.00 0.03
40 1200.00 0.00 1. 78 0.00 0.05
41 1230.00 0.00 1. 81 0.00 0.08
42 1260.00 0.00 1. 84 0.00 0.12
43 1290.00 0.00 1.87 0.00 0.17
44 1320.00 0.00 1. 89 0.00 0.23
45 1)50.00 O.nO 1.n 0.00 0.'-6
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'-I-..:
~
0.450
0.375
0.300
0.22"5
0.150
0.075
0.000
o
Hydrogroph
T/me vs Flow
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . - .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . .
. . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . .
250 500 750 1000 1250 1500
7/'me (m/n)
PRE -DEVELOPMENT 2- YEAR - Flood
1750
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Hydrograph Number:
Name:
Type:
2
PRE-DEVELOPMENT 25-YEAR
Computed Flood
[HYDROORAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
3.46 (efs)
478.00 (min)
1457.94 (min)
.1.025 (ac-ft)
1.00 (min)
1. 00
=
=
=
=
=
[UNIT HYDROORAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
=
1
SCS Curvilinear
67.24 (efs)
3.66 (min)
18.29 (min)
0.453 (ac-ft)
464.00
1. 00 (min)
1.00 (in)
3.29 (min)
=
=
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
------------------------------------------------------
Description
Area CN
------------------------------------------------------
<None>
------------------------------------------------------
OVerall Approximation
5.42 74
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
= 5.49 (min)
[RAINfALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
= SCS IA
= 5.40 (in)
= 25 (yr)
= 24.00 (hr)
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
-----------------------------------------------------------------------
Time
Interval
Time
Incremental
Rain fall
(in)
Cumulative
Rain fall
(in)
Incremental
Out flow
(efs)
Design
Out flow
( efs)
(min)
-----------------------------------------------------------------------
9 270.00 0.00 0.49 0.00 0.01
10 300.00 0.00 0.56 0.00 0.06
11 330.00 0.00 0.63 0.00 0.19
12 360.00 0.00 0.70 0.00 0.30
13 390.00 0.00 0.78 0.00 0.47
14 420.00 0.00 0.87 0.01 0.61
15 450.00 0.00 0.96 0.03 1. 07
16 480.00 0.00 1. 06 -0.01 3.44
17 510.00 0.00 1.18 ct,O.02 1. 45
16 540.00 0.00 1. 30 -0.01 1. 28
19 570.00 0.00 1. 42 -0.01 1. 03
20 600.00 0.01 1. 57 -0.00 0.99
21 630.00 0.02 1. 87 -0.00 0.91
22 660.00 0.01 2.32 -0.00 0.89
23 690.00 0.01 2..54 0.01 0.64
24 720.00 0.01 2.71 0.00 0.77
25 750.00 0.00 2.85 -0.01 0.60
26 780.00 0.00 2.97 -0.00 0.75
27 810.00 0.00 3.07 -0.00 0.75
26 840.00 0.00 3.1.7 -0.00 0.73
29 870.00 0.00 3.27 -0.00 0.72
30 900.00 0.00 3.36 -0.00 0.72
31 930.00 0.00 3.44 -0.00 0.71
32 960.00 0.00 3.52 -0.00 0.69
33 990.00 0.00 3.60 0.00 0.66
34 1020.00 0.00 3.67 -0.00 0.67
35 1050.00 0.00 3.74 0.00 0.66
}g 1170.00 0.00 4.0~ 0.00 O.O}
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Hydrogroph
Time vs Flow
6
. . . . . .
5 .......:.......:.......:.......:... ."...:.......:.......
. . . . . .
. ....
. ....
. ....
. . - . -
..-....... . -".
v-j' 4...:.....:....:........:......
~ : ::::
~ ..::..
J. .....:...........:...........
. .
~
()
C:: 2....:.........:....:.:...::....
. ....
. '"
. ..
. ..
.. .
1 .......:.:. ..... . : . . . . . . . . . . . : . . .
. .
o
o 250" 500 7$.0 tOOO 1250 1500 1750
Time (min)
" PRE -DEVELOPMENT 25- YEAR - Flood
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Hydrograph Number:
Name:
Type:
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
15
PRE-DEVELOPMENT
Computed Flood
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
2-YEAR NORTH BASIN
= 0.19 (efs)
= 481.00 (min)
= 1457.94 (min)
= .0.073 (ac-ft)
1.00 (min)
= 1.00
=
=
=
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
<None>
Overall Approximation
Area QI
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
[RAINFALL DESCRIPTION]
'Distribution Type
Total Precipitation
Return Period
Storm Duration
2.58
=
=
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
Time
Interval
Time
(min)
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
480.00
510.00
540.00
570.00
600.00
630.00
660.00
690.00
720.00
750.00
780.00
810.00
840.00
870.00
900.00
930.00
960.00
990.00
1020.00
1050.00
Incremental
Rainfall
(in)
0.00
0.00
0.00
0.00
0.00
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Cumulative
Rain fall
(in)
0.47
0.51
0.57
0.62
0.69
0.82
1. 01
1.11
1.19
1. 25
1. 30
1. 34
1. 39
1. 43
1. 47
1. 50
1. 54
1. 57
1. 61
1. 63
4
SCS Curvilinear
32.01 (efs)
3.66 (min)
18.29 (min)
0.215 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
3.29 (min)
74
5.49 (min)
SCS IA
2.36 (in)
2 (yr)
24.00 (hr)
Incremental
Outflow
(ds)
Design'
Out flow
(efs)
0.00
-0.00
-0.00
0.00
0.00
-0.00
-0.00
0.00
~:oo
-0.00
-0.00
-0.00
-0.00
-0.00
0.00
0.00
0.00
0.00
0.00
-0.00
0.19
0.10
0.10
0.09
0.09
0.08
0.09
0.08
0.08
0.08
0.08
0.08
0.08
0.08
0.08
0.08
0.08
0.08
0.08
0.08
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~
~
U'
~
~
C)
G:
0.30
Hydrogroph
Time vs Flow
. . .
........................................... .
. . . . .
. ...
. ..
. ..
. ..
. ..
025 ......
.
. . . . .
0.20 .......:.......:.......:.......:...............:.......
. .
. .
. .
. .
. .
0.15
.............. ...
. .
............. -..... -................
. . . .
. . . .
. .
0.10 .......:...... : .... .:.......:.......:.......:.......
. . . . . .
.' ..
.' ..
. . .
. . .
. ...
a~ ...................... .....................
0.00
o
. .
. 250 500 750 1000 1250 1500
Time (min)
PRE-DEVELOPMENT 2- YEAR NORTH BASIN - Flood
1750
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Hydrograph Number:
Name:
Type:
16
PRE-DEVELOPMENT 25-YEAR NORTH BASIN
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Time Step =
Flow Multiplier =
[UNIT HYDROGRAPH INFORMATION]
Number =
Type =
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Shape Factor =
Time Step: =
Excess Rain =
Lag Time =
[BASIN INFORMATION]
[WEIG!ITED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
2.58
[TIME CONCENTRATION -- User Defined]
Time of Concentration '(Tc)
[RAINfALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
1.64 (cfs)
478.00 (min)
1457.94 (min)
.0.434 (ac-ft)
1.00 (min)
1. 00
4
SCS Curvilinear
32.01 (ets)
3.66 (min)
18.29 (min)
0.215 (ac-ft)
484.00
1.00 (min)
1. 00 (in)
3.29 (min)
74
=
5.49 (min)
=
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
=
=
=
-----------------------------------------------------------------------
Time Time Incremental Cumulative Incremental Design
Interval Rainfall Rainfall Outflow Outflow
(min) (in) (in) (ets) (cfs)
-----------------------------------------------------------------------
10 300.00 0.00 0.56 0.00 0.04
11 330.00 0.00 0.63 0.00 0.09
12 360.00 0.00 0.70 0.00 0.14
13 390.00 0.00 0.78 0.00 0.22
14 420.00 0.00 0.87 0.00 0.29
15 450.00 0.00 0.96 0.01 0.51
16 480.00 0.00 1. 06 -0.00 1. 63
17 510.00 0.00 1.18 -0.01 0.69
18 540.00 0.00 1. 30 -zP.OO 0.61
19 570.00 0.00 1. 42 -0.00 0.49
20 600.00 0.01 1. 57 -0.00 0.47
21 630.00 0.02 1. 87 '-0.00 0.43
22 660.00 0.01 2.32 -0.00 0.42
23 690.00 0.01 2.54 0.01 0.40
24 720.00 0.01 2.71 0.00 0.36
25 750.00 0.00 2.85 -0.01 0.38
26 780.00 0.00 2.97 0.00 0.36
27 810.00 0.00 3.07 0.00 0.35
28 840.00 0.00 3.17 0.00 0.34
29 870.00 0.00 3.27 -0.00 0.34
30 900.00 0.00 3.36 -0.00 0.34
31 930.00 0.00 3.44 -0.00 0.33
32 960.00 0.00 3.52 0.00 0.33
33 990.00 0.00 3.60 0.00 0.32
34 1020.00 0.00 3.67 0.00 0.32
35 1050.00 0.00 3.74 0.00 0.31
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.~
J2
~
~
()
c:
3.0
Hydrogroph
Time vs Flow
. .
. . .
25 ........:... .........
2.0 .............
. .. .
....................... .......
. .
. .
15 . . . . .. ..... ..... ............. ................
. . . . . . .
. . .. .
1 0 ............................ - . . . . . . . . . . . . . . . . . . .
'. .. .
.. .
. .
. .
. .
. .
. .
0.5
............ .
. .
. .
'" .................................
. .
. .
0.0
o 250 500 750 1000 1250 1500 175C
Time' (min)
PRE-DEVELOPMENT 25- YEAR NORTH BASIN - Flood
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Hydrograph Number:
Name:
Type:
13
PRE-DEVELOPMENT
Computed Flood
2-YEAR SOUTH BASIN
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
= 0.21 (cfs)
= 481.00 (min)
= 1457.94 (min)
= .0.080 (ac-ft)
= 1.00 (min)
:;: 1.00
[UNIT HYDROGRAPH INFORMATION]
Number =
Type =
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Shape Factor =
Time Step: =
Excess Rain =
Lag Time =
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
3
SCS Curvilinear
35.23 (cfs)
3.66 (min)
18.29 (min)
0.237 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
3.29 (min)
Description
------------------------------------------------------
CN
Area
<None>
------------------------------------------------------
------------------------------------------------------
OVerall Approximation 2.84 74
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc) = 5.49 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
SCS IA
2.36 (in)
2 (yr)
24.00 (hr)
-----------------------------------------------------------------------
Time
Interval
Time
Incremental
Rainfall
(in)
Cumulative
Rain fall
(in)
Incremental
Outflow
(cfs)
Design
Out flow
(cfs)
-----------------------------------------------------------------------
(min)
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
480.00
510.00
540.00
570.00
600.00
630.00
660.00
690.00
720.00
750.00
780.00
810.00
840.00
870.00
900.00
930.00
960.00
990.00
1020.00
1050.00
0.00
0.00
0.00
0.00
0.00
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.47
0.51
0.57
0.62
0.69
0.82
1. 01
1.11
1.19
1. 25
1. 30
1. 34
1. 39
1. 43
1. 47
1. 50
1. 54
1. 57
1. 61
1. 63
0.00
-0.00
-0.00
0.00
0.00
0.00
-0.00
0.00
~.. 00
-0.00
0.00
0.00
0.00
0.00
-0.00
-0.00
-0.00
0.00
0.00
0.00
0.20
0.11
0.11
0.10
0.10
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
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D
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~
~
~
:s
()
c:
0.30
0.25
0.20
0.15
0.10
0.05
0.00
o
Hydro graph
Time vs Flow
. . .
.............................. -..
. .
. " .
.......... -'.. ........................................
. "
. ..
.............. .............. -... -.. -. - ....... .......
. .
.. .......................... ......
. . .
. .
. .
............... ................. -.
. .
. 250 500 750 1000 1250 1500 1750
Time (min)
PRE-DEVELOPMENT 2- YEAR SOUTH BASIN - Flood
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Hydrograph Number:
Name:
Type:
14
PRE-DEVELOPMENT 25-YEAR SOUTIi BASIN
Computed Flood
[HYDROJRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Mul tiplier
[UNIT HYDRCX>RAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
<None>
Overall Approximation
Area
2.84
[TIME OCNCENTRATION -- User Defined]
Time of Concentration (Tc)
[RAINfALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
=
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME OCNCENTRATION -- 30.00]
1.81 (cfs)
478.00 (min)
1457.94 (min)
.0.478 (ac-ft)
1. 00 (min)
1. 00
3
SCS Curvilinear
35.23 (ds)
3.66 (min)
18.29 (min)
0.237 (ac-H)
484.00
1.00 (min)
1.00 (in)
3.29 (min)
CN
74
5.49 (min)
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
-----------------------------------------------------------------------
Time
Interval
Time
Incremental
Rain fall
(in)
Cumulative
Rainfall
(in)
Incremental
Outflow.
(ds)
Design
Outflow
(ds)
-----------------------------------------------------------------------
10
11
12
'13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
(min)
300.00
330.00
360.00
390.00
420.00
450.00
480.00
510.00
540.00
570.00
600.00
630.00
660.00
690.00
720.00
750.00
780.00
810.00
840.00
870.00
900.00
930.00
960.00
990.00
1020.00
1050.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.02
0.01
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0,00
0.00
0.00
0.00
0.00
0.00
0.56
0.63
0.70
0.78
0.87
0.96
1. 06
1.18
1. 30
1. 42
1. 57
1. 87
2.32
2.54
2.71
2.85
2,97
3.07
3.17
3.27
3.36
3,44
3.52
3.60
3.67
3.74
0.00
0.00
0.00
0.00
0.01
0.01
-0.00
-0.01
.;to.01
-0.00
-0.00
-0.00
-0.00
0.01
0.00
-0.00
-0.00
-0.00
0.00
-0.00
-0.00
-0.00
-0.00
-0.00
0.00
0.00
0.04
0.10
0.16
0.25
0.32
0.56
1. 80
0.76
0.67
0.54
0.52
0.47
0.46
0.44
0.40
0.42
0.39
0.39
0.38
0.38
0.37
0.37
0.36
0.36
0.35
0.34
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.
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J.O
Hydrogroph
Time vs Flow
25 .................
~ 2.0
~
~.
S:
()
G:
1.5
. .
............................ .
. . .
. . .
. .
1.0 ............... ............
. .
................ -.
. .
. .
0.5 .........
0.0
o 250 500 750 1000 1250 1500 1750
Time (min)
PRE-DEVELOPMENT 25- YEAR SOUTH BASIN - Flood
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I Post-Developed
I Basin
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0JrDIDI1'LI - aKI1U2IO:S - --
...... IIlTI .........
-... .....
~t':l'll~
III
.....
~
~-
~ ~-
n ..-
Zf9O-tn/Jt9 BOtU uoIuo"-dq
PUB ....... BILl
lllllJ.XAllJlS " llNlll3llNIDNll 'IlIBll0ll ~
BIlll....,.
HOJB/AIlIlIllS .I:l1lli'l
HCll
J.OO'lOllll1ll Ol/d01!Aia-~
........ _awx
.--...... "" ~
__u 3M
~
~ ~
I'! '"
~
~ 8 ~
a '"
<..> e e
!;1 ~ i
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!Q
i':i ll:
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11 ~9.
"="-
z ~e
~~
1'if:l
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f:'
f:'<..>
<..>
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"...",
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~~"''''
!;: 1:-
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touu8
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rllS ..fro
ri1S ..fro
3ANJa V.LSlA
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~
t:'~~
!90)lV
"'''''''
t)cs...:<'j
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t:--<
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.....:\
t:--<
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..............
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JS3lJ.LS H.L9 J N g
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t;!;:f:'t2
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till II
II~~
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.....:\ J
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t:--< '"
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ti~O) I
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-.......,." ~
CXln.....~
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<..>::> ... g;
~C'l~ II
~iiit~ 1>l
bj
~. . ~ '"
~~~(j "
~
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~~~
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1.O"'ir-..:
Q 11 II
c:i c::. u
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Hydrograph
Name:
Type:
Number: 1
POST-DEVELOPEMENT
SCS Curvi linear
[UNIT HYDRCGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step
Excess Rain
Storm Duration
Lag Time
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area
<None>
Overall Approximation
5.42
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
[Unit Hydrograph Flow Values: Time vs. Flow]
[The time interval is 5.00 min]
Time Interval
Flow (cis)
Time (min)
1
2
3
4
5
6
5.00
10,00
15,00
20.00
25.00
30.00
32.28
25.09
7.08
2.03
0.61
0.18
= 36.89 (cis)
= 6.67 (min)
= 33,33 (min)
= '0.453 (ac-it)
= 484,00
= 1.00 (min)
= 1. 00 ( in)
= 1. 33 (min)
= 6.00 (min)
CN
84
=
10.00 (min)
~.
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I
Hydro graph
Time vs Flow
60
. '. '.
50 . .....:.......:.......:.......:.......:.......:.......
. . . . .
. . . .
. . . .
. . .
. .
~ 40 .......:.......:.......:.......:.......:.......:.......
'-!-...:: :::.:
~ ':: :
'. '.
. 30.......:.......:.......:.......:.......:.......:.......
:s:: : : :.
. . .
() : :
G:
. ".
20 .......:.......: ......:.......:.......:...............
. - . . .
. . . . -
. . . . .
. . . . .
. . . . .
. '. - .
10 ... ...:.......:..... .:.......:.......:.......:.......
. '"
. '"
. ".
. .
. .
. .
o
o 5 10 15 20 25 30 35
0"me4. (min)
POST -DEVELOPEMENT - Unit
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Hydrograph Number:
Name:
Type:
1
POST DEVELOPMENT 2-YEAR
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Ste.p
Flow Multiplier
=
2.38 (efs)
480.00 (min)
1472.39 (min)
.0.816 (ac-it)
1.00 (min)
1. 00
=
=
=
=
=
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
=
1
SCS Curvilinear
36.89 (cfs)
6.67 (min)
33.33 (min)
0.453 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
6.00 (min)
=
=
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
OVerall Approximation 5.42 84
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc) =
10.00 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
SCS IA
3.36 (in)
2 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
-----------------------------------------------------------------------
Time
Interval
Time
Incremental
Rainfall
(in)
Incremental
Outflow
(efs)
Design
Out flow
(efs)
(min)
Cumulative
Rainfall
(in)
-----------------------------------------------------------------------
9 270.00 0.00 0.69 0.00 0.04
10 300.00 0.00 0.83 0.00 0.09
11 330.00 0.01 0.98 0.00 0.16
12 360.00 0.02 1. 41 0.00 0.24
13 390.00 0.01 1. 66 0.00 0.36
14 420.00 0.00 1. 81 0.01 0.43
15 450.00 0.00 1.93 0.02 0.73
16 480.00 0.00 2.04 0.00 2.38
17 510.00 0.00 2.14 ~.02 1. 05
18 540.00 0.00 2.23 -0.01 0.89
19 570.00 0.00 2.31 -0.00 0.71
20 600.00 0.00 2.39 -0.00 0.67
21 630.00 0.00 2.47 -0.00 0.61
22 660.00 0.00 2.54 -0.00 0.59
23 690.00 0.00 2.62 0.01 0.56
24 720.00 0.00 2.69 -0.00 0.51
25 750.00 0.00 2.76 -0.00 0.52
26 780.00 0.00 2.82 0.00 0.50
27 810.00 0.00 2,88 -0.00 0.49
28 840.00 0.00 2.95 -0.00 0.48
29 870.00 0.00 3.01 0.00 0.48
30 900.00 0.00 3.06 0.00 0.47
31 930.00 0.00 3.12 -0.00 0.46
32 960.00 0.00 3.17 0.00 0.45
33 990.00 0.00 3.22 -0.00 0.44
34 1020.00 0.00 3.27 0.00 0.44
35 1050.00 0,00 3.31 -0.00 0.43
16 lOAO.OO 0.00 1,16 -0.00 0.4'-
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Hydroqroph
Time vs Flow
3.0
~ . ....
en.... 2.0' . . . . . . : . . . . .. :.......:.......:.......:.......:.......
~ : .::
~ : :
'. '.
2.5 .......:.......:.......:.......:.......... ......:.......
. '. .
. '" .
. '.
. .
. .
~
()
G: 1.0.......:.......:......:.......:.......:.......:.......
. . . .
'. .
1.5 .......:....... .......:.......:.......:.......:.......
. ".
. . .
. . .
. . .
. . .
a5....... .....
. .
.. -..........................
. .
. 0.0
o 250 500 750 1000 1250 1500 1750
Timel' (min)
POST DEVELOPMENT 2- YEAR - Flood
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I
Hydrograph Number:
Name:
Type:
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Mul tiplier
2
POST -DEVELOPMENT 25- YEAR
Computed Flood
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
<None>
Area Q:I
OVerall Approximation 5.42 84
5.04 (cfs)
477.00 (min)
1472.39 (min)
'1.639 (ac-ft)
1.00 (min)
1. 00
1
SCS Curvilinear
36.89 (cfs)
6.67 (min)
33.33 (min)
0.453 (ac-it)
484.00
1. 00 (min)
1.00 (in)
6.00 (min)
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc) ; 10.00 Imin)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
;
;
;
;
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
Time
Interval
Time
-----------------------------------------------------------------------
(min)
Incremental
Rainfall
(in)
Cumulative
Rain fall
(in)
Incremental
Outflow
(cfs)
Design
Outflow
(ets)
-----------------------------------------------------------------------
6
7
8
9
10.
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
D
180.00
210.00
240.00'
270.00
300.00
330.00
360.00
390.00
.420.00
450.00
480.00
510.00
540.00
570.00
600.00
630.00
660.00
690.00
720.00
750.00
780,00
810.00
840.00
870.00
900.00
930,00
960.00
990.00
0.00
0.00
0.01
0.01
0.01
0.01
0,03
0,01
0,01
0,01
0,01
0,00
0,00
0,00
0,00
0,00
0,00
0,00
0,00
0,00
0.00
0,00
0,00
0,00
0,00
0,00
0.00
0.00
0,62
0.76
0,92
1.11
. 1,33
1. 58
2.27
2,66
2,91
3,11
3,28
3,44
3,58
3.71
3,84
3.97
4,09
4,21
4,32
4,43
4,53
4,64
4.74
4,83'
4,92
5,01
5,09
S.'7
0.00
0.00
0,00
0,00
0,00
0,00
0,01
0,00
ll,Ol
0,03
-0,00
-0,04
-0,02
-0,01
-0,00
-0,00
-0,00
0,01
-0,00
-0,01
0.00
-0,00
-0,00
-0,00
0.00
-0,00
0.00
-0.00
0,04
0.11
0,21
0,30
0,42
0,58
0.73
0,97
1.10
1.71
5.03
2,12
1. 76
1. 37
1. 29
1.17
1.13
1. 05
0.95
0,97
0.92
0,91
0,88
0.87
0,86
0.84
0,82
O.RO
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Hydro grop h
T/me vs Flow
6
. . .
5 ......:...... :...............:...... ..:.......:
. . . . . .
. . . . . .
. "-
. . .
. .
~
~
~.
J ....:........:.....:.....:......:..
. '. .
. '. .
.. .
4 ......:.........:....:........:
. . .
. .
. .
:s:
o ..
I:--
'-l..... 2.:...:....:.......:.:.......:.
. '. .
. '. .
. .
. .
. '. '.
1 ......:.... .:................:..:..
'. ".
'. '.
.. .
.. .
.. .
o
o 250 500 756 1000 1250 1500 1750
0'me. (m/n)
POST-DEVELOPMENT 25- YEAR - Flood
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Hydrograph Number:
Name:
Type:
1
POST DEVELOPMENT 2-YEAR AREA 1
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb)
Volume ;
Time Step
Flow Multiplier =
[UNIT HYDROGRAPH INFORMATION]
Number =
Type =
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Shape Factor =
Time Step: =
Excess Rain =
Lag Time =
[BASIN INFORMATION]
[WEIGHTED .WATERSHED AREA]
Description
<None>
Area CN
OVerall Approximation
1. 02
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
=
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
Time
Interval
Time
(min)
10
11
12
13
.14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
17
300.00
330.00
360.00
390.00
420.00
450.00
480.00
510.00
540.00
570.00
600.00
630.00
660.00
690,00
720.00
750.00
780.00
810.00
840.00
870.00
900.00
930.00
960.00
990.00
1020.00
1050.00
1080.00
1110.00
Incremental
Rainfall
(in)
Cumulative
Rain fall
(in)
Incremental
Outflow
(efs)
Des~gn
Outflow
(efs)
0.00
0.01
0.02
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.83
0.98
1. 41
1. 66
1. 81
1. 93
2.04
2.14
2.23
2.31
2.39
2.47
2.54
2.62
2.69
2.76
2.82
2.88
2.95
3.01
3.06
3.12
3.17
3.22
3.27
3.31
3.36
1.%
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-0.00
.""0.00
-0.00
0.00
-0.00
-0.00
0.00
0.00
-0.00
-0.00
-0.00
-0.00
0.00
-0.00
-0.00
-0.00
-0.00
0.00
-0.00
-0.00
0.00
0.44 (cfs)
480.00 (min)
1472.39 (min)
.0.149 (ac-ft)
1.00 (min)
1. 00
1
SCS Curvilinear
6.94 (ets)
6.67 (min)
33.33 (min)
0,085 (ac-ft)
484.00
1.00 (min)
1.00 (in)
6.00 (min)
84
10.00 (min)
SCS IA
3.36 (in)
2 (yr)
.24.00 (hr)
0.02
0.03
0.04
0.06
0.08
0.13
0.44
0.20
0.16
0.13
0.12
0.11
0.11
0.10
0.09
0.10
0.09
0.'09
0.09
0.09
0.09
0.08
0.08
0.08
0.08
0.08
0.08
0.07
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0.450
0.375
~ 0.300
'-I-:.
~.
0.225
~
()
c: 0.150
0.075
0.000
o
Hydrogroph
Time vs Flow
. .
.............................. ..... -..
. . .
. . .
. . .
. . .
.. . .
. . .
............... ...................... -................
. . . . . . . . - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - . - . . .
. . . . .
. .. .
.. .
. .
. .
................... .
. . .
. . .
. .
. .
. .
. .
. .
250. 5004. 750 1000 1250 1500 1750
Time (min)
POST DEVELOPMENT 2-YEAR AREA 1 - Flood
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Hydrograph Number:
Name:
Type:
2
POST-DEVELOPMENT 25-YEAR AREA 1
Computed Flood
[HYDROGRAPH INFORMATIONJ
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Time Step =
Flow Multiplier =
0.95 (cfs)
478.00 (min)
1472.39 (min)
.0.304 (ac-it)
1.00 (min)
1. 00
[UNIT HYDROGRAPH INFORMATIONJ
Number =
Type =
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Shape Factor =
Time Step: =
Excess Rain =
Lag Time =
1
SCS Curvilinear
6.94 (cfs)
6.67 (min)
33.33 (min)
0.085 (ac-ft)
484.00
1. 00 (min)
1. 00 (in)
6.00 (min)
[BASIN INFORMATIONJ
[WEIGIITED .WATERSHED AREAJ
Description
Area rn
<None>
Overall Approximation
1. 02
84
[TIME CONCENTRATION -- User DefinedJ
Time of Concentration.(Tc)
=
10.00 (min)
[RAINFALL DESCRIPTIONJ
"Distribution Type
Total Precipitation
Return Period
Storm Duration
=
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. FlowJ
[TIME CONCENTRATION -- 30. OOJ
Time
Interval
Time
Incremental
Rain fall
(in)
Cumulative
Rainfall
( in)
Incremental
Out flow
(ets)
Design
Outflow
(ets)
(min)
-----------------------------------------------------------------------
6 180.00 0.00 0.62 0.00 0.00
7 210.00 0.00 0.76 0.00 0.02
8 240.00 0.01 0.92 0.00 0.04
9 270.00 0.01 1.11 0.00 0.05
10 300.00 0.01 1. 33 0.00 0.08
11 330.00 0.01 1. 58 0.00 0.11'
12 360.00 0.03 2.27 0.00 0.14
13 390.00 0.01 2.66 0.00 0.18
14 420.00 0.01 2.91 ~"OO 0.20
15 450.00 0.01 3.11 0.01 0.32
16 480.00 0.01 3.28 -0.00 0.95
17 510.00 0.00 3.44 -0.01 0.40
18 540.00 0.00 3.58 -0.00 0.33
19 570.00 0.00 3.71 -0.00 0.26
20 600.00 0.00 3.84 -0.00 0.24
21 630.00 0.00 3.97 -0.00 0.22
22 660.00 0.00 4.09 -0.00 0.21
23 690.00 0.00 4.21 0.00 0.19
24 720.00 0.00 4.32 0.00 0.18
25 750.00 0.00 4.43 -0.00 0.18
26 780.00 0.00 4.53 -0.00 0.17
27 810.00 0.00 4.64 -0.00 0.17
28 840.00 0.00 4.74 -0.00 0.16
29 870.00 0.00 4.83 -0.00 0.16
30 900.00 0.00 4.92 -0.00 0.16
31 930.00 0.00 5.01 -0.00 0.15
32 960.00 0.00 5.09 0.00 0.15
11 990.00 0.00 S.'7 -0.00 0.' S
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1.2
Hydrogroph
T/me vs Flow
1.0 . . . . . . . . . . . . . . . . . . . . . . . . .
~ 0.8
~
~
0.6
.............. .................. .........
~
()
I:--
~ 04 ......... ...... ......................................
0.2
0.0
o 250 500 750 1000 1250 1500 1750
T/me (m/n)
POST-DEVELOPMENT 25- YEAR AREA 1 - Flood
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Hydrograph Number:
Name:
Type:
3
POST-DEVELOPMENT 2-YEAR AREA 2
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
0.42 (efs)
480.00 (min)
1472.39 (min)
'0.140 (ac-ft)
1.00 (min)
1. 00
=
=
=
=
=
[UNIT HYDROGRAFH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
=
2
SCS Curvilinear
6.53 (cfs)
6.67 (min)
33.33 (min)
0.080 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
6.00 (min)
=
=
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED .WATERSHED AREA]
Description
Area CN
<None>
OVerall Approximation 0.96 84
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Te) =
10.00 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
SCS IA
3.36 (in)
2 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
Time
Interval
Time
Incremental
Rainfall
(in)
Cumulative
Rainfall
(in)
Incremental
Outflow
(efs)
Design
Outflow
(cfs)
(min)
10 300.00 0.00 0.83 0.00 0.01
11 330.00 0.01 0.98 0.00 0.03
12 360.00 0.02 1. 41 0.00 0.04
13 390.00 0.01 1. 66 0.00 0.06
14 420.00 0.00 1. 81 0.00 0.07
15 450.00 0.00 1. 93 0,00 0.13
16 480,00 0.00 2.04 0.00 0.42
17 510.00 0.00 2.14 -0.00 0,18
18 540.00 0.00 2.23 40.00 0.16
19 5?0.00 0.00 2.31 -0.00 0.12
20 600.00 0.00 2.39 -0.00 0.12
21 630.00 0.00 2.47 0.00 0.11
22 660.00 0.00 2.54 -0.00 0.10
23 690.00 0.00 2.62 0.00 0.10
24 720.00 0.00 2.69 -0.00 0.09
25 i50.00 0.00 2.76 -0.00 0.09
26 780.00 0.00 2.82 -0.00 0.09
27 810.00 0.00 2.88 0.00 0.09
28 840.00 0.00 2.95 -0.00 0.08
29 870.00 0.00 3.01 -0.00 0.08
30 900.00 0.00 3.06 -0.00 0.08
31 930.00 0.00 3.12 -0.00 0.08
32 960.00 0.00 3.17 0,00 0.08
33 990.00 0.00 3.22 -0.00 0.08
34 1020.00 0.00 3.27 -0.00 0.07
35 1050.00 0.00 3.31 0,00 0.07
36 1080.00 0,00 3.36 -0.00 0.07
]7 1110.00 0.00 ~.~6 -0.00 0.07
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Hydrograph
Time vs Flow
0.450
0.375....:.... .
. .
.......... - -.........
~ 0.300' . . .' ........
~
~. .
0.225 .......:.......
.... -...................
. .
. .
::s:
C)
G:
................ .
. .
. .
. .
. .
. .
.. -............ -.....
. "
0.150 .......:.......:.......:.......:.......:.......:.......
. " .
. .
. .
. .
0.075 .......:.......:..............
0.000
o 250 500 750 1000 1250 1500 1750
Timei. (min)
POST-DEVELOPMENT 2- YEAR AREA 2 - Flood
.................... -
. .
. .
. .
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Hydrograph Number:
Name:
Type:
4
POST-DEVELOPMENT 25-YEAR AREA 2
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Time Step =
Flow Multiplier =
0.89 (ds)
478.00 (min)
1472.39 (min)
'0.286 (ac-ft)
1.00 (min)
1. 00
[UNIT HYDROGRAPH INFORMATION]
Number
Type =
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Shape Factor =
Time Step: =
Excess Rain =
Lag Time =
2
SCS Curvilinear
6.53 (cfs)
6.67 (min)
33.33 (min)
0.080 (ac-ft)
484.00
1.00 (min)
1.00 (in)
6.00 (min)
[BASIN INFORMATION]
[WEIGHTED .WATERSHED AREA)
Description
Area Ql
<None>
Overall Approximation 0.96 84
[TIME CONCENTRATION -- User Defined)
Time of Concentration (Tc) =
10.00 (min)
[RAINFALL DESCRIPTION)
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. Flow)
[TIME CONCENTRATION -- 30.00)
Time
Interval
Time
Design
Outflow
(cfs)
Incremental
Rain fall
(in)
Cumulative
Rainfall
(in)
Incremental
Outflow
(cfs)
(min)
-----~-----------------------------------------------------------------
6 180.00 0.00 0.62 0.00 0.00
7 210.00 0.00 0.76 0.00 0.02
8 240.00 0.01 0.92 0.00 0.03.
9 270.00 0.01 1.11 0.00 0.05
10 300.00 0.01 1. 33 0.00 0.07
11 330.00 0.01 1. 58 0.00 0.10
12 360.00 0.03 2.27 0.00 0.13
13 390.00 0.01 2.66 0.00 0.17
14 420.00 0.01 2.91 ~" 00 0.19
15 450.00 0.01 3 .11 0.01 0.30
16 480.00 0.01 3.28 -0.00 0.89
17 510.00 0.00 3.44 -0.01 0.37
18 540.00 0.00 3.58 -0.00 0.31
19 570.00 0.00 3.71 -0.00 0.24
20 600.00 0.00 3.84 -0.00 0.23
21 630.00 0.00 3.97 0.00 0.20
22 660.00 0.00 4.09 -0.00 0.20
23 690.00 0.00 4.21 0.00 0.18
24 720.00 0.00 4.32 -0.00 0.17
25 750.00 0.00 4.43 -0.00 0.17
26 780.00 0.00 4.53 -0.00 0.16
27 810.00 0.00 4.64 0.00 0.16
28 840.00 0.00 4.74 -0.00 0.15
29 870.00 0.00 4.83 -0.00 '0.15
30 900.00 0.00 4.92 0.00 0.15
31 930.00 0.00 5.01 -0.00 0.15
32 960.00 0.00 5.09 -0.00 0.14
11 990.00 0.00 S . , 7 0.00 0.'4
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Hydrogroph
Time vs Flow
1.2
1.0 ..........
. . .
.............................. .
. . .
. .
~ 0.8
~
~.
. .
... ...................................
. '"
. . - .
. .
0.6 ..............
. .
....................................... .
'. .
~
()
G:
0.4 ...............
...... -...........................
. . .
. . .
. . .
. .
. .
. .
0.0
o 250 500 l.750 toOO 1250 1500 1750
7/'me (min)
POST-DEVELOPMENT 25- YEAR AREA 2 - Flood
.............. -....
. .
. .
. .
. .
. .
. .
. .
. .
0.2 ...................
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Hydrograph Number:
Name:
Type:
5
POST-DEVELOPMENT 2-YEAR AREA 3
Computed Flood
[HYDROGRAPH INFORMATIONJ
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb)
Volume =
Time Step =
Flow Multiplier =
[UNIT HYDROGRAPH INFORMATIONJ
Number =
Ty~ =
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Shape Factor =
Time Step: =
Excess Rain =
Lag Time =
[BASIN INFORMATIONJ
[WEIGHTED WATERSHED AREAJ
Description
A.rea
<None>
Overall Approximation
1. 04
[TIME CONCENTRATION -- User DefinedJ
Time of Concentration (Tc) =
[RAINfALL DESCRIPTIONJ
Distribution Type =
Total Precipitation =
Return Period =
Storm Duration =
[Hydrograph Flow Values: Time vs. FlowJ
[TIME CONCENTRATION -- 30.00J
0.45 (cfs)
480.00 (min)
1472.39 (min)
.0.152 (ac-ft)
1.00 (min)
1. 00
3
SCS Curvilinear
7.08 (cfs)
6.67 (min)
33.33 (min)
0.087 (ac-ft)
484.00
1.00 (min)
1.00 (in)
6.00 (min)
CN
84
10.00 (min)
SCS II.
3.36 (in)
2 (yr)
24.00 (hr)
------------~----------------~-----------------------------------------
Time Time Incremental Cumulative Incremental Design
Interval Rainfall Rain fall Out flow Out flow
(min) (in) (in) (ets) (ets)
-----------------------------------------------------------------------
10 300.00 0.00 0.83 0.00 0.02
11 330.00 0.01 0.98 0.00 0.03
12 360.00 0.02 1. 41 0.00 0.04
13 390.00 0.01 1. 66 0.00 0.07
14 420.00 0.00 1. 81 0.00 0.08
15 450.00 0.00 1. 93 0.00 0.14
16 480.00 0.00 2.04 0.00 0.45
17 510.00 0.00 2.14 -0.00 0.20
18 540.00 0.00 2.23 ~.OO 0.17
19 570.00 0.00 2.31 -0.00 0.13
20 600.00 0.00 2.39 0.00 0.13
21 630.00 0.00 2.47 -0.00 0.11
22 660.00 0.00 2.54 -0.00 0.11
23 690.00 0.00' 2.62 0.00 0.10
24 720.00 0.00 2.69 0.00 0.10
25 750.00 0.00 2.76 -0.00 0.10
26 780.00 0.00 2.82 -0.00 0.09
27 810.00 0.00 2.88 -0.00 0.09
28 840.00 0.00 2.95 -0.00 0.09
29 870.00 0.00 3.01 0.00 0.09
30 900.00 0.00 3.06 -0.00 0.09
31 930.00 0.00 3.12 -0.00 0.09
32 960.00 0.00 3.17 -0.00 0.08
33 990.00 0.00 3.22 -0.00 0.08
34 1020.00 0.00 3.27 0.00 0.08
35 1050.00 0.00 3.31 '-0.00 0.08
36 1080.00 0.00 3.36 -0.00 0.08
17 1110.00 0.00 1.16 0.00 O.OR
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~
'-h:
~.
~
C)
c:
0.6
Hydrogroph
Time vs Flow
.. ..
Q5..................................
0.4 .......:...... :.......:.......:.......:.......:.
. .
. . .
0.3 .......:....... .......:.......:.......:.......:
- '"
. . .
. . .
. . .
. .
. . ..
0.2 .......:.......................:...............:.......
. .
0.1 .......:..... .
. .
.............................. .
. . .
0.0
o 250 500 40750 1000 1250 1500 1750
Time (min)
POST-DEVELOPMENT 2- YEAR AREA 3 ~ Flood
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,.
Hydrograph Number:
Name:
Type:
6
POST-DEVELOPMENT 25-YEAR AREA 3
Computed Flood
[HYDRCX:;RAPH INFORMATION]
Peak Flow (Qp) =
Time to Peak (Tp)
Time of Base (Tb) =
Volume =
Time Step =
Flow Multiplier =
0.97 (cfs)
478.00 (min)
1472.39 (min)
.0.310 (ac-ft)
1.00 (min)
1. 00
[UNIT HYDRCX:;RAPH INFORMATION]
Number =
Type =
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Shape Factor =
Time Step: =
Excess Rain =
Lag Time =
3
SCS Curvilinear
7.08 (ets)
6.67 (min)
33.33 (min)
0.087 (ac-ft)
484.00
1.00 (min)
1.00 (in)
6.00 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation 1.04 84
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Te) =
10.00 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs.Flow]
[TIME CONCENTRATION -- 30.00]
Time
Interval
Incremental
Rainfall
(in)
Cumulative
Rainfall
(in)
Design
Out flow
(ets)
Incremental
Outflow
( cfs)
Time
(min)
-----------------------------------------------------------------------
6 180.00 0.00 0.62 0.00 0.00
7 210.00 0.00 0.76 0.00 0.02
8 240.00 . 0.01 0.92 0.00 0.04
9 270.00 0.01 1.11 0.00 0.06
10 300.00 0.01 1. 33 0.00 0.08
11 330.00 0.01 1. 58 0.00 0.11
12 360.00 0.03 2.27 0.00 0.14
13 390.00 0.01 2.66 0.00 0.18
14 420.00 0.01 2.91 It.. 00 0.21
15 450.00 0.01 3.11 0.01 0.33
16 480.00 0.01 3.28 -0.00 0.96
17 510.00 0.00 3.44 -0.01 0.41
18 540.00 0.00 3.58 -0.00 0.33
19 570.00 0.00 3.71 -0.00 0.26
20 600.00 0.00 3.84 -0.00 0.24
21 630.00 0.00 3.97 -0.00 0.22
22 660.00 0.00 4.09 -0.00 0.21
23 690.00 0.00 4.21 0.00 0.20
24 720.00 0.00 4.32 0.00 0.18
25 750.00 0.00 4.43 -0.00 0.18
26 780.00 0.00 4.53 -0.00 0.17
27 810.00 0.00 4.64 -0.00 0.17
28 840.00 0.00 4.74 -0.00 0.17
29 870.00 0.00 4.83 -0.00 0.16
30 900.00 0.00 4.92 -0.00 0.16
31 930.00 0.00 5.01 -0.00 0.16
32 960.00 0.00 5.09 0.00 0.16
11 99n.nn n.nn 5.17 -n.nn n. 1 5
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~
~
~.
.~
()
c:
1.2
Hydrograph
Time vs Flow
. .' -
1.0 .......:.......:.......:.......:.......:.....
. . . .
. . . .
. . .
0.8 ..............
. .
. . . . . . . . . . . . . . . . . . . . . . .
. .
0.6 ...............
...................................... .
.' .
.' .
. .
. . .
Q4..............................
. .
0.2 .......:.... ..:..... .........:.......:.......:.......
.' .
. .
.. .
. .
0.0
o 250 500.j.. 750 1000 1250 1500 1750
Time (min)
POST-DEVELOPMENT 25- YEAR AREA 3 - Flood
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Hydrograph Number:
Name:
Type:
7
POST-DEVELOPMENT 2-YEAR AREA 4
Computed Flood
[HYDROGRAPH INFORMATIONJ
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Time Step =
Flow Multiplier =
1.06 (cfs)
480.00 (min)
1472.39 (min)
.0.360 (ac-ft)
1.00 (min)
1. 00
[UNIT HYDROGRAPH INFORMATIONJ
Number ;
Type =
Peak Flow (Qp) =
Time to Peak (Tp) =
Time of Base (Tb) =
Volume =
Shape Factor =
Time Step: =
Excess Rain =
Lag Time =
4
SCS Curvilinear
16.40 (ets)
6.67 (min)
33.33 (min)
0.201 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
6.00 (min)
[BASIN INFORMATIONJ
[WEIGHIEDWATERSHED AREAJ
Description
Area Q{
<None>
OVerall Approximation
2.41
84
[TIME CONCENTRATION -- User DefinedJ
Time of Concentration {Te}
=
10.00 (min)
[RAINFALL DESCRIPTIONJ
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
SCS IA
3.36 (in)
2 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. FlowJ
[TIME CONCENTRATION -- 30.00J
Time
Interval
Time
Incremental
Rainfall
(in)
Incremental
Outflow
(ets)
Design
Out flow
(ets)
(min)
Cumula t i va
Rainfall
(in)
-----------------------------------------------------------------------
9 270.00 0.00 0.69 0.00 0.01
10 300.00 0.00 0.83 0.00 0.04
11 330.00 0.01 0.98 0.00 0.07
12 360.00 0.02 1. 41 0.00 0.10
13 390.00 0.01 1. 66 0.00 0.16
14 420.00 0.00 1. 81 0.00 0.19
15 450.00 0.00 1. 93 0.01 0.32
16 480.00 0.00 2.04 0.00 1. 06
17 510.00 0.00 2.14 CoO.01 0.47
18 540.00 0.00 2.23 -0.00 0.39
19 570.00 0.00 2.31 -0.00 0.31
20 600.00 0.00 2.39 -0.00 0.30
21 630.00 0.00 2.47 0.00 0.27
22 660.00 0.00 2.54 -0.00 0.26
23 690.00 0.00 2.62 0.00 0.25
24 720.00 0.00 2.69 -0.00 0.22
25 750.00 0.00 2.76 -0.00 0.23
26 780.00 0.00 2.82 -0.00 0.22
27 810.00 0.00 2.88 0.00 0.22
28 840.00 0.00 2.95 -0.00 0.21
29 870.00 0.00 3.01 -0.00 0.21
30 900.00 0.00 3.06 0.00 0.21
31 930.00 0.00 3.12 -0.00 0.20
32 960.00 0.00 3.17 -0.00 0.20
33 990.00 0.00 3.22 -0.00 0.20
34 1020.00 0.00 3.27 -0.00 0.19
35 1050.00 0.00 3.31 0.00 0.19
)6 10RO.00 0.00 1. )6 -0.00 0.1 R
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~
'-I-....:.
~
~
()
G:
Hydrogroph
Time vs Flow
1.2
1.0 ........
. .
.... ............
. .
. .
. . . .
0.8 .............. ........................................
. "
. ..
. ..
. .
. 0.6 ...............
. . . . . .
0.4 ................ ......................................
. . . . .
. . . . .
. . . .
. . .
. . .
. .
0.2 ............................
. . .
. . .
. .
. .
. .
. .
0.0
o 250 500 750 1000 1250 1500 1750
Timel. (min)
POST ~DEVELOPMENT 2- YEAR AREA 4 - Flood
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Hydrograph Number:
Name:
Type:
8
POST-DEVELOPMENT 25-YEAR AREA 4
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
; 2.24 (cis)
; 478.00 (min)
; 1472.39 (min)
; . 0.726 (ac-ft)
1. 00 (min)
; 1. 00
4
; SCS Curvilinear
; 16.40 (cfs)
; 6.67 (min)
; 33.33 (min)
; 0.201 (ac-ft)
; 484.00
; 1. 00 (min)
; 1. 00 (in)
; 6.00 (min)
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
[BASIN INFORMATION]
{WEIGHTED .WATERSHED AREA]
Description
Area CN
<None>
overall Approximation
2.41
84
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
;
10.00 (min)
[RAIN.fALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
;
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
;
;
;
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
-----------------------------------------------------------------------
Time Time Incremental Cumulative Incremental Design
Interval Rain fall Rainfall Outflow Outflow
(min) (in) (in) (cfs) (cis)
-----------------------------------------------------------------------
6 180.00 0.00 0.62 0.00 0.02
7 210.00 0.00 0.76 0.00 0.05
8 240.00 0.01 0.92 0.00 0.09
9 270.00 0.01 1.11 0.00 0.13
10 300.00 0.01 1. 33 0.00 0.19
11 330.00 0.01 1. 58 0.00 0.26
12 360.00 0.03 2.27 0.00 0.32
13 390.00 0.01 2.66 0.00 0.43
14 420.00 0.01 2.91 ~..01 0.49
15 450.00 0.01 3.11 0.01 0.76
16 480.00 0.01 3.28 -0.00 2.24
17 510.00 0.00 3.44 -0.02 0.94
18 540.00 0.00 3.58 -0.01 0.78
19 570.00 0.00 3.71 -0.00 0.61
20 600.00 0.00 3.84 -0.00 0.57
21 630.00 0.00 3.97 0.00 0.52
22 660.00 0.00 4.09 -0.00 0.50
23 690.00 0.00 4.21 0.00 0.46
24 720.00 0.00 4.32 -0.00 0.42
25 750.00 0.00 4.43 -0.00 0.43
26 780.00 0.00 4.53 -0.00 0.41
27 810.00 0.00 4.64 -0.00 0.40
28 840.00 0.00 4.74 0.00 0.39
29 870.00 0.00 4.83 -0.00 0.39
30 900.00 0.00 4.92 -0.00 0.38
31 930.00 0.00 5.01 -0.00 0.37
32 960.00 0.00 5.09 0.00 0.36
D 990.00 0.00 <;.17 -0.00 0.16'
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3.0
2.5
~ 2.0
~
~
. 1.5
:s:
()
c:::
Hydrogroph
Time vs Flow
. .
........................ .
. . .
. . .
. . . . . . . . . . .
. .
. .
1.0 ............... .....................
0.5 .......:.......:....
. .
......... -.......................
. . .
. . .
. .
. .
. .
. .
0.0
o 250 500 750 1000 1250 1500 1750
Time~' (min)
POST-DEVELOPMENT 25- YEAR AREA 4 - Flood
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I Stormwater Quality
I Swale & Hydraulics
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DIIDOI1"'IoI - DKlDAWlS - aJU8IDII:tIrm
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ile
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Hydrograph
Name:
Type:
Number: 2
WATER QUALITY SITE
SCS Curvilinear
[UNIT HYDROORAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step
Excess Rain
Storm Duration
Lag Time
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area
<Nons>
OVerall Approximation
1. 27
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
[Unit Hydrograph Flow Values: Time vs. Flow]
[The time interval is 10.00 min]
Time Interval
Time (min)
Flow (cfs)
1
2
3
5.88
0.48
0.04
10.00
20.00
30.00
CN
90
= 8.64 (ets)
= 6.67 (min)
= 33.33 (min)
= .0.106 (ac-ft)
= 484.00
= 1. 00 (min)
= 1. 00 (in)
= 1.33 (min)
= 6.00 (min)
=
10.00 (min)
l.
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Hydroqroph
If'me vs Flow
12
10 .......:.......:...............:..
.. .
. .
. .
. .
. -........ ..........
. .
~ 8 .....: ..:......:....,,:......
'+--: ::::
~ ::::
.. -...........
6 .....:.
. . .
... .........................
. .
. . . . . . . . . . . . .
:s:
C)
~ '" .
~ 4 .... ..:....:...:...:.....:.......
. . . .
. .
. .
. .
. .
. -".
2.....:.......... .......:....:...:.....
. . . . . -
- . . . . .
. '. '.
-. '.
'. '-
'. '.
o
o 5 10 15 20 25 30 35
If'me' (min)
WA TER QUALITY SITE - Unit
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Hydrograph Number:
Name:
Type:
3
WATER QUALITY SUBDIVISION
Computed Flood
[HYDROORAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
0.04 (ds)
482.00 (min)
1472.39 (min)
'0.018 (ac-ft)
1.00 (min)
1. 00
=
=
=
=
=
[UNIT HYDROORAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
=
2
SCS Curvilinear
8.64 (ds)
6.67 (min)
33.33 (min)
0.106 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
6.00 (min)
=
=
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
. .
------------------------------------------------------
Description
Area
CN
<None>.
OVerall Approximation
1.27 90
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
= 10.00 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
= SCS IA
= 0.83 (in)
= 2 (yr)
= 24.00 (hr)
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
-----------------------------------------------------------------------
Time
Interval
Time
Incremental
Rainfal'l
(in)
Cumulative
Rainfall
(in)
Incremental
Outflow
(efs)
Design
outflow
(ds)
(min)
----------~-------~----------------------------------------------------
16 480.00 0.00 0.50 0.00 0.04
17 510.00 0.00 0.53 -0.00 0.02
18 540.00 0.00 0.55 -0.00 0.02
19 570.00 0.00 0.57 -0.00 0.02
20 600.00 0.00 0.59 0.00 0.02
21 630.00 0.00 0.61 -0.00 0.01
22 660.00 0.00 0.63 -0.00 0.01
23 690.00 0.00 0.65 0.00 0.01
24 720.00 0.00 0.66 t..00 0.01
25 750.00 0.00 0.68 .00 0.01
26 780.00 0.00 0.70 -0.00 0.01
27 810.00 0.00 0.71 -0.00 0.01
28 840.00 0.00 0.73 -0.00 0.01
29 870.00 0.00 0.74 -0.00 0.01
30 900.00 0.00 0.76 0.00 0.01
31 930.00 0.00 0.77 -0.00 0.01
32 960.00 0.00 0.78 0.00 0.01
33 990.00 0.00 0.80 -0.00 0.01
34 1'020.00 0.00 0.81 -0.00 0.01
35 1050.00 0.00 0.82 -0.00 0.01
36 1080.00 0.00 0.83 -0.00 0.01
37 1110.00 0.00 0.83 0.00 0.01
38 1140.00 0.00 0.83 -0.00 0.01
39 1170.00 0.00 0.83 -0.00 0.01
40 1200.00 0.00 0.83 ..,0.00 0.01
41 1230.00 0.00 0.83 -0.00 0.01
42 1260.00 0.00 0.83 0.00 0.01
43 1^90.00 0.00 0.83 -0.00 0.01
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~
~
~
~
()
CL::
Hydro graph
Time vs F/o w
0.0450
0.0375 ...............
.................. .
. .
0.0300 .......:.....
. .'
............................. -....... -.
. . . .
. .
0.0225 .......:......
-................................ .
. .
. .
0.0150 ......:...... :..
. .'
................................ .
. . .
. .
. .
. .'
0.0075 .......:.......:.......:.......:.......:.......:.......
. . . . . .
. . . . . .
. . . . . .
. . . . . .
.' ..'
.' . .
0.0000
o 250 500 750 1000 1250 1500 1750
Tim€ (min)
. WA TER QUALITY SUBDIVISION - Flood
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Hydrograph Number:3
Name: EXISTING BASIN
Type: SCS Curvilinear
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step
Excess Rain
Storm Duration
Lag Time
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
= 237.57 (ets)
= 21.16 (min)
= 105.80 (min)
= .9.251 (ac-it )
= 484.00
= 1. 00 (min)
= 1. 00 (in)
= 4.22 (min)
= 19.04 (min)
Description
------------------------------------------------------
Area
CN
<None>
------------------------------------------------------
------------------------------------------------------
OVerall Approximation
[TIME CONCENTRATION -- TR-55]
SHEET FLOW
Manning's Roughness Coef. (n)
2-yr 24-hr Rainfall (R)
Flow Length (L)
Land Slope (S)
Travel Time of Sheet Flow
SHALLOW FLOW
K-Coefficient (K)
Flow Length (L)
WateFcourse Slope (S)
Travel Time of Shallow Flow
Veloci ty (V)
CHANNEL FLOW
Hydraulic Radius (R)
Manning's Roughness Coef. (n)
Flow Length (L)
Channel Slope (S)
Travel Time of Channel Flow
Channel Velocity (V)
[TIME OF CONCENTRATION]
Time of Concentration (Tc)
110.79
80
[Unit Hydrograph Flow Values: Time vs. FloW]
[The time interval is 5.00 min]
=
0.01
3.36 (in)
300.00 (ft)
0.04 (ft/ft)
2.58 (min)
=
=
=
=
=
0.90
2083.00 (ft)
0.02 (ft/ft)
29.16 (min)
1.19 (ft/s)
=
=
=
=
=
0.50 (ft)
0.01
0.00 (ft)
0.10 (ft/ft)
0.00 (min)
22.83 (ft/s)
=
=
=
=
=
=
31. 74 (min)
Time Interval
Time (min)
-----------------------------------------------------
Flow (ets)
-----------------------------------------------------
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
?1
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
50.00
55.00
60.00
65.00
70.00
75.00
80.00
85.00
90.00
95.00
100.00
105.00
31.52
101. 2~
197.1,'
236.27
223.58
181.09
120.20
79.78
55.54
37.57
25.46
17.37
11.79
8.09
5.52
3.70
2.57
1.89
1. 22
0.65
0.09
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Hydrogroph .
Time vs Flow
240
" "
200 ,..... .... ....:...... ..................:
~ 160
~
~
. . . . . . ~. . . . .. .. . .". . . . . . . .. .' .'
. " .
. .
. .
. .
120 ...
. . .
. . .
_. ....... . _.......n...... ................ _........
. " .
- . - .
. '. .
. '. .
. '. .
. '. .
~
()
I:-
4.. 80"
. '"
........... ... -............................. -...
. ....
. '.
. .
. .
. .
. .
. .
40 . ....:.......,...... ......... .........,..
o
o 20 40 60 80 100 120
Time (min)
EX/STING BAS/Nc Unit
140
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Hydrograph Number:
Name:
Type:
9
WATER QUALITY BASIN
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGI-ITED WATERSHED AREA]
=
0.41 (cfs)
1252.00 (min)
1541.12 (min)
0.340 (ac-ft)
1. 00 (min)
1.00
=
=
=
=
=
=
3
SCS Curvilinear
237.57 (ds)
21.16 (min)
105.80 (min)
9.251 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
19.04 (min)
=
=
Description
------------------------------------------------------
CN
Area
<None>
------------------------------------------------------
------------------------------------------------------
Overall Approximation
[TIME OONCENTRATION -- User Defined]
Time of Concentration (Tc)
[RAINFALL DESCRIPTION]
. Distribution Type
Total Precipitation
Return Period
Storm Duration
110.79
=
=
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 60.00]
80
31. 74 (min)
SCS IA
0.83 (in)
2 (yr)
24.00 (hr)
Time
Interval
Time
-----------------------------------------------------------------------
(min)
Incremental
Rainfall
(in)
Cumulative
Rainfall
(in)
Incremental
Out flow
(ds)
Design
OUtflow
(ds)
-----------------------------------------------------------------------
11
12
13
14
15
16
17
18
19
20
21
22
23
24
660.00
720.00
780.00
840.00
900.00
960.00
1020.00
1080.00
1140.00
1200.00
1260.00
1320.00
1380.00
1440.00
0.00
0.00
0.00
'0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
'. 0.00
0.00
0.00
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
9.. 00
Ii.oo
0.00
-0.00
-0.00
-0.00
0.02
0.11
0.17
0.24
0.29
0.33
0.36
0.38
0.40
0.41
0.41
0.41
0.40
0.39
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Hydrogroph
Time vs Flow
0.450
0.375 ......::
........................ ...........
. '.
. '.
. .
~ 0.300
~
~
. 0.225
. . . . . -
................................................. -.....
. . "
. .
. .
. '"
...... -................................. -... -....
~
C)
G:
. .
0.150 ..... .:.......:....... .......:.......:.......:.......
. '"
. '"
. .
. .
. .
. . '.
0.075 .......:.......:..... .:.......:.......:...............
. . . . .
0.000
o 250 500 750 fOOO 1250 1500 1750
7/'m~' (min)
WA TER QUALITY BASIN - Flood
.
.
.
.
.
..
.
.
.
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.
.
.
.
5.3.3 Vegetated Swale and Vegetated Filter Strip Landscaping Requirements
Phmtings shall be designed at the following quantities per 100 square feet of facility area
Facility area is equivalent to the area of the swale or filter calculated from Form SIM.
1 - Evergreen or deciduous tree:
Evergreen trees:
Deciduous trees:
Minimum height: 6 feet
Minimum caliper: 1 Y:z inches at 6 inches
above base.
3-gallon containers or equivalent
I-gallon containers or equivalent
4 - Large shrubs/small trees
6 - Shrubsllarge grass-like plants
1 per 12 inches on center, triangular spacing, for lhe ground
cover pIl\Ilting area only, unless seed or sod is specified.
Minimum container: 4-inch pot At least 50 percent of the
facility shall be planted wilh grasses or grass-like plants.
Native wildflowers, grasses, l\Ild ground covers used for BES-maintained facilities shall be
designed not to require mowing. Where mowing cannot be avoided, facilities shall be designed
to require mowing no more lhan once or twice armually. Turf and laM! areas are not allowed for
BES-maintained facilities; any exceptions will require BES approval.
Ground cover plants:
*Link to Vegetated Swale Landscaping Plan Example
*Link to Vegetated Swale and Filter Strip Recommended Plants
Stormwater Management Manual
Adopted July 1, 1999, revised September 2002
Page 5-6
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5.3.4 Grassy SwaIe Landscaping Requirements
Plantings shall be designed at the following quantities per 200 square feet of facility area.
Facility area is equivalent to the area of the swale calculated from FOl1l1 SIM. (Note: Facilities
smaller than 200 square feet shall have a minimum of one tree per facility.):
1 Evergreen or Deciduous tree:
Evergreen trees: Minimum height: 6 feet.
Deciduous trees: Minimum caliper: I Y, inches at 6 inches above base..
Grass: Seed or sod is required to completely cover the grassy swale bottom and
side slopes.
(Shrubs are optional)
For the swale flow path, approved native grass mixes are preferable and may be substituted for
standard swale seed mix. Seed shall be applied at the rates specified by the supplier. The
applicant shaU have plants established at the time offacility completion (at least 3 months after
seeding). No runoff shall be allowed to flow in the swl1ie until grass is established. Trees and
shrubs may be allowed in the flow path within swales if the swale exceeds the minimum length
and widths specified
Native wildflowers, grasses, and ground covers used for BES-maintained facilities shall be
designed not to require mowing. Where mowing cannot be avoided, facilities shall be designed
to require mowing no more than once or twice annually. Turf and lawn areas are not allowed for
BES-maiIitained facilities; any exceptions will require BES approval.
Environmental zones shall meet requirements established .by Title 33 for grass in E-zones.
*link to Grassy Swale Recommended Seed Mixes
Stormwater Management Manual
Adopted July I, 1999, revised September 2002
Page 5-7
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5.4.3 Vegetated SwaIe and Vegetated Filter Strip Recommended Plants
Planting zones
Swale bottom to 1.5 ft. up the side slope = wet to moist
Side slopes from 1.5 - 3 ft. = moist to dry
Side slopes above 3 ft. and upland = dry
Grasses and Groundcovers ~ Wet to Moist
Carex aperta, Columbia Sedge
Carex obnupta, Slough Sedge
Scirpus microcarpus, Small flowered (or fruited) Bulrush
Hordeum brachyantherum, Meadow Barley
Juncus efJusus, Common/Soft Rush
Juncus ensifolius, Dagger-leaf Rush
Juncus oxymeris, Pointed Rush
Juncus tenuis, Slender Rush
Juncus patens, Grooved Rush; Spreading Rush
Glyceria occidentalis, Manna Grass
Ferns: Moist shade
BlecJmurn spicant,
Polypodiurn gycrrhiza,
Polystichurn munitum,
Moistto dry
Arctostaphyllos uva-ursi,
Aster suspicatus,
Bromus carinatus,
Bromus sitchensis,
Bromus vulgaris,
Lupinus micranthus,
Sisyrinchiurn idahoense,
Camassia quamash,
Festuca Occtdentalis,
Deschampsia caespitosa,
Elymus gloocus,
Fragaria vesca or F. virginiana,
Sisyrinchium idahoense,
Shmbs- varying zones
Comus sericea,
Gaultheria shallon,
Mahonia aquifolium,
Mahonia nervosa,
Physocarpus capitatus,
Ribes sanguineurn,
Deer Fern
Licorice Fem
Sword Fern
Kinnick-innick Aster
Douglas' Aster
California Brome Grass
Alaska Brome
Columbia Brome Grass
Small Flowered Lupine
Blue-eyed Grass
Common Camas
Western Fescue- Grass
Tufted Hairgrass
Blue Wild1Ye
Woodland strawbeny or WIld strawbeny
Blue-eyed Grass
Redtwig Dogwood- moist-wet
Salal-dI)'
Tall Oregon Grape- moist -dI)'
Dull Oregon Grape- moist.d1Y
Pacific Ninebark- moist-wet
Red-flowering Current.dl)'
Stormwater Management Manual
Adopted July 1, 1999, revjsed September 2002
Page 5-14
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Rosa gymnocarpa,
Rosa nutkana,
Rosa pisocarpa,
Spiraea betulifolia,
SymphoriC(lrpos alba,
Viburnum edule,
Baldhip Rose- moist -dIy
Nootka Rose- moist-dry
Swamp Rose- moist-dry
Shiny-leaf Spiraea - dry
Common Snowberry- moist-dIy
HighbushCranberry; Squashberry- moist-dIy
Large ShrublSmaII Tree- varying zones
Acer circinatum, Vine Maple- moist-wet
Amelanchier alnifolia, Western Saskatoon Serviceberry- dry
Ceanothus sanguinea, Oregon Redstem Ceanothus- moist-dIy
Corylus cornuta, Western Beaked Hazelnut- moist-dIy
Crataegus douglasii, Douglas' Black Hawthorn- moist
Holodiscus discolor, Oceanspray- moist-dIy
Malus fusca, Pacific Crab Apple- moist-wet
Oemleria cerasiformis, Indian Plum; Osoberry- moist-wet
Philadelphis lewesii, Mock Orange- rnoist-dIy
Prunus emarginata or P. Virginiana Bitter or Choke Cherry- moist
Rhamnus purshiana, Cascara- dry-wet
Rosa nutkana, Nootka Rose- moist-dIy
Rubus parviflorus, Thimbleberry- moist-dIy
Salixfluvtatalis, Cohnnbia Willow- moist-wet
Salix Hoakeriana, Piper's Willow- moist-wet
Salix Lucida (or S. lasiandra), Pacific Willow- moist-wet
Salix Scotderiana, Scoulers Willow-moist-wet
Salix sessilifolia, Soft leafed Willow- moist-wet
SaltX Sitchensis, Sitka Willow- moist-wet
Sambucus cerulea, Blue Elderl>erry. moist- dry
Conifer and Evergreen Trees- varying zones
Abies Grandis, Grand Fir- moist-dIy
Arbutus menziesii, Madrone- dry
Pinus monticola, Westem White Pine- moist-dry
Pinus panderaosa, Ponderosa Pine- dry
Pseudotsuga menziesii,
Thuja plicata,
Tsuga heterophylla,
Douglas Fir- moist-dIy
Western Red Cedar- moist-wet
Western hemlock-moist
Stormwater Management Manual
Adopted July 1, 1999, revised Septerp.ber 2002
Page 5-15
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DeciduousT~-v~gzon~
Acer macrophyllum,
Alnus rubra,
Amelanchier alnifolia,
Comus nuttalii,
Fraxinus latifolia,
Populus balsamifera,
Quercus chrysolopsis,
Quercus garryana,
Big leaf Maple- moist-dry
Red Alder - moist-wet
Serviceberry - dry
Western Flowering l>ogwood-.- moist-dl)'
Oregon Ash - moist-wet
Black Cottonwood - moist-wet
Canyon Live Oak - dry
Oregon White Oak - moist-dl)'
Stoonwater Management Manual
Adopted July 1, 1999, revised September 2002
Page 5-16
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5.4.4 Grassy Swale Recommended Seed Mixes
The grass mixes recommended below have been reviewed for desif!lble characteristics of swale
grasses. For BES-maintained facilities, native grass mixes will be required.
NATIVE SEED MIX
Pacilic Northwest Natives, Willamette VaDey Region Bioswale Native Mixture, percentages by.weight
Meadow Barley
Blue Wildrye
Sitka or California Brome
American Slougbgmss
Water F<mtail
Spike Bentgrass
TuftedHairgrass
20.0010
20.0010
20.0%
20.0010
10.0%
5.0%
5.0%
. Seed this mixture at 10-30 Ibs per acre on ""II-prepared soil. Drill seed ifpossible to improve seed soil contact.
Roll soil to firm up seedbed pre and post planting. If you hydroseed or broadcast seed, increase seeding rate about
30%. Harrow seed into soil with rake, chain or rug mal system or cover exposed seed with native straw or mulch
(free of weed seed) to improve germination. This mixture will provide excelleul.-A1mg establislunent on
moderately eroded sites. Meadow barley, blue wildrye, American s10ugbgmss and sitka broID.e are short-lived large
seeded species.
NON-NATIVE MIXES
Hobbs lindHopkins, Pro-Time 835, Bio-filter Summer Green Vegetative Cover (or equal), percentages by weight
Elka Perennial Ryegrass
Eureka Hard Fescue
Yarrow Millefolium
Sweet Alyssum
Shamrock
Dutch White Clover
Sa1inas Strawberry Clover
.60.0010
15.0%
Roolo
3.0010
3.0%
7.0%
4.0010
Washington State Dept of Ecology Publication 657, Montlake Terrace Mix
Tall Fescue
Seaside BenIgrass
Meadow Foxtail
A1sike Clover
Marshfield Big Trefoil
Inert Matter
Weed Seed
67.0010
16.0010
9.0010
6.0010
J.()%
1.5%
0.5%
Seed these mixtures at SIbs per 1,000 square-feet on well-prepared soil. Drill seed if possible to
improve seed soil contact. Roll soil to firm up seedbed pre and post planting. Harrow seed into
soil with rake, chain or rug mat system or cover exposed seed wi1h straw or mulch (free of weed
seed) to improve germination.
Stonnwater Managem\lllt Manual
Adopted July 1, 1999, revised September 2002
Page 5-17
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Project Description
Worksheet
Flow Element
Method
Solve For
DITCH 25-YEAR DES
Trapezoidal Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coeffic 0.020
Slope 005000 flIft
left Side Slope 2.00 H: V
Right Side Slope 2.00 H: V
Bottom WIdth 4.00 ft
Discharge 66.80 cfs
Results
Depth 1.66 ft
Flow Area 12.2 It'
Wetted Pert"" 11.44 ft
Top Width 10.65 ft
Critical Depth 1.58 ft
Crttical Slope 0.006209 flIft
Velocity 5.48 ftls
Velocity Head 0.47 ft
Specific Ene,! 2.13 ft
Froude Num!> 0.90
Flow Type Subcrilical
DITCH 25-YEAR DESIGN BASIN
Worksheet for Trapezoidal Channel
l.
Project Engineer. Scott Goebel
n:\pub-data\02414-04\hydrol,projed1.fm2 Goebel Engineering & Surveying loe FlQWMaster v6.1 [6140J
05118/05 11:00:03 AM @HaestadMethods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
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Cross Section
Cross Section for Trapezoidal Channel
Project Description
Wod<sheet
Flow Element
Method
SolVe For
DITCH 25-YEAR DES
Trapezoidal Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coeffic 0.020
Slope 005000 ftIft
Deplft 1.66 ft
Left Side Slope 2.00 H: V
Right Side Slope 2.00 H: V
Bottom Width 4.00 ft
Discharge 66.80 cfs
4.00 It
I..
n:\pub-data\02414-04\hydro\project1.fm2 Goebel Engineering & Surveying Inc
05118/05 11:00:15 AM e Haestad Methods, loe. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
I
1.66 It
~
V:1~
H;1
NTS
Project Engineer. Scott Goebel
FlowMaster v6.1 {614o]
Page 1 of 1
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DITCH i00-YEAR DESIGN BASIN
Worksheet for Trapezoidal Channel
I
Project:aeseriptian....'........._....I.~=;~_!""."....."",~.""'"--...t'O",.. -""'.~'...~.~.....:....""!I.._~._H ~"<:+':.~'l<...,,.._.,.,._,....<...w:..".'v,,"~M-....h'...-/..~......~,;..~~,:...-<-...
;.~~~...._""V(:'o._", "'__.~'\I,;.....~. .""",':o-',~';'
I
Worlgiheet
Flow~Element
Method
Solv~, For
,DITCH lOG-YEAR DEf
Trapezoidal Channel
Manning~_s FQnnula .
Channel Depth
I
;' .
InpuWata : '
Mannings Co.effic 0.018
Slope 005000 ftlft
Left Side Slope'4.00 H: V
RightSide Slope .4.00 .H.: V
Bottom Width 4.00 ft
Disch~rge'91.oo' cis
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Results
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I
Depth' 1.57 ft
Flow Area 16.1'ft'.
Wette<fJ'~riI:n'.16W ft
Top Width 16.55 ft
Critical Depth 1:56'1\
Critical Slope 0.004906 ft1ft
VelocitY' . . 5,65 .ftls
Velocity Head 0.50 II
specliit'Eheri .' 2.06~jf"'c=,
Fl0ude Numb 1.01
Flow Type . lupercrilical
-.. '-..' . "., .;;."' ,~'
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n:\pub-data\02414-04\hydro\project1.fm2 Goebel Engineering & Surveying Inc
05/18/05 02:35:28 PM C Haestad Methods, Inc.". 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project Engineer: Scott Goebf
FlowMasterv6.1 (614C
Page 1 of
I
Cross Section
Cross Section for Trapezoidal Channel
I
I
Project Description
. ....,_~ ..-.1_ ,.,..........~.......~.~ .......,._.....".;....,.....;...................:,..~.. ,p.""'.f;<l.ll:Y-......,.-...~,..r..~_.... "..'....,..,....,..~............._~1:._~...-,p.....,-;>;.:
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Worksheet DITCH 1 00- YEAR DE~
Flow-Element . Trapezoidal Channel
Meth?d Manning's Formula
Solv~ Fof'. . .'Channel Depth' .
I
Section Data
I
Mannings Coe~c 0.018
Slope" 005000 flIIl
Depth . 1.57 ft
Left Side Slope 4.00 H: V
Right Side Slope 4,00 H:V .
Bottom Width 4.00 ft
.- . --'
Discharge 91.00 cfs
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Project" Engineer: Scott Gael)
FlowMasterv6.1 [6141
Page 1 of
I
n:lpub-dataI02414-04\hydrolprojecl1.fm2
05/18/05 02:44:37 PM @ Haestad Methods, Inc.
Goebel Engineering & Surveying Inc
37 Brookside Road Waterbury I CT 06708 USA
(203) 75S-1666
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Project Descsiption
Worksheet
Flow Element
Method
Solve For
CHANNEL DESIGI
Irregular Channel
Manning's Formula
Channel Depth
Input Data
Slope 005000 ftlft
Dischargl 66.80 ds
Options
Current Roughness Methc)Ved lotter's Method
Open Channel Weighting wed lotter's Method
Closed Channel Weightin! Horton's Method
Results
Mannings Coefficiel 0.030
Waler Surface Elev. 443.21 ft
Elevation Range 1.50 to 445.50
Flow Area 17.4 ft'
Wetted Perimeter 15.21 ft
Top Width 14.60 Il
Actual Depth 1.71 Il
Critical Elevation 442.64 Il
Critical Slope 0.014030 ftIfl
Velocity 3.83 ftls
Velocity Head 0.23 Il
Specific Energy 443.44 Il
Froude Number 0.62
Flow Type Subcrilical
Roughness Segments
Start end Mannlngs
Station Station Coefficient
0+00 .0+22
0.030
Natural Channel Points
Station
(Ill
0+00
0+05
O+Og
0+13
0+17
0+22
Elevation
(Ill
445.00
442.50
441.50
441.50
442.50
445.50
n:\pub-data\02414-04\hydro\project1.fm2
05/18/05 11 :00:28 AM e Haestad Methods, loe.
CHANNEL DESIGN 25-YEAR
Worksheet for Irregular Channel
~.
Goebel Engineering & Surveying Joe
37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project Engineer. Scott Goebe
. FlowMaster v6.1 [6140
Page 1 of .
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Project Description
Worksheet
Flow Element
Method
Solve For
CHANNEL DESIGI
Irregular Channel
Manning's Formula
Channel Depth
Section Data
Mannlngs Coefficiel 0.030
Slope 0.005000 It/ft
Waler Surface Elev. 443.21 II
ElevaUon Range 1.50 to 445.50
Discharge 66.80 cfs
44~.50 .
444.50 i.
443.50 I
442.50.
441.50;
0+00
0+05
Cross Section
Cross Section for Irregular Channel
0+10
0+15
0+20
0+25
V:1~
H:l
NTS
/..
Project Engineer: Scott Goebel
n:\pub-data\o2414-04\hydro\project1.fm2 Goebel Engineering & Surveying (ne FlowMaster V6.1 [614o}
05/18105 11:00:35 AM CO Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
I
CHANNEL DESIGN 100-YEAR
Worksheet for Irregular Channel
I
Project Description
Worl{sfl'ee~"'f""""~''''''''""'''c:~~t~fG}..>;,;;o..,,,,,,,,.,,,,,~.~...;~..,..,-,...........!\<_....;...~""""",--i-M"h~""""""-;.:.'I!~""""""'~""'_~_~,l!l<'''''~''''''~'''''''''"r.'_Po\''''''''<>HF<'
''~
I
Flow I;lement
Method
Solve ~or .
.11"!~uJ~r._<?h~"-ne:1
Manning's Formula
Gh~nnel Depth", '
I
I
Input Data
Slope 005000ftlft
Disch;ugl .91.QO cfs.,
I
Options
Current Roughness MeihClved lolle(s Method
Open 'Gh~nnel Weighting ,lVed lolle(s,Method""
Closed Channel Weightin! Horton's Method .
I
I
Results
M~nnjngs Coefficie, 0,020,
W~tei Surf~ce Elev, 443,13 ft
Elev~lioi1 R~nge 'r,50 to"445:50"'"
Flow "re~ ,16,3 W:,
Welled Perimeter 14,88 ft
'Top Width"" ,', 1.4;3.1 ft,
Actu~1 Depth 1,63 ft
Critical Elevation ' "'443,06 ft,
Grnical Slope 0,005950 ftIft
Velocity 5,58 fils
Velocity He~d 0.48 ft
Specific Energy 443,62 ft
Froude,t'/umber ,__ 0,92, _ "
Flow Type Subcritical
..J,.
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. . '_,~,;:,: '.,V ,_. ._,
..-.;,...,....:;:::.
.~'":'..".:.>'.';r.;.;.....:...,."..!
I,;
~,-~'cf
I
. "..' .,..,,-,..,.-.",
"'_,.-.._.'_.,,,,,
I
~oughness Segments
St~rt 'End' . - Miinnings'
Station Station Coefficient
0+00 0+22 0,020
. .... ..,,'~
I
Natural Channel-Points
I
Station
(fi)
Elevation
(ft)
I
0+00
0+05,
0+09
0+13
0+17
0+22
445,00
442.50,
441.50
441,50
, , 442.50 ~,
445,50
,..._T_
I..
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I
........ .......;:.
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':".
:} '~I:
..._,............--,.~-_....,
I
n:'1pub-data\02414-04\hydro'1project1. fm2 i~: ~
05/18/05 02:21:02 PM .CHaestad Methods, Inc.
Project Engineer: Scott Goebe
\;~.;:~~:1~1:~n~-~~~S:!~~ ~~C'7~tJf', (;~~) 7~5-1666 FI.owMaster ;:~~[~~~~
I
Cross Section
Cross Section for Irregular Channel
I
ProjeGtDeeoriptioo"~~'-"''''\'~;~'''.\o'.''''""",~,,"-'''''I(',.~~A,~,_.F,,..-;;..,....,..;...."....~."..........,..,....,._;...,..,.......~"";_.....>',,,...,..,.!lt>.....,;_.'~.~>i>k_.~,._....,,...,
v_....;,.,..,.""lih~"'}";:'<_..........'.....,,:
I
Worksheet
Flow Element
Method
Solve For
(;HANt.j!=L De;!,IG~
Irregular Channel
Maqni~g'!=i FOrt1J!J1a.,. ,"
Channel Depth
I
I
Section Data
Mannings. ~o~~ciel O.Q7() ,.
SloPe 0.005000 ftIft
Water Surface Elev. 443.13 .ft
Elevatkm Range 1.50 to 445.50 .
Discharge 91.00 .cfs
I
I
'.,"
I
I
D (~ r
I
445.50,------------.-,--.
..44.4.501
- . . "1'
443.50 i
'" -.1 _'
442.50 ~_~J
.441.50 '
0+00
-'"!""'''',
;
;
.(
;
,
i
:;"-~~;:.-
!
I
i -.-."
j..,,:
I
.0+05
0+10
0+15
0+20
0+25
. ... ~.-.~~.-. .
I
....V:l'" .i:
, ~,
H:l
..-i>lTS'
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...,:..,,:::';..;::;.;.;.'.':..r...,.....
.~.'. -}",.
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;:}"'-.i,.
": '1-1 :
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" \; \; l ~\ !,
, j , :;. !, t k ,..~~.
I
n;\pub-data\02414-04\hydro\p~ject1.fm2
05118/05 02:21 :42 PM @Haestad Methods, Inc.
Goebel Engineering & Surveying loe
37 Brookside Road Waterbury. CT 06708 USA
ProjeCt. Engineer: Scott Goebl:
. FlowMaster V6.1 [614(
(203) 755-161>6 Page 1 of
.
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Project Description
Wor1<sheet
Flow Element
Method
Solve For
WATER QUALll
Trapezoidal Cha
Manning's Forrm
Channel Depth
Input Data
Mannings Coeffic 0.250
Slope 005000 fI/fl
Left Side Slope 4.00 H: V
Right Side Slope 4.00 H: V
Bottom Width 4.00 ft
Discha'lle 0.41 cfs
Results
Depth 0.39 ft
Flow Area 2.2 ftz
Wetted Perim, 7.22 ft
Top Width 7.12 ft
Critical Depth 0.07 ft
Critical Slope 2.296301 fI/fl
Velocity 0.19 ftls
Velocity Head 5.530-4 ft
Specific Ene,! 0.39 ft
Froude Numb 0.06
Flow Type Subcrilical
n:\pub-data\02414-04\hydro\projed1.fm2
05118/05 11:00:51 AM @HaestadMethods,lnc.
WATER QUALITY BASIN
Worksheet for Trapezoidal Channel
l.
Goebel Engineering & Surveying Inc
37 Brookside Road Waterbury, CT 06708 USA (203) 755M1666
Project Engineer; Scott Goebel
FlowMasterv6.1 [6140]
Page 1 of 1
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Project Description
Worksheet
Flow Element
Method
Solve For
WATER QUALITY Sl
Trapezoidal Channel
Manning's Formula
Channel Depth
Input Data
Mannlngs Coeffic 0.250
Slope 005000 ftJft
Left Side Slope 4.00 H: V
Right Side Slope 4.00 H: V
Bottom Width 4.00 ft
Discharge 0.04 cis
Results
Depth 0.10 ft
Flow Area 0.5 fP
Wetted Perim 4.86 It
Top Width 4.83 It
Crilical Depth 0.01 It
Critical Slope 3.753543 ftJft
Velocity 0.09 flIs
Velocity Head 1.18e4 It
Specific Ene~ 0.10 It
Froude Numb< 0.05
Flow Type .5ubcritical
WATER QUALITY SUBDIVISION
Worksheet for Trapezoidal Channel
4.
Project Engineer: Scott Goebel
n:\pub-data\02414-04\hydro\projed1.fm2 Goebel Engineering & SurveyIng roc . FlowMaster v6.1 [6140]
05/18/05 11:01:03 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
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Project Description
Worksheet
Flow Element
Method
Sorve For
16TH STREET
Circular Chaon
Manning's Fan
Channel Depth
Input Data
Mannings Coeffic 0.013
Slope 005000 ftIfI
Diameter 12 in
Discharge 0.97 cfs
Results
Depth 0.43 ft
Flow Ar.e. 0.3 It'
Welled Penme 1.43 ft
Top Width 0.99 ft
Cntical Depth 0.41 ft
Percent Full 43.1 %
Critical Slope 0.005785 ftIfI
Velocity 3.00 ftIs
Velocity Head 0.14 ft
Specific Energ: 0.57 ft
Froude Numbe 0.92
. Maximum Disc 2.71 cfs
Discharge FulL 2.52 cfs
Slope Full 0.000741 ftIfI
Flow Type Subcrltical
16TH STREET 12"
Worksheet for Circular Channel
4.
'-.
n:\pub-data\o2414-04\hydro\projecl1.fm2 Goebel Engineering & Surveying Inc
05113/05 11:11:16 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project Engineer: Scott Goebe
Flo:wMaster v6.' [6140
Page 1 of '
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Project Description
Worksheet
Flow Element
Method
Solve For
16TH STREET C
Circular Channel
Manning's Fonnu
Full Flow Capacit
Input Data
Mannings Coeffic 0.013
Slope 005000 ftIft
Diameter 12 In
Results
Depth 1.00 It
Discharge 2.52 cfs
Flow Area 0.8 It'
Wetted Perime 3.14 It
Top Width 0.00 It
Critical Depth 0.68 It
Percent Full 100.0 %
Critical Slope 007704 ftIft
Velocity 3.21 ftls
Velocity Head 0.16 It
Specific Energ: 1.16 It
Froude Numbe 0.00
Maximum Disc 2.71 cfs
Discharge Full 2.52 cfs
Slope Full 005000 ftIft
Flow Type N1A
n:lpub.<fataI02414-04lhydrolproJedl.fm2
05'13/05 11:11:30AM eHaestad Methods, Inc.
16TH STREET 12" CAPACITY
Worksheet for Circular Channel
~.
Project Engineer: Srott Goob
FlowMasterv6.1 [6144
Page 1 of
Goebel Engineering & Surveying Inc
37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
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Project Description
Worksheet
Flow Element
Method
Solve For
GREEN PEAK
Circular Chann
Manning's FOIT
Channel Depth
Input Data
Mannings Coeffic 0.013
Stope 005000 Mt
Diameter 18 in
Discharge 3.21 cfs
Results
Depth 0.69 II
Flow Area 0.8 It'
Wetted Perime 2.23 II
Top Width 1.50 II
Critical Depth 0.68 II
Percent Full 46.0 %
Critical Slope 0.005182 Mt
Velodly 4.05 fils
Velocity Head 0.25 II
Specific Energ: 0.94 II
Froude Numbe 0.98
Maximum Disc 7.99 cfs
Discharge Ful~ 7.43 cfs
Slope Full 0.000934 filII
Flow Type 5ubcritfcal
n:lpub-dalaI02414-04lhydrolprojecl1.fm2
05113/05 11:13:17 AM @Haestad Methods, Inc.
GREEN PEAK DRIVE
Worksheet for Circular Channel
4.
Project Engineer: Scott Goebt
FIQWMaster vG.1 [614<
Page 1 of
Goebel Engineering &.Surveylng Inc
37 Brookside Road Waterbury I CT 06708 USA (203) 755.1666
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Project Description
Worksheet
Flow Element
Method
Solve For
GREEN PEAK DRIVI
Circular Channel
Manning's Formula
Full Flow Capacity
Input Data
Mannings Coeffic 0.013
Slope 005000 ftIf\
Diameter 18 in
Results
Depth 1.50 f\
Discharge 7.43 cfs
Flow Area 1.8 fl'
Wetted Perime 4.71 f\
Top WKl1h 0.00 f\
Critical Depth 1.06 f\
Percent Full 100.0 %
Critical Slope 007032 ftJf\
Velocity 4.20 ftIs
Velocity Head 0.27 f\
Specific Energ: 1.77 f\
Froude Numbe 0.0'0
Maximum Disc 7.99 cfs
Discharge FuH 7.43 cfs
Slope Full 005000 ftJf\
Flow Type N/A
GREEN PEAK DRIVE 18" CAPACITY
Worksheet for Circular Channel
l.
n:\pub-clata\02414-04\hydro\project1.fm2 Goebel Engineering & Surveying Ine
05113/05 11:13:29 AM C Haestad Methods, Ine. 37 Brookside Road Watemury, CT 06708 USA (203) 755-1666
Project Engineer: scott Goeb
FIQwMaster v6.1 [614'
Page 1 of
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Project Description
Worksheet
Flow Element
Method
Solve For
VERA STREF
Circular Chaon
Manning's FOrt
Channel Depth
Input Data
Mannings Coefflc 0.013
Slope 008200 MI
Diameter 12 in
Discharge 0.95 cfs
Results
Depth
Flow Area
Wetted Perime
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energ~
Froude Numbe
Maximum Disc
Discharge Full.
Slope Full
Flow Type
0.37 11
0.3 ft.!
1.31 11
0.97 11
0.41 11
37.2 %
0.005778 MI
3.57 fils
0.20 11
0.57 11
1.20
3.47 cfs
3.23 cfs
0.000711 MI
,upercritical
n;\pub-data\o2414-04Vlydro\project1.fm2
05/1310511:13:56AM @HaestadMethods,lnc.
12" VERA STREET
Worksheet for Circular Channel
./..
Project Engineer: Scott GoebE
FlowMaster v6.1 [614c
Page 1 of
Goebel Engineering & Surveying Joe
37 Brookside Road WaterbufY. CT 06708 USA (203) 755-1666
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12" VERA STREET CAPACITY
Worksheet for Circular Channel
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Project Description
Worksheet
Flow Element
Method
Solve For
VERA STREET C
Circular Channel
Manning's Fonnu
Full Flow Capacit
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Input Data
Mannings Coeffic 0.013
Slope 008200 ftIft
Diameter 12 in
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Results
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Depth 1.00 ft
Discharge 3.23 cis
Flow Area 0.8 ft.:!
Wetted Perime 3.14 ft
Top Width 0.00 ft
Critical Depth 0.77 ft
Percent Full 100.0 %
Crttical Slope 009310 fIIft
Velocity 4.11 fils
Veloclly Head 0.26 ft
Specific Energ: 1.26 ft
Froude Numbe 0.00
Maximum Disc 3.47 cfs
Discharge Full 3.23 cis
Slope Full 008200 fIIft
Flow Type N1A
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Project Engineer: Scott Goetx
n:\pub-data\02414-04\hydro\project1.fm2 Goebel Engineering & Surveying Ine F\QWMaster vG.' [6141
05/13105 11:14:05 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of
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Project Description
Worksheet
Flow Element
Method
Solve For
17TH STREB
Circular Chaon
Manning's Fan
Channel Depth
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Input Data
Mannings Coeffic 0.013
Slope 005000 ftIfI
Diameter 12 in
Discharge 1.89 cfs
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Results
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Depth 0.65 It
Flow Area 0.5 It'
Wetted perime 1.87 It
Top Widlh 0.96 It
Critical Depth 0.59 It
Percent Full 64.6 %
Critical Slope 0.006708 ftIfI
Velocity 3.52 ftls
Velocity Head 0.19 It
SpecifiC Energ: 0.84 It
Froude Numbe 0.83
Maximum Disc 2.71 cfs
Discharge Full 2.52 cfs
Slope Full 0.002814 ftIfI
Flow Type Subcritical
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17TH STREET NORTH OF VERA STREET
Worksheet for Circular Channel
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n: \pub-data\02414-04\hyd ro\projectl. 1m2
05/13/05 11:11:40AM @HaestadMethods, loe.
I..
Goebel Engineering & Surveying loc
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: Scott Goe~
FlowMaster v6.1 [614(
(203) 755-1666 Page 1 of
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17TH STREET CAPACITY NORTH OF VERA STREET
Worksheet for Circular Channel
Project Description
Worksheet
Flow Element
~ethod
Solve For
17TH STREET C
Circular Channel
Manning's Fonnu
Full Flow Capacit
Input Data
Mannings Coeffic 0.013
Slope 005000 f1Ift
Diameter 12 in
Results
Depth 1.00 11
Discharge 2.52 cis
Flow Area 0.8 II'
Wetted Perime 3.14 11
Top Width 0.00 11
Critical Depth 0.68 11
Percent Full 100.0 %
Critical Slope 007704 f1Ift
Velocity 3.21 fils
Velocity Head 0.16 11
SpecifIC Energ: 1.16 11
Froude Numbe 0.00
Maximum Disc 2.71 cfs
Discharge Ful. 2.52 cis
Slope Full 005000 f1Ift
Flow Type N/A
~.
Project Engineer: Scott Goof)(
n:\pub-data\o2414-04\hydro\project1.fm2 Goebel Engineering & Surveylnglnc FlowMaster v6.1 [614(
05/13/05 11:11:53 AM G:l Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of
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Project Description
Wor1c;sheet
Flow Element
Method
Solve For
17TH STREET
Circular Chanm
Manning's Fonr
Channel Depth
Input Data
Mannlngs Coeffie 0.013
Slope 007400 fIIft
Diameter 12 in
Discharge 0.89 cfs
Results
Depth
Flow Area
Wetted Perime
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energ:
Froude Numbe
Maximum Disc
Discharge Full
Slope Full
Flow Type
0.37 ft
0.3 fI'
1.31 fI
0.97 fI
0.40 fI
36.9 %
0.005744 fIIfI
3.38 fils
0.18 fI
0.55 fI
1.14
3.30 cfs
3.06 cfs
0.000624 fIIfI
;upercrilical
17TH STREET SOUTH OF VERA STREET
Worksheet for Circular Channel
~.
n:\pulH:lata\02414-04\hydro\projecf.1.fm2 Goebel Engineering & Surveying lnc
05/13/05 11:12:33 AM e Haestad Methods, Inc. 37 Brookside Road Wiltertiury, CT 06708 USA (203) 755-1666
Project Engineer: Scott Goeb
FlowMaster v6.1 (6141
. Page 1 of
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17TH STREET SOUTH OF VERA STREET CAPACITY
Worksheet for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
17TH STREET PIPE 2
Circular Channel
Manning's Formula
Full Flow Capacity
Input Data
Mannlngs Coe(fi< 0.013
Stope 007400 ftIft
Diameter 12 in
Results
Depth 1.00 II
Discharge 3.06 cfs
Flow Area 0.8 II'
Wetted perime 3.14 ft
Top Width 0.00 II
Critical Depth 0.75 II
Percent Full 109.0 %
Criticat Slope oo8889 ftIft
Velocity 3.90 f\Js
Velocity Head 0.24 II
Specific Energ: 1.24 II
Froude Numbe 0.00
Maximum Disc 3.30 cfs
Discharge Ful~ 3.06 cfs
Stope Full 007400 f\JII
Row Type NlA
/..
Project Engineer: Scott Goebt
n:\pub-data\o2414-04\hydro\project1.fm2 Goebel Engineering & Surveying Inc FlowMaster vG.1 [614<
05/13105 11:13:08 AM C Haestad Methods. Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of
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18" TO OUTFALL
Worksheet for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
PIPE TO OUTI
Circular Chaon
Manning's Farr
Channel Depth
Input Data
Mannings Coeffic 0.013
Slope 003600 ftlf\
Diameter 18 In
Discharye 5.04 cls
Results
Depth 1.01 f\
Flow Area 1.3 fI'
Wette<! Perime 2.90 f\
Top Widlh 1.40 f\
Critical Depth 0.86 f\
Percent Full 67.6 %
Critical Slope 0.005796 ftJf\
Velocity 3.96 ftls
Velocity Head 0.24 f\
Specific Enery: 1.26 f\
Froude Numbe 0.73
Maximum Disc 6.78 cfs
Discharge Full: 6.30 cfs
Slope Full 0.002302 ftlf\
Flow Type 3ubcritical
,4.
Project Engineer: Soott GoebE
n:\pub-data\02414-04\hydro\projed1.fm2 Goebel Engineering & Surveying foe FlowMaster v6.1 [6140
OSf13/05 11:13:37 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 . Page 1 of'
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Project Description
Worksheet
Flow Element
Method
Solve For
PIPE TO OUTFALL
Circular Channel
Manning's Formula
Full Flow Capacity
Input Data
Mannings eoeffic 0.013
Slope 003600 fIIfI
Diameter 18 in
Results
Depth 1.50 it
Discharge 6.30 cfs
Flow Area 1.8 _ftz
Wetted Perime 4.71 II
Top Width 0.00 II
Critical Depth 0.97 II
Percent Full 100.0 %
Critical Slope 006374 fIIfI
Velocity 3.57 Ills
Velocity Head 0.20 II
Specific Energ: 1.70 II
Froude Numbe 0.00
Maximum Disc 6.78 cfs
Discharge Full 6.30 cfs
Slope Full 003600 fIIfI
Flow Type N/A
18" TO OUTFALL CAPACITY
Worksheet for Circular Channel
.L.
n:\pub-data\02414-04\hydro'lproject1.fm2 Goebel EngIneering & Surveying Ine
05/13/05 11:13:46 AM lD Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project Engineer: Scott Goebt
FI<?wMaster vG.1 (6141
Page 1 of
SliT BY: SPRINGFIELD PW;
541 7361021; .
MAY-9-05 10:44;
PAGE 3/3
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COMPLETE STUDY ITEMS I FotOllkWU..o.ly; 1114$
* Based upon the ;/fJormation provided OR the front of this sired, the Jollwirtg represents a minimum of wlral is needed fix an
application 10 be CQ/fIplete for I1IIbmillal With Nspect 10 dl'ainage; Ir_t'. this list should nol be used in lin of tire Springfield
Devewpnwtt Cock (SDC) Or tire City 'sJ!ngineering Design ManJ!al Compliana with /hue "''l''~n13 doe~ not .amstifUte
sile approval; Ac/dJttonllt site specific infot1Mtlon m4}' be ,..,qulna. Note: Upon scopi/ft sheet submittal, eRSUl'e completedfann
has been signed in the SjXIce prr1VIded be/ow: ..
JIItcrial Dulgn StaDdardsIWatcr QaaJit1 (EDSPM Chapter 3)
~~~ .
1Jl. 0 An non-Wilding rooftop (NBR) impervious ",.m.""" sball be: prc-Uelltcd (e.g. multi-clJambc:tcd cato;;h""<<i" ..-foil
filtration media) for 5t\lJ1I1WlItJ:r quality. Additionally, a mDri...nm or:so'Yo of the NBR impc:rvious suQllce sb:dl be
ttt.ated by vcgdalcd "'~ .
o m- n:quired, ~e ~ dcsignsball be CQ1lCI- with intaim ~gn stan<\aIIIs (FDSPM Section
3.02), set forth by the B= ofEnvironmcl1lal Servkes (BES) or Clean Water Setvia:s (CWS).
Hi FOIllCW NBR impelvioos ami IeslI than IS,OOO square rec:t, a simplified cbign ..w.-.h may be: followed as :specified
by the DES for vegdatiw tn:'ld11IeIIt ..
o If a 5tl:lI'I1lW$r ~ swale is proposed, IIlIbmit O'I~~linoslspecificati01lS foe sizing, velocily, flow, side SlOpes,
bottnm slope, aM ~ mix Q01><i-'" with either BES 01 cws requitemcnts.
o water Quality caJculaliOJlS as required in Sel;tiou 3.03.1 of the EDS~
~ All building rooftop m\lwllcd cqulptnent, or other fluid containing equipment located outside \lIthe building, shall
be providtd with secondary toI1laimnent or w~1h<:r resistant enclosure.
. .
Geucral Study Reqldnmmta (DSl'M SectioD 4.03)
I B i>minag.: study prepared by a P"dbsiow>l Civil Eogincl:r \ioMIvd in the state of 0Ieg0n.
. A complete d....i....ll'" lIiDdy, as n:quiIed in EOSPM Scc:tion 4.0U, lDcIudiog' a hydrolopcalstudy map.
o ~ showing systan .,apacity fur a 2~ stolID eVCIIt and overllow dfedl; Clfa 2j-y=- stmm event.
.0 The time of ....~&m (1\:) BhaU be determined using a 10 minute start IiIllC for dm:lopcd ~
~ of))oWJutrelllll System (E1)SPM SedloJI 4.03.4.C)
o li A ~ cltainagclllDlllysis as described ill EDSPM Section 4.03.4.C. 0IHi1e lIrainage dJaIl be governed ~.the
0I\:g0n PlumhiIJg Spedalty Cnde (OPSC).
~ 0 Ele\'alions of the HaL and flow lines for both city lIDd p~ sy!Iems where applicable.
J)esIg1l or Storm S,uema (EDSPM SectIon 4.04)
~ 0 Flaw lilies, slopes, rim. eJcvatioos. pipe type and sizeS dearly indi~ on the plan set.
Iii 0 fv'llnimnm pipe toVl:f sb:dl be 18 Incltos for reinfam:d pi.po and 36 ~ for pbIW ClUlICfde and pIaslic pipe materials.
or proper "'lgin<<r\Dg ca""ll~ti\l1lS shall be pwvided when less. The COYe1' shall be sufficient to support an 80,000 II>
load without failun: Clftbe pipe SlI1Jdure.
iI 0 M"""''1g's "n~ w10es for pipeS shall be consisleot with Table 4-1 Clfthe EDSP. All stotm pipes &hall be: d"-"lglltd to
adrlcvc a tninimum \'docity of three (3) teet per se<;ODd It o.~ pipe full based on Table 4-1 as well
~
.. 0 ExistiPg and propcscxI coptours, located at one fOot intetv.l1. laclude spot elevations and site grades sbowing how site
dtains
Ii 0 PrMtc stormWlltel' casements $hall be clearly depicted OP plans when pri'l'$ Sluuu;'1lkr flows from 0Ile property to
another
o .. DrywcIIs sbal1 not receive ruooIf from IIllY surliIce wlo being ttcatcd by one or 1lI<n BMPs, with tlJe i:xception of
residential building roofs (EDSP Sedion 3.0M.A). Additional provisions apply to this as ICqDinxl by the OEQ. Refer
to the website: WWW.deQ.S!llle.l)r.usiwaf2rmml1waftlichan1e.hcmfurmoreintOrmation.
o iiI Detention ponds shan be desisned to limit ronoff'to pre-devdopmem n\letl for the 2 through 25-year stonn eventS
*Thisf_sA4Il IN!ilu:IIuId tUtm ~ itui4etlittfnmtCi)'llU, oftlittllont<.W1Itlntzuly
. IMPORTANT: ElVGllVEER Pl.EASE READ BELOW AND SIGN!
As the cup- of record, I berdly ccrti1Y the above n:quin:d ilans are c:omplete and ittclwllld wlth the 5l~m1ttM stonn~
study and pJanset. ~ ~
Signattue: ~ 1
Date:
>-(7-65
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