32879 (2)-7�1� (�
_ .
... .. ..........
HYDROLOGY REPORT
For Property Located
In a portion of Section 15, US., RM, SBM
La Quinta, California
Griffin Ranch
Tract Map No. 32879
August 31, 2007
Prepared for:
Trans West Housing
47120 Dune Palms Road, Suite C
La Quinta, CA 92253 -2051
JN 1721
MSA CONSULTING, INC.
PL4NMO ■ C M BNGMMWa ■ LAND SURVB7 WO
I.D 342M BoB Hom Diva ■ R"czo MmAOB ■ CA 92270
Tmmmom (760) 320 -9811 a FAx (760) 323 -7893
___
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• Project Description
Griffin Ranch (Tract 32879) is located south of Avenue 54 and east of Madison
Street in the city of La Quinta, California, and consists of approximately 193
acres providing 303 single - family residential lots (see Vicinity Map).
Existing Conditions
Flood Rate Map: The project area is covered by FIRM Panel Number 060245
2300 B, revised March 22, 1983, which shows that the project area lies within
Zone C, indicating the area is subject to minimal flooding (see attached FEMA
map).
Off -Site: The crowns and side swales of the existing Avenue 54 and Madison
Street channel off -site storm runoff away from entering the project site. This off-
site runoff originates further west and north on these streets and continues
flowing eastward and southward beyond the project site.
On -Site: The site is relatively flat and slopes gradually toward the southeast with
storm runoff generally characterized as sheet flow. The existing soil falls into two
hydrologic soil groups, as defined in the 1978 Riverside County Flood Control &
Water Conservation District (RCFC &WCD) Hydrology Manual, referencing Soil
Conservation Service designations. The majority of the site is categorized as
Group B, with a portion of the northwest corner of the site designated as Group A
(see Soil Survey Map and Hydrology Maps).
• Flood Control Requirements
The drainage of this project site falls under the jurisdiction of the City of La
Quinta. The project design shall provide for the capture and storage of all storm
runoff generated on -site or passing through the site in a 100 -year storm, as well
as that generated in the adjacent street frontages of Avenue 54 and Madison
Street. Runoff from a 10 -year storm shall not overtop curbs and 100 -year runoff
shall be confined within the right -of -way and /or public utility and drainage
easements
Proposed Hydrology and Flood Control Improvements
On -site storm runoff will be conveyed in the streets and captured by catch basins
to be carried via underground storm drains to retention basins, as shown on the
attached Hydrology Maps. The size and configuration of the basins will be
sufficient to store the entirety of the 100 -year storm runoff volume, with
percolation conservatively disregarded. Similarly, catch basins in Avenue 54 and
Madison Street will intercept the storm runoff generated in the adjacent street
frontages for conveyance via swales and storm drain pipes to the retention
basins.
0
Run -Off Analysis
Peak runoff flows for 10 -year and 100 -year one -hour storms were determined
using a Rational Method computer program based on the 1978 RCFC &WCD
Hydrology Manual. The Synthetic Unit Hydrograph, Shortcut Method, was used
to determine the runoff volumes created from the proposed improvements in a
100 -year storm event, analyzing 3 -hour, 6 -hour and 24 -hour duration storms.
The data used in the Synthetic Unit Hydrograph calculations are as follows:
Soil Group: A & B, AMC -II
Runoff Index Number: Soil Group A: 32 (Urban cover – Residential)
Soil Group B: 56 (Urban cover – Residential)
Infiltration Rate (FP): Soil Group A: 0.74 in /hr
Soil Group B: 0.51 in /hr
Impervious Area (A;): Single - Family Residential:
40,000 square foot lots: 20%
20,000 square foot lots: 40%
10,000 square foot lots: 50%
Retention Basin /Park/Golf Areas: 10%
Offsite Street Areas: 60%
'Clubhouse Area: 80%
Constant Loss Rate (F): Soil Group A:
SFR -40k: 0.74[1 - 0.9(20 %)] = 0.61 in /hr
SFR -20k: 0.74[1 - 0.9(40 %)] = 0.47 in /hr
• SFR -10k: 0.74[1 - 0.9(50 %)] = 0.41 in /hr
Offsite Street: 0.74[1 - 0.9(60 %)] = 0.34 in /hr
Soil Group B:
SFR -40k: 0.51[1-0.9(20%)] = 0.42 in /hr
SFR -20k: 0.51[1-0.9(40%)] = 0.33 in /hr
SFR -10k: 0.51[1-0.9(50%)] = 0.28 in /hr
Ret/Park/Golf: 0.51[1 - 0.9(10 %)] = 0.46 in /hr
Offsite- Street- 0:51-[1=0:9(60 %)] - =_0.23 in /hr
Clubhouse: —0.51 {1=0:9(80 %)] - -0 14 i !kr�
Low Loss Rate: Single- Family Residential:
40,000 square foot lots: 85%
20,000 square foot lots: 85%
10,000 square foot lots: 85%
Retention /Park/Golf Areas: 90%
Offsite Street_Ar_eas: _____ 42%
Clubhouse Area: �26 %--�
Storm Frequency: 100 -Year
Total Adjusted Rainfall: 24 -Hour: 4.0 inches
6 -Hour: 3.1 inches
3 -Hour: 2.6 inches
Results and Conclusions
The Synthetic Unit Hydrograph analysis yielded the following values of effective
rain for the project site:
1.212"
1.392"
SFR -20k:
0.727"
24 -Hour
6 -Hour
3 -Hour
Soil Group A: SFR -40k:
0.600"
0.906"
1.051"
SFR -20k:
0.600"
1.113"
1.280"
SFR -10k:
0.626"
1.234"
1.416"
Offsite Street:
2.320"
1.972"
1.785"
•
•
Soil Group B: SFR -40k:
0.621"
1.212"
1.392"
SFR -20k:
0.727"
1.422"
1.627"
SFR -10k:
0.894"
1.569"
1.770"
Ret/Park/Golf:
0.415"
1.068"
1.287"
Offsite Street:
2.320"
2.122"
1.953"
Clu- a bho
2.961'
942 9"
2.205"
The resulting storm runoff volumes for the project are as follows:
Tributary Area 2:
Soil Group B: SFR -40k: 12.678
SFR -20k: 53.465
SFR -10k: 32.268
Ret/Park/Golf: 5.741
Offsite Street: 2.487
Total Runoff:
Tributary Area 3:
Soil Group B: Offsite Street: 3.035
0.66
1.28
1.47
24 -hr
6 -hr
3 -hr
2.40
4.22
Area
Volume
Volume
Volume
0.48
0.44
(ac)
(ac -ft)
(ac -ft)
(ac -ft)
Tributary Area 1:
0.54
0.49
Soil Group A:
SFR -40k:
1.700
0.09
0.13
0.15
SFR -20k:
9.202
0.46
0.85
0.98
SFR -10k:
10.425
0.54
1.07
1.23
Offsite Street:
3.207
0.62
0.53
0.48
Soil Group B:
SFR -40k:
10.661
0.55
1.08
1.24
SFR -20k:
37.482
2.27
4.44
5.08
SFR -10k:
0.999
0.07
0.13
0.15
Ret/Park:
4.068
0.14
0.36
0.44
Offsite Street:
4.952
0.96
0.88
0.81
""Clubhouse:
6.978
1.72
1:45
1.28
Total Runoff:
7.42
10.92
11.84
Tributary Area 2:
Soil Group B: SFR -40k: 12.678
SFR -20k: 53.465
SFR -10k: 32.268
Ret/Park/Golf: 5.741
Offsite Street: 2.487
Total Runoff:
Tributary Area 3:
Soil Group B: Offsite Street: 3.035
0.66
1.28
1.47
3.24
6.34
7.25
2.40
4.22
4.76
0.20
0.51
0.62
0.48
0.44
0.40
6.98
12.79
14.50
0.59
0.54
0.49
The Synthetic Unit Hydrograph Hydrology Map illustrates the storm runoff volume
of the tributary areas and the storage capacities of the proposed retention basins.
As the map indicates, the capacities of the retention basins are sufficient to store
the entirety of the 100 -year storm volumes of their respective tributary areas. It is
therefore concluded that the proposed development of the Griffin Ranch
development, Tentative Tract 32879, meets the hydrologic requirements set forth
by the City of La Quinta.
•
0
RETENTION BASIN
VOLUME CALCULATIONS
RETENTION BASIN VOLUME CALCULATIONS
•
RE-T-ENTION -BASIN 1
DEPTH VOLUME VOLUME CUM. VOL. 100 -YR
ELEVATION AREA (SF) (FT) (CF) (AC -FT) (AC -FT) W.S.E.
_ 479.0 Y
-
_137,722
_ 1.0 134,676
3.09
13 '.78
---1- -4-- 4-- 478.4
478.0
`-
131,630
1__
'- - -- -- �---
--
= ----
-- 10 69'
l___)'
- --
-
1.0 128,611
2.95
--f
477.0
125,592
�__ _ -- - - ---
-
- __.� ,..=
`_ ..2.81
7.74
-_--
476.0
-----
119,613
1.0..
122,603
�-- - ---
463.0
- ---k 1--- --
-' 4.93
-'
- =-�-
-- -�
-- - -- - _,
1.0 116,344
2.67
- 1-
475.0
113,074-
_ w
- - --- - --- - - -�
- : _ _
- 2.26
--
1.0
-- 0.9 98,536
2.26
--1.00 `
474.1
105,895
-- - -= - - - -=
_ -_
i i
-- 0.0 _
_ 6,414
- ----
,- -- -- -
0.1 -
_- -
RETENTION BASIN 2A
0.01
459.9
6,309
636
DEPTH VOLUME
VOLUME
CUM. VOL. 100 -YR
ELEVATION
AREA (SF)
(FT) (CF)
(AC -FT)
(AC -FT) W.S.E.
464.5
158,814
_ 0.5 78,376
1.80
15.89 T
(CF)
154,690
- - - - -- - - -= - -= = -
1.0- �- 150,587 _
- - -` - =
R3.46
= 14.09
=
463.0
146,484
- _ - -_� --- -- - --- -_
~_
-: -
-- - - - - -� 463.9
- 10.63
- ... _.
__
1.0 142,409
3.27-
' --!i
462.0 . _
_ 138,333
-
j _ _ _ _ -_
_ - ..-
r 7.36
0.16
1.0 134,286
3.08
-- -
461.0
130,238
- -��_ - - --
126,226
_. - :- - --
2-
.. 4.28
� 460.0
• ��___.
122,213
-'t
- -_= _ _ � -�= -
- - -
F -� 1.38
-
459.5
��__.__
118,191
- 0.5 60,101
1.38
-- -a
0.00
RETENTION BASIN 2B
DEPTH
VOLUME
VOLUME
CUM. VOL. 100 -YR
ELEVATION
AREA (SF)
(FT)
(CF)
(AC -FT)
(AC -FT) W.S.E.
464.5
-
- - 12_,053
0.5
5,849
0.13
0.94 -
' 464.0
` - - - -
11,343
-
- _ -. -, _ . �.= _
1.0 - 10,664 V
-- ---
0.24
0.81 1
463.0
9,985
- _ - _
_ _ - _
.
-- - -- - _,
- - - 463.9
0.57
- -
' 462.0 - -
-
- - 8,708
_ 1.0 _
- = _ --
9,347
- =_ . --- _
0.21
=A _
----- --- _
0.36
- -461.0 - -��
- J
1.0
8,112
0.19
t . - I
7,515
-- 0.0 _
_ 6,414
- ----
,- -- -- -
0.1 -
_- -
- -- _ .
0.01
459.9
6,309
636
0.01
- - - -- -- - -
0.00
RETENTION AREA 3 - WEST ENTRANCE WATER FEATURE
DEPTH
VOLUME
VOLUME
CUM. VOL. 100 -YR
ELEVATION
AREA (SF)
(FT)
(CF)
(AC -FT)
(AC -FT) W.S.E.
481.0_
20,0_56
1.0
18,56_9
0.43
095 480.2
480.0
• -- - -
17,081
-
1.0
15,699
0.36
0.52
- - -
479.0
14,317
0.16
0.5
6,900
0.16
478.5
13,282
-
=
0.00
•
n
U
CJ
STREET FLOW DEPTH
CALCULATIONS
STREET FLOW DEPTHS FOR 100 -YEAR STORM
MAXIMUM
STREET FLOW
•
NODE
S (FT /FT)
STREET 01,0 (CFS)
STREET SECTION TYPE
DEPTH (FT)
DEPTH D,00 (FT)
101
0.0078
3.5 =
39.63 S""
PRIVATE ON -SITE ROAD
0.70
0.28
102
0.0050
38.9 =
550.13 Sy'
PRIVATE ON -SITE ROAD
0.70
0.60
111
0.0510
3.3 =
14.61 Sy'
PRIVATE ON -SITE ROAD
0.70
0.21
121
0.0050
8.4 =
118.79 S""
54TH AVENUE
0.74
0.50
122
0.0050
3.0 =
42.43 S""
54TH AVENUE
0.74
0.37
131
0.0072
5.6 =
66.00 S""
PRIVATE ON -SITE RURAL ROAD
1.00
0.54
132
0.0052
4.8 =
66.56 S"'
PRIVATE ON -SITE RURAL ROAD
1.00
0.54
133(W)
0.0060
9.8 =
126.52 Sy'
PRIVATE ON -SITE RURAL ROAD
1.00
0.73
133(E)
0.0086
9.3 =
100.28 Sy'
PRIVATE ON -SITE RURAL ROAD
1.00
0.66
135
0.0052
4.9 =
67.95 S""
PRIVATE ON -SITE RURAL ROAD
1.00
0.55
137
0.0052
4.2 =
58.24 S""
PRIVATE ON -SITE RURAL ROAD
1.00
0.51
141
0.0053
8.3 =
114.01 S""
PRIVATE ON -SITE ROAD
0.70
0.37
142(N)
0.0064
18.7 =
233.75 S""
PRIVATE ON -SITE ROAD
0.70
0.46
142(W)
0.0050
22.4 =
316.78 Sy'
PRIVATE ON -SITE ROAD
0.70
0.50
142.2
0.0050
11.7 =
165.46 S"'
PRIVATE ON -SITE ROAD
0.70
0.41
143
0.0113
51.9 =
488.23 Sy'
PRIVATE ON -SITE ROAD
0.70
0.57
151
0.0050
10.1 =
142.84 S""
PRIVATE ON -SITE ROAD
0.70
0.40
152
0.0050
27.6 =
390.32 S""
PRIVATE ON -SITE ROAD
0.70
0.53
161
0.0025
2.7 =
54.00 S""
MADISON STREET
0.74
0.39
162
0.0025
2.7 =
54.00 Sy'
MADISON STREET
0.74
0.39
163
0.0025
2.9 =
58.00 Sy'
MADISON STREET
0.74
0.40
164
0.0025
3.7 =
74.00 S""
MADISON STREET
0.74
0.43
165
0.0025
3.8 =
76.00 S""
MADISON STREET
0.74
0.43
•
171
0.0050
5.1 =
72.12 S""
PRIVATE ON -SITE ROAD
0.70
0.32
181
0.0058
20.8 =
273.12 Sy'
PRIVATE ON -SITE ROAD
0.70
0.48
191
0.0100
10.2 =
102.00 Sh
PRIVATE ON -SITE ROAD
0.70
0.36
201
0.0056
3.5 =
46.77 Sy'
PRIVATE ON -SITE RURAL ROAD
1.00
0.46
201.1
0.0056
0.7 =
9.35 S"'
PRIVATE ON -SITE RURAL ROAD
1.00
0.20
203(N)
0.0052
4.1 =
56.86 S"'
PRIVATE ON -SITE RURAL ROAD
1.00
0.50
203(S)
0.0052
16.4 =
227.43 S""
PRIVATE ON -SITE RURAL ROAD
1.00
0.96
211
0.0077
14.1 =
160.68 S""
PRIVATE ON -SITE ROAD
0.70
0.41
212
0.0077
46.7 =
532.20 S16
PRIVATE ON -SITE ROAD
0.70
0.59
213
0.0063
46.4 =
584.59 S""
PRIVATE ON -SITE ROAD
0.70
0.61
221
0.0146
12.5 =
103.45 Sy'
PRIVATE ON -SITE ROAD
0.70
0.36
231
0.0058
4.8 =
63.03 Sy'
PRIVATE ON -SITE ROAD
0.70
0.31
232
0.0051
33.5 =
469.09 Sy'
PRIVATE ON -SITE ROAD
0.70
0.57
233
0.0051
32.3 =
452.29 Sy'
PRIVATE ON -SITE ROAD
0.70
0.56
234
0.0061
37.7 =
482.70 S""
PRIVATE ON -SITE ROAD
0.70
0.53
241
0.0050
2.9 =
41.01 S"'
54TH AVENUE
0.74
0.37
242
0.0050
8.2 =
115.97 S""
54TH AVENUE
0.74
0.49
251
0.0051
20.5 =
287.06 S""
PRIVATE ON -SITE ROAD
0.70
0.48
252
0.0051
35.3 =
494.30 S"'
PRIVATE ON -SITE ROAD
0.70
0.58
253
0.0051
47.6 =
666.53 S"'
PRIVATE ON -SITE ROAD
0.70
0.64
261
0.0050
11.6 =
164.05 S""
PRIVATE ON -SITE ROAD
0.70
0.41
271
0.0050
12.3 =
173.95 S""
PRIVATE ON -SITE ROAD
0.70
0.42
•
NOTES
Node numbers
and Q,00 values reference the Rational Method Analysis and Rational Method
Hydrology Map.
Slope values are
taken from rough grading plans and /or
street improvement
plans. Flow depths are derived from
the Street Flow Capacity
Charts.
Node 212 is physically limited
in depth
to the crown of the street, or 0.47 ft.
STREET FLOW DEPTHS FOR 10 -YEAR STORM
• NOTES
Node numbers and 0100 values reference the Rational Method Analysis and Rational Method Hydrology Map. Slope values
are taken from rough grading plans and /or street improvement plans. Flow depths are derived from the Street Flow Capacity
Charts.
Node 212 is physically limited in depth to the crown of the street, or 0.47 ft.
MAXIMUM
STREET FLOW
•
NODE
S (FT /FT)
STREET Qjo (CFS)
STREET SECTION TYPE
DEPTH (FT)
DEPTH D10 (FT)
101
0.0078
2.1 =
23.78 S1%
PRIVATE ON -SITE ROAD
0.50
0.24
102
0.0050
14.3 =
202.23 S/'
PRIVATE ON -SITE ROAD
0.50
0.44
111
0.0510
1.9 =
8.41 S/
PRIVATE ON -SITE ROAD
0.50
0.19
121
0.0050
5.1 =
72.12 S'
54TH AVENUE
0.67
0.43
122
0.0050
1.8 =
25.46 S/'
54TH AVENUE
0.67
0.32
131
0.0072
3.1 =
36.53 Sy'
PRIVATE ON -SITE RURAL ROAD
1.00
0.40
132
0.0052
2.9 =
40.22 Sy'
PRIVATE ON -SITE RURAL ROAD
1.00
0.42
133(W)
0.0060
5.2 =
67.13 Sy'
PRIVATE ON -SITE RURAL ROAD
1.00
0.54
133(E)
0.0086
5.1 =
54.99 S'
PRIVATE ON -SITE RURAL ROAD
1.00
0.49
135
0.0052
2.6 =
36.06 S'
PRIVATE ON -SITE RURAL ROAD
1.00
0.40
137
0.0052
2.3 =
31.90 S'
PRIVATE ON -SITE RURAL ROAD
1.00
0.38
141
0.0053
4.7 =
64.56 S'
PRIVATE ON -SITE ROAD
0.50
0.32
142(N)
0.0064
10.3 =
128.75 Sy'
PRIVATE ON -SITE ROAD
0.50
0.38
142(W)
0.0050
12.6 =
178.19 S'
PRIVATE ON -SITE ROAD
0.50
0.42
142.2
0.0050
6.6 =
93.34 S'
PRIVATE ON -SITE ROAD
0.50
0.35
143
0.0113
28.7 =
269.99 Sy'
PRIVATE ON -SITE ROAD
0.50
0.48
151
0.0050
5.7 =
80.61 S'
PRIVATE ON -SITE ROAD
0.50
0.34
152
0.0050
15.5 =
219.20 S'
PRIVATE ON -SITE ROAD
0.50
0.45
161
0.0025
1.6 =
32.00 S/'
MADISON STREET
0.67
0.34
162
0.0025
1.6 =
32.00 Sy'
MADISON STREET
0.67
0.34
163
0.0025
1.6 =
32.00 Sy'
MADISON STREET
0.67
0.34
164
0.0025
2.1 =
42.00 S'
MADISON STREET
0.67
0.37
165
0.0025
2.2 =
44.00 S/'
MADISON STREET
0.67
0.37
•
171
0.0050
2.9 =
41.01 S"/'
PRIVATE ON -SITE ROAD
0.50
0.28
181
0.0058
11.8 =
154.94 S'
PRIVATE ON -SITE ROAD
0.50
0.41
191
0.0100
5.8 =
58.00 Sy'
PRIVATE ON -SITE ROAD
0.50
0.31
201
0.0056
1.9 =
25.39 S'
PRIVATE ON -SITE RURAL ROAD
1.00
0.33
201.1
0.0056
0.4 =
5.35 S'
PRIVATE ON -SITE RURAL ROAD
1.00
0.15
203(N)
0.0052
2.2 =
30.51 S/
PRIVATE ON -SITE RURAL ROAD
1.00
0.37
203(S)
0.0052
8.7 =
120.65 S/'
PRIVATE ON -SITE RURAL ROAD
1.00
0.72
211
0.0077
8.0 =
91.17 S'
PRIVATE ON -SITE ROAD
0.50
0.35
212
0.0077
26.3 =
299.72 S'
PRIVATE ON -SITE ROAD
0.50
0.49
213
0.0063
23.6 =
297.33 Sy'
PRIVATE ON -SITE ROAD
0.50
0.49
221
0.0146
7.1 =
58.76 S'
PRIVATE ON -SITE ROAD
0.50
0.31
231
0.0058
2.8 =
36.77 Sy'
PRIVATE ON -SITE ROAD
0.50
0.27
232
0.0051
18.9 =
264.65 S'
PRIVATE ON -SITE ROAD
0.50
0.47
233
0.0051
15.7 =
219.84 S/'
PRIVATE ON -SITE ROAD
0.50
0.45
234
0.0061
16.1 =
206.14 S'
PRIVATE ON -SITE ROAD
0.50
0.44
241
0.0050
1.8 =
25.46 S/�
54TH AVENUE
0.67
0.32
242
0.0050
4.9 =
69.30 S/'
54TH AVENUE
0.67
0.42
251
0.0051
11.7 =
163.83 S/�
PRIVATE ON -SITE ROAD
0.50
0.41
252
0.0051
19.9 =
278.66 S/'
PRIVATE ON -SITE ROAD
0.50
0.48
253
0.0051
22.6 =
316.46 S�
PRIVATE ON -SITE ROAD
0.50
0.50
261
0.0050
6.7 =
94.75 Sy'
PRIVATE ON -SITE ROAD
0.50
0.35
271
0.0050
7.1 =
100.41 Sy'
PRIVATE ON -SITE ROAD
0.50
0.36
• NOTES
Node numbers and 0100 values reference the Rational Method Analysis and Rational Method Hydrology Map. Slope values
are taken from rough grading plans and /or street improvement plans. Flow depths are derived from the Street Flow Capacity
Charts.
Node 212 is physically limited in depth to the crown of the street, or 0.47 ft.
•
•
10' 20'
w 0.5' w
mw z
w �Q Of
of v'1 D =0.70_ w
- - - - - - - - - - - - - - - z
w
29,' I D =0.50' 10
D =0.47'
WEDGE 2 5' f 0.1 1'
CURB
DEPTH A
A P
P Q
Q (CFS)
HALF STREET F
FULL STREET
0.70 9
9.60 3
30.58 4
439.29 Sx 8
878.59 Sh
0.69 9
9.30 3
30.08 4
421.26 Sx 8
842.51 S%
0.68 9
9.00 2
29.58 4
403.34 Sx 8
806.67 Sh
0.67 8
8.71 2
29.08 1
1 386.27 S36 7
772.55 Sh
0.66 8
8.42 2
28.58 1
1 369.32 Sh 7
738.65 Sh
0.65 8
8.14 2
28.08 1
1 353.21 Sh 7
706.43 54
0.64 1
1 7.86 2
27.58 1
1 337.21 S% 6
674.42 Sm
0.63 1
1 7.59 2
27.08 1
1 322.03 Sm 6
644.06 S%
0.62 1
1 7.32 2
26.58 1
1 306.96 S% 6
613.91 S%
0.61 7
7.06 2
26.08 2
292.68 S36 5
585.37 Sh
0.60 6
6.80 2
25.58 2
278.51 S% 5
557.02 Sh
0.59 6
6.55 2
25.08 2
265.12 Sx 5
530.24 S
0.58 6
6.30 2
24.58 2
251.83 Sh 5
503.66 Sh
0.57 6
6.06 2
24.08 2
239.30 S% 4
478.60 Sh
0.56 5
5.82 2
23.58 2
226.87 S% 4
453.73 S%
0.55 1
1 5.59 2
23.08 1
1 215.17 S% 4
430.35 Sh
0.54 1
1 5.36 2
22.58 2
203.57 Sh 4
407.15 S%
0.53 5
5.14 2
22.08 1
192.69 Sm 3
385.39 Sh
0.52 4
4.92 2
21.58 1
181.90 S% 3
363.80 Sh
0.51 4
4.71 2
21.08 1
171.81 Sh 3
343.62 Sh
0.50 4
4.50 2
20.58 1
161.80 Sh 3
323.60 Sm
0.49 4
4.30 2
20.54 1
150.19 S% 3
300.38 S%
0.48 1 4
4.09 2
20.49 1 1
138.39 S% 2
276.78 S%
0.47 3
3.89 2
20.45 1 1
127.46 S% 2
254.92 Sh
0.46 3
3.69 1
19.91 1 1
118.83 S�i 2
237.66 S%
0.45 3
3.49 1
19.37 1
110.29 S% 2
220.59 Sh
0.44 3
3.30 1
18.83 1
102.38 S% 2
204.76 S36
0.43 3
3.12 1
18.29 9
95.07 S% 1
190.14 S)i
0.42 1 2
2.94 1
17.75 8
87.84 Sh 1
175.69 Sm
0.41 1 2
2.76 1
17.21 8
80.71 S% 1
161.42 Sh
0.40 2
2.59 1
16.66 1 7
74.18 Sm 1
148.37 Sh
0.39 2
2.43 1
16.12 6
68.19 Sh 1
136.37 S%
0.38 2
2.27 1
15.58 6
62.27 Sh 1
124.53 S)i
0.37 2
2.12 1
15.04 5
56.88 Sm 1
113.77 S%
0.36 1
1.97 1
14.50 5
51.58 S% 1
103.15 Sh-
2%
A P Q (CFS)
(FT) (SF) (FT) HALF STREET FULL STREET
0.35 1.83 13.96 46.78 Sx 93.57 S%
0.34 1.70 13.42 42.48 Sx 84.96 S%
0.33 1.57 12.87 38.26 Sx 76.51 S%
0.32 1 1.44 12.33 1 34.08 S% 68.17 Sh
0.31 1.32 11.79 1 30.38 S% 60.75 Sh
0.30 1.20 11.25 26.74 Sh 53.48 Sh
0.29 1.10 10.71 23.90 S 47.80 Sh
0.28 0.99 10.17 20.75 S% 41.51 Sh
0.27 0.89 9.63 18.02 S% 36.05 Sx
0.26 0.80 9.09 15.68 S% 31.36 S%
0.25 0.71 8.54 1 13.40 S% 26.80 Sh
0.24 0.63 8.00 11.47 S% 22.93 9
0.23 0.55 7.46 9.58 S% 19.16 Sh
0.22 0.48 6.92 8.03 S% 16.06 S%
0.21 0.42 6.38 6.78 Sh 13.57 S%
0.20 0.35 5.84 5.31 S% 10.62 56
0.19 0.30 5.30 4.38 S% 8.76 S%
0.18 0.25 4.75 3.48 S)i 6.96 S%
0.17 0.21 4.21 2.82 SA 5.64 Sli
0.16 0.17 3.67 2.17 Sx 4.34 SM
0.15 0.13 3.13 1.54 Sh 3.09 Sh
0.14 0.10 2.59 1.13 S% 2.26-S%
0713 0.08 2.05 0.91 S% 1.82 S%
0.12 0.06 1.51 0.69 Sh 1.38 S%
0.11 0.05 0.97 0.69 Sm 1.37 Sh
0.10 0.04 0.88 0.50 S 1.01 S%
0.09 0.03 0.79 0.34 S% 0.67 Sh
0.08 0.03 0.70 0.36 S% 0.73 S%
0.07 0.02 0.61 0.20 S% 0.41 SA
0.06 0.02 0.53 0.22 SA 0.45 S%
0.05 0.01 0.44 0.08 S% 0.16 Sh
0.04 0.01 0.35 0.09 S% 0.19 SM
0.03 0.00 1 0.26 0.00 Sh 0.00 S
0.02 0.00 1 0.18 0.00 S% 0.00 S%
0.01 0.00 1 0.09 0.00 S% 0.00 SM
VALUES FOR Q CALCULATED FROM MANNING'S EQUATION:
Q = 1.486 A (A /P)% S'lh WHERE Q = RATE OF FLOW IN STREET (CFS)
n = ROUGHNESS COEFFICIENT = 0.015
A = CROSS- SECTIONAL AREA OF FLOW (SF)
P = WETTED PERIMETER OF FLOW (FT)
S = LONGITUDINAL STREET SLOPE
STREET FLOW CAPACITY CHART
PRIVATE ON -SITE ROADS
VALUES FOR Q CALCULATED FROM MANNING'S EQUATION:
Q = 1.486 A (A /P)% S'lh WHERE Q = RATE OF FLOW IN STREET (CFS)
n = ROUGHNESS COEFFICIENT = 0.015
A = CROSS- SECTIONAL AREA OF FLOW (SF)
P = WETTED PERIMETER OF FLOW (FT)
S = LONGITUDINAL STREET SLOPE
STREET FLOW CAPACITY CHART
PRIVATE ON -SITE ROADS
•
r1
LJ
•
DEPTH
(FT)
A
(SF)
P
(FT)
Q
(CFS)
0.67
3.14
R/W
103.98 S�
0.66
3.06
7.44
100.70 S�
0.65
2.99
7.36
97.49 S�
0.64
2.92
10'
P.U.E.
0.63
2.85
7.20
14.5'
0.62
2.78
7.11
88.21 S�
0.61
2.71
7.03
85.24 S�
0.60
2.64
6.95
82.32 S�
0.59
2.57
2%
79.47 S�
0.58
2.51
6.78
76.68 S�
0.57
2.44
6.70
73.94 S�
0.56
2.37
6.62
71.26 S�
0.55
2.31
6.54
68.64 S�
0.54
2.25
6.45
66.08 S�
0.53
2.18
6.37
63.57 S�
%K•
2.12
6.29
61.12 S�
0.51
2.06
6.21
58.72 S�
0.50
2.00
6.12
56.38 S�
0.49
4' --�
2'
4'
0.48
1.88
5.96
51.87 S�
0.47
1.82
5.88
49.69 S�
0.46
DEPTH
A
P
Q
1.71
5.71
45.49 S�
0.44
1.65
5.63
43.47 S�
0.43
1.60
5.55
41.51 S�
(FT)
(SF)
(FT)
(CFS)
0.41
1.49
5.38
37.73 S�
0.40
1.44
5.30
35.91 S�
0.39
1.39
1.00
6.00
10.25
249.63
S%
32.43 S�
0.37
1.29
5.05
30.77 S�
0.36
1.24
4.97
29.15 S�
0.35
0.99
5.90
10.16
244.07
S�
0.98
5.80
10.08
238.59
S�
0.97
5.70
10.00
233.18
S%
0.96
5.61
9.92
227.85
Sm
0.95
5.51
9.83
222.59
S�
0.94
5.41
9.75
217.41
S'�
0.93
5.32
9.67
212.30
S%
0.92
5.23
9.59
207.27
S%
0.91
5.13
9.50
202.31
S�
0.90
5.04
9.42
197.42
Sm
0.89
4.95
9.34
192.60
SA
0.88
4.86
9.26
187.85
S%
0.87
4.77
9.17
183.18
S%
0.86
4.68
9.09
178.57
S%
0.85
4.59
9.01
174.04
Sm
0.84
4.50
8.93
169.57
Sm
0.83
4.42
8.84
165.18
S%
0.82
4.33
8.76
160.85
S%
0.81
4.24
8.68
156.60
S%
0.80
4.16
8.60
152.41
SA
0.79
4.08
8.51
148.29
S%
0.78
3.99
8.43
144.23
S%
0.77
3.91
8.35
140.25
S%
0.76
3.83
8.27
136.33
S%
0.75
3.75
8.18
132.47
5%
0.74
3.67
8.10
128.6_9S
%
0.73
3.59
8.02
124.96
S%
0.72
3.51
7.94
121.31
Sm
0.71
3.44
7.85
117.71
S%
0.70
3.36
7.77
114.19
S%
0.69
3.28
7.69
110.72
S%
0.68
3.21
7.61
107.32
Sm
VALUES
FOR Q
CALCULATED FROM
MANNING'S
EQUATION:
Q
= 1.486 A (A /P)% S%
WHERE Q
= RATE OF
FLOW IN STREET
(CFS)
n
= ROUGHNESS COEFFICIENT
= 0.015
A
= CROSS- SECTIONAL
AREA
OF FLOW
(SF)
P
= WETTED PERIMETER
OF
FLOW (FT)
S
= LONGITUDINAL
STREET
SLOPE
STREET FLOW
CAPACITY CHART
PRIVATE
ON -SITE RURAL ROADS
DEPTH
(FT)
A
(SF)
P
(FT)
Q
(CFS)
0.67
3.14
7.52
103.98 S�
0.66
3.06
7.44
100.70 S�
0.65
2.99
7.36
97.49 S�
0.64
2.92
7.28
94.33 S�
0.63
2.85
7.20
91.24 S�
0.62
2.78
7.11
88.21 S�
0.61
2.71
7.03
85.24 S�
0.60
2.64
6.95
82.32 S�
0.59
2.57
6.87
79.47 S�
0.58
2.51
6.78
76.68 S�
0.57
2.44
6.70
73.94 S�
0.56
2.37
6.62
71.26 S�
0.55
2.31
6.54
68.64 S�
0.54
2.25
6.45
66.08 S�
0.53
2.18
6.37
63.57 S�
0.52
2.12
6.29
61.12 S�
0.51
2.06
6.21
58.72 S�
0.50
2.00
6.12
56.38 S�
0.49
1.94
6.04
54.10 S�
0.48
1.88
5.96
51.87 S�
0.47
1.82
5.88
49.69 S�
0.46
1.77
5.79
47.56 S�
0.45
1.71
5.71
45.49 S�
0.44
1.65
5.63
43.47 S�
0.43
1.60
5.55
41.51 S�
0.42
1.55
5.46
39.59 S�
0.41
1.49
5.38
37.73 S�
0.40
1.44
5.30
35.91 S�
0.39
1.39
5.22
34.15 S�
0.38
1.34
5.13
32.43 S�
0.37
1.29
5.05
30.77 S�
0.36
1.24
4.97
29.15 S�
0.35
1.19
4.89
DEPTH
(FT)
A
(SF)
P
(FT)
Q
(CFS)
0.67
3.14
7.52
103.98 S�
0.66
3.06
7.44
100.70 S�
0.65
2.99
7.36
97.49 S�
0.64
2.92
7.28
94.33 S�
0.63
2.85
7.20
91.24 S�
0.62
2.78
7.11
88.21 S�
0.61
2.71
7.03
85.24 S�
0.60
2.64
6.95
82.32 S�
0.59
2.57
6.87
79.47 S�
0.58
2.51
6.78
76.68 S�
0.57
2.44
6.70
73.94 S�
0.56
2.37
6.62
71.26 S�
0.55
2.31
6.54
68.64 S�
0.54
2.25
6.45
66.08 S�
0.53
2.18
6.37
63.57 S�
0.52
2.12
6.29
61.12 S�
0.51
2.06
6.21
58.72 S�
0.50
2.00
6.12
56.38 S�
0.49
1.94
6.04
54.10 S�
0.48
1.88
5.96
51.87 S�
0.47
1.82
5.88
49.69 S�
0.46
1.77
5.79
47.56 S�
0.45
1.71
5.71
45.49 S�
0.44
1.65
5.63
43.47 S�
0.43
1.60
5.55
41.51 S�
0.42
1.55
5.46
39.59 S�
0.41
1.49
5.38
37.73 S�
0.40
1.44
5.30
35.91 S�
0.39
1.39
5.22
34.15 S�
0.38
1.34
5.13
32.43 S�
0.37
1.29
5.05
30.77 S�
0.36
1.24
4.97
29.15 S�
0.35
1.19
4.89
27.59 S�
DEPTH
(FT)
A
(SF)
P
(FT)
Q
(CFS)
0.34
1.14
4.80
26.07 S�
0.33
1.10
4.72
24.59 S�
0.32
1.05
4.64
23.17 S�
0.31
1.00
4.56
21.79 S�
0.30
0.96
4.47
20.45 S�
0.29
0.92
4.39
19.16 S�
0.28
0.87
4.31
17.92 S�
0.27
0.83
4.23
16.72 S�
0.26
0.79
4.14
15.57 S�
0.25
0.75
4.06
14.46 S�
0.24
0.71
3.98
13.39 S�
0.23
0.67
3.90
12.36 S�
0.22
0.63
3.81
11.38 S�
0.21
0.60
3.73
10.44 S�
0.20
0.56
3.65
9.54 S�
0.19
0.52
3.57
8.68 S�
0.18
0.49
3.48
7.87 S�
0.17
0.46
3.40
7.09 S�
0.16
0.42
3.32
6.35 S�
0.15
0.39
3.24
5.65 S�
0.14
0.36
3.15
5.00 S�
0.13
0.33
3.07
4.38 S�
0.12
0.30
2.99
3.80 S�
0.11
0.27
2.91
3.26 S�
0.10
0.24
2.82
2.76 S�
0.09
0.21
2.74
2.29 S�
0.08
0.19
2.66
1.87 S�
0.07
0.16
2.58
1.48 S�
0.06
0.13
2.49
1.14 S�
0.05
0.11
2.41
0.83 S�
0.04
0.09
2.33
0.57 S�
0.03
0.06
2.25
0.35 S�
0.02
0.04
2.16
0.18 S%
•
r 1
f• -_J
r�
U
12'
34'
m
w �
U :D
U
LQ
i
Z
m Q
Of p
D w
___ U MAX Dioo= 0.91'______
2%, MAX -Dlo =0.67'
�m
D %
O U 2 _
0.12' I 0.16'
�I 2' GUTTER
DEPTH
(FT)
A
(SF)
P
(FT)
Q
(CFS)
0.91
16.86
46.80
845.65 S%
0.90
16.40
46.29
813.47 Sh
0.89
15.95
45.77
782.48 Sm
0.88
1 15.50
45.261
751.63 S%
0.87
1 15.06
44.751
721.84 V
0.86
1 14.62
44.241
692.30 Sh
0.85
114.19
43.73
663.81 S'h
0.84
1 13.76
43.22
635.58 S%
0.83
13.34
42.71
608.37 S
0.82
12.92
42.20
581.42 S%
0.81
12.51
41.69
555.48 Sm
0.80
12.10
41.18
529.80 S%
0.79
11.70
40.18
509.21 54
0.78
1 11.31
39.181
489.39 S%
0.77
10.93
38.18
470.33 S�
0.76
10.56
37.18
452.02 S%
0.75
10.20
36.18
434.46 S%
0.74
9.85
35.18
417.63 S%
0.73
9.51
34.18
401.53 S%
0.72
9.18
33.181
386.14 S%
0.71
8.86
32.18
371.47 S%
0.70
8.55
31.18
357.51 S%
0.69
8.25
30.18
344.25 S%
0.68
7.96
29.18
331.68 S%
0.67
7.68
28.18
319.82 S%
0.66
7.41
27.67 1
304.99 S%
0.65
7.14
27.16
290.27 S%
0.64
6.88
26.65
276.34 S%
0.63
6.62
26.14
262.51 S%
0.62
6.37
25.63
249.46 Sh
DEPTH
(FT)
A
(SF)
P
(FT)
Q
(CFS)
0.61
6.12
25.12
236.50 S'%
0.60
5.88
24.61
224.29 S%
0.59
5.64
24.10
212.19 Sm
0.58
5.41
23.59
200.80 S%
0.57
5.18
23.08
189.52 S%
0.56
4.96
22.57
178.94 S%
0.55
4.74
22.06
168.46 56
0.54
4.53
21.55
158.66 S%
0.53
4.32
21.04
148.95 S%
0.52
4.12
120.53
139.90 S%
0.51
3.92
120.02
130.95 S%
0.50
3.73
19.51
122.63 Sh
0.49
3.54
19.00
114.40 Sh
0.48
3.36
18.49
10 6. 79 S%
0.47
3.18
17.98
99.26 Sh
0.46
3.01
17.47
92.33 S%
0.45
2.84
16.96
85.48 S%
0.44
2.68
16.45
79.20 SA
0.43
2.52
15.94
72.99 S%
0.42
2.37
15.43
67.34 S'
0.41
2.22
14.92
61.75 S%
0.40
2.08
14.41 1
56.70 SX
0.39
1.94
13.90
51.71 S%
0.38
1.81
13.39
47.23 S%
0.37
1.68
12.88
42.81 S%
0.36
1.56
12.37
38.86 5,6
0.35
1.44
11.86
34.98 S%
0.34 1
1.33
11.35
31.55 S�
0.33
1.22
10.84
28.17 S-A
0.32
1.12
10.33
25.23 Sh
DEPTH
(FT)
A
(SF)
P
(FT)
Q
(CFS)
0.31
1.02
9.82
22.33 S%
0.30
0.93
9.31
19.84 54
0.29
0.84
8.80
17.38 Sm
0.28
0.76
8.29
15.31 S%
0.27
0.68
7.78
13.27 S%
0.26
0.61
7.27
11.58 S%
0.25
0.54
6.76
9.92 S%
0.24
0.48
6.25
8.59 S%
0.23
0.42
5.74
7.28 Sh
0.22
0.37
5.23
6.27 S%
0.21
0.32
4.72
5.27 Sh
0.20
0.28
4.21
4.55 S%
0.19
0.24
3.70
3.84 S%
0.18
0.21
3.19
3.39 S%
0.17
0.18
2.68
2.95 S%
0.16
0.16
2.17
2.79 Sm
0.15
0.14
2.03
2.33 Sh
0.14
0.12
1.90
1.89 v
0.13
0.11
1.76
1.72 S%
0.12
0.09
1.62
1.30 S%
0.11
0.08
1.49
1.13 S%
0.10
0.06
1.35
0.75 S%
0.09
0.05
1.22
0.59 S%
0.08
0.04
1.08
0.44 S%
0.07
0.03
0.95
0.30 S%
0.06
0.02
0.81
0.17 Sh
0.05
0.02
0.68
0.19 S%
0.04
0.01 1
0.54 1
0.07 S%
0.03
0.01 1
0.41 1
0.08 Sm
0.02
0.00 1
0.27 1
0.00 S%
VALUES FOR Q CALCULATED FROM MANNING'S EQUATION:
Q = 1.486 A (A /P)% S% WHERE Q = RATE OF FLOW IN STREET (CFS)
n = ROUGHNESS COEFFICIENT = 0.015
A = CROSS- SECTIONAL AREA OF FLOW (SF)
P = WETTED PERIMETER OF FLOW (FT)
S = LONGITUDINAL STREET SLOPE
STREET FLOW CAPACITY CHART
MADISON STREET
•
•
:7
I•
12'
,�A'
w
w Z
QJ
m Iw-
Q: Z
D W
C) MAX Dloo= 0.91_______v
2q MAX -Dio =0.67'
o _
m
� ? 2%
OU 1
0.12't I I 10. 16'
1I I----2' GUTTER
DEPTH
(FT)
A
(SF)
P
(FT)
Q
(CFS)
0.91
17.04
48.69
838.33 S%
0.90
16.56
48.19
804.87 SA
0.89
16.09
47.69
772.51 S%
0.88
15.62
47.19
740.45 S%
0.87
15.16
46.69
709.49 S%
0.86
14.70
46.19
678.82 S%
0.85
14.25
45.68
649.33 S%
0.84
13.80
45.18
620.05 S%
0.83
13.36
44.18
596.29 S%
0.82
12.93
43.18
573.33 S%
0.81
1 12.51
42.181
551.17 Sh
0.80
12.10
41.18
529.80 Sh
0.79
11.70
40.18
509.21 S%
0.78
11.31
39.18
489.39 S%
0.77
10.93
38.18
470.33 S%
0.76
10.56
37.18
452.02 S%
0.75
10.20
36.18
434.46 S%
0.74
1 9.85
35.181
417.63 S%
0.73
9.51
34.18
401.53 S%
0.72
9.18
33.18
386.14 S
0.71
8.86
32.18
371.47 S%
0.70
8.55
31.18
357.51 S%
0.69
8.25
30.18
344.25 S%
0.68
7.96
29.18
331.68 S%
0.67
7.68
28.181
319.82 Sm
0.66
7.41
27.67
304.99 S%
0.65
7.14
27.16
290.27 S%
0.64
6.88
26.65
276.34 S%
0.63
6.62
26.14
262.51 S%
0.62
6.37
25.63
249.46 Si
DEPTH
(FT)
A
(SF)
P
(FT)
Q
(CFS)
0.61
6.12
25.12
236.50 S
0.60
5.88
24.61
224.29 S
0.59
5.64
24.10
212.19 S%
0.58
5.41
123.59
200.80 S
0.57
5.18
123.08
189.52 Sh
0.56
4.96
22.57
178.94 S'
0.55
4.74
22.06
168.46 S%
0.54
4.53
21.55
158.66 S%
0.53
4.32
21.04
148.95 S m
0.52
4.12
20.53
139.90 S
0.51
3.92
20.02
130.95 S%
0.50
3.73
19.51
122.63 S
0.49
3.54
19.00
1 14.40 S %
0.48
3.36
18.49
106.79 S%
0.47
3.18
17.98
1 99.26 Sh
0.46
3.01
17.47
92.33 S'%
0.45
2.84
16.96
85.48 Sh
0.44
2.68
16.45
79.20 S%
0.43
2.52
15.94
72.99 S
0.42
2.37
15.43
67.34 S
0.41
2.22
14.92
1 61.75 S
0.40
2.08
14.41 1
56.70 S
0.39
1.94
13.90 1
51.71 S
0.38 1
1.81
13.39 1
47.23 Sh
0.37
1.68
12.88
42.81 S%
0.36
1.56
12.37
38.86 S m
0.35
1.44
11.86
34.98 S
0.34
1.33
11.35
31.55 Sh
0.33
1.22
10.84
28.17 Sx
0.32 1
1.12
10.33
25.23 S m
DEPTH
(FT)
A
(SF)
P
(FT)
Q
(CFS)
0.31
1.02
9.82
22.33 8
0.30
0.93
9.31
19.84 8
0.29
0.84
8.80
17.38 8
0.28
0.76
1 8.29
15.31 8
0.27
0.68
1 7.78
13.27 8
0.26
0.61
7.27
11.58 8
0.25
0.54
6.76
9.92 8
0.24
0.48
6.25
8.59 8
0.23
0.42
5.74
7.28 8
0.22
0.37
5.23
6.27 8
0.21
0.32
4.72
5.27 8
0.20
0.28
4.21
4.55 8
0.19
0.24
3.70
3.84 8
0.18
0.21
3.19
3.39 8
0.17
0.18
2.68
2.95 8
0.16
0.16
2.17
2.79 8
0.15
0.14
2.03
2.33 8
0.14
0.12
1.90
1.89 8
0.13
0.11
1.76
1.72 8
0.12
0.09
1.62
1.30 8
0.11
0.08
1.49
1.13 8
0.10
0.06
1.35
0.75 8
0.09
0.05
1.22
0.59 8
0.08
0.04
1.08
0.44 8
0.07
0.03
0.95
0.30 8
0.06
0.02
0.81
0.17 8
0.05
0.02
0.68
0.19 8
0.04
0.01
0.54
0.07 8
0.03
0.01
0.41
0.08 8
0.02
0.00 1
0.27
0.00 8
VALUES FOR Q CALCULATED FROM MANNING'S EQUATION:
Q = 1.486 A (A /P)% S34 WHERE Q = RATE OF FLOW IN STREET (CFS)
n = ROUGHNESS COEFFICIENT = 0.015
A = CROSS- SECTIONAL AREA OF FLOW (SF)
P = WETTED PERIMETER OF FLOW (FT)
S = LONGITUDINAL STREET SLOPE
STREET FLOW CAPACITY CHART
54TH AVENUE
•
0
•
CATCH BASIN
CAPACITY CALCULATIONS
•
C
CATCH BASIN SUMMARY
CATCH
BASIN
NO.
INLET
CONDITION
DRAINAGE
NODE
STREET FLOW
CFS
INLET
CAPACITY
CFS
REMAINING
FLOW
CFS
NODE
RECEIVING
REMAINING
FLOW
Q+oo
Q10
Qloo
I Q10
Qloo
Q10
1
FLOW -BY
165
3.8
2.2
4.8
3.8
- - - --
- - - --
- - - --
2
FLOW -BY
164
3.7
2.1
5.8
4.7
- - - --
- - - --
- - - --
3
TRENCH DRAIN
179
0.7
0.4
- - - --
- - - --
- - - --
- - - --
- - - --
4
SUMP
152
27.6
15.5
14.6
11.9
- - - --
- - - --
- - - --
5
SUMP
14.6
11.9
6
FLOW -BY
143
51.9
28.7
16.0
12.4
19.9
3.9
102
7
FLOW -BY
16.0
12.4
8
GRATE
133(W)
9.8
5.2
11.5
11.5
- - - --
- - - --
- - - --
9
GRATE
133(E)
9.3
5.1
11.5
11.5
- - - --
- - - --
- - - --
10
SUMP
102
36.2
13.7
21.8
17.8
- - - --
- - - --
- - - --
1 1
SUMP
21.8
17.8
12
GRATE
132
4.8
2.9
7.7
7.7
- - - --
- - - --
_____
13
GRATE
131
5.6
3.1
7.7
7.7
- - - --
- - - --
- - - --
14
FLOW -BY
122
3.0
1.8
3.4
2.6
- - - --
- - - --
- - - --
15
GRATE
201
3.5
1.9
7.7
7.7
- - - --
- - - --
- - - --
16
GRATE
201.1
0.7
0.4
7.7
7.7
- - - --
- - - --
- - - --
17
GRATE
203(N)
4.1
2.2
7.7
7.7
- - - --
- - - --
- - - --
18
GRATE
203(S)
16.4
8.7
17.3
17.3
- - - --
- - - --
- - - --
19
SUMP
212
46.7
26.3
6.1
6.1
40.6
20.2
213
20
SUMP
213
46.4
23.6
16.9
13.8
- - - --
- - - --
- - - --
21
SUMP
16.9
13.8
22
SUMP
16.9
13.8
23
SUMP
271
12.3
7.1
7.7
6.3
- - - --
- - - --
- - ---
24
SUMP
7.7
6.3
25
SUMP
11.6
6.7
7.7
6.3
- - - --
- - - --
- - ---
26
SUMP
7.7
6.3
27
SUMP
253
47.6
22.6
24.3
19.8
- - - --
- - - --
- - - --
28
SUMP
24.3
19.8
29
SUMP
24.3
19.8
30
FLOW -BY
252
35.3
19.9
9.9
7.5
15.5
4.9
253
31
FLOW -BY
9.9
7.5
32
SUMP
234
37.7
16.1
14.6
11.9
- - - --
- - - --
- - --
33
SUMP
12.2
10.0
55
SUMP
12.2
10.0
34
FLOW -BY
232
33.5
18.9
6.6
4.9
20.3
9.1
233
35
FLOW -BY
6.6
4.9
36
FLOW -BY
242
8.2
4.9
9.2
7.3
- - - --
- - - --
- - - --
37
SUMP
171
5.1
2.9
7.7
6.3
- - - --
- - - --
- - - --
38
SUMP
7.7
6.3
39
SUMP
181
20.8
11.8
7.7
6.3
- - - --
- - - --
- - - --
40
SUMP
7.7
6.3
41
SUMP
7.7
6.3
42
SUMP
191
10.2
5.8
12.2
10.0
- - - --
- - - --
_____
43
FLOW -BY
163
2.9
1.6
4.8
3.7
- - - --
- - - --
_____
44
FLOW -BY
162
2.7
1.6
3.7
3.0
- - - --
- - - --
- - - --
45
FLOW -BY
161
2.7
1.6
3.7
3.0
- - - --
- - - --
- - - --
46
FLOW -BY
233
32.3
15.7
8.7
6.2
14.9
3.3
234
47
FLOW -BY
8.7
6.2
48
SUMP
121
8.4
5.1
15.7
13.0
- - - --
- - - --
_____
49
TRENCH DRAIN
177
1.7
1.0
- - - --
- - - --
- - - --
_____
_____
50
TRENCH DRAIN
168
0.6
0.3
- - - --
- - --
- - - --
_____
_____
51
TRENCH DRAIN
175
1.5
0.9
- - - --
- - - --
- - - --
- - - --
52
TRENCH DRAIN
169.1
1.3
0.8
- - - --
- - - --
- - --
- - - --
_____
53
TRENCH DRAIN
176
1.6
1.0
- - - -- i
- - - --
- - - --
- - - --
_____
54
TRENCH DRAIN
178
1.2
0.7
- - - --
_ -__
_____
_____
____
0 Catch Basin Capacity Calculations
The following catch basin capacity equations used for curb - opening catch basins is
taken from the attached Design Charts LL -13 and LL -15 for catch basins on grade and in
sump conditions, respectively,. published by the City of Los Angeles Department of
Public Works:
LL -13: Q = 2.92 W0.86D1.5
where: Q = maximum storm flow in one inlet (cfs)
W = length of curb opening (ft)
D = depth of flow above normal gutter grade, taken from attached
street flow depth tabes (ft)
LL -15: Q = 3.0 AWo.13D0.6 = 3.0(0.67W) Wo.13D0.6 = 2.0W1 .13 Do .6
where: Q = maximum storm flow in one inlet (cfs)
A = area of curb opening (W x 0.67) (ft)
W = length of curb opening (ft)
D = maximum depth of flow above normal gutter grade, assumed to
be at top of curb for 10 -year storm and top of right -of -way or
public utility easement for 100 -year storm (see attached Street
Flow Capacity Charts) (ft)
The following equation used for grate inlet catch basins is taken from the Federal
Highway Administration's Hydraulic Engineering Circular No. 12 (HEC 12):
Q = (cA 2gd
where: Q = maximum storm flow in one inlet (cfs)
c = orifice coefficient = 0.6 (square edges)
A = open area of grate (ft)
Assuming 80% open area of grates:
For 24 "X24" grate, A = 2' X 2' X 80% = 3.2 ft2
For 24 "X36" grate, A = 2' X 3' X 80% = 4.8 ft2
For 36 "X36" grate, A = 3' X 3' X 80% = 7.2 ft2
g = gravitational constant = 32.16 ft/sec2
d = maximum depth of water over grate = 1 ft (see attached Street
Flow Capacity Chart for Private On -Site Rural Roads)
f = clogging factor = 0.50
Node 102 — SUMP
From Chart LL -15, Q = 2.0 W1.13 D0-6 with W = 10 ft:
D10 Max = 0.50 ft: Q=2.0(1 0)1-13(o .50)0-6 = 17.8 cfs
D100Max = 0.70 ft: Q=2.0(1 0)1-13(o .70)0.6 = 21.8 cfs
Node 121 — SUMP
From Chart LL -15, Q = 2.0 W1.13 DO.fi with W = 6.5 ft:
D10 Max = 0.67 ft: Q = 2.0(6.5)1 .13(o .67)0.6 = 13.0 cfs
• D1oo Max = 0.91 ft: Q = 2.0(6.5)1 -13(0.91)0.6 = 15.7 cfs
0 Node 122 - FLOW -BY
From Chart LL -13, Q = 2.92 W°.85 D1.5 with W = 6.5 ft:
D10 = 0.32 ft: Q = 2.92(6.5)0.85(o .32)1 .5 = 2.6 cfs
D100 = 0.37 ft: Q = 2.92(6.5)0.85(o .38)1 -5 = 3.4 cfs
Node 131 - GRATE
From HEC -12, Q = (cA 2gd �, using 24 "x24" grate:
Q = (cA 2gd) = 0.6(3.2) 2(32.16)(1.00)X0.50) =7.7 cfs
Node 132 - GRATE
From HEC -12, Q = (cAj2gd X, using 24 "x24" grate:
Q = (cA 2gd) = 0.6(3.2) 2(32.16)(1.00)X0.50) =7.7 cfs
Node 133(W) - GRATE
From HEC -12, Q = (cA 2gd) , using 24 "x36" grate:
Q = (cA 2gd = 0.6(4.8) 2(32.16)(1.00)X0.50) =11.5 cfs
Node 133(E ) - GRATE
From HEC -12, Q = (cA 2gd �, using 24 "x36" grate:
Q = (cA 2gd)f = 0.6(4.8) 2(32.16)(1.00)X0.50) =11.5 cfs
• Node 143 - FLOW -BY
From Chart LL -13, Q = 2.92 W0-85 D1-5 with W = 20 ft:
D10 = 0.48 ft: Q = 2.92(20)1-85(o .48)1 .5 = 12.4 cfs
D1oo = 0.57 ft: Q = 2.92(20)0.85(0.57)1.5 = 16.0 cfs
Node 152 - SUMP
From Chart LL -15,
Q = 2.0 W1.13 D0.6 with W = 7 ft:
D10 mAx = 0.50 ft: Q=2.0(7)1 .13(0 .50)0.6 = 11.9 cfs
Dim mAx = 0.70
ft: Q = 2.0(7)1 -13(0 .70)'-' = 14.6 cfs
Node 161 - FLOW -BY
From Chart LL -13,
Q = 2.92 W°.85 D1-5 with W = 7 ft:
D10 = 0.34 ft:
Q = 2.92(7)0.85(0.34)1.5 = 3.0 cfs
D100 = 0.39 ft:
Q = 2.92(7)0.85(0.39)1.5 = 3.7 cfs
Node 162 - FLOW -BY
From Chart LL -13,
Q = 2.92 W°.85 D1.5 with W = 7 ft:
D10 = 0.34 ft:
Q = 2.92(7)0-85(o .34)1 .5 = 3.0 cfs
Dim = 0.39 ft:
Q = 2.92(7)0.85(0.39)1.5 = 3.7 cfs
Node 163 - FLOW -BY
From Chart LL -13,
Q = 2.92 W°.85 D1.5 with W = 9 ft:
D10 = 0.34 ft:
Q = 2.92(9)0.55(0.34)1.5 = 3.7 cfs
D1oo = 0.40 ft:
Q = 2.92(9)0.81(0.40)1.5 = 4.8 cfs
•
Node 164 - FLOW -BY
From Chart LL -13, Q = 2.92 W0.85 D1.5 with W = 10 ft:
D10 = 0.37 ft: Q = 2.92(l 0)0.85(o .37)1 -5 = 4.7 cfs
D100 = 0.43 ft: Q = 2.92(l 0)0.15(o .43)1 .5 = 5.8 cfs
Node 165 - FLOW -BY
From Chart LL -13, Q = 2.92 W0-85 D1-5 with W = 8 ft:
D10 = 0.37 ft: Q = 2.92(8)0.85(0.37)1.5 = 3.8 cfs
D100 = 0.43 ft: Q = 2.92(8)0.85(0.43)1.5 = 4.8 cfs
Node 171 - SUMP
From Chart LL -15, Q = 2.0 W1.13 D0.6 with W = 4 ft:
D10 Max = 0.50 ft: Q = 2.0(4)1 .13(o .50)0.6 = 6.3 cfs
D100 Max = 0.70 ft: Q = 2.0(4)1 -13(0 .70)0.6 = 7.7 cfs
Node 181 - SUMP
From Chart LL -15, Q = 2.0 W1.13 D0.6 with W = 4 ft:
D10 Max = 0.50 ft: Q = 2.0(4)1.13(0.50)0.6 = 6.3 cfs
D1oo Max = 0.70 ft: Q = 2.0(4)1 .13(o .70)0-' = 7.7 cfs
Node 191 - SUMP
From Chart LL -15, Q = 2.0 W1.13 D0.6 with W = 6 ft:
D10 mAx = 0.50 ft: Q = 2.0(6)1 .13(0 .50)0.6 = 10.0 cfs
D100 Max = 0.70 ft: Q = 2.0(6)1 .13(0 .70)0.6 = 12.2 cfs
Node 201 - GRATE
• From HEC -12, Q = (cA 2gd�, using 24 "X24" grate:
Q = (cA 2gd) = (0.6(3.2) 2(32.16)(1.00)k0.50) =7.7 cfs
Node 201.1 - GRATE
From HEC -12, Q = (cA 2gd) , using 24 "X24" grate:
Q = (cA 2gd) = 0.6(3.2) 2(32.16)(1.00)k0.50) =7.7 cfs
Node 203(N) - GRATE
From HEC -12, Q = (cA 2gd) , using 24 "X24" grate:
Q = (cA 2gd) = 0.6(3.2) 2(32.16)(1.00)k0.50) =7.7 cfs
Node 203(S) - GRATE
From HEC -12, Q = (cA 2gd�, using 36 "X36" grate:
Q = (cA 2gd) = 0.6(7.2) 2(32.16)(1.00)k0.50) =17.3 cfs
Node 212 - SUMP
From Chart LL -15, Q = 2.0 W1.13 D0.6 with W = 4 ft:
D10 Max = 0.47 ft: Q = 2.0(4)1 .13(0 .47)0.6 = 6.1 cfs
D100 Max = 0.47 ft: Q = 2.0(4)1 .13(0 .47)0.6 = 6.1 cfs
•
Node 213 - SUMP
From Chart LL -15, Q = 2.0 W1-13 D0.6 with W = 8 ft:
D10 Max = 0.50 ft: Q = 2.0(8)1 -13(0 .50)0.6 = 13.8 cfs
D100 Max = 0.70 ft: Q = 2.0(8)' .13(0 .70)0.6 = 16.9 cfs
Node 232 - FLOW -BY
From Chart LL -13, Q = 2.92 W0-85 D1.5 with W = 7 ft:
D10 = 0.47 ft: Q = 2.92(7)0.81(0.47)1.5 = 4.9 cfs
D100 = 0.57 ft: Q = 2.92(7)0.85(0.57)1.5 = 6.6 cfs
Node 233 - FLOW -BY
From Chart LL -13, Q = 2.92 W0.85 D1-5 with W = 10 ft:
D10 = 0.45 ft: Q = 2.92(l 0)0.85(o .45)1-5 = 6.2 cfs
D1oo = 0.56 ft: Q = 2.92(l 0)0.85(o .56)1 .5 = 8.7 cfs
Node 234 - SUMP
From Chart LL -15, Q = 2.0 W1.13 D0-6 with W = 6 ft:
D10 Max = 0.50 ft: Q = 2.0(6)1 -13(0 .50)0.6 = 10.0 cfs
Dim Max = 0.70 ft: Q = 2.0(6)' .13(0 .70)0.6 = 12.2 cfs
From Chart LL -15, Q = 2.0 W1.13 D0-6 with W = 7 ft:
D10 Max = 0.50 ft: Q=2.0(7)1 -13(0 .50)0.6 = 11.9 cfs
D1oo Max = 0.70 ft: Q = 2.0(7)1.13(0.70)0.6 = 14.6 cfs
Node 242 - FLOW -BY
From Chart LL -13, Q = 2.92 Wo.85 D1.5 with W = 13.5 ft:
• D10 = 0.42 ft: Q = 2.92(13.5)0.85(0.42)1.5 = 7.3 cfs
D100 = 0.49 ft: Q = 2.92(13.5)0.85(0.49)1.5 = 9.2 cfs
Node 252 - FLOW -BY
From Chart LL -13, Q = 2.92 W0-85 D1-5 with W = 11 ft:
D10 = 0.48 ft: Q = 2.92(l 1)0.85(o .48)1 .5 = 7.5 cfs
D100 = 0.58 ft: Q = 2.92(l 1)0.85(o .58)' .5 = 9.9 cfs
Node 253 - SUMP
From Chart LL -15, Q = 2.0 W1.13 D0-6 with W = 11 ft:
D10 Max = 0.50 ft: Q = 2.0(1 1)1.13(o .50 )0_6 = 19.8 cfs
D100 Max = 0.70 ft: Q = 2.0(1 1)1.13(o .70)0.6 = 24.3 cfs
Node 261 - SUMP
From Chart LL -15, Q = 2.0 W1-13 D0.6 with W = 4 ft:
D10 Max = 0.50 ft: Q=2.0(4)1 -13(0 .50)0.6 = 6.3 cfs
D100 Max = 0.70 ft: Q = 2.0(4)1 -13(0 .70)0-6 = 7.7 cfs
Node 271 - SUMP
From Chart LL -15, Q = 2.0 W1-13 D0.6 with W = 4 ft:
D10 Max = 0.50 ft: Q=2.0(4)1 .13(0 .50)0.6 = 6.3 cfs
D100 Max = 0.70 ft: Q = 2.0(4)1 .13(0 .70)0.6 = 7.7 cfs
•
0
0
SYNTHETIC UNIT HYDROGRAPH
SHORTCUT METHOD
CALCULATIONS
C
•
•
R C F C& W C D
NVpn@LO @V
H&HUL d
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil A: SFR -40k
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME- MINUTES 30
[7] UNIT TIME- PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 24 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
[131 CONSTANT LOSS RATE- INCHES /HOUR 0.61
[2] AREA DESIGNATION - --
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES
[8] S -CURVE ___
[10] TOTAL ADJUSTED STORM RAIN- INCHES 4
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR ---
[141 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
1`411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
6011011`201
100[51
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
0.5
0.040
0.610
0.034
0.006
0.01
2
0.7
0.056
0.610
0.048
0.008
0.01
3
0.6
0.048
0.610
0.041
0.007
0.01
4
0.7
0.056
0.610
0.048
0.008
0.01
5
0.8
0.064
0.610
0.054
1 0.010
0.01
6
1.0
0.080
0.610
0.068
1 0.012
0.01
7
1.0
0.080
0.610
0.068
0.012
0.01
8
1.1
0.088
0.610
0.075
0.013
0.01
9
1.3
0.104
0.610
0.088
0.016
0.02
10
1.5
0.120
0.610
0.102
0.018
0.02
11
1.3
0.104
0.610
0.088
0.016
0.02
12
1.6
0.128
0.610
0.109
0.019
0.02
13
1.8
0.144
0.610
0.122
0.022
0.02
14
2.0
0.160
0.610
0.136
0.024
0.02
15
2.1
0.168
0.610
0.143
0.025
0.03
16
2.5
0.200
0.610
0.170
0.030
0.03
17
3.0
0.240
0.610
0.204
0.036
0.04
18
3.3
0.264
0.610
0.224
0.040
0.04
19
3.9
0.312
0.610
0.265
0.047
0.05
20
4.3
0.344
0.610
0.292
0.052
0.05
21
3.0
0.240
0.610
0.204
0.036
0.04
22
4.0
0.320
0.610
0.272
0.048
0.05
23
3.8
0.304
0.610
0.258
0.046
0.05
24
3.5
0.280
0.610
0.238
0.042
0.04
25
5.1
0.408
0.610
0.347
0.061
0.06
26
5.7
0.456
0.610
0.388
0.068
0.07
27
1
6.8
0.544
0.610
0.462
0.082
0.08
28
1
4.6
0.368
0.610
0.313
0.055
0.06
29
1
5.3
0.424
0.610
0.360
0.064
0.06
30
1
5.1
0.408
0.610
0.347
0.061
0.06
31
4.7
0.376
0.610
0.320
0.056
0.06
32
3.8
0.304
0.610
0.258
0.046
0.05
33
0.8
0.064
0.610
0.054
0.010
0.01
34
0.6
0.048
0.610
0.041
0.007
0.01
35
1.0
0.080
0.610
0.068
0.012
0.01
36
0.9
0.072
0.610
0.061
0.011
0.01
37
0.8
0.064
0.610
0.054 1
0.010
0.01
38
0.5
0.040
0.610
0.034 1
0.006
0.01
39
0.7
0.056
0.610
0.048 1
0.008
0.01
40
0.5
0.040
0.610
0.034 1
0.006
0.01
41
0.6
0.048
0.610
0.041 1
0.007
0.01
42
0.5
0.040
0.610
0.034 1
0.006
0.01
43
0.5
0.040
0.610
0.034 1
0.006
0.01
44
0.5
0.040
0.610
0.034
0.006
0.01
45
0.5
0.040
0.610
0.034
0.006
0.01
46
0.4
0.032
0.610
0.027
0.005
0.00
47
0.4
0.032
0.610
0.027
0.005
0.00
48
0.4
0.032
0.610
0.027
0.005
0.00
TOTALS
100.0 1
1
1.200
1.210
EFFECTIVE RAIN = 0.600 INCHES
•
•
R C F C& W C D "SHORTCUT METHOD"
(vilVpR@10 @V SYNTHETIC UNIT HYDROGRAPH METHOD
MQ(vULM Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil A: SFR -20k
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 30
[7] UNIT TIME - PERCENT OF LAG (100- [5]/[6]) --
[9] STORM FREQUENCY & DURATION 100 -YR, 24 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.47
[2] AREA DESIGNATION - --
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645•[3]) - --
[6] LAG TIME - MINUTES - --
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 4
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
[141 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]•[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
[411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
601[ 01[201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
0.5
0.040
0.470
0.034
0.006
0.01
2
0.7
0.056
0.470
0.048
0.008
0.01
3
0.6
0.048
0.470
0.041
0.007
0.01
4
0.7
0.056
0.470
0.048
0.008
0.01
5
0.8
0.064
0.470
0.054
1 0.010
0.01
6
1.0
0.080
0.470
0.068
1 0.012
0.01
7
1.0
0.080
0.470
0.068
0.012
0.01
8
1.1
0.088
0.470
0.075
0.013
0.01
9
1.3
0.104
0.470
0.088
0.016
0.02
10
1.5
0.120
0.470
0.102
0.018
0.02
11
1.3
0.104
0.470
0.088
0.016
0.02
12
1.6
0.128
0.470
0.109
0.019
0.02
13
1.8
0.144
0.470
0.122
0.022
0.02
14
2.0
0.160
0.470
0.136
0.024
0.02
15
2.1
0.168
0.470
0.143
0.025
0.03
16
2.5
0.200
0.470
0.170
0.030
0.03
17
3.0
0.240
0.470
0.204
0.036
0.04
18
3.3
0.264
0.470
0.224
0.040
0.04
19
3.9
0.312
0.470
0.265
0.047
0.05
20
4.3
0.344
0.470
0.292
0.052
0.05
21
3.0
0.240
0.470
0.204
0.036
0.04
22
4.0
0.320
0.470
0.272
0.048
0.05
23
3.8
0.304
0.470
0.258
0.046
0.05
24
3.5
0.280
0.470
0.238
0.042
0.04
25
5.1
0.408
0.470
0.347
0.061
0.06
26
1
5.7
0.456
0.470
0.388
0.068 1
0.07
27
1
6.8
0.544
0.470
0.462
0.082
0.08
28
4.6
0.368
0.470
0.313
0.055
0.06
29
5.3
0.424
0.470
0.360
0.064
0.06
30
5.1
0.408
0.470
0.347
0.061
0.06
31
4.7
0.376
0.470
0.320
0.056
0.06
32
3.8
0.304
0.470
0.258
0.046
0.05
33
0.8
0.064
0.470
0.054
0.010
0.01
34
0.6
0.048
0.470
0.041
0.007
0.01
35
1.0
0.080
0.470
0.068
0.012
0.01
36
0.9
0.072
0.470
0.061
0.011
0.01
37
0.8
0.064
0.470
0.054
0.010
0.01
38
0.5
0.040
0.470
0.034
0.006
0.01
39
0.7
0.056
0.470
0.048
0.008
0.01
40
0.5
0.040
0.470
0.034
0.006
0.01
41
0.6
0.048
0.470
0.041
0.007
0.01
42
0.5
0.040
0.470
0.034
0.006
0.01
43
0.5
0.040
0.470
0.034 1
0.006
0.01
44
0.5
0.040
0.470
0.034 1
0.006
0.01
45
0.5
0.040
0.470
0.034 1
0.006
0.01
46
0.4
0.032
0.470
0.027 1
0.005
0.00
47
0.4
0.032
0.470
0.027 1
0.005
0.00
48
0.4
0.032
0.470
0.027
0.005
0.00
TOTALS
100.0 1
1
1.200
1.210
EFFECTIVE RAIN = 0.600 INCHES
C
•
•
R C F C& W C D "SHORTCUT METHOD"
(ii]Vpn@d@ V SYNTHETIC UNIT HYDROGRAPH METHOD
G�n7, RSHULM Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil A: SFR -10k
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 30
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 24 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
[131 CONSTANT LOSS RATE- INCHES /HOUR 0.41
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES -__
[8] S -CURVE ___
[10] TOTAL ADJUSTED STORM RAIN- INCHES 4
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR ---
[141 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
4' 18
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
60[1011`201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21].[22]
[24]
FLOW
CFS
MAX
LOW
1
0.5
0.040
0.410
0.034
0.006
1 0.01
2
0.7
0.056
0.410
0.048
0.008
0.01
3
0.6
0.048
0.410
0.041
0.007
0.01
4
0.7
0.056
0.410
0.048
0.008
0.01
5
0.8
0.064
0.410
0.054
0.010
0.01
6
1.0
0.080
0.410
0.068
0.012
0.01
7
1.0
0.080
0.410
0.068
1 0.012
0.01
8
1.1
0.088
0.410
0.075
0.013
0.01
9
1.3
0.104
0.410
0.088
0.016
0.02
10
1.5
0.120
0.410
0.102
0.018
0.02
11
1.3
0.104
0.410
0.088
0.016
0.02
12
1.6
0.128
0.410
0.109
0.019
0.02
13
1.8
0.144
0.410
0.122
0.022
0.02
14
2.0
0.160
0.410
0.136
0.024
0.02
15
2.1
0.168
0.410
0.143
1 0.025
0.03
16
2.5
0.200
0.410
0.170
1 0.030
0.03
17
3.0
0.240
0.410
0.204
1 0.036
0.04
18
3.3
0.264
0.410
0.224
1 0.040
0.04
19
3.9
0.312
0.410
0.265
0.047
0.05
20
4.3
0.344
0.410
0.292
0.052
0.05
21
3.0
0.240
0.410
0.204
0.036
0.04
22
4.0
0.320
0.410
0.272
0.048
0.05
23
3.8
0.304
0.410
0.258
0.046
0.05
24
3.5
0.280
0.410
0.238
0.042
0.04
25
5.1
0.408
0710
0.347
0.061
0.06
26
5.7
0.456
0.410
0.388
0.068
0.07
27
6.8
0.544
0.410
0.462
0.134
0.14
28
4.6
0.368
0.410
0.313
0.055
0.06
29
5.3
0.424
0.410
0.360
0.064
0.06
30
31
32
5.1
4.7
3.8
0.408
0.376
0.304
0.410
0.410
0.410
0.347
0.320
0.258
0.061
0.056
0.046
0.06
0.06
0.05
33
34
0.8
0.6
0.064
0.048
0.410
0.410
0.054
0.041
0.010
0.007
0.01
0.01
35
1.0
0.080
0.410
0.068
0.012
0.01
36
0.9
0.072
0.410
0.061
0.011
0.01
37
38
0.8
0.5
0.064
0.040
0.410
0.410
0.054
0.034
0.010
0.006
0.01
0.01
39
0.7
0.056
0.410
0.048 1
0.008
0.01
40
41
0.5
0.6
0.040
0.048
0.410
0.410
0.034 1
0.041 1
0.006
0.007
0.01
0.01
42
43
0.5
0.5
0.040
0.040
0.410
0.410
0.034 1
0.034 1
0.006
0.006
0.01
0.01
44
45
46
0.5
0.5
0.4
0.040
0.040
0.032
0.410
0.410
0.410
0.034 1
0.034
0.027
0.006
0.006
0.005
0.01
0.01
0.00
47
48
0.4
0.4
0.032
0.032
0.410
0.410
0.027
0.027
0.005
0.005
0.00
0.00
TOTALS
100.0
1.252 1
1.263
EFFECTIVE RAIN = 0.626 INCHES
•
•
r
R C F C& W C D
(uilVpR@d @ @V
H, IMUIL
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil A: Off -Site Str
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 30
[7] UNIT TIME - PERCENT OF LAG (100'[5]1[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 24 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.34
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES ___
[8] S -CURVE ___
[10] TOTAL ADJUSTED STORM RAIN- INCHES 4
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
[141 LOW LOSS RATE- PERCENT 42
7
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[1 5]
UNIT
TIME
PERIOD
M
[16)
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
j411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
6011` 011`201
100[5]
[221
LOSS
RATE
IN /HR
[231
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
0.5
0.040
0.340
0.017
0.023
0.02
2
0.7
0.056
0.340
0.024
0.032
0.03
3
0.6
0.048
0.340
0.020
0.028
0.03
4
0.7
0.056
0.340
0.024
0.032
0.03
5
0.8
0.064
0.340
0.027
0.037
0.04
6
1.0
0.080
0.340
0.034
0.046
0.05
7
1.0
0.080
0.340
0.034
0.046
0.05
8
1.1
0.088
0.340
0.037
0.051
0.05
9
1.3
0.104
0.340
0.044
0.060
0.06
10
1.5
0.120
0.340
0.050
0.070
0.07
11
1.3
0.104
0.340
0.044
0.060
0.06
12
1.6
0.128
0.340
0.054
0.074
0.07
13
1.8
0.144
0.340
0.060
0.084
0.08
14
2.0
0.160
0.340
0.067
0.093
0.09
15
2.1
0.168
0.340
0.071
0.097
0.10
16
2.5
0.200
0.340
0.084
0.116
0.12
17
3.0
0.240
0.340
0.101
0.139
0.14
18
3.3
0.264
0.340
0.111
0.153
0.15
19
3.9
0.312
0.340
0.131
0.181
0.18
20
4.3
0.344
0.340
0.144
0.200
0.20
21
3.0
0.240
0.340
0.101
0.139
0.14
22
4.0
0.320
0.340
0.134
0.186
0.19
23
3.8
0.304
0.340
0.128
0.176
0.18
24
3.5
0.280
0.340
0.118
0.162
0.16
25
5.1
0.408
0.340
0.171
0.237
0.24
26
5.7
0.456
0.340
0.192
0.264
0.27
27
6.8
0.544
0.340
0.228
0.316
0.32
28
4.6
0.368
0.340
0.155
0.213
0.22
29
5.3
0.424
0.340
0.178
0.246
0.25
30
5.1
0.408
0.340
0.171
0.237
0.24
31
4.7
0.376
0.340
0.158
0.218
0.22
32
3.8
0.304
0.340
0.128 1
0.176
0.18
33
0.8
0.064
0.340
0.027 1
0.037
0.04
34
0.6
0.048
0.340
0.020 1
0.028
0.03
35
1.0
0.080
0.340
0.034
0.046
0.05
36
0.9
0.072
0.340
0.030
0.042
0.04
37
0.8
0.064
0.340
0.027
0.037
0.04
38
0.5
0.040
0.340
0.017
0.023
0.02
39
0.7
0.056
0.340
0.024
0.032
0.03
40
0.5
0.040
0.340
0.017
0.023
0.02
41
0.6
0.048
0.340
0.020
0.028
0.03
42
0.5
0.040
0.340
0.017
0.023
0.02
43
0.5
0.040
0.340
0.017
0.023
0.02
44
0.5
0.040
0.340
0.017
0.023
0.02
45
0.5
0.040
0.340
0.017
0.023
0.02
46
0.4
0.032
0.340
0.013 1
0.019
0.02
47
0.4
0.032
0.340
0.013 1
0.019
0.02
48
0.4
0.032
0.340
0.013
0.019
0.02
TOTALS
100.0
4.640
4.679
EFFECTIVE RAIN = 2.320 INCHES
•
•
0
R C F C& W C D "SHORTCUT METHOD"
'U'i VpN LOO @w SYNTHETIC UNIT HYDROGRAPH METHOD
NMHUML Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: SFR -40k
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 30
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[61) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 24 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
[131 CONSTANT LOSS RATE- INCHES /HOUR 0.42
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES -__
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 4
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR ---
[141 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
1151
UNIT
TIME
PERIOD
M
[16)
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
1171
UNIT
HYDROGRAPH
CFS- HRS /IN
1411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
6010 20
100[5]
[22]
LOSS
RATE
IN /HR
[231
EFFECTIVE
RAIN
IN /HR
[21]-[22]
[24]
FLOW
CFS
MAX
LOW
1
0.5
0.040
0.420
0.034
0.006
0.01
2
0.7
0.056
0.420
0.048
0.008
0.01
3
0.6
0.048
0.420
0.041
0.007
0.01
4
0.7
0.056
0.420
0.048
0.008
0.01
5
0.8
0.064
0.420
0.054
1 0.010
0.01
6
1.0
0.080
0.420
0.068
1 0.012
0.01
7
0.080
0.420
0.068
0.012
0.01
8
0.088
0.420
0.075
0.013
0.01
9
0.104
0.420
0.088
0.016
0.02
10
0.120
0.420
0.102
0.018
0.02
11
K1.
0.104
0.420
0.088
0.016
0.02
12
0.128
0.420
0.109
0.019
0.02
13
0.144
0.420
0.122
0.022
0.02
14
0.160
0.420
0.136
0.024
0.02
15
2.1
0.168
0.420
0.143
0.025
0.03
16
2.5
0.200
0.420
0.170
0.030
0.03
17
3.0
0.240
0.420
0.204
0.036
0.04
18
3.3
0.264
0.420
0.224
0.040
0.04
19
3.9
0.312
0.420
0.265
0.047
0.05
20
4.3
0.344
0.420
0.292
0.052
0.05
21
3.0 1
0.240
0.420
0.204
0.036
0.04
22
4.0
0.320
0.420
0.272
0.048
0.05
23
3.8
0.304
0.420
0.258
0.046
0.05
24
3.5
0.280
0.420
0.238
0.042
0.04
25
5.1
0.408
0.420
0.347
0.061
0.06
26
5.7
0.456
0.420
0.388
0.068
0.07
27
6.8
0.544
0.420
0.462
0.124
0.13
28
4.6
0.368
0.420
0.313
0.055
0.06
29
5.3
0.424
0.420
0.360
0.064
0.06
30
5.1
0.408
0.420
0.347
0.061
0.06
31
4.7
0.376
0.420
0.320
0.056
0.06
32
3.8
0.304
0.420
0.258
0.046
0.05
33
0.8
0.064
0.420
0.054
0.010
0.01
34
0.6
0.048
0.420
0.041
0.007
0.01
35
1.0
0.080
0.420
0.068
0.012
0.01
36
0.9
0.072
0.420
0.061
0.011
0.01
37
0.8
0.064
0.420
0.054
0.010
0.01
38
0.5
0.040
0.420
0.034
0.006
0.01
39
0.7
0.056
0.420
0.048
0.008
0.01
40
0.5
0.040
0.420
0.034
0.006
0.01
41
0.6
0.048
0.420
0.041
0.007
0.01
42
0.5
0.040
0.420
0.034
0.006
0.01
43
0.5
0.040
0.420
0.034
0.006
0.01
44
0.5
0.040
0.420
0.034
0.006
0.01
45
0.5
0.040
0.420
0.034
0.006
0.01
46
0.4
0.032
0.420
0.027
0.005
0.00
47
0.4
0.032
0.420
0.027
0.005
0.00
48
0.4
0.032
0.420
0.027
0.005
0.00
TOTALS
100.0 1
1.242 1
1.253
EFFECTIVE RAIN = 0.621 INCHES
•
RCFCBWCD
MwpR@1@ @V
H&HUad
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: SFR -20k
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME- MINUTES 30
[7] UNIT TIME- PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 24 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.33
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES ___
[8] S -CURVE ___
[10] TOTAL ADJUSTED STORM RAIN- INCHES 4
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
14 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
1`411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
601`1011`201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
0.5
0.040
0.330
0.034
0.006
0.01
2
0.7
0.056
0.330
0.048
0.008
0.01
3
0.6
0.048
0.330
0.041
0.007
0.01
4
0.7
0.056
0.330
0.048
0.008
0.01
5
0.8
0.064
0.330
0.054
0.010
0.01
6
1.0
0.080
0.330
0.068
0.012
0.01
7
1
1.0
0.080
0.330
0.068
1 0.012
0.01
8
1.1
0.088
0.330
0.075
0.013
0.01
9
1.3
0.104
0.330
0.088
0.016
0.02
10
1.5
0.120
0.330
0.102
0.018
0.02
11
1.3
0.104
0.330
0.088
0.016
0.02
12
1.6
0.128
0.330
0.109
0.019
0.02
13
1.8
0.144
0.330
0.122
0.022
0.02
14
2.0
0.160
0.330
0.136
0.024
0.02
15
2.1
0.168
0.330
0.143
0.025
0.03
16
2.5
0.200
0.330
0.170
0.030
0.03
17
3.0
0.240
0.330
0.204
1 0.036
0.04
18
3.3
0.264
0.330
0.224
1 0.040
0.04
19
3.9
0.312
0.330
0.265
1 0.047
0.05
20
1 4.3
0.344
0.330
0.292
1 0.052
0.05
21
1 3.0
0.240
0.330
0.204
1 0.036
0.04
22
1
4.0
0.320
0.330
0.272
1 0.048
0.05
23
3.8
0.304
0.330
0.258
1 0.046
0.05
24
3.5
0.280
0.330
0.238
7.042
0.04
25
5.1
0.408
0.330
0.347
0.078
0.08
26
5.7
0.456
0.330
0.388
0.126
0.13
27
6.8
0.544
0.330
0.462
0.214
0.22
28
4.6
0.368
0.330
0.313
0.055
0.06
29
5.3
0.424
0.330
0.360
0.094
0.09
30
5.1
0.408
0.330
0.347
0.078
0.08
31
4.7
0.376
0.330
0.320
0.056
0.06
32
3.8
0.304
0.330
0.258
0.046
0.05
33
0.8
0.064
0.330
0.054
0.010
0.01
34
0.6
0.048
0.330
0.041
0.007
0.01
35
1.0
0.080
0.330
0.068
0.012
0.01
36
0.9
0.072
0.330
0.061
0.011
0.01
37
0.8
0.064
0.330
0.054
0.010
0.01
38
0.5
0.040
0.330
0.034
0.006
0.01
39
0.7
0.056
0.330
0.048
0.008
0.01
40
0.5
0.040
0.330
0.034
0.006
0.01
41
0.6
0.048
0.330
0.041
0.007
0.01
42
0.5
0.040
0.330
0.034
0.006
0.01
43
0.5
0.040
0.330
0.034 1
0.006
0.01
44
0.5
0.040
0.330
0.034 1
0.006
0.01
45
0.5
0.040
0.330
0.034 1
0.006
0.01
46
0.4
0.032
0.330
0.027
0.005
0.00
47
0.4
0.032
0.330
0.027
0.005
0.00
48
0.4
0.032
0.330
0.027
0.005
0.00
TOTALS
100.0
1.454
1.466
EFFECTIVE RAIN = 0.727 INCHES
•
•
•
R C F C& W C D "SHORTCUT METHOD"
MVBN@L @ @V SYNTHETIC UNIT HYDROGRAPH METHOD
KL%HUQd Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: SFR -10k
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 30
[7] UNIT TIME - PERCENT OF LAG (100 *[5] /[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 24 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE - INCHES /HOUR 0.28
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645 *[3]) - --
[6] LAG TIME - MINUTES ___
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 4
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
[141 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]•[15]
[171
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
r411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
601`1011`201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[211.[22]
[24]
FLOW
CFS
MAX
LOW
1
0.5
0.040
0.280
0.034
0.006
0.01
2
0.7
0.056
0.280
0.048
0.008
0.01
3
0.6
0.048
0.280
0.041
0.007
0.01
4
0.7
0.056
0.280
0.048
0.008
0.01
5
0.8
0.064
0.280
0.054
1 0.010
0.01
6
1.0
0.080
0.280
0.068
1 0.012
0.01
7
1.0
0.080
0.280
0.068
0.012
0.01
8
1.1
0.088
0.280
0.075
0.013
0.01
9
1.3
0.104
0.280
0.088
0.016
0.02
10
1.5
0.120
0.280
0.102
0.018
0.02
11
1.3
0.104
0.280
0.088
0.016
0.02
12
1.6
0.128
0.280
0.109
0.019
0.02
13
1.8
0.144
0.280
0.122
1 0.022
0.02
14
2.0
0.160
0.280
0.136
0.024
0.02
15
2.1
0.168
0.280
0.143
0.025
0.03
16
2.5
0.200
0.280
0.170
0.030
0.03
17
3.0
0.240
0.280
0.204
0.036
0.04
18
3.3
0.264
0.280
0.224
0.040
0.04
19
3.9
0.312
0.280
0.265
0.047
0.05
20
4.3
0.344
0.280
0.292
0.064
0.06
21
3.0
0.240
0.280
0.204
0.036
0.04
22
4.0
0.320
0.280
0.272
0.048
0.05
23
3.8
0.304
0.280
0.258
0.046
0.05
24
3.5
0.280
0.280
0.238
0.042
0.04
25
5.1
0.408
0.280
0.347
0.128
0.13
26
5.7
0.456
0.280
0.388
0.176
0.18
27
6.8
0.544
0.280
0.462
0.264
0.27
28
4.6
0.368
0.280
0.313
0.088
0.09
29
5.3
0.424
0.280
0.360
0.144
0.15
30
5.1
0.408
0.280
0.347
0.128
0.13
31
4.7
0.376
0.280
0.320
0.096
0.10
32
3.8
0.304
0.280
0.258
0.046
0.05
33
0.8
0.064
0.280
0.054
0.010
0.01
34
0.6
0.048
0.280
0.041
0.007
0.01
35
1.0
0.080
0.280
0.068
0.012
0.01
36
0.9
0.072
0.280
0.061
0.011
0.01
37
0.8
0.064
0.280
0.054
0.010
0.01
38
0.5
0.040
0.280
0.034
0.006
0.01
39
0.7
0.056
0.280
0.048
0.008
0.01
40
0.5
0.040
0.280
0.034
0.006
0.01
41
0.6
0.048
0.280
0.041
0.007
0.01
42
0.5
0.040
0.280
0.034
0.006
0.01
43
0.5
0.040
0.280
0.034
0.006
0.01
44
0.5
0.040
0.280
0.034
0.006
0.01
45
0.5
0.040
0.280
0.034
0.006
0.01
46
0.4
0.032
0.280
0.027
0.005
0.00
47
0.4
0.032
0.280
0.027
0.005
0.00
48
0.4
0.032
0.280 1
0.027
0.005
0.00
TOTALS
100.0
1.789 1
1.804
EFFECTIVE RAIN = 0.894 INCHES
•
•
"SHORTCUT METHOD"
RCFC &WCD
C,1wpR@d@@V SYNTHETIC UNIT HYDROGRAPH METHOD
H&MM L Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: Ret/Park/Golf
Sheet
)
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME- MINUTES 30
[7] UNIT TIME- PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 24 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
[131 CONSTANT LOSS RATE- INCHES /HOUR 0.46
[2] AREA DESIGNATION - --
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES - --
[8] S -CURVE - --
[10] .TOTAL ADJUSTED STORM RAIN- INCHES 4
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR ---
[141 LOW LOSS RATE- PERCENT 90
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[151
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
1171
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
1161
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
1171
UNIT
HYDROGRAPH
CFS - HRS /IN
[411181
100.000
120l
PATTERN
PERCENT
(PL E -5.9)
I211
STORM
RAIN
IN /HR
601[ 0Ir201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21]_[22]
[24]
FLOW
CFS
MAX
I LOW
1
0.5
0.040
0.460
0.036
0.004
0.00
2
0.7
0.056
0.460
0.050
0.006
0.01
3
0.6
0.048
0.460
0.043
0.005
0.00
4
0.7
0.056
0.460
0.050
0.006
0.01
5
0.8
0.064
0.460
0.058
0.006
0.01
6
1.0
0.080
0.460
0.072
0.008
0.01
7
1.0
0.080
0.460
0.072
0.008
0.01
8
1.1
0.088
0.460
0.079
0.009
0.01
9
1.3
0.104
0.460
0.094
0.010
0.01
10
1.5
0.120
0.460
0.108
0.012
0.01
11
1.3
0.104
0.460
0.094
0.010
0.01
12
1.6
0.128
0.460
0.115
0.013
0.01
13
0.144
0.460
0.130
0.014
0.01
14
0.160
0.460
0.144
0.016
0.02
15
0.168
0.460
0.151
0.017
0.02
16
h2.5
0.200
0.460
0.180
0.020
0.02
17
0.240
0.460
0.216
0.024
0.02
18
0.264
0.460
0.238
0.026
0.03
19
0.312
0.460
0.281
0.031
0.03
20
4.3
0.344
0.460
0.310
0.034
0.03
21
0.240
0.460
0.216
0.024
0.02
22
0.320
0.460
0.288
0.032
0.03
23
0.304
0.460
0.274
0.030
0.03
24
:5.1
0.280
0.460
0.252
0.028
0.03
25
0.408
0.460
0.367
0.041
0.04
26
0.456
0.460
0.410
1 0.046
0.05
27
6.8
0.544
0.460
0.490
1 0.084
0.08
28
4.6
0.368
0.460
0.331 1
0.037
0.04
29
5.3
0.424
0.460
0.282 1
0.042
0.04
30
5.1
0.408
0.460
0.367' 1
0.041
0.04
31
4.7
0.376
0.460
0.338 1
0.038
0.04
32
3.8
0.304
0.460
0.274 1
0.030
0.03
33
0.8
0.064
0.460
0.058 1
0.006
0.01
34
0.6
0.048
0.460
0.043 1
0.005
0.00
35
1.0
0.080
0.460
0.072 1
0.008
0.01
36
0.9
0.072
0.460
0.065 1
0.007
0.01
37
0.8
0.064
0.460
0.058
0.006
0.01
38
0.5
0.040
0.460
0.036
0.004
0.00
39
0.7
0.056
0.460
0.050
0.006
0.01
40
0.5
0.040
0.460
0.036
0.004
0.00
41
0.6
0.048
0.460
0.043
0.005
0.00
42
0.5
0.040
0.460
0.036
0.004
0.00
43
0.5
0.040
0.460
0.036 1
0.004
0.00
44
0.5
0.040
0.460
0.036
0.004
0.00
45
0.5
0.040
0.460
0.036
0.004
0.00
46
0.4
0.032
0.460
0.029
0.003
0.00
47
0.4
0.032
0.460
0.029
0.003
0.00
48
0.4
0.032
0.460
0.029
0.003
0.00
TOTALS
100.0
1
0.830
0.837
EFFECTIVE RAIN = 0.415 INCHES
L
r
R C F C& W C D
NwpR @L @ @w
HL%HUQd
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: Off -Site Str
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 30
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 24 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.23
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES ___
[8] S -CURVE
[10] TOTAL ADJUSTED STORM RAIN- INCHES 4
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
[141 LOW LOSS RATE- PERCENT 42
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m-[17]m-1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
[41 *1181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
601`1011`201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21]-[22]
[24]
FLOW
CFS
MAX
LOW
1
0.5
0.040
0.230
0.017
0.023
0.02
2
0.7
0.056
0.230
0.024
0.032
0.03
3
0.6
0.048
0.230
0.020
0.028
0.03
4
0.7
0.056
0.230
0.024
0.032
0.03
5
0.8
0.064
0.230
0.027
1 0.037
0.04
6
1.0
0.080
0.230
0.034
1 0.046
0.05
7
0.080
0.230
0.034
0.046
0.05
8
0.088
0.230
0.037
0.051
0.05
9
0.104
0.230
0.044
0.060
0.06
10
0.120
0.230
0.050
0.070
0.07
11
0.104
0.230
0.044
0.060
0.06
12
h2.0
0.128
0.230
0.054
0.074
0.07
13
0.144
0.230
0.060
0.084
0.08
14
0.160
0.230
0.067
0.093
0.09
15
0.168
0.230
0.071
0.097
0.10
16
0.200
0.230
0.084
0.116
0.12
17
0.240
0.230
0.101
1 0.139
0.14
18
3.3
0.264
0.230
0.111
1 0.153
0.15
19
3.9
0.312
0.230
0.131
0.181
0.18
20
4.3
0.344
0.230
0.144
0.200
0.20
21
3.0
0.240
0.230
0.101
0.139
0.14
22
4.0
0.320
0.230
0.134
0.186
0.19
23
3.8
0.304
0.230
0.128
0.176
0.18
24
3.5
0.280
0.230
0.118
0.162
0.16
25
5.1
0.408
0.230
0.171
0.237
0.24
26
5.7
0.456
0.230
0.192
0.264
0.27
27
6.8
0.544
0.230
0.228
0.316
0.32
28
4.6
0.368
0.230
0.155
0.213
0.22
29
5.3
0.424
0.230
0.178
0.246
0.25
30
5.1
0.408
0.230
0.171
0.237
0.24
31
4.7
0.376
0.230
0.158
0.218
0.22
32
3.8
0.304
0.230
0.128
0.176
0.18
33
0.8
0.064
0.230
0.027
0.037
0.04
34
0.6
0.048
0.230
0.020
0.028
0.03
35
1.0
0.080
0.230
0.034
0.046
0.05
36
0.9
0.072
0.230
0.030
0.042
0.04
37
0.8
0.064
0.230
0.027 1
0.037
0.04
38
0.5
0.040
0.230
0.017 1
0.023
0.02
39
0.7
0.056
0.230
0.024 1
0.032
0.03
40
0.5
0.040
0.230
0.017 1
0.023
0.02
41
0.6
0.048
0.230
0.020 1
0.028
0.03
42
0.5
0.040
0.230
0.017 1
0.023
0.02
43
44
0.5
0.5
0.040
0.040
0.230
0.230
0.017 1
0.017 1
0.023
0.023
0.02
0.02
45
1
0.5
0.040
0.230
0.017 1
0.023
0.02
46
0.4
0.032
0.230
0.013
0.019
0.02
47
0.4
0.032
0.230
0.013
0.019
0.02
48
0.4
0.032
0.230
0.013
0.019
0.02
TOTALS
100.0
4.640
4.679
EFFECTIVE RAIN = 2.320 INCHES
•
•
•
R C F C& W C D
MwpR@L @ @V
M( ULM
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: Clubhouse
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
(5] UNIT TIME - MINUTES 30
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 24 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.14
[2] AREA DESIGNATION - --
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES - --
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 4
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
14 LOW LOSS RATE- PERCENT 26
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
f41 *r181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
601`101[201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21]_[22]
[24]
FLOW
CFS
MAX
LOW
1
0.5
0.040
0.140
0.010
0.030
0.03
2
0.7
0.056
0.140
0.015
0.041
0.04
3
0.6
0.048
0.140
0.012
0.036
0.04
4
0.7
0.056
0.140
0.015
0.041
0.04
5
0.8
0.064
0.140
0.017
1 0.047
0.05
6
1.0
0.080
0.140
0.021
0.059
0.06
7
1.0
0.080
0.140
0.021
0.059
0.06
8
1.1
0.088
0.140
0.023
0.065
0.07
9
1.3
0.104
0.140
0.027
0.077
0.08
10
1.5
0.120
0.140
0.031
0.089
0.09
11
1.3
0.104
0.140
0.027
0.077
0.08
12
1.6
0.128
0.140
0.033
1 0.095
0.10
13
1.8
0.144
0.140
0.037
0.107
0.11
14
2.0
0.160
0.140
0.042
0.118
0.12
15
2.1
0.168
0.140
0.044
0.124
0.13
16
2.5
0.200
0.140
0.052
0.148
0.15
17
3.0
0.240
0.140
0.062
0.178
0.18
18
3.3
0.264
0.140
0.069
0.195
0.20
19
3.9
0.312
0.140
0.081
0.231
0.23
20
4.3
0.344
0.140
0.089
0.255
0.26
21
3.0
0.240
0.140
0.062
0.178
0.18
22
4.0 1
0.320
0.140
0.083
0.237
0.24
23
3.8 1
0.304
0.140
0.079
0.225
0.23
24
3.5 1
0.280
0.140
0.073
0.207
0.21
25
5.1
0.408
0.140
0.106
0.302
0.30
26
5.7
0.456
0.140
0.119
0.337
0.34
27
6.8
0.544
0.140
0.141
0.404
0.41
28
4.6
0.368
0.140
0.096
0.272
0.27
29
5.3
0.424
0.140
0.110
0.314
0.32
30
5.1
0.408
0.140
0.106
0.302
0.30
31
4.7
0.376
0.140 1
0.098
0.278
0.28
32
3.8
0.304
0.140
0.079
0.225
0.23
33
0.8
0.064
0.140
0.017
0.047
0.05
34
0.6
0.048
0.140
0.012
0.036
0.04
35
1.0
0.080
0.140
0.021
0.059
0.06
36
0.9
0.072
0.140
0.019
0.053
0.05
37
0.8
0.064
0.140
0.017
0.047
0.05
38
0.5
0.040
0.140
0.010 1
0.030
0.03
39
0.7
0.056
0.140
0.015 1
0.041
0.04
40
0.5
0.040
0.140
0.010 1
0.030
0.03
41
0.6
0.048
0.140
0.012 1
0.036
0.04
42
0.5
0.040
0.140
0.010 1
0.030
0.03
43
0.5
0.040
0.140
0.010
0.030
0.03
44
0.5
0.040
0.140
0.010
0.030
0.03
45
0.5
0.040
0.140
0.010
0.030
0.03
46
0.4
0.032
0.140
0.008
0.024
0.02
47
0.4
0.032
0.140
0.008
0.024
0.02
48
0.4
0.032
0.140
0.008
0.024
0.02
TOTALS
100.0
5.921
5.971
EFFECTIVE RAIN = 2.961 INCHES
r
•
R C F C& W C D
MVDROLO @w
G�,t1, IMMLaL
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil A: SFR -40k
Sheet
By ERR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
15] UNIT TIME - MINUTES 10
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 6 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.61
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES ___
[8] S -CURVE ___
[10] TOTAL ADJUSTED STORM RAIN- INCHES 3.1
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
[141 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
r411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
60 10 20
100[5]
[22]
LOSS
RATE
IN /HR
[231
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
1.1
0.205
0.610
0.174
0.031
1 0.03
2
1.2
0.223
0.610
0.190
0.033
0.03
3
1.3
0.242
0.610
0.206
0.036
0.04
4
1.4
0.260
0.610
0.221
0.039
0.04
5
1.4
0.260
0.610
0.221
0.039
0.04
6
1.5
0.279
0.610
0.237
0.042
0.04
7
1.6
1 0.298
0.610
0.253
0.045
0.05
8
1.6
0.298
0.610
0.253
0.045
0.05
9
1.6
0.298
0.610
0.253
0.045
0.05
10
1.6
0.298
0.610
0.253
0.045
0.05
11
1.6
0.298
0.610
0.253
0.045
0.05
12
1.7
0.316
0.610
0.269
0.047
0.05
13
1.7
0.316
0.610
0.269
0.047
0.05
14
1.8 1
0.335
0.610
0.285
0.050
0.05
15
1.8
0.335
0.610
0.285
0.050
0.05
16
1.8
0.335
0.610
0.285
0.050
0.05
17
2.0
0.372
0.610
0.316
0.056
0.06
18
2.0
0.372
0.610
0.316
0.056
0.06
19
2.1
0.391
0.610
0.332
0.059
0.06
20
2.2
0.409
0.610
0.348
0.061
0.06
21
2.5
0.465
0.610
0.395
1 0.070
0.07
22
2.8
0.521
0.610
0.443
1 0.078
0.08
23
3.0
0.558
0.610
0.474
0.084
0.08
24
3.2
0.595
0.610
0.506
0.089
0.09
25
3.5
0.651
0.610
0.553
0.098
0.10
26
3.9
0.725
0.610
0.617
0.115
0.12
27
4.2
0.781
0.610
0.664
0.171
0.17
28
4.5
0.837
0.610
0.711
0.227
0.23
29
4.8
0.893
0.610
0.759 1
0.283
0.29
30
5.1
0.949
0.610
0.806 1
0.339
0.34
31
6.7
1.246
0.610
1.059
0.636
0.64
32
8.1
1.507
0.610
1.281
0.897
0.90
33
10.3
1.916
0.610
1.628
1.306
1.32
34
2.8
0.521
0.610
0.443
0.078
0.08
35
1.1
0.205
0.610
0.174
0.031
0.03
36
0.5
0.093
0.610
0.079
0.014
0.01
TOTALS
100.0
5.436 1
5.481
EFFECTIVE RAIN = 0.906 INCHES
R C F C& W C D
NVD12@L@ @V
if &HUId
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil A: SFR -20k
sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 10
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) -
[9] STORM FREQUENCY & DURATION 100 -YR, 6 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.47
[2] AREA DESIGNATION - --
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES - --
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 3.1
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
[141 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
r41 *f181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[211
STORM
RAIN
IN /HR
6010 20
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[241
FLOW
CFS
MAX
LOW
1
1.1
0.205
0.470
0.174
0.031
0.03
2
1.2
0.223
0.470
0.190
0.033
0.03
3
1.3
0.242
0.470
0.206
0.036
0.04
4
1.4
0.260
0.470
0.221
0.039
0.04
5
1.4
0.260
0.470
0.221
1 0.039
0.04
6
1.5
0.279
0.470
0.237
1 0.042
0.04
7
1.6
0.298
0.470
0.253
0.045
0.05
8
1.6
0.298
0.470
0.253
0.045
0.05
9
1.6
0.298
0.470
0.253
0.045
0.05
10
1.6
0.298
0.470
0.253
0.045
0.05
11
1.6
0.298
0.470
0.253
0.045
0.05
12
1.7
0.316
0.470
0.269
0.047
0.05
13
1.7
0.316
0.470
0.269
0.047
0.05
14
1.8
0.335
0.470
0.285
0.050
0.05
15
1.8
0.335
0.470
0.285
0.050
0.05
16
1.8
0.335
0.470
0.285
0.050
0.05
17
2.0
0.372
0.470
0.316
0.056
0.06
18
2.0
0.372
0.470
0.316
0.056
0.06
19
2.1
0.391
0.470
0.332
0.059
0.06
20
2.2
0.409
0.470
0.348
0.061
0.06
21
2.5
0.465
0.470
0.395
0.070
0.07
22
2.8
0.521
0.470
0.443
0.078
0.08
23
3.0
0.558
0.470
0.474
0.088
0.09
24
3.2
0.595
0.470
0.506
0.125
0.13
25
3.5
0.651
0.470
0.553
0.181
0.18
26
3.9
0.725
0.470
0.617
0.255
0.26
27
4.2
0.781
0.470
0.664
0.311
0.31
28
4.5
0.837
0.470
0.711
0.367
0.37
29
4.8
0.893
0.470
0.759
0.423
0.43
30
5.1
0.949
0.470
0.806
0.479
0.48
31
6.7
1.246
0.470
1.059
0.776
0.78
32
8.1
1.507
0.470
1.281
1.037
1.05
33
10.3
1.916
0.470
1.628
1.446
1.46
34
2.8
0.521
0.470
0.443
0.078
0.08
35
1.1
0.205
0.470
0.174
0.031
0.03
36
0.5
0.093
0.470
0.079
0.014
0.01
TOTALS
100.0 1
6.679
6.735
EFFECTIVE RAIN = 1.113 INCHES
J
r
•
R C F C& W C D
N, Vpn@1@ @V
HQ(u ULM
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil A: SFR -10k
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 10
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 6 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.41
[2] AREA DESIGNATION - --
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES - --
[8] S -CURVE - --
Ill 0] TOTAL ADJUSTED STORM RAIN- INCHES 3.1
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
14 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDR24RAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
(7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
1411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
601`101[201
100[5]
[22]
LOSS
RATE
IN /HR
(23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
FLOW
CFS
MAX
LOW
1
1.1
0.205
0.410
0.174
0.031
1 0.03
2
1.2
0.223
0.410
0.190
0.033
0.03
3
1.3
0.242
0.410
0.206
0.036
0.04
4
1.4
0.260
0.410
0.221
0.039
0.04
5
1.4
0.260
0.410
0.221
0.039
0.04
6
1.5
0.279
0.410
0.237
0.042
0.04
7
1.6
0.298
0.410
0.253
0.045
0.05
8
1.6
0.298
0.410
0.253
0.045
0.05
9
1.6
0.298
0.410
0.253
0.045
0.05
10
1.6
0.298
0.410
0.253
0.045
0.05
11
1.6
0.298
0.410
0.253
0.045
0.05
12
1.7
0.316
0.410
0.269
0.047
0.05
13
1.7
0.316
0.410
0.269
0.047
0.05
14
1.8
0.335
0.410
0.285
0.050
0.05
15
1.8
0.335
0.410
0.285
0.050
0.05
16
1.8
0.335
0.410
0.285
0.050
0.05
17
2.0
0.372
0.410
0.316
0.056
0.06
18
2.0
0.372
0.410
0.316
0.056
0.06
19
1
2.1
0.391
0.410
0.332
0.059
0.06
20
0.409
0.410
0.348
0.061
0.06
21
0.465
0.410
0.395
0.070
0.07
22
0.521
0.410
0.443
0.111
0.11
23
0.558
0.410
0.474
0.148
0.15
24
0.595
0.410
0.506
0.185
0.19
25
0.651
0.410
0.553
0.241
0.24
26
F4.2
0.725
0.410
0.617
0.315
0.32
27
0.781
0.410
0.664
0.371
0.37
28
0.837
0.410
0.711
0.427
0.43
29
0.893
0.410
0.759
0.483
0.49
30
0.949
0.410
0.806
0.539
0.54
31
1.246
0.410
1.059
0.836
0.84
32
1.507
0.410
1.281
1.097 1
1.11
33
10.3
1.916
0.410
1.628
1.506
1.52
34
2.8
0.521
0.410
0.443
0.111
0.11
35
1.1
0.205
0.410
0.174
0.031
0.03
36
0.5
0.093
0.410
0.079
0.014
0.01
TOTALS
100.0
7.404
7.466
EFFECTIVE RAIN = 1.234 INCHES
R C F C& W C D "SHORTCUT METHOD"
NVDR 1 @w SYNTHETIC UNIT HYDROGRAPH METHOD
HG1G9ULM Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil A: Off -Site Str
Sheet
By ---_ERR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 10
[7] UNIT TIME - PERCENT OF LAG (100'[5]1[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 6 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.34
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3])
[6] LAG TIME- MINUTES
[8] S -CURVE
[10] TOTAL ADJUSTED STORM RAIN- INCHES 3.1
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
14 LOW LOSS RATE- PERCENT 42
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[171m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
r41'r181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
6010 20
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
1.1
0.205
0.340
0.086
0.119
0.12
2
1.2
0.223
0.340
0.094
0.129
0.13
3
1.3
0.242
0.340
0.102
0.140
0.14
4
1.4
0.260
0.340
0.109
0.151
0.15
5
1.4
0.260
0.340
0.109
0.151
0.15
6
1.5
0.279
0.340
0.117
0.162
0.16
7
1.6
0.298
0.340
0.125
0.173
0.17
8
1.6
0.298
0.340
0.125
0.173
0.17
9
1.6
0.298
0.340
0.125
0.173
0.17
10
1.6
0.298
0.340
0.125
0.173
0.17
11
1.6
0.298
0.340
0.125
0.173
0.17
12
1.7
0.316
0.340
0.133
0.183
0.18
13
1.7
0.316
0.340
0.133
0.183
0.18
14
1.8
0.335
0.340
0.141
0.194
0.20
15
1.8
0.335
0.340
0.141
0.194
0.20
16
1.8
0.335
0.340
0.141
0.194
0.20
17
2.0
0.372
0.340
0.156
0.216
0.22
18
2.0
0.372
0.340
0.156
0.216
0.22
19
2.1
0.391
0.340
0.164
0.227
0.23
20
2.2
0.409
0.340
0.172
0.237
0.24
21
2.5
0.465
0.340
0.195
0.270
0.27
22
2.8
0.521
0.340
0.219
0.302
0.30
23
3.0
0.558
0.340
0.234
0.324
0.33
24
3.2
0.595
0.340
0.250
0.345
0.35
25
3.5
0.651
0.340
0.273
0.378
0.38
26
3.9
0.725
0.340
0.305
0.421
0.42
27
4.2
0.781
0.340
0.328
0.453
0.46
28
4.5
0.837
0.340
0.352
0.497
0.50
29
4.8
0.893
0.340
0.375
0.553
0.56
30
5.1
0.949
0.340
0.398
0.609
0.61
31
6.7
1.246
0.340
0.523
0.906
0.91
32
8.1
1.507
0.340
0.633
1.167
1.18
33
10.3
1.916
0.340
0.805
1.576
1.59
34
2.8 1
0.521
0.340
0.219 1
0.302
0.30
35
1.1
0.205
0.340
0.086 1
0.119
0.12
36
0.5
0.093
0.340
0.039
0.054
0.05
TOTALS 1
100.0
11.834
11.932
EFFECTIVE RAIN = 1.972 INCHES
•
•
R C F C& W C D "SHORTCUT METHOD"
NVpn @aO @w SYNTHETIC UNIT HYDROGRAPH METHOD
MMUZZL Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: SFR -40k
Sheet
By ----ERR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME- MINUTES 10
[7] UNIT TIME- PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY 8, DURATION 100 -YR, 6 -HR
[111 VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.42
[2] AREA DESIGNATION - --
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES - --
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 3.1
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
[141 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
r41 *[181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
601�jj20I
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21]-[22]
[24]
FLOW
CFS
MAX
LOW
1
1.1
0.205
0.420
0.174
0.031
1 0.03
2
1.2
0.223
0.420
0.190
0.033
1 0.03
3
1.3
0.242
0.420
0.206
0.036
0.04
4
1.4
0.260
0.420
0.221
0.039
0.04
5
1.4
0.260
0.420
0.221
0.039
0.04
6
1.5
0.279
0.420
0.237
0.042
0.04
7
1.6
0.298
0.420
0.253
0.045
0.05
8
0.298
0.420
0.253
0.045
0.05
9
0.298
0.420
0.253
0.045
0.05
10
g1.6
0.298
0.420
0.253
0.045
0.05
11
0.298
0.420
0.253
0.045
0.05
12
0.316
0.420
0.269
0.047
0.05
13
.
0.316
0.420
0.269
0.047
0.05
14
1.8
0.335
0.420
0.285
0.050
0.05
15
1.8
0.335
0.420
0.285
0.050
0.05
16
1.8
0.335
0.420
0.285
0.050
0.05
17
2.0
0.372
0.420
0.316
0.056
0.06
18
2.0
0.372
0.420
0.316
0.056
0.06
19
2.1
0.391
0.420
0.332
0.059
0.06
20
2.2
0.409
0.420
0.348
0.061
0.06
21
2.5
0.465
0.420
0.395
1 0.070
0.07
22
2.8
0.521
0.420
0.443
1 0.101
0.10
23
3.0
0.558
0.420
0.474
1 0.138
0.14
24
3.2
0.595
0.420
0.506
1 0.175
0.18
25
3.5
0.651
0.420
0.553
0.231
0.23
26
3.9
0.725
0.420
0.617
0.305
0.31
27
4.2
0.781
0.420
0.664
0.361
0.36
28
4.5
0.837
0.420
0.711
0.417
0.42
29
4.8
0.893
0.420
0.759
0.473
0.48
30
5.1
0.949
0.420
0.806
0.529
0.53
31
6.7
1.246
0.420
1.059
0.826
0.83
32
8.1
1.507
0.420
1.281
1.087 1
1.10
33
10.3
1.916
0.420
1.628
1.496
1.51
34
2.8
0.521
0.420
0.443
0.101
0.10
35
1.1
0.205
0.420
0.174
0.031
0.03
36
0.5
0.093
0.420
0.079
0.014
0.01
TOTALS
100.0
7.274 111
7.335
EFFECTIVE RAIN = 1.212 INCHES
�7A
•
0
R C F C& W C D "SHORTCUT METHOD"
NVpN@LO @w SYNTHETIC UNIT HYDROGRAPH METHOD
t]QyWMG^�d Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: SFR -20k
Sheet
By -___ERR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 10
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 6 -HR
[111 VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
[131 CONSTANT LOSS RATE- INCHES /HOUR 0.33
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES - --
[81 S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 3.1
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR ---
14 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[151
UNIT
TIME
PERIOD
M
1161
TIME
PERCENT
OF LAG
[7]'[15]
1171
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[171
UNIT
HYDROGRAPH
CFS - HRS /IN
1`411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[27]
STORM
RAIN
IN /HR
60 1f O1f201
100[5]
[22]
LOSS
RATE
IN /HR
1231
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
1.1
0.205
0.330
0.174
0.031
1 0.03
2
1.2
0.223
0.330
0.190
0.033
0.03
3
1.3
0.242
0.330
0.206
0.036
0.04
4
1.4
0.260
0.330
0.221
0.039
0.04
5
1.4
0.260
0.330
0.221
0.039
0.04
6
1.5
0.279
0.330
0.237
0.042
0.04
7
1.6
0.298
0.330
0.253
1 0.045
0.05
8
1.6
0.298
0.330
0.253
1 0.045
0.05
9
1.6
0.298
0.330
0.253
1 0.045
0.05
10
1.6
0.298
0.330
0.253
1 0.045
0.05
11
1.6
0.298
0.330
0.253
1 0.045
0.05
12
1.7
0.316
0.330
0.269
1 0.047
0.05
13
1.7
0.316
0.330
0.269
1 0.047
0.05
14
1.8
0.335
0.330
0.285
1 0.050
0.05
15
1.8
0.335
0.330
0.285
0.050
0.05
16
1.8
0.335
0.330
0.285
0.050
0.05
17
2.0
0.372
0.330
0.316
0.056
0.06
18
2.0
0.372
0.330
0.316
0.056
0.06
19
2.1
0.391
0.330
0.332
0.061
0.06
20
2.2
0.409
0.330
0.348
0.079
0.08
21
2.5
0.465
0.330
0.395
1 0.135
0.14
22
2.8
0.521
0.330
0.443
1 0.191
0.19
23
3.0
0.558
0.330
0.474
1 0.228
0.23
24
3.2
0.595
0.330
0.506
1 0.265
0.27
25
3.5
0.651
0.330
0.553
0.321
0.32
26
3.9
0.725
0.330
0.617
0.395
0.40
27
4.2
0.781
0.330
0.664
0.451
0.45
28
4.5
0.837
0.330
0.711
0.507
0.51
29
4.8
0.893
0.330
0.759
0.563
0.57
30
5.1
0.949
0.330
0.806
0.619
0.62
31
6.7
1.246
0.330
1.059
0.916
0.92
32
8.1
1.507
0.330
1.281
1.177
1.19
33
10.3
1.916
0.330
1.628
1.586
1.60
34
2.8
0.521
0.330
0.443
0.191
0.19
35
1.1
0.205
0.330
0.174
0.031
0.03
36
0.5
0.093
0.330
0.079
0.014
0.01
TOTALS
100.0
8.530
8.601
EFFECTIVE RAIN = 1.422 INCHES
•
•
R C F C& W C D
G�lwBR@L@ @V
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: SFR -10k
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 10
[7] UNIT TIME - PERCENT OF LAG (100 "15]1[61) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 6 -HR
[111 VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
[131 CONSTANT LOSS RATE- INCHES /HOUR 0.28
[2] AREA DESIGNATION - --
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645`[3]) - --
[6] LAG TIME - MINUTES - --
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 3.1
1[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR ---
[141 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[151
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7] "[15]
1171
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[161
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
1171
UNIT
HYDROGRAPH
CFS - HRS /IN
1`41 *1181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[211
STORM
RAIN
IN /HR
6010 20
100[5]
[22]
LOSS
RATE
IN /HR
[231
EFFECTIVE
RAIN
IN /HR
[21] -[22]
1241
FLOW
CFS
MAX
LOW
1
1.1
0.205
0.280
0.174
0.031
0.03
2
1.2
0.223
0.280
0.190
0.033
0.03
3
1.3
0.242
0.280
0.206
0.036
0.04
4
1.4
0.260
0.280
0.221
0.039
0.04
5
1.4
0.260
0.280
0.221
1 0.039
0.04
6
1.5
0.279
0.280
0.237
1 0.042
0.04
7
1.6
0.298
0.280
0.253
1 0.045
0.05
8
1.6
1 0.298
0.280
0.253
1 0.045
0.05
9
1.6
0.298
0.280
0.253
1 0.045
0.05
10
1.6
0.298
0.280
0.253
1 0.045
0.05
11
1.6
0.298
0.280
0.253
0.045
0.05
12
1.7
0.316
0.280
0.269
0.047
0.05
13
1.7
0.316
0.280
0.269
0.047
0.05
14
1.8
0.335
0.280
0.285
0.055
0.06
15
1.8
0.335
0.280
0.285
0.055
0.06
16
0.335
0.280
0.285
0.055
0.06
17
0.372
0.280
0.316
0.092
0.09
18
0.372
0.280
0.316
0.092
0.09
19
0.391
0.280
0.332
0.111
0.11
20
0.409
0.280
0.348
0.129
0.13
21
0.465
0.280
0.395
0.185
0.19
22
K4.2
0.521
0.280
0.443
0.241
0.24
23
0.558
0.280
0.474
0.278
0.28
24
0.595
0.280
0.506
0.315
0.32
25
0.651
0.280
0.553
0.371
0.37
26
0.725
0.280
0.617
0.445
0.45
27
0.781
0.280
0.664
0.501
0.51
28
4.5
0.837
0.280
0.711
0.557
0.56
29
4.8
0.893
0.280
0.759
0.613
0.62
30
5.1
0.949
0.280
0.806
0.669
0.67
31
6.7
1.246
0.280
1.059
0.966 1
0.97
32
8.1
1.507
0.280
1.281
1.227
1.24
33
10.3
1.916
0.280
1.628
1.636
1.65
34
2.8
0.521
0.280
0.443
0.241
0.24
35
1.1
0.205
0.280
0.174
0.031
0.03
36
0.5
0.093
0.280
0.079
0.014
0.01
TOTALS
100.0
9.416
9.494
EFFECTIVE RAIN = 1.569 INCHES
r�
�i
•
•
R C F C& W C D "SHORTCUT METHOD"
Mw9R @L @ @V SYNTHETIC UNIT HYDROGRAPH METHOD
G�t�L�fn]MLad Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: Ret/Park/Golf
Sheet
By ERR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 10
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6)) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 6 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.46
[2] AREA DESIGNATION - --
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES - --
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 3.1
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
14 LOW LOSS RATE- PERCENT 90
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[151
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAP
CFS - HRS /IN
[411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
60r1011`201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
1.1
0.205
0.460
0.184
0.020
0.02
2
1.2
0.223
0.460
0.201
0.022
0.02
3
1.3
0.242
0.460
0.218
0.024
0.02
4
1.4
0.260
0.460
0.234
0.026
0.03
5
1.4
0.260
0.460
0.234
0.026
0.03
6
1.5
0.279
0.460
0.251
0.028
0.03
7
1.6
1 0.298
0.460
0.268
1 0.030
0.03
8
1.6
0.298
0.460
0.268
1 0.030
0.03
9
1.6
0.298
0.460
0.268
1 0.030
0.03
10
1.6
0.298
0.460
0.268
1 0.030
0.03
11
1.6
0.298
0.460
0.268
1 0.030
0.03
12
1.7
0.316
0.460
0.285
1 0.032
0.03
13
1.7
0.316
0.460
0.285
1 0.032
0.03
14
1.8
0.335
0.460
0.301
1 0.033
0.03
15
1.8
0.335
0.460
0.301
1 0.033
0.03
16
1.8
0.335
0.460
0.301
0.033
0.03
17
2.0
0.372
0.460
0.335
0.037
0.04
18
2.0
0.372
0.460
0.335
0.037
0.04
19
2.1
0.391
0.460
0.352
0.039
0.04
20
2.2
0.409
0.460
0.368
0.041
0.04
21
1 2.5
0.465
0.460
0.419
0.047
0.05
22
2.8
0.521
0.460
0.469
0.061
0.06
23
3.0
0.558
0.460
0.502
1 0.098
0.10
24
3.2
0.595
0.460
0.536
1 0.135
0.14
25
3.5
0.651
0.460
0.586
1 0.191
0.19
26
3.9
0.725
0.460
0.653
1 0.265
0.27
27
4.2
0.781
0.460
0.703
1 0.321
0.32
28
4.5
0.837
0.460
0.753
1 0.377
0.38
29
1
4.8
0.893
0.460
0.804 1
0.433
0.44
30
1
5.1
0.949
0.460
0.854 1
0.489
0.49
31
6.7
1.246
0.460
1.122
0.786
0.79
32
8.1
1.507
0.460
1.356 1
1.047
1.06
33
10.3
1.916
0.460
1.724 1
1.456
1.47
34
2.8
0.521
0.460
0.469
0.061
0.06
35
1.1
0.205
0.460
0.184
0.020
0.02
36
0.5
0.093
0.460
0.084
0.009
0.01
TOTALS
100.0
6.409
6.463
EFFECTIVE RAIN = 1.068 INCHES
w
•
•
R C F C& W C D
aUl]MI(DW
l nIMULM
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: Off -Site Str
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 10
V) UNIT TIME - PERCENT OF LAG (100 "[5] 1[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 6 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.23
[2] AREA DESIGNATION ---
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645 "[3]) - --
[6] LAG TIME - MINUTES ---
[8] S -CURVE
[10] TOTAL ADJUSTED STORM RAIN- INCHES 3.1
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
[141 LOW LOSS RATE- PERCENT 42
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[1 5]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]•[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
r4I*r18I
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
60 1f 0Ir20I
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
1.1
0.205
0.230
0.086
0.119
0.12
2
1.2
0.223
0.230
0.094
0.129
0.13
3
1.3
0.242
0.230
0.102
0.140
0.14
4
1.4
0.260
0.230
0.109
0.151
0.15
5
1.4
0.260
0.230
0.109
1 0.151
0.15
6
1.5
0.279
0.230
0.117
1 0.162
0.16
7
1.6
0.298
0.230
0.125
1 0.173
0.17
8
1 1.6
0.298
0.230
0.125
1 0.173
0.17
9
1.6
0.298
0.230
0.125
1 0.173
0.17
10
1.6
0.298
0.230
0.125
0.173
0.17
11
1.6
0.298
0.230
0.125
0.173
0.17
12
1.7
0.316
0.230
0.133
0.183
0.18
13
1.7
0.316
0.230
0.133
0.183
0.18
14
1.8
0.335
0.230
0.141
0.194
0.20
15
1.8
0.335
0.230
0.141
0.194
0.20
16
1.8
0.335
0.230
0.141
1 0.194
0.20
17
2.0
0.372
0.230
0.156
0.216
0.22
18
2.0
0.372
0.230
0.156
0.216
0.22
19
2.1
0.391
0.230
0.164
0.227
0.23
20
2.2
0.409
0.230
0.172
0.237
0.24
21
2.5
0.465
0.230
0.195
0.270
0.27
22
2.8
0.521
0.230
0.219
0.302
0.30
23
3.0
0.558
0.230
0.234
0.328
0.33
24
3.2
0.595
0.230
0.250
0.365
0.37
25
3.5
0.651
0.230
0.273
0.421
0.42
26
3.9
0.725
0.230
0.305
0.495
0.50
27
4.2
0.781
0.230
0.328
0.551
0.56
28
4.5
0.837
0.230
0.352
0.607
0.61
29
4.8
0.893
0.230
0.375
0.663
0.67
30
5.1
0.949
0.230
0.398
0.719
0.72
31
6.7
1.246
0.230
0.523
1.016
1.02
32
8.1
1.507
0.230
0.633
1.277
1.29
33
10.3
1.916
0.230
0.805
1.686
1.70
34
2.8
0.521
0.230
0.219
0.302
0.30
35
1.1
0.205
0.230
0.086
0.119
0.12
36
0.5
0.093
0.230
0.039
0.054
0.05
TOTALS
100.0
12.734 1
12.840
EFFECTIVE RAIN = 2.122 INCHES
•
•
R C F C& W C D "SHORTCUT METHOD"
Qz1w@R@L @ @V SYNTHETIC UNIT HYDROGRAPH METHOD
HIMM&L Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: Clubhouse
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 10
[7] UNIT TIME - PERCENT OF LAG (100•[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 6 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.14
[2] AREA DESIGNATION - --
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645 *[3]) - --
[6] LAG TIME - MINUTES - --
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 3.1
1[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
[141 LOW LOSS RATE- PERCENT 26
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]•[15]
[171
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[161
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17)
UNIT
HYDROGRAPH
CFS - HRS /IN
4' 18
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
601`1011`201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
1.1
0.205
0.140
0.053
0.151
1 0.15
2
1.2
0.223
0.140
0.058
0.165
0.17
3
1.3
0.242
0.140
0.063
0.179
0.18
4
1.4
0.260
0.140
0.068
0.193
0.19
5
1.4
0.260
0.140
0.068
0.193
0.19
6
1.5
0.279
0.140
0.073
0.206
0.21
7
1.6
0.298
0.140
0.077
0.220
0.22
8
1.6
0.298
0.140
0.077
0.220
0.22
9
1.6
0.298
0.140
0.077
0.220
0.22
10
1.6
0.298
0.140
0.077
0.220
0.22
11
1.6
0.298
0.140
0.077
0.220
0.22
12
1.7
0.316
0.140
0.082
0.234
0.24
13
1.7
0.316
0.140
0.082
0.234
0.24
14
1.8
0.335
0.140
0.087
0.248
0.25
15
1.8
0.335
0.140
0.087
0.248
0.25
16
1.8
0.335
0.140
0.087
0.248
0.25
17
2.0
0.372
0.140
0.097
0.275
0.28
18
2.0
0.372
0.140
0.097
0.275
0.28
19
2.1
0.391
0.140
0.102
0.289
0.29
20
2.2
0.409
0.140
0.106
0.303
0.31
21
2.5
0.465
0.140
0.121
0.344
0.35
22
2.8
0.521
0.140
0.135
0.385
0.39
23
3.0
0.558
0.140
0.145
0.418
0.42
24
3.2
0.595
0.140
0.155
0.455
0.46
25
1
3.5
0.651
0.140
0.169
0.511
0.52
26
3.9
0.725
0.140
0.189
0.585
0.59
27
4.2
0.781
0.140
0.203 1
0.641
0.65
28
4.5
0.837
0.140
0.218 1
0.697
0.70
29
4.8
0.893
0.140
0.232 1
0.753
0.76
30
5.1
0.949
0.140
0.247 1
0.809
0.82
31
6.7
1.246
0.140
0.324
1.106
1.12
32
8.1
1.507
0.140
0.392
1.367
1.38
33
10.3
1.916
0.140
0.498
1.776
1.79
34
2.8
0.521
0.140
0.135
0.385
0.39
35
1.1
0.205
0.140
0.053
0.151
0.15
36
0.5
0.093
0.140
0.024
0.069
0.07
TOTALS
100.0
14.995
15.120
EFFECTIVE RAIN = 2.499 INCHES
Will
•
•
R C F C& W C D "SHORTCUT METHOD"
NV@R@L @ @V SYNTHETIC UNIT HYDROGRAPH METHOD
�]Q�1NJQd Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil A: SFR -40k
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5) UNIT TIME - MINUTES 5
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) - --
[91 STORM FREQUENCY & DURATION 100 -YR, 3 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
[131 CONSTANT LOSS RATE- INCHES /HOUR 0.61
[2] AREA DESIGNATION - --
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES - --
[81 S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 2.6
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR ---
14 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
r41'f181
100.000
[201
PATTERN
PERCENT
(PL E -5.9)
[21)
STORM
RAIN
IN /HR
601f 01r201
100[5]
[22)
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
1.3
0.406
0.610
0.345
0.061
0.06
2
1.3
0.406
0.610
0.345
0.061
0.06
3
1.1
0.343
0.610
0.292
0.051
0.05
4
1.5
0.468
0.610
0.398
0.070
0.07
5
1.5
0.468
0.610
0.398
1 0.070
0.07
6
1.8
0.562
0.610
0.477
1 0.084
0.08
7
1.5
0.468
0.610
0.398
0.070
0.07
8
1.8
0.562
0.610
0.477
0.084
0.08
9
1.8
0.562
0.610
0.477
0.084
0.08
10
1.5
0.468
0.610
0.398
0.070
0.07
11
1.6
0.499
0.610
0.424
0.075
0.08
12
1.8
0.562
0.610
0.477
0.084
0.08
13
2.2
0.686
0.610
0.583
1 0.103
0.10
14
2.2
0.686
0.610
0.583
1 0.103
0.10
15
2.2
0.686
0.610
0.583
1 0.103
0.10
16
2.0
0.624
0.610
0.530
1 0.094
0.09
17
2.6
0.811
0.610
0.690
1 0.201
0.20
18
2.7
0.842
0.610
0.716
1 0.232
0.23
19
2.4
0.749
0.610
0.636
0.139
0.14
20
2.7
0.842
0.610
0.716
0.232
0.23
21
3.3
1.030
0.610
0.875
0.420
0.42
22
3.1
0.967
0.610
0.822
0.357
0.36
23
2.9
0.905
0.610
0.769
0.295
0.30
24
3.0
0.936
0.610
0.796
0.326
0.33
25
3.1
0.967
0.610
0.822
1 0.357
0.36
26
4.2
1.310
0.610
1.114
1 0.700
0.71
27
5.0
1.560
0.610
1.326 1
0.950
0.96
28
3.5
1.092
0.610
0.928 1
0.482
0.49
29
6.8
2.122
0.610
1.803 1
1.512
1.52
30
7.3
2.278
0.610
1.936 1
1.668
1.68
31
8.2
2.558
0.610
2.175
1.948
1.96
32
5.9
1.841
0.610
1.565
1.231
1.24
33
2.0
0.624
0.610
0.530
0.094
0.09
34
1.8
0.562
0.610
0.477
0.084
0.08
35
1.8
0.562
0.610
0.477
0.084
0.08
36
0.6
0.187
0.610
0.159
0.028
0.03
TOTALS 1
100.0
12.609
12.714
EFFECTIVE RAIN = 1.051 INCHES
•
•
•
R C F C& W C D
aVpR@L @9w
HQ( U&IL
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil A: SFR -20k
Sheet
By ----ERR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 5
[7] UNIT TIME - PERCENT OF LAG (100•[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 3 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.47
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645 "[3]) - --
[6] LAG TIME - MINUTES - --
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 2.6
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
[141 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16)
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
r411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
60r101[201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
1.3
0.406
0.470
0.345
0.061
0.06
2
1.3
0.406
0.470
0.345
0.061
1 0.06
3
1.1
0.343
0.470
0.292
0.051
1 0.05
4
1.5
0.468
0.470
0.398
0.070
0.07
5
1.5
0.468
0.470
0.398
0.070
0.07
6
1.8
0.562
0.470
0.477
0.092
0.09
7
1.5
0.468
0.470
0.398
0.070
0.07
8
1.8
0.562
0.470
0.477
0.092
0.09
9
1.8
0.562
0.470
0.477
1 0.092
0.09
10
1.5
0.468
0.470
0.398
1 0.070
0.07
11
1.6
0.499
0.470
0.424
1 0.075
0.08
12
1.8
0.562
0.470
0.477
1 0.092
0.09
13
2.2
0.686
0.470
0.583
0.216
0.22
14
2.2
0.686
0.470
0.583
0.216
0.22
15
2.2
0.686
0.470
0.583
0.216
0.22
16
2.0
0.624
0.470
0.530
0.154
0.16
17
2.6
0.811
0.470
0.690
0.341
0.34
18
2.7
0.842
0.470
0.716
0.372
0.38
19
2.4
0.749
0.470
0.636
0.279
0.28
20
2.7
0.842
0.470
0.716
0.372
0.38
21
3.3
1.030
0.470
0.875
0.560
0.56
22
3.1
0.967
0.470
0.822
1 0.497
0.50
23
2.9
0.905
0.470
0.769
1 0.435
0.44
24
3.0
0.936
0.470
0.796
1 0.466
0.47
25
3.1
0.967
0.470
0.822
1 0.497
0.50
26
4.2
1.310
0.470
1.114
1 0.840
0.85
27
5.0
1.560
0.470
1.326
1 1.090
1.10
28
3.5
1.092
0.470
0.928
1 0.622
0.63
29
6.8
2.122
0.470
1.803 1
1.652
1.67
30
7.3
2.278
0.470
1.936
1.808
1.82
31
8.2
2.558
0.470
2.175
2.088
2.11
32
5.9
1.841
0.470
1.565
1.371
1.38
33
2.0
0.624
0.470
0.530
0.154
0.16
34
1.8
0.562
0.470
0.477
0.092
0.09
35
1.8
0.562
0.470
0.477
0.092
0.09
36
0.6
0.187
0.470
0.159
0.028
0.03
TOTALS
100.0 1
1
15.354
15.482
EFFECTIVE RAIN = 1.280 INCHES
C
•
R C F C& W C D
Gi1�1, Dc R@L@ @V
UMMULM
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil A: SFR -10k
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 5
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 3 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.41
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645•[3)) - --
[6] LAG TIME - MINUTES - --
[8) S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 2.6
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR --
[141 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[151
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17)
UNIT
HYDROGRAPH
CFS - HRS /IN
4f 11181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
601`1011`201
100[5]
[22]
LOSS
RATE
IN /HR
[231
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
1.3
0.406
0.410
0.345
0.061
0.06
2
1.3
0.406
0.410
0.345
0.061
0.06
3
1.1
0.343
0.410
0.292
0.051
0.05
4
1.5
0.468
0.410
0.398
0.070
0.07
5
1.5
0.468
0.410
0.398
0.070
0.07
6
1.8
0.562
0.410
0.477
0.152
0.15
7
1 1.5
0.468
0.410
0.398
0.070
0.07
8
1.8
0.562
0.410
0.477
0.152
0.15
9
1.8
0.562
0.410
0.477
0.152
0.15
10
1.5
0.468
0.410
0.398
1 0.070
0.07
11
1.6
0.499
0.410
0.424
0.089
0.09
12
1.8
0.562
0.410
0.477
0.152
0.15
13
0.686
0.410
0.583
0.276
0.28
14
0.686
0.410
0.583
0.276
0.28
15
0.686
0.410
0.583
0.276
0.28
16
V2.6
0.624
0.410
0.530
0.214
0.22
17
0.811
0.410
0.690
0.401
0.40
18
0.842
0.410
0.716
0.432
0.44
19
0.749
0.410
0.636
0.339
0.34
20
2.7
0.842
0.410
0.716
0.432
0.44
21
3.3
1.030
0.410
0.875
0.620
0.62
22
3.1
0.967
0.410
0.822
0.557
0.56
23
2.9
0.905
0.410
0.769
0.495
0.50
24
3.0
0.936
0.410
0.796
0.526
0.53
25
3.1
0.967
0.410
0.822
0.557
0.56
26
4.2
1.310
0.410
1.114
0.900
0.91
27
5.0
1.560
0.410
1.326
1.150
1.16
28
3.5
1.092
0.410
0.928
0.682
0.69
29
6.8
2.122
0.410
1.803
1.712
1.73
30
7.3
2.278
0.410
1.936
1.868
1.88
31
1
8.2
2.558
0.410
2.175
2.148
2.17
32
1
5.9
1.841
0.410
1.565
1.431
1.44
33
2.0
0.624
0.410
0.530
0.214
0.22
34
1.8
0.562
0.410
0.477
0.152
0.15
35
1.8
0.562
0.410
0.477
0.152
0.15
36
0.6
0.187
0.410
0.159
0.028
0.03
TOTALS I
1
100.0
16.988 1
17.130
EFFECTIVE RAIN = 1.416 INCHES
C
•
R C F C& W C D
aVEML(DW
o e
(G�(Vl�ad
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil A: Off -Site Str
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
15] UNIT TIME - MINUTES 5
[7] UNIT TIME - PERCENT OF LAG (100'[5]1[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 3 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
[131 CONSTANT LOSS RATE- INCHES /HOUR 0.34
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME- MINUTES - --
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 2.6
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR ---
[141 LOW LOSS RATE- PERCENT 42
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17)m-1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
1`411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
601`101[201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[221
[24]
FLOW
CFS
MAX
LOW
1
1.3
0.406
0.340
0.170
0.235
0.24
2
1.3
0.406
0.340
0.170
0.235
0.24
3
1.1
0.343
0.340
0.144
0.199
0.20
4
1.5
0.468
0.340
0.197
0.271
0.27
5
1.5
0.468
0.340
0.197
1 0.271
0.27
6
1.8
0.562
0.340
0.236
1 0.326
0.33
7
1.5
0.468
0.340
0.197
0.271
0.27
8
1.8
0.562
0.340
0.236
0.326
0.33
9
1.8
0.562
0.340
0.236
0.326
0.33
10
1.5
0.468
0.340
0.197
0.271
0.27
11
1.6
0.499
0.340
0.210
0.290
0.29
12
1.8
0.562
0.340
0.236
0.326
0.33
13
2.2
0.686
0.340
0.288
0.398 1
0.40
14
2.2
0.686
0.340
0.288
0.398
0.40
15
2.2
0.686
0.340
0.288
0.398
0.40
16
2.0
0.624
0.340
0.262
0.362
0.36
17
2.6
0.811
0.340
0.341
0.471
0.48
18
2.7
0.842
0.340
0.354
0.502
0.51
19
2.4
0.749
0.340
0.314
0.434
0.44
20
2.7
0.842
0.340
0.354
1 0.502
0.51
21
3.3
1.030
0.340
0.432
1 0.690
0.70
22
3.1
0.967
0.340
0.406
1 0.627
0.63
23
2.9
0.905
0.340
0.380
1 0.565
0.57
24
3.0
0.936
0.340
0.393
1 0.596
0.60
25
3.1
0.967
0.340
0.406
0.627
0.63
26
4.2
1.310
0.340
0.550
0.970
0.98
27
5.0
1.560
0.340
0.655
1.220
1.23
28
3.5
1.092
0.340
0.459
0.752
0.76
29
6.8
2.122
0.340
0.891
1.782
1.80
30
7.3
2.278
0.340
0.957
1.938
1.95
31
8.2
2.558
0.340
1.075
2.218
2.24
32
5.9
1.841
0.340
0.773
1.501
1.51
33
2.0
0.624
0.340
0.262
0.362
0.36
34
1.8
0.562
0.340
0.236
0.326
0.33
35
1.8
0.562
0.340
0.236
0.326
0.33
36
0.6
0.187
0.340
0.079
0.109
0.11
TOTALS
100.0
21.422
21.600
EFFECTIVE RAIN = 1.785 INCHES
•
•
R C F C& W C D "SHORTCUT METHOD"
NVpR@LO V SYNTHETIC UNIT HYDROGRAPH METHOD
mamu&d Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: SFR -40k
Sheet
By ERR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 5
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 3 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.42
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES
[8] S -CURVE
[10] TOTAL ADJUSTED STORM RAIN- INCHES 2.6
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
14 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDRO24RAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
1`411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
601f 0If201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
FLOW
CFS
MAX
LOW
1
1.3
0.406
0.420
0.345
0.061
0.06
2
1.3
0.406
0.420
0.345
0.061
0.06
3
1.1
0.343
0.420
0.292
0.051
0.05
4
1.5
0.468
0.420
0.398
0.070
0.07
5
1.5
0.468
0.420
0.398
0.070
0.07
6
1.8
0.562
0.420
0.477
0.142
0.14
7
1.5
0.468
0.420
0.398
0.070
0.07
8
1.8
0.562
0.420
0.477
0.142
0.14
9
1.8
0.562
0.420
0.477
0.142
0.14
10
1.5
0.468
0.420
0.398
0.070
0.07
11
1.6
0.499
0.420
0.424
0.079
0.08
12
1.8
0.562
0.420
0.477
0.142
0.14
13
2.2
0.686
0.420
0.583
0.266
0.27
14
2.2
0.686
0.420
0.583
0.266
0.27
15
2.2
0.686
0.420
0.583
0.266
0.27
16
2.0
0.624
0.420
0.530
0.204
0.21
17
2.6
0.811
0.420
0.690
0.391
0.39
18
2.7
0.842
0.420
0.716
0.422
0.43
19
2.4
0.749
0.420
0.636
0.329
0.33
20
2.7
0.842
0.420
0.716
0.422
0.43
21
3.3
1.030
0.420
0.875
0.610
0.61
22
3.1
0.967
0.420
0.822
0.547
0.55
23
2.9
0.905
0.420
0.769
0.485
0.49
24
3.0
0.936
0.420
0.796
0.516
0.52
25
3.1
0.967
0.420
0.822
0.547
0.55
26
4.2
1.310
0.420
1.114
0.890
0.90
27
5.0
1.560
0.420
1.326
1.140
1.15
28
3.5
1.092
0.420
0.928
0.672
0.68
29
6.8
2.122
0.420
1.803
1.702
1.72
30
7.3
2.278
0.420
1.936
1.858
1.87
31
8.2
2.558
0.420
2.175
2.138 1
2.16
32
5.9
1.841
0.420
1.565
1.421
1.43
33
2.0
0.624
0.420
0.530
0.204
0.21
34
1.8
0.562
0.420
0.477
0.142
0.14
35
1.8
0.562
0.420
0.477
0.142
0.14
36
0.6
0.187
0.420
0.159
0.028
0.03
TOTALS
100.0
16.708
16.848
EFFECTIVE RAIN = 1.392 INCHES
•
•
•
R C F C& W C D
H, VpN@L@ @w
MHULM
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: SFR -20k
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 5
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) - --
[91 STORM FREQUENCY & DURATION 100 -YR, 3 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.33
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3])
[6] LAG TIME - MINUTES - -_
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 2.6
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
[141 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
1`411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
60[1011`201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
1.3
0.406
0.330
0.345
0.076
0.08
2
1.3
0.406
0.330
0.345
0.076
0.08
3
1.1
0.343
0.330
0.292
0.051
0.05
4
1.5
0.468
0.330
0.398
0.138
0.14
5
1.5
0.468
0.330
0.398
0.138
0.14
6
1.8
0.562
0.330
0.477
0.232
0.23
7
0.468
0.330
0.398
0.138
0.14
8
0.562
0.330
0.477
0.232
0.23
9
0.562
0.330
0.477
0.232
0.23
10
0.468
0.330
0.398
0.138
0.14
11
0.499
0.330
0.424
0.169
0.17
12
0.562
0.330
0.477
0.232
0.23
13
K2.6
0.686
0.330
0.583
0.356
0.36
14
0.686
0.330
0.583
0.356
0.36
15
0.686
0.330
0.583
0.356
0.36
16
0.624
0.330
0.530
0.294
0.30
17
0.811
0.330
0.690
0.481
0.49
18
0.842
0.330
0.716
0.512
0.52
19
0.749
0.330
0.636
1 0.419
0.42
20
2.7
0.842
0.330
0.716
0.512
0.52
21
3.3
1.030
0.330
0.875
0.700
0.71
22
3.1
0.967
0.330
0.822
0.637
0.64
23
2.9
0.905
0.330
0.769
0.575
0.58
24
3.0
0.936
0.330
0.796
0.606
0.61
25
3.1
0.967
0.330
0.822
0.637
0.64
26
4.2
1.310
0.330
1.114 1
0.980
0.99
27
5.0
1.560
0.330
1.326 1
1.230
1.24
28
3.5
1.092
0.330
0.928 1
0.762
0.77
29
6.8
2.122
0.330
1.803 1
1.792
1.81
30
7.3
2.278
0.330
1.936 1
1.948
1.96
31
8.2
2.558
0.330
2.175
2.228
2.25
32
5.9
1.841
0.330
1.565
1.511
1.52
33
2.0
0.624
0.330
0.530
0.294
0.30
34
1.8
0.562
0.330
0.477
0.232
0.23
35
1.8
0.562
0.330
0.477
0.232
0.23
36
0.6
0.187
0.330
0.159
0.028
0.03
TOTALS
100.0
19.529 1
19.692
EFFECTIVE RAIN = 1.627 INCHES
c:
•
R C F C& W C D
ltilVpR@L0 V
KLMIL
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: SFR -10k
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 5
[7] UNIT TIME - PERCENT OF LAG (100'[5]1[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 3 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.28
[2] AREA DESIGNATION - --
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES - --
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 2.6
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
[141 LOW LOSS RATE- PERCENT 85
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16)
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
1`411181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
601f 01r201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21]_[22)
[24]
FLOW
CFS
MAX
LOW
1
1.3
0.406
0.280
0.345
0.126
0.13
2
1.3
0.406
0.280
0.345
0.126
0.13
3
1.1
0.343
0.280
0.292
0.063
0.06
4
1.5
0.468
0.280
0.398
0.188
0.19
5
1.5
0.468
0.280
0.398
0.188
0.19
6
1.8
0.562
0.280
0.477
0.282
0.28
7
1 1.5
0.468
0.280
0.398
1 0.188
0.19
8
1.8
0.562
0.280
0.477
1 0.282
0.28
9
1.8
0.562
0.280
0.477
1 0.282
0.28
10
1.5
0.468
0.280
0.398
1 0.188
0.19
11
1.6
0.499
0.280
0.424
1 0.219
0.22
12
1.8
0.562
0.280
0.477
1 0.282
0.28
13
2.2
1 0.686
0.280
0.583
0.406
0.41
14
2.2
0.686
0.280
0.583
0.406
0.41
15
2.2
0.686
0.280
0.583
0.406
0.41
16
2.0
0.624
0.280
0.530
0.344
0.35
17
2.6
0.811
0.280
0.690
0.531
0.54
18
2.7
0.842
0.280
0.716
0.562
0.57
19
2.4
0.749
0.280
0.636
1 0.469
0.47
20
2.7
0.842
0.280
0.716
1 0.562
0.57
21
1 3.3
1.030
0.280
0.875
1 0.750
0.76
22
1
3.1
0.967
0.280
0.822
1 0.687
0.69
23
1
2.9
0.905
0.280
0.769
1 0.625
0.63
24
1
3.0
0.936
0.280
0.796
1 0.656
0.66
25
3.1
0.967
0.280
0.822
1 0.687
0.69
26
4.2
1.310
0.280
1.114
1 1.030
1.04
27
5.0
1.560
0.280
1.326 1
1.280
1.29
28
3.5
1.092
0.280
0.928 1
0.812
0.82
29
6.8
2.122
0.280
1.803 1
1.842
1.86
30
7.3
2.278
0.280
1.936 1
1.998
2.01
31
8.2
2.558
0.280
2.175
2.278
2.30
32
5.9
1.841
0.280
1.565
1.561
1.57
33
2.0
0.624
0.280
0.530
0.344
0.35
34
1.8
0.562
0.280
0.477
0.282
0.28
35
1.8
0.562
0.280
0.477
0.282
0.28
36
0.6
0.187
0.280
0.159
0.028
0.03
TOTALS
100.0
1
21.241 1
21.418
EFFECTIVE RAIN = 1.770 INCHES
•
C]
R C F C& W C D
Cii V9R@L@ @V
NQHUQa
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: Ret/Park/Golf
Sheet
By RRR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 5
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 3 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.46
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645•[3]) - --
[6] LAG TIME - MINUTES ___
[8] S -CURVE ___
[10] TOTAL ADJUSTED STORM RAIN- INCHES 2.6
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
[141 LOW LOSS RATE- PERCENT 90
7
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[151
UNIT
TIME
PERIOD
M
[16]
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
4 " 1 81
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
60[1011`201
100[5]
1221
LOSS
RATE
IN /HR
(23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
1.3
0.406
0.460
0.365
0.041
0.04
2
1.3
0.406
0.460
0.365
0.041
0.04
3
1.1
0.343
0.460
0.309
0.034
0.03
4
1.5
0.468
0.460
0.421
0.047
0.05
5
1.5
0.468
0.460
0.421
1 0.047
0.05
6
1.8
0.562
0.460
0.505
1 0.102
0.10
7
1.5
0.468
0.460
0.421
0.047
0.05
8
1.8
0.562
0.460
0.505
0.102
0.10
9
1.8
0.562
0.460
0.505
0.102
0.10
10
1.5
0.468
0.460
0.421
0.047
0.05
11
1.6
0.499
0.460
0.449
0.050
0.05
12
1.8
0.562
0.460
0.505
0.102
0.10
13
!
2.2
0.686
0.460
0.618
1 0.226
0.23
14
L'
2.2
0.686
0.460
0.618
0.226
0.23
15
2.2
0.686
0.460
0.618
0.226
0.23
16
2.0
0.624
0.460
0.562
0.164
0.17
17
2.6
0.811
0.460
0.730
0.351
0.35
18
2.7
0.842
0.460
0.758
0.382
0.39
19
2.4
0.749
0.460
0.674
0.289
0.29
20
2.7
0.842
0.460
0.758
0.382
0.39
21
3.3
1.030
0.460
0.927
0.570
0.57
22
3.1
0.967
0.460
0.870
0.507
0.51
23
2.9
0.905
0.460
0.814
0.445
0.45
24
3.0
0.936
0.460
0.842
0.476
0.48
25
3.1
0.967
0.460
0.870
1 0.507
0.51
26
4.2
1.310
0.460
1.179
1 0.850
0.86
27
5.0
1.560
0.460
1.404
1 1.100
1.11
28
3.5
1.092
0.460
0.983
1 0.632
0.64
29
6.8
2.122
0.460
1.909 1
1.662
1.68
30
7.3
2.278
0.460
2.050 1
1.818
1.83
31
8.2
2.558
0.460
2.303
2.098
2.12
32
5.9
1.841
0.460
1.657
1.381
1.39
33
1
2.0
0.624
0.460
0.562
0.164
0.17
34
1.8
0.562
0.460
0.505
0.102
0.10
35
1.8
0.562
0.460
0.505
0.102
0.10
36
0.6
0.187
0.460
0.168
0.019
0.02
TOTALS
100.0
1
15.438 1
15.567
EFFECTIVE RAIN = 1.287 INCHES
r�
�J
•
•
R C F C& W C D
(n1V(]R L @V
MMULM
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: Off -Site Str
Sheet
By ----ERR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 5
[7] UNIT TIME - PERCENT OF LAG (100'[5]1[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 3 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
13 CONSTANT LOSS RATE- INCHES /HOUR 0.23
[2] AREA DESIGNATION
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES ---
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 2.6
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR - --
14 LOW LOSS RATE- PERCENT 42
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15l
UNIT
TIME
PERIOD
M
[16)
TIME
PERCENT
OF LAG
[7] *[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
[41 *x181
100.000
[20]
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
601[ 01[201
100[5]
[22]
LOSS
RATE
IN /HR
[23)
EFFECTIVE
RAIN
IN /HR
[21].[22]
[24]
FLOW
CFS
MAX
LOW
1
1.3
0.406
0.230
0.170
0.235
1 0.24
2
1.3
0.406
0.230
0.170
0.235
0.24
3
1.1
0.343
0.230
0.144
0.199
0.20
4
1.5
0.468
0.230
0.197
0.271
0.27
5
1.5
0.468
0.230
0.197
0.271
0.27
6
1.8
0.562
0.230
0.236
0.332
0.33
7
1.5
1 0.468
0.230
0.197
0.271
0.27
8
1.8
0.562
0.230
0.236
0.332
0.33
9
1.8
0.562
0.230
0.236
0.332
0.33
10
1.5
0.468
0.230
0.197
0.271
0.27
11
1.6
0.499
0.230
0.210
0.290
0.29
12
1.8
0.562
0.230
0.236
0.332
0.33
13
2.2
0.686
0.230
0.288
0.456
0.46
14
2.2
0.686
0.230
0.288
0.456
0.46
15
2.2
0.686
0.230
0.288
0.456
0.46
16
2.0
0.624
0.230
0.262
0.394
0.40
17
2.6
0.811
0.230
0.341
0.581
0.59
18
2.7
0.842
0.230
0.354
0.612
0.62
19
2.4
0.749
0.230
0.314
0.519
0.52
20
2.7
0.842
0.230
0.354
0.612
0.62
21
3.3
1.030
0.230
0.432
0.800
0.81
22
3.1
0.967
0.230
0.406
0.737
0.74
23
2.9
0.905
0.230
0.380
0.675
0.68
24
3.0
0.936
0.230
0.393
1 0.706
0.71
25
3.1
0.967
0.230
0.406
0.737
0.74
26
4.2
1.310
0.230
0.550
1.080
1.09
27
5.0
1.560
0.230
0.655
1.330
1.34
28
3.5
1.092
0.230
0.459
0.862
0.87
29
6.8
2.122
0.230
0.891
1.892
1.91
30
7.3
2.278
0.230
0.957
2.048
2.06
31
8.2
2.558
0.230
1.075
2.328
2.35
32
5.9
1.841
0.230
0.773
1.611
1.62
33
2.0
0.624
0.230
0.262
0.394
0.40
34
1.8
0.562
0.230
0.236
0.332
0.33
35
1.8
0.562
0.230
0.236
0.332
0.33
36
0.6
0.187
0.230
0.079
0.109
0.11
TOTALS
100.0 1
23.431 1
23.626
EFFECTIVE RAIN = 1.953 INCHES
•
C7
•
R C F C& W C D "SHORTCUT METHOD"
NVpR @L@ @w SYNTHETIC UNIT HYDROGRAPH METHOD
In l&HUL^�d Unit Hydrograph and Effective Rain
Calculation Form
Project
1721 Griffin Ranch, TM 32879: Soil B: Clubhouse
Sheet
1
By ERR Date
Checked Date
[1] CONCENTRATION POINT - --
[3] DRAINAGE AREA -ACRES 1.00
[5] UNIT TIME - MINUTES 5
[7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) - --
[9] STORM FREQUENCY & DURATION 100 -YR, 3 -HR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR - --
[131 CONSTANT LOSS RATE- INCHES /HOUR 0.14
[2] AREA DESIGNATION - --
[4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) - --
[6] LAG TIME - MINUTES - --
[8] S -CURVE - --
[10] TOTAL ADJUSTED STORM RAIN- INCHES 2.6
1[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR ...
[141 LOW LOSS RATE- PERCENT 26
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
M
[161
TIME
PERCENT
OF LAG
[7]'[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[16]
DISTRIB
GRAPH
PERCENT
[17]m- [17]m -1
[17]
UNIT
HYDROGRAPH
CFS - HRS /IN
f41 *[181
100.000
[20)
PATTERN
PERCENT
(PL E -5.9)
[21]
STORM
RAIN
IN /HR
60[1011`201
100[5]
[22]
LOSS
RATE
IN /HR
[23]
EFFECTIVE
RAIN
IN /HR
[21] -[22]
[24]
FLOW
CFS
MAX
LOW
1
1.3
0.406
0.140
0.105
0.300
0.30
2
1.3
0.406
0.140
0.105
0.300
0.30
3
1.1
0.343
0.140
0.089
0.254
0.26
4
1.5
0.468
0.140
0.122
0.346
0.35
5
1.5
0.468
0.140
0.122
1 0.346
0.35
6
1.8
0.562
0.140
0.146
0.422
0.43
7
1.5
0.468
0.140
0.122
0.346
0.35
8
1.8
0.562
0.140
0.146
0.422
0.43
9
1.8
0.562
0.140
0.146
0.422
0.43
10
1.5
0.468
0.140
0.122
0.346
0.35
11
1.6
0.499
0.140
0.130
0.369
0.37
12
1.8
0.562
0.140
0.146
0.422
0.43
13
2.2
0.686
0.140
0.178
0.546
0.55
14
2.2
0.686
0.140
0.178
1 0.546
0.55
15
2.2
0.686
0.140
0.178
1 0.546
0.55
16
2.0
0.624
0.140
0.162
1 0.484
0.49
17
2.6
0.811
0.140
0.211
1 0.671
0.68
18
2.7
0.842
0.140
0.219
1 0.702
0.71
19
2.4
0.749
0.140
0.195
0.609
0.61
20
2.7
0.842
0.140
0.219
0.702
0.71
21
3.3
1.030
0.140
0.268
0.890
0.90
22
3.1
0.967
0.140
0.251
0.827
0.83
23
2.9
0.905
0.140
0.235
0.765
0.77
24
3.0
0.936
0.140
0.243
0.796
0.80
25
3.1
0.967
0.140
0.251
0.827
0.83
26
4.2
1.310
7140
0.341
1.170
1.18
27
5.0
1.560
0.140
0.406
1.420
1.43
28
3.5
1.092
0.140
0.284
0.952
0.96
29
6.8
2.122
0.140
0.552
1.982
2.00
30
7.3
2.278
0.140
0.592
2.138
2.16
31
8.2
2.558
0.140
0.665
2.418
2.44
32
5.9
1.841
0.140
0.479
1.701
1.71
33
1
2.0
0.624
0.140
0.162
0.484
0.49
34
1
1.8
0.562
0.140
0.146
0.422
0.43
35
1.8
0.562
0.140
0.146
0.422
0.43
36
0.6
0.187
0.140
0.049
0.139
0.14
t
TOTALS
100.0 1
26.455
26.675
EFFECTIVE RAIN = 2.205 INCHES
•
E
•
RATIONAL METHOD ANALYSIS
100 -YEAR
Riverside County Rational Hydrology Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 08/29/07
------------------------------------------------------------------------
1721 GRIFFIN RANCH
TRACT NO. 32879
100 -YEAR STORM
------------------------------------------------------------------------
********* Hydrology Study Control Information * * * * * * * * **
English (in -lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6041
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity- duration curves data (Plate D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
• Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
DRAINAGE AREA 1A
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 120.000 to Point /Station 121.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 417.000(Ft.)
Top (of initial area) elevation = 492.600(Ft.)
Bottom (of initial area) elevation = 490.100(Ft.)
Difference in elevation = 2.500(Ft.)
Slope = 0.00600 s(percent)= 0.60
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 9.324 min.
Rainfall intensity = 4.711(In /Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.877
Decimal fraction soil group A = 0.467
Decimal fraction soil group B = 0.533
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 44.79
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 8.375(CFS)
• Total initial stream area = 2.028(Ac.)
Pervious area fraction = 0.100
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
0 Process from Point /Station 121.000 to Point /Station 131.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
•
•
Upstream point /station elevation = 487.400(Ft.)
Downstream point /station elevation = 480.700(Ft.)
Pipe length = 1262.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.375(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 8.375(CFS)
Normal flow depth in pipe = 12.12(In.)
Flow top width inside pipe = 24.00(In.)
Critical Depth = 12.38(In.)
Pipe flow velocity = 5.27(Ft /s)
Travel time through pipe = 3.99 min.
Time of concentration (TC) = 13.32 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 121.000 to Point /Station 131.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.028(Ac.)
Runoff from this stream = 8.375(CFS)
Time of concentration = 13.32 min.
Rainfall intensity = 3.831(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + ++ + + ++ + + + ++ + + + ++
Process from Point /Station 123.000 to Point /Station 122.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 420.000(Ft.)
Top (of initial area) elevation = 492.600(Ft.)
Bottom (of initial area) elevation = 490.400(Ft
Difference in elevation = 2.200(Ft.)
Slope = 0.00524 s(percent)= 0.52
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 9.607 min.
Rainfall intensity = 4.630(In /Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.883
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 2.998(CFS)
Total initial stream area = 0.733(Ac.)
Pervious area fraction = 0.100
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 122.000 to Point /Station 131.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 485.900(Ft.)
Downstream point /station elevation = 480.700(Ft.)
Pipe length = 491.00(Ft.) Manning_s N = 0.013
No. of pipes = 1 Required pipe flow 2.998(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.998(CFS)
Normal flow depth in pipe = 6.48(In.)
Flow top width inside pipe = 17.28(In.)
Critical Depth = 7.89(In.)
Pipe flow velocity = 5.23(Ft /s)
Travel time through pipe = 1.56 min.
Time of concentration (TC) = 11.17 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 122.000 to Point /Station 131.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.733(Ac.)
Runoff from this stream = 2.998(CFS)
Time of concentration = 11.17 min.
Rainfall intensity = 4.242(In /Hr)
Program is now starting with Main Stream No. 3
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + ++
Process from Point /Station 130.000 to Point /Station 131.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 639.000(Ft.)
• Top (of initial area) elevation = 490.500(Ft.)
Bottom (of initial area) elevation = 484.600(Ft.)
Difference in elevation = 5.900(Ft.)
Slope = 0.00923 s(percent)= 0.92
TC = k(0.480) *[(length ^3) /(elevation change)) ^0.2
Initial area time of concentration = 16.232 min.
Rainfall intensity = 3.415(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.700
Decimal fraction soil group A = 0.231
Decimal fraction soil group B = 0.769
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 50.46
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 5.632(CFS)
Total initial stream area = 2.354(Ac.)
Pervious area fraction = 0.800
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 130.000 to Point /Station 131.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 2.354(Ac.)
Runoff from this stream = 5.632(CFS)
Time of concentration = 16.23 min.
• Rainfall intensity = 3.415(In /Hr)
• Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 8.375 13.32 3.831
2 2.998 11.17 4.242
3 5.632 16.23 3.415
Largest stream flow has longer or shorter time of concentration
Qp = 8.375 + sum of
Qb Ia /Ib
2.998 * 0.903 = 2.707
Qa Tb /Ta
5.632 * 0.820 = 4.620
Qp = 15.703
Total of 3 main streams to confluence:
Flow rates before confluence point:
8.375 2.998 5.632
Area of streams before confluence:
2.028 0.733 2.354
Results of confluence:
Total flow rate = 15.703(CFS)
Time of concentration = 13.317 min.
Effective stream area after confluence = 5.115(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 131.000 to Point /Station 132.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 480.700(Ft.)
Downstream point /station elevation = 476.500(Ft.)
• Pipe length = 815.00(Ft.) Manning_s N = 0.013
No. of pipes = 1 Required pipe flow 15.703(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 15.703(CFS)
Normal flow depth in pipe = 18.98(In.)
Flow top width inside pipe = 19.52(In.)
Critical Depth = 17.16(In.)
Pipe flow velocity = 5.89(Ft /s)
Travel time through pipe = 2.31 min.
Time of concentration (TC) = 15.62 min.
+++++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 132.000 to Point /Station 132.000
* * ** SUBAREA FLOW ADDITION * * **
COMMERCIAL subarea type
Runoff Coefficient = 0.879
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction
= 0.900
Time of concentration = 15.62 min.
Rainfall intensity = 3.492(In /Hr) for a 100.0
year storm
Subarea runoff = 4.872(CFS) for 1.587(Ac.)
Total runoff = 20.575(CFS) Total area =
6.702(Ac.)
<<< NOTE: 100% of flow intercepted by catch basin.
>>>
•
• +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 132.000 to Point /Station 133.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 476.500(Ft.)
Downstream point /station elevation = 467.000(Ft.)
Pipe length = 251.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 20.575(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 20.575(CFS)
Normal flow depth in pipe = 10.39(In.)
Flow top width inside pipe = 28.55(In.)
Critical Depth = 18.49(In.)
Pipe flow velocity = 13.63(Ft /s)
Travel time through pipe = 0.31 min.
Time of concentration (TC) = 15.93 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 132.000 to Point /Station 133.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 6.702(Ac.)
Runoff from this stream = 20.575(CFS)
Time of concentration = 15.93 min.
Rainfall intensity = 3.453(In /Hr)
Program is now starting with Main Stream No. 2
• +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 134.000 to Point /Station 135.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 701.000(Ft.)
Top (of initial area) elevation = 488.200(Ft.)
Bottom (of initial area) elevation = 482.700(Ft.)
Difference in elevation = 5.500(Ft.)
Slope = 0.00785 s(percent)= 0.78
TC = k(0.480) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 17.402 min.
Rainfall intensity = 3.280(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.664
Decimal fraction soil group A = 0.438
Decimal fraction soil group B = 0.562
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 45.49
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 4.928(CFS)
Total initial stream area = 2.262(Ac.)
Pervious area fraction = 0.800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 135.000 to Point /Station 133.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
• Top of street segment elevation = 482.700(Ft.)
End of street segment elevation = 479.400(Ft.)
Length of street segment = 638.000(Ft.)
Height of curb above gutter flowline = 12.0(In.)
• Width of half street (curb to crown) = 24.500(Ft.)
Distance from crown to crossfall grade break = 14.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.250
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 0.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 4.000(Ft.)
Gutter hike from flowline = 12.000(In.)
Manning's N in gutter = 0.0250
Manning's N from gutter to grade break = 0.0250
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 7.375(CFS)
Depth of flow = 1.188(Ft.), Average velocity = 2.615(Ft /s)
Warning: depth of flow exceeds top of curb
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.750(Ft.)
Flow velocity = 2.61(Ft /s)
Travel time = 4.07 min. TC = 21.47 min.
Adding area flow to street
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.692
Decimal fraction soil group A = 0.122
Decimal fraction soil group B = 0.878
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 53.07
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 2.904(In /Hr) for a 100.0 year storm
Subarea runoff = 4.842(CFS) for 2.409(Ac.)
• Total runoff = 9.770(CFS) Total area = 4.671(Ac.)
Street flow at end of street = 9.770(CFS)
Half street flow at end of street = 9.770(CFS)
Depth of flow = 1.314(Ft.), Average velocity = 2.828(Ft/s)
Warning: depth of flow exceeds top of curb
Flow width (from curb towards crown)= 5.257(Ft.)
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 135.000 to Point /Station 133.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 4.671(Ac.)
Runoff from this stream = 9.770(CFS)
Time of concentration = 21.47 min.
Rainfall intensity = 2.904(In /Hr)
Program is now starting with Main Stream No. 3
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 136.000 to Point /Station 137.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 514.000(Ft.)
Top (of initial area) elevation = 488.000(Ft.)
Bottom (of initial area) elevation = 482.900(Ft.)
• Difference in elevation = 5.100(Ft.)
Slope = 0.00992 s(percent)= 0.99
TC = k(0.480) *[(length ^3) /(elevation change)] ^0.2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 137.000 to Point /Station 133.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 482.900(Ft.)
End of street segment elevation = 479.400(Ft.)
Length of street segment = 646.000(Ft.)
Height of curb above gutter flowline = 12.0(In.)
Width of half street (curb to crown) = 24.500(Ft.)
Distance from crown to crossfall grade break = 14.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.250
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 0.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 4.000(Ft.)
• Gutter hike from flowline = 12.000(In.)
Manning's N in gutter = 0.0250
Manning's N from gutter to grade break = 0.0250
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 6.813(CFS)
Depth of flow = 1.145(Ft.), Average velocity = 2.600(Ft /s)
Warning: depth of flow exceeds top of curb
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.578(Ft.)
Flow velocity = 2.60(Ft /s)
Travel time = 4.14 min. TC = 18.81 min.
Adding area flow to street
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.720
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 3.136(In /Hr) for a 100.0 year storm
Subarea runoff = 5.128(CFS) for 2.272(Ac.)
Total runoff = 9.346(CFS) Total area = 3.849(Ac.)
Street flow at end of street = 9.346(CFS)
Half street flow at end of street = 9.346(CFS)
Depth of flow = 1.283(Ft.), Average velocity = 2.841(Ft /s)
Warning: depth of flow exceeds top of curb
Flow width (from curb towards crown)= 5.130(Ft.)
<<< NOTE: 100% of flow intercepted by catch basin. >>>
17J
Initial area time of concentration = 14.666 min.
•
Rainfall intensity = 3.622(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.738
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 4.219(CFS)
Total initial stream area = 1.577(Ac.)
Pervious area fraction = 0.800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 137.000 to Point /Station 133.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 482.900(Ft.)
End of street segment elevation = 479.400(Ft.)
Length of street segment = 646.000(Ft.)
Height of curb above gutter flowline = 12.0(In.)
Width of half street (curb to crown) = 24.500(Ft.)
Distance from crown to crossfall grade break = 14.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.250
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 0.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 4.000(Ft.)
• Gutter hike from flowline = 12.000(In.)
Manning's N in gutter = 0.0250
Manning's N from gutter to grade break = 0.0250
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 6.813(CFS)
Depth of flow = 1.145(Ft.), Average velocity = 2.600(Ft /s)
Warning: depth of flow exceeds top of curb
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.578(Ft.)
Flow velocity = 2.60(Ft /s)
Travel time = 4.14 min. TC = 18.81 min.
Adding area flow to street
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.720
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 3.136(In /Hr) for a 100.0 year storm
Subarea runoff = 5.128(CFS) for 2.272(Ac.)
Total runoff = 9.346(CFS) Total area = 3.849(Ac.)
Street flow at end of street = 9.346(CFS)
Half street flow at end of street = 9.346(CFS)
Depth of flow = 1.283(Ft.), Average velocity = 2.841(Ft /s)
Warning: depth of flow exceeds top of curb
Flow width (from curb towards crown)= 5.130(Ft.)
<<< NOTE: 100% of flow intercepted by catch basin. >>>
17J
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
• Process from Point /Station 137.000 to Point /Station 133.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is
listed:
In Main Stream number: 3
Stream flow area = 3.849(Ac.)
Runoff from this stream = 9.346(CFS)
Time of concentration = 18.81 min.
Rainfall intensity = 3.136(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall
Intensity
No. (CFS) (min)
(In /Hr)
1 20.575 15.93 3.453
2 9.770 21.47 2.904
3 9.346 18.81 3.136
Largest stream flow has longer or shorter
time of concentration
Qp = 20.575 + sum of
Qa Tb /Ta
9.770 * 0.742 = 7.249
Qa Tb /Ta
9.346 * 0.847 = 7.917
Qp = 35.741
Total of 3 main streams to confluence:
Flow rates before confluence point:
20.575 9.770 9.346
Area of streams before confluence:
6.702 4.671 3.849
Results of confluence:
Total flow rate = 35.741(CFS)
Time of concentration = 15.930 min.
• Effective stream area after confluence =
15.222(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 133.000 to Point /Station 143.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 467.000(Ft.)
Downstream point /station elevation = 466.000(Ft.)
Pipe length = 206.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 35.741(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 35.741(CFS)
Normal flow depth in pipe = 18.05(In.)
Flow top width inside pipe = 55.03(In.)
Critical Depth = 19.97(In.)
Pipe flow velocity = 7.18(Ft /s)
Travel time through pipe = 0.48 min.
Time of concentration (TC) = 16.41 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 133.000 to Point /Station 143.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
•rne following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 15.222(Ac.)
Runoff from this stream = 35.741(CFS)
• Time of concentration = 16.41 min.
Rainfall intensity = 3.394(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
• Process from Point /Station 140.000 to Point /Station 141.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 666.000(Ft.)
Top (of initial area) elevation = 494.000(Ft.)
Bottom (of initial area) elevation = 489.800(Ft.)
Difference in elevation = 4.200(Ft.)
Slope = 0.00631 s(percent)= 0.63
TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 14.471 min.
Rainfall intensity = 3.651(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.706
Decimal fraction soil group A = 0.981
Decimal fraction soil group B = 0.019
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 32.46
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 8.3O5(CFS)
Total initial stream area = 3.224(Ac.)
Pervious area fraction = 0.500
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 141.000 to Point /Station 142.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 489.800(Ft.)
End of street segment elevation = 485.800(Ft.)
•
Length of street segment = 649.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 13.563(CFS)
Depth of flow = 0.409(Ft.), Average velocity = 2.363(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.718(Ft.)
Flow velocity = 2.36(Ft /s)
Travel time = 4.58 min. TC = 19.05 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.664
Decimal fraction soil group A = 0.853
Decimal fraction soil group B = 0.147
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 35.53
Pervious area fraction = 0.600; Impervious fraction = 0.400
•
Rainfall intensity = 3.113(In /Hr) for a 100.0 year storm
Subarea runoff = 10.348(CFS) for 5.008(Ac.)
Total runoff = 18.653(CFS) Total area = 8.232(Ac.)
• Street flow at end of street = 18.653(CFS)
Half street flow at end of street = 9.327(CFS)
Depth of flow = 0.453(Ft.), Average velocity = 2.556(Ft/s)
Flow width (from curb towards crown)= 18.905(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 141.000 to Point /Station 142.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 8.232(Ac.)
Runoff from this stream = 18.653(CFS)
Time of concentration = 19.05 min.
Rainfall intensity = 3.113(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 142.100 to Point /Station 142.200
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 923.000(Ft.)
Top (of initial area) elevation = 494.000(Ft.)
Bottom (of initial area) elevation = 487.600(Ft.)
Difference in elevation = 6.400(Ft.)
Slope = 0.00693 s(percent)= 0.69
TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 16.179 min.
Rainfall intensity = 3.422(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.720
• Decimal fraction soil group A = 0.800
Decimal fraction soil group B = 0.200
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 36.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 11.681(CFS)
Total initial stream area = 4.744(Ac.)
Pervious area fraction = 0.500
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 142.200 to Point /Station 142.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 487.600(Ft.)
End of street segment elevation = 485.800(Ft.)
Length of street segment = 410.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
• Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 17.110(CFS)
Depth of flow = 0.465(Ft.), Average velocity = 2.202(Ft /s)
• Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 19.520(Ft.)
Flow velocity = 2.20(Ft /s)
Travel time = 3.10 min. TC = 19.28 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.685
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.091(In /Hr) for a 100.0 year storm
Subarea runoff = 10.745(CFS) for 5.077(Ac.)
Total runoff = 22.426(CFS) Total area = 9.821(Ac.)
Street flow at end of street = 22.426(CFS)
Half street flow at end of street = 11.213(CFS)
Depth of flow = 0.502(Ft.), Average velocity = 2.424(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 0.11(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 142.200 to Point /Station 142.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
+++++++++++++++++++++++++++++++++++++++ + + + + + ++ + + + ++ + + + + + + + + + ++ + + + + + + ++
Process from Point /Station 142.000 to Point /Station 143.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
• Top of street segment elevation = 485.800(Ft.)
End of street segment elevation = 481.500(Ft.)
Length of street segment = 713.000(Ft.)
Along Main Stream number: 2 in normal stream number 2
•
Stream flow area = 9.821(Ac.)
Runoff from this stream = 22.426(CFS)
Time of concentration = 19.28 min.
Rainfall intensity = 3.091(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 18.653 19.05 3.113
2 22.426 19.28 3.091
Largest stream flow has longer time of concentration
Qp = 22.426 + sum of
Qb Ia /Ib
18.653 * 0.993 = 18.522
Qp = 40.948
Total of 2 streams to confluence:
Flow rates before confluence point:
18.653 22.426
Area of streams before confluence:
8.232 9.821
Results of confluence:
Total flow rate = 40.948(CFS)
Time of concentration = 19.282 min.
Effective stream area after confluence = 18.053(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + ++ + + + ++ + + + + + + + + + ++ + + + + + + ++
Process from Point /Station 142.000 to Point /Station 143.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
• Top of street segment elevation = 485.800(Ft.)
End of street segment elevation = 481.500(Ft.)
Length of street segment = 713.000(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + ++
Process from Point /Station 143.000 to Point /Station 143.000
* * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
Rainfall intensity = 2.794(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.753
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
User specified values are as follows:
TC = 22.95 min. Rain intensity = 2.79(In /Hr)
• Total area = 23.58(Ac.) Total runoff = 32.00(CFS)
Height of curb above gutter flowline 6.0(In.)
•
=
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 46.453(CFS)
Depth of flow = 0.613(Ft.), Average velocity = 3.244(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 5.65(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 3.24(Ft /s)
Travel time = 3.66 min. TC = 22.95 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.706
Decimal fraction soil group A = 0.417
Decimal fraction soil group B = 0.583
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 45.99
•
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 2.794(In /Hr) for a 100.0 year storm
Subarea runoff = 10.906(CFS) for 5.528(Ac.)
Total runoff = 51.854(CFS) Total area = 23.581(Ac.)
Street flow at end of street = 51.854(CFS)
Half street flow at end of street = 25.927(CFS)
Depth of flow = 0.637(Ft.), Average velocity = 3.330(Ft /s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 6.84(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
<<< NOTE: 16.0 cfs intercepted per catch basin (32.0 cfs total). >>>
<<< 19.9 cfs flows by to low point at Node 102. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + ++
Process from Point /Station 143.000 to Point /Station 143.000
* * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
Rainfall intensity = 2.794(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.753
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
User specified values are as follows:
TC = 22.95 min. Rain intensity = 2.79(In /Hr)
• Total area = 23.58(Ac.) Total runoff = 32.00(CFS)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 143.000 to Point /Station 143.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 23.581(Ac.)
Runoff from this stream = 32.000(CFS)
Time of concentration = 22.95 min.
Rainfall intensity = 2.794(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 35.741 16.41 3.394
2 32.000 22.95 2.794
Largest stream flow has longer or shorter time of concentration
Qp = 35.741 + sum of
Qa Tb /Ta
32.000 * 0.715 = 22.878
Qp = 58.619
Total of 2 main streams to confluence:
Flow rates before confluence point:
35.741 32.000
Area of streams before confluence:
15.222 23.581
Results of confluence:
Total flow rate = 58.619(CFS)
Time of concentration = 16.408 min.
Effective stream area after confluence = 38.803(Ac.)
• +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 143.000 to Point /Station 103.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 466.000(Ft.)
Downstream point /station elevation = 464.400(Ft.)
Pipe length = 336.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 58.619(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 58.619(CFS)
Normal flow depth in pipe = 23.58(In.)
Flow top width inside pipe = 58.61(In.)
Critical Depth = 25.83(In.)
Pipe flow velocity = 8.19(Ft /s)
Travel time through pipe = 0.68 min.
Time of concentration (TC) = 17.09 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 143.000 to Point /Station 103.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 38.803(Ac.)
Runoff from this stream = 58.619(CFS)
Time of concentration = 17.09 min.
Rainfall intensity = 3.315(In /Hr)
Program is now starting with Main Stream No. 2
Ll
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
0 Process from Point /Station 150.000 to Point /Station 151.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 881.000(Ft.)
Top (of initial area) elevation = 491.500(Ft.)
Bottom (of initial area) elevation = 484.500(Ft.)
Difference in elevation = 7.000(Ft.)
Slope = 0.00795 s(percent)= 0.79
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 16.642 min.
Rainfall intensity = 3.366(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.739
Decimal fraction soil group A = 0.327
Decimal fraction soil group B = 0.673
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 48.15
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 10.081(CFS)
Total initial stream area = 4.055(Ac.)
Pervious area fraction = 0.600
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 151.000 to Point /Station 152.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 484.500(Ft.)
•
End of street segment elevation = 482.800(Ft.)
Length of street segment = 357.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 18.876(CFS)
Depth of flow = 0.474(Ft.), Average velocity = 2.326(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 19.956(Ft.)
Flow velocity = 2.33(Ft /s)
Travel time = 2.56 min. TC = 19.20 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.764
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 3.098(In /Hr) for a 100.0 year storm
•
Subarea runoff = 17.476(CFS) for 7.387(Ac.)
Total runoff = 27.557(CFS) Total area = 11.442(Ac.)
• Street flow at end of street = 27.557(CFS)
Half street flow at end of street = 13.779(CFS)
Depth of flow = 0.532(Ft.), Average velocity = 2.622(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 1.61(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
<<< NOTE: 100% of flow intercepted by catch basins. >>>
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 152.000 to Point /Station 103.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 478.300(Ft.)
Downstream point /station elevation = 464.400(Ft.)
Pipe length = 247.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 27.557(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 27.557(CFS)
Normal flow depth in pipe = 12.19(In.)
Flow top width inside pipe = 24.00(In.)
Critical Depth = 21.84(In.)
Pipe flow velocity = 17.19(Ft /s)
Travel time through pipe = 0.24 min.
Time of concentration (TC) = 19.44 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 152.000 to Point /Station 103.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 11.442(Ac.)
Runoff from this stream = 27.557(CFS)
Time of concentration = 19.44 min.
Rainfall intensity = 3.076(In /Hr)
Program is now starting with Main Stream No. 3
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 160.000 to Point /Station 161.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 343.000(Ft.)
Top (of initial area) elevation = 492.600(Ft.)
Bottom (of initial area) elevation = 490.700(Ft.)
Difference in elevation = 1.900(Ft.)
Slope = 0.00554 s(percent)= 0.55
TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 10.805 min.
Rainfall intensity = 4.325(In /Hr) for a 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.775
Decimal fraction soil group
A = 1.000
Decimal fraction soil group
B = 0.000
Decimal fraction soil group
C = 0.000
Decimal fraction soil group
D = 0.000
RI index for soil(AMC 2) =
32.00
•
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 2.689(CFS)
Total initial stream area = 0.802(Ac.)
Pervious area fraction = 0.350
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 161.000 to Point /Station 162.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 490.700(Ft.)
End of street segment elevation = 489.100(Ft.)
Length of street segment = 511.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 34.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (1) side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.875(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
User - specified maximum inlet flow capacity of 3.700(CFS)
Number of street inlets = 1
Note: Single inlet capacity is greater than 1/2 street flow
Pipe calculations for under street flow rate of 2.689(CFS)
Using a pipe slope = 0.300 %
•
Upstream point /station elevation = 490.700(Ft.)
Downstream point /station elevation = 489.100(Ft.)
Pipe length = 511.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.689(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.689(CFS)
Normal flow depth in pipe = 8.65(In.)
Flow top width inside pipe = 17.99(In.)
Critical Depth = 7.47(In.)
Pipe flow velocity = 3.20(Ft /s)
Travel time through pipe = 2.66 min.
Time of concentration (TC) = 13.47 min.
Maximum flow rate of street inlet(s) = 2.689(CFS)
Maximum pipe flow capacity = 2.689(CFS)
Remaining flow in street below inlet = 0.000(CFS)
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.766
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 3.806(In /Hr) for a 100.0 year storm
Subarea runoff = 2.719(CFS) for 0.933(Ac.)
Total runoff = 5.408(CFS) Total area = 1.735(Ac.)
Street flow at end of street = 2.719(CFS)
Half street flow at end of street = 2.719(CFS)
Depth of flow = 0.380(Ft.), Average velocity = 1.469(Ft /s)
•
Flow width (from curb towards crown)= 13.168(Ft.)
<<< NOTE: 100% flow intercepted by
of catch basin. >>>
• +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 162.000 to Point /Station 163.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
•
C,
Top of street segment elevation = 489.100(Ft.)
End of street segment elevation = 487.900(Ft.)
Length of street segment = 511.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 34.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v /hz)
= 0.020
Slope from grade break to crown (v /hz)
= 0.020
Street flow is on (1] side(s) of the street
Distance from curb to property line =
12.000(Ft.)
Slope from curb to property line (v /hz)
= 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.875(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break
= 0.0150
Manning's N from grade break to crown =
0.0150
User - specified maximum inlet flow capacity of 3.700(CFS)
Number of street inlets = 1
Note: Single inlet capacity is greater than 1/2 street flow
Pipe calculations for under street flow rate of 5.408(CFS)
Using a pipe slope = 0.300
Upstream point /station elevation = 489.100(Ft.)
Downstream point /station elevation = 487.900(Ft.)
Pipe length = 511.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.408(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 5.408(CFS)
Normal flow depth in pipe = 11.09(In.)
Flow top width inside pipe = 23.93(In.)
Critical Depth = 9.84(In.)
Pipe flow velocity = 3.81(Ft /s)
Travel time through pipe = 2.24 min.
Time of concentration (TC) = 15.70 min.
Maximum flow rate of street inlet(s) = 2.719(CFS)
Maximum pipe flow capacity = 5.408(CFS)
Remaining flow in street below inlet = 0.000(CFS)
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.796
Decimal fraction soil group A = 0.507
Decimal fraction soil group B = 0.493
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 43.83
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 3.482(In /Hr) for a 100.0 year storm
Subarea runoff = 2.870(CFS) for 1.035(Ac.)
Total runoff = 8.277(CFS) Total area = 2.770(Ac.)
Street flow at end of street = 2.870(CFS)
Half street flow at end of street = 2.870(CFS)
Depth of flow = 0.401(Ft.), Average velocity = 1.334(Ft /s)
Flow width (from curb towards crown)= 14.262(Ft.)
<<< NOTE: 100% of flow intercepted by catch basin. >>>
• +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 163.000 to Point /Station 164.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 487.900(Ft.)
End of street segment elevation = 486.400(Ft.)
Length of street segment = 579.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 34.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.875(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
User - specified maximum inlet flow capacity of 4.800(CFS)
Number of street inlets = 1
Note: Single inlet capacity is greater than 1/2 street flow
Pipe calculations for under street flow rate of 8.277(CFS)
Using a pipe slope = 0.300 %
Upstream point /station elevation = 487.900(Ft.)
Downstream point /station elevation = 486.400(Ft.)
Pipe length = 579.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.277(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 8.277(CFS)
• Normal flow depth in pipe = 14.34(In.)
Flow top width inside pipe = 23.54(In.)
Critical Depth = 12.30(In.)
Pipe flow velocity = 4.22(Ft /s)
Travel time through pipe = 2.28 min.
Time of concentration (TC) = 17.99 min.
Maximum flow rate of street inlet(s) = 2.870(CFS)
Maximum pipe flow capacity = 8.277(CFS)
Remaining flow in street below inlet = 0.000(CFS)
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.823
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 3.218(In /Hr) for a 100.0 year storm
Subarea runoff = 3.680(CFS) for 1.390(Ac.)
Total runoff = 11.957(CFS) Total area = 4.160(Ac.)
Street flow at end of street = 3.680(CFS)
Half street flow at end of street = 3.680(CFS)
Depth of flow = 0.425(Ft.), Average velocity = 1.471(Ft /s)
Flow width (from curb towards crown)= 15.445(Ft.)
<<< NOTE: 100% of flow intercepted by catch basin. >>>
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 164.000 to Point /Station 166.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 477.600(Ft.)
Downstream point /station elevation = 477.400(Ft.)
Pipe length = 73.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.957(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 11.957(CFS)
Normal flow depth in pipe = 19.88(In.)
Flow top width inside pipe = 18.11(In.)
Critical Depth = 14.91(In.)
Pipe flow velocity = 4.30(Ft /s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 18.27 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 164.000 to Point /Station 166.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 4.160(Ac.)
Runoff from this stream = 11.957(CFS)
Time of concentration = 18.27 min.
Rainfall intensity = 3.189(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++
Process from Point /Station 165.100 to Point /Station 165.000
• * * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 674.000(Ft.)
Top (of initial area) elevation = 488.000(Ft.)
Bottom (of initial area) elevation = 484.700(Ft.)
Difference in elevation = 3.300(Ft.)
Slope = 0.00490 s(percent)= 0.49
TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 14.511 min.
Rainfall intensity = 3.645(In /Hr) for a 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.830
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
RI index for soil(AMC 2) _
= 0.000
= 1.000
= 0.000
= 0.000
56.60
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 3.753(CFS)
Total initial stream area = 1.241(Ac.)
Pervious area fraction = 0.350
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 165.000 to Point /Station 166.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 480.700(Ft.)
• Downstream point /station elevation = 477.400(Ft.
Pipe length = 674.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.753(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.753(CFS)
Normal flow depth in pipe = 9.12(In.)
Flow top width inside pipe = 18.00(In.)
Critical Depth = 8.87(In.)
Pipe flow velocity = 4.18(Ft /s)
Travel time through pipe = 2.69 min.
Time of concentration (TC) = 17.20 min.
+++++++++++++++++++++++++++++++++++++++ + + + +++ + + + + + + + ++ + + + + + + + + ++ + + + + ++
Process from Point /Station 165.000 to Point /Station 166.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 1.241(Ac.)
Runoff from this stream = 3.753(CFS)
Time of concentration = 17.20 min.
Rainfall intensity = 3.303(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 11.957 18.27 3.189
2 3.753 17.20 3.303
Largest stream flow has longer time of concentration
Qp = 11.957 + sum of
Qb Ia /Ib
3.753 * 0.966 = 3.623
Qp = 15.580
Total of 2 streams to confluence:
• Flow rates before confluence point:
11.957 3.753
Area of streams before confluence:
4.160 1.241
Results of confluence:
Total flow rate = 15.580(CFS)
Time of concentration = 18.270 min.
Effective stream area after confluence = 5.401(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 166.000 to Point /Station 169.200
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 477.400(Ft.)
Downstream point /station elevation = 471.600(Ft.)
Pipe length = 455.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.580(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 15.580(CFS)
Normal flow depth in pipe = 13.54(In.)
Flow top width inside pipe = 23.80(In.)
Critical Depth = 17.08(In.)
Pipe flow velocity = 8.53(Ft /s)
Travel time through pipe = 0.89 min.
Time of concentration (TC) = 19.16 min.
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
• Process from Point /Station 166.000 to Point /Station 169.200
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 5.401(Ac.)
Runoff from this stream = 15.580(CFS)
Time of concentration = 19.16 min.
Rainfall intensity = 3.102(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 169.000 to Point /Station 169.100
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 207.000(Ft.)
Top (of initial area) elevation = 486.800(Ft.)
Bottom (of initial area) elevation = 484.400(Ft.)
Difference in elevation = 2.400(Ft.)
Slope = 0.01159 s(percent)= 1.16
TC = k(0.300) *[(length ^3) /(elevation change)) ^0.2
Initial area time of concentration = 6.175 min.
Rainfall intensity = 5.982(In /Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
• Initial subarea runoff = 1.299(CFS)
Total initial stream area = 0.245(Ac.)
Pervious area fraction = 0.100
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 169.100 to Point /Station 169.200
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 482.400(Ft.)
Downstream point /station elevation = 471.600(Ft.)
Pipe length = 121.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.299(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 1.299(CFS)
Normal flow depth in pipe = 3.97(In.)
Flow top width inside pipe = 5.68(In.)
Critical depth could not be calculated.
Pipe flow velocity = 9.43(Ft /s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 6.39 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 169.100 to Point /Station 169.200
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 3 in normal stream number 2
• Stream flow area = 0.245(Ac.)
Runoff from this stream = 1.299(CFS)
Time of concentration = 6.39 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 169.200 to Point /Station 103.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 471.600(Ft.)
Downstream point /station elevation = 464.400(Ft.)
Pipe length = 184.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 16.267(CFS)
Given pipe size = 24.00(In.)
is Calculated individual pipe flow = 16.267(CFS)
Normal flow depth in pipe = 10.01(In.)
Flow top width inside pipe = 23.67(In.)
Critical Depth = 17.46(In.)
Pipe flow velocity = 13.11(Ft /s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 19.39 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 169.200 to Point /Station 103.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 5.646(Ac.)
Runoff from this stream = 16.267(CFS)
Time of concentration = 19.39 min.
Rainfall intensity = 3.080(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 58.619 17.09 3.315
2 27.557 19.44 3.076
3 16.267 19.39 3.080
Largest stream flow has longer or shorter time of concentration
Qp = 58.619 + sum of
Qa Tb /Ta
27.557 * 0.879 = 24.230
• Tb /Ta
16
16.267 * 0.881 = 14.338
Qp = 97.187
Rainfall intensity = 5.865(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min)
(In /Hr)
1 15.580 19.16
3.102
2 1.299 6.39
5.865
Largest stream flow has longer time of
concentration
Qp = 15.580 + sum of
Qb Ia /Ib
1.299 * 0.529 = 0.687
Qp = 16.267
Total of 2 streams to confluence:
Flow rates before confluence point:
15.580 1.299
Area of streams before confluence:
5.401 0.245
Results of confluence:
Total flow rate = 16.267(CFS)
Time of concentration = 19.159 min.
Effective stream area after confluence
= 5.646(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 169.200 to Point /Station 103.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 471.600(Ft.)
Downstream point /station elevation = 464.400(Ft.)
Pipe length = 184.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 16.267(CFS)
Given pipe size = 24.00(In.)
is Calculated individual pipe flow = 16.267(CFS)
Normal flow depth in pipe = 10.01(In.)
Flow top width inside pipe = 23.67(In.)
Critical Depth = 17.46(In.)
Pipe flow velocity = 13.11(Ft /s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 19.39 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 169.200 to Point /Station 103.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 5.646(Ac.)
Runoff from this stream = 16.267(CFS)
Time of concentration = 19.39 min.
Rainfall intensity = 3.080(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 58.619 17.09 3.315
2 27.557 19.44 3.076
3 16.267 19.39 3.080
Largest stream flow has longer or shorter time of concentration
Qp = 58.619 + sum of
Qa Tb /Ta
27.557 * 0.879 = 24.230
• Tb /Ta
16
16.267 * 0.881 = 14.338
Qp = 97.187
•
Total of 3 main streams to confluence:
Flow rates before confluence point:
58.619 27.557 16.267
Area of streams before confluence:
38.803 11.442 5.646
Results of confluence:
Total flow rate = 97.187(CFS)
Time of concentration = 17.092 min.
Effective stream area after confluence = 55.891(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 103.000 to Point /Station 104.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 464.400(Ft.)
Downstream point /station elevation = 464.000(Ft.)
Pipe length = 75.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 97.187(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 97.187(CFS)
Normal flow depth in pipe = 30.38(In.)
Flow top width inside pipe = 60.00(In.)
Critical Depth = 33.66(In.)
Pipe flow velocity = 9.74(Ft /s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 17.22 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 103.000 to Point /Station 104.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 55.891(Ac.)
Runoff from this stream = 97.187(CFS)
Time of concentration = 17.22 min.
Rainfall intensity = 3.300(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.100 to Point /Station 104.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 380.000(Ft.)
Top (of initial area) elevation = 483.100(Ft.)
Bottom (of initial area) elevation = 464.000(Ft.)
Difference in elevation = 19.100(Ft.)
Slope = 0.05026 s(percent)= 5.03
TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 6.322 mina
Rainfall intensity = 5.901(In /Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.873
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
• RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 8.432(CFS)
Total initial stream area = 1.637(Ac.)
• Pervious area fraction = 0.200
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.100 to Point /Station 104.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.637(Ac.)
Runoff from this stream = 8.432(CFS)
Time of concentration = 6.32 min.
Rainfall intensity = 5.901(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 97.187 17.22 3.300
2 8.432 6.32 5.901
Largest stream flow has longer time of concentration
Qp = 97.187 + sum of
Qb Ia /Ib
8.432 * 0.559 = 4.716
Qp = 101.902
Total of 2 main streams to confluence:
Flow rates before confluence point:
97.187 8.432
Area of streams before confluence:
55.891 1.637
Results of confluence:
Total flow rate = 101.902(CFS)
Time of concentration = 17.221 min.
Effective stream area after confluence = 57.528(Ac.)
End of computations, total study area = 81.11 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.558
Area averaged RI index number = 48.6
<<< NOTE: Runoff conveyed by pipe to Retention Basin 1. >>>
•
•
DRAINAGE AREA 1B
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 100.000 to Point /Station 101.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 396.000(Ft.)
Top (of initial area) elevation = 485.000(Ft.)
Bottom (of initial area) elevation = 481.900(Ft.)
Difference in elevation = 3.100(Ft.)
Slope = 0.00783 s(percent)= 0.78
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 8.659 min.
Rainfall intensity = 4.917(In /Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.884
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 3.504(CFS)
Total initial stream area = 0.806(Ac.)
Pervious area fraction = 0.100
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + ++
Process from Point /Station 100.000 to Point /Station 101.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
• The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.806(Ac.)
Runoff from this stream = 3.504(CFS)
Time of concentration = 8.66 min.
Rainfall intensity = 4.917(In /Hr)
Program is now starting with Main Stream No. 2
<<< NOTE: 19.9 cfs enters from flow -by of catch basins at Node 143. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 101.000 to Point /Station 101.000
* * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
Rainfall intensity = 2.794(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.661
Decimal fraction soil group A = 0.772
Decimal fraction soil group B = 0.228
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 37.47
Pervious area fraction = 0.600; Impervious fraction = 0.400
User specified values are as follows:
TC = 22.95 min. Rain intensity = 2.79(In /Hr)
Total area = 23.58(Ac.) Total runoff = 19.90(CFS)
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
• Process from Point /Station 101.000 to Point /Station 101.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 23.581(Ac.)
Runoff from this stream = 19.900(CFS)
Time of concentration = 22.95 min.
Rainfall intensity = 2.794(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 3.504 8.66 4.917
2 19.900 22.95 2.794
Largest stream flow has longer time of concentration
Qp = 19.900 + sum of
Qb Ia /Ib
3.504 * 0.568 = 1.991
QP = 21.891
Total of 2 main streams to confluence:
Flow rates before confluence point:
3.504 19.900
Area of streams before confluence:
0.806 23.581
Results of confluence:
Total flow rate = 21.891(CFS)
Time of concentration = 22.950 min.
Effective stream area after confluence = 24.387(Ac.)
• +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 101.000 to Point /Station 102.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 481.900(Ft.)
End of street segment elevation = 479.100(Ft.)
Length of street segment = 451.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 6.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 22.804(CFS)
Depth of flow = 0.482(Ft.), Average velocity = 2.694(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.392(Ft.)
Flow velocity = 2.69(Ft /s)
Travel time = 2.79 min. TC = 25.74 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
• Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
is Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 2.614(In /Hr) for a 100.0 year storm
Subarea runoff = 1.977(CFS) for 0.865(Ac.)
Total runoff = 23.868(CFS) Total area = 25.252(Ac.)
Street flow at end of street = 23.868(CFS)
Half street flow at end of street = 11.934(CFS)
Depth of flow = 0.490(Ft.), Average velocity = 2.724(Ft/s)
Flow width (from curb towards crown)= 20.751(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 101.000 to Point /Station 102.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 25.252(Ac.)
Runoff from this stream = 23.868(CFS)
Time of concentration = 25.74 min.
Rainfall intensity = 2.614(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 110.000 to Point /Station 111.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 515.000(Ft.)
• Top (of initial area) elevation = 485.400(Ft.)
Bottom (of initial area) elevation = 482.200(Ft.)
Difference in elevation = 3.200(Ft.)
Slope = 0.00621 s(percent)= 0.62
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 14.103 min.
Rainfall intensity = 3.706(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.781
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 3.322(CFS)
Total initial stream area = 1.148(Ac.)
Pervious area fraction = 0.600
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 111.000 to Point /Station 102.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 482.200(Ft.)
End of street segment elevation = 479.100(Ft.)
Length of street segment = 633.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft
• Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) 0.020
Street flow is on [2] side(s) of the street
• Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 10.580(CFS)
Depth of flow = 0.392(Ft.), Average velocity = 2.039(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.876(Ft.)
Flow velocity = 2.04(Ft /s)
Travel time = 5.18 min. TC = 19.28 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.763
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 3.091(In /Hr) for a 100.0 year storm
Subarea runoff = 14.402(CFS) for 6.104(Ac.)
Total runoff = 17.725(CFS) Total area = 7.252(Ac.)
Street flow at end of street = 17.725(CFS)
Half street flow at end of street = 8.862(CFS)
Depth of flow = 0.462(Ft.), Average velocity = 2.315(Ft /s)
Flow width (from curb towards crown)= 19.375(Ft.)
Process from Point /Station 111.000 to Point /Station 102.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 7.252(Ac.)
Runoff from this stream = 17.725(CFS)
Time of concentration = 19.28 min.
Rainfall intensity = 3.091(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 23.868 25.74 2.614
2 17.725 19.28 3.091
Largest stream flow has longer time of concentration
Qp = 23.868 + sum of
Qb Ia /Ib
17.725 * 0.846 = 14.988
Qp = 38.856
Total of 2 main streams to confluence:
Flow rates before confluence point:
23.868 17.725
Area of streams before confluence:
25.252 7.252
Results of confluence:
Total flow rate = 38.856(CFS)
Time of concentration = 25.741 min.
Effective stream area after confluence = 32.504(Ac.)
• <<< NOTE: 100% of flow intercepted by catch basins. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
• Process from Point /Station 102.000 to Point /Station 105.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 471.500(Ft.)
Downstream point /station elevation = 471.000(Ft.)
Pipe length = 117.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 38.856(CFS)
Given pipe size = 60.0O(In.)
Calculated individual pipe flow = 38.856(CFS)
Normal flow depth in pipe = 19.50(In.)
Flow top width inside pipe = 56.20(In.)
Critical Depth = 20.86(In.)
Pipe flow velocity = 7.03(Ft /s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 26.02 min.
+++++++++++++++++++++++++++++++++++++++ + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 102.000 to Point /Station 105.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 32.504(Ac.)
Runoff from this stream = 38.856(CFS)
Time of concentration = 26.02 min.
Rainfall intensity = 2.598(In /Hr)
Program is now starting with Main Stream No. 2
Process from Point /Station 105.100 to Point /Station 105.000
* * ** INITIAL AREA EVALUATION * * **
initial area flow distance = 416.000(Ft.)
Top (of initial area) elevation = 481.700(Ft.)
Bottom (of initial area) elevation = 471.000(Ft.)
Difference in elevation = 10.700(Ft.)
Slope = 0.02572 s(percent)= 2.57
TC = k(0.323) *[(length ^3) /(elevation change)) ^0.2
Initial area time of concentration = 7.495 min.
Rainfall intensity = 5.347(In /Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.871
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 8.550(CFS)
Total initial stream area = 1.837(Ac.)
Pervious area fraction = 0.200
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 105.100 to Point /Station 105.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
• In Main Stream number: 2
Stream flow area = 1.837(Ac.)
Runoff from this stream = 8.550(CFS)
Is Time of concentration = 7.50 min.
Rainfall intensity = 5.347(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 38.856 26.02 2.598
2 8.550 7.50 5.347
Largest stream flow has longer time of concentration
Qp = 38.856 + sum of
Qb Ia /Ib
8.550 * 0.486 = 4.154
Qp = 43.010
Total of 2 main streams to confluence:
Flow rates before confluence point:
38.856 8.550
Area of streams before confluence:
32.504 1.837
Results of confluence:
Total flow rate = 43.010(CFS)
Time of concentration = 26.018 min.
Effective stream area after confluence = 34.341(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 105.000 to Point /Station 192.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 471.000(Ft.)
Downstream point /station elevation = 469.800(Ft.)
Pipe length = 117.00(Ft.) Manning's N = 0.013
• No. of pipes = 1 Required pipe flow = 43.010(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 43.010(CFS)
Normal flow depth in pipe = 16.38(In.)
Flow top width inside pipe = 53.46(In.)
Critical Depth = 21.98(In.)
Pipe flow velocity = 9.89(Ft /s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 26.22 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 105.000 to Point /Station 192.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 34.341(Ac.)
Runoff from this stream = 43.010(CFS)
Time of concentration = 26.22 min.
Rainfall intensity = 2.586(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 190.000 to Point /Station 191.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 625.000(Ft.)
Top (of initial area) elevation = 485.500(Ft.)
• Bottom (of initial area) elevation = 481.300(Ft.)
Difference in elevation = 4.200(Ft.)
Slope = 0.00672 s(percent)= 0.67
• TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 15.001 min.
Rainfall intensity = 3.575(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.778
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 10.184(CFS)
Total initial stream area = 3.663(Ac.)
Pervious area fraction = 0.600
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 191.000 to Point /Station 192.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 476.100(Ft.)
Downstream point /station elevation = 469.800(Ft.)
Pipe length = 301.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.184(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 10.184(CFS)
Normal flow depth in pipe = 10.78(In.)
Flow top width inside pipe = 17.64(In.)
Critical Depth = 14.75(In.)
• Pipe flow velocity = 9.22(Ft /s)
Travel time through pipe = 0.54 min.
Time of concentration (TC) = 15.55 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 191.000 to Point /Station 192.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.663(Ac.)
Runoff from this stream = 10.184(CFS)
Time of concentration = 15.55 min.
Rainfall intensity = 3.502(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 43.010 26.22 2.586
2 10.184 15.55 3.502
Largest stream flow has longer time of concentration
Qp = 43.010 + sum of
Qb Ia /Ib
10.184 * 0.739 = 7.521
Qp = 50.531
Total of 2 main streams to confluence:
Flow rates before confluence point:
43.010 10.184
Area of streams before confluence:
34.341 3.663
• Results of confluence:
Total flow rate = 50.531(CFS)
Time of concentration = 26.215 min.
• Effective stream area after confluence = 38.004(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 192.000 to Point /Station 106.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 469.800(Ft.)
Downstream point /station elevation = 469.600(Ft.)
Pipe length = 51.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 50.531(CFS)
Given pipe size = 60.O0(In.)
Calculated individual pipe flow = 5O.531(CFS)
Normal flow depth in pipe = 22.92(In.)
Flow top width inside pipe = 58.31(In.)
Critical Depth = 23.91(In.)
Pipe flow velocity = 7.32(Ft /s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 26.33 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 192.000 to Point /Station 106.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 38.004(Ac.)
Runoff from this stream = 50.531(CFS)
Time of concentration = 26.33 min.
• Rainfall intensity = 2.580(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 106.100 to Point /Station 106.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 580.000(Ft.)
Top (of initial area) elevation = 485.000(Ft.)
Bottom (of initial area) elevation = 469.600(Ft.)
Difference in elevation = 15.400(Ft.)
Slope = 0.02655 s(percent)= 2.66
TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 8.507 min.
Rainfall intensity = 4.968(In /Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.869
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 9.434(CFS)
Total initial stream area = 2.186(Ac.)
Pervious area fraction = 0.200
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
• Process from Point /Station 106.100 to Point /Station 106.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.186(Ac.)
Runoff from this stream = 9.434(CFS)
Time of concentration = 8.51 min.
Rainfall intensity = 4.968(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 50.531 26.33 2.580
2 9.434 8.51 4.968
Largest stream flow has longer time of concentration
Qp = 50.531 + sum of
Qb Ia /Ib
9.434 * 0.519 = 4.899
Qp = 55.430
Total of 2 main streams to confluence:
Flow rates before confluence point:
50.531 9.434
Area of streams before confluence:
38.004 2.186
Results of confluence:
Total flow rate = 55.430(CFS)
Time of concentration = 26.331 min.
Effective stream area after confluence = 40.190(Ac.
0 Process from Point /Station 106.000 to Point /Station 181.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 469.600(Ft.)
Downstream point /station elevation = 467.300(Ft.)
Pipe length = 462.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 55.430(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 55.430(CFS)
Normal flow depth in pipe = 22.59(In.)
Flow top width inside pipe = 58.14(In.)
Critical Depth = 25.08(In.)
Pipe flow velocity = 8.19(Ft /s)
Travel time through pipe = 0.94 min.
Time of concentration (TC) = 27.27 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 106.000 to Point /Station 181.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 40.190(Ac.)
Runoff from this stream = 55.430(CFS)
Time of concentration = 27.27 min.
Rainfall intensity = 2.528(In /Hr)
Program is now starting with Main Stream No. 2
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
• Process from Point /Station 180.000 to Point /Station 181.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 972.000(Ft.)
Top (of initial area) elevation = 486.300(Ft.)
Bottom (of initial area) elevation = 480.200(Ft.)
Difference in elevation = 6.100(Ft.)
Slope = 0.00628 s(percent)= 0.63
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 18.146 min.
Rainfall intensity = 3.202(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.767
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 20.827(CFS)
Total initial stream area = 8.483(Ac.)
Pervious area fraction = 0.600
<<< NOTE: 100% of flow intercepted by catch basins. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 180.000 to Point /Station 181.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
(Ac.)
The following data inside Main Stream is listed:
In Main Stream number: 2
•
Stream flow area = 8.483(Ac.)
Runoff from this stream = 20.827(CFS)
Time of concentration = 18.15 min.
Rainfall intensity = 3.202(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 55.430 27.27 2.528
2 20.827 18.15 3.202
Largest stream flow has longer time of concentration
Qp = 55.430 + sum of
Qb Ia /Ib
20.827 * 0.790 = 16.444
QP = 71.874
Total of 2 main streams to confluence:
Flow rates before confluence point:
55.430 20.827
Area of streams before confluence:
40.190 8.483
Results of confluence:
Total flow rate = 71.874(CFS)
Time of concentration = 27.271 min.
Effective stream area after confluence = 48.673(Ac.
End of computations, total study area = 48.67
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.550
Area averaged RI index number = 47.0
<<< NOTE: Runoff conveyed by pipe to Retention Basin 1
•
(Ac.)
r�
U
•
40
DRAINAGE AREA 1C
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 170.000 to Point /Station 171.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 530.000(Ft.)
Top (of initial area). elevation = 486.300(Ft.)
Bottom (of initial area) elevation = 482.800(Ft.)
Difference in elevation = 3.500(Ft.)
Slope = 0.00660 s(percent)= 0.66
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 14.093 min.
Rainfall intensity = 3.707(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.781
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction =
Initial subarea runoff = 5.139(CFS)
Total initial stream area = 1.775(Ac.)
Pervious area fraction = 0.600
End of computations, total study area = 1.77
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.600
Area averaged RI index number = 56.0
0.400
(Ac.)
<<< NOTE: 100% of street flow intercepted by catch basins >>>
<<< and conveyed by pipe to Retention Basin 1. >>>
•
DRAINAGE AREA 2A
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 200.000 to Point /Station 201.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 882.000(Ft.)
Top (of initial area) elevation = 480.600(Ft.)
Bottom (of initial area) elevation = 475.700(Ft.)
Difference in elevation = 4.900(Ft.)
Slope = 0.00556 s(percent)= 0.56
TC = k(0.480) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 20.440 min.
Rainfall intensity = 2.988(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.713
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 3.467(CFS)
Total initial stream area = 1.627(Ac.)
Pervious area fraction = 0.800
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 200.000 to Point /Station 201.000
• * * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 1.627(Ac.)
Runoff from this stream = 3.467(CFS)
Time of concentration = 20.44 min.
Rainfall intensity = 2.988(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 202.000 to Point /Station 201.100
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 318.000(Ft.)
Top (of initial area) elevation = 477.000(Ft.)
Bottom (of initial area) elevation = 475.600(Ft.
Difference in elevation = 1.400(Ft.)
Slope = 0.00440 s(percent)= 0.44
TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 10.976 min.
Rainfall intensity = 4.285(In /Hr) for a 100
CONDOMINIUM subarea type
Runoff Coefficient = 0.838
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
• RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious
Initial subarea runoff = 0.697(CFS)
0 year storm
fraction = 0.650
Total initial stream area = 0.194(Ac.)
Pervious area fraction = 0.350
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 202.000 to Point /Station 201.100
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.194(Ac.)
Runoff from this stream = 0.697(CFS)
Time of concentration = 10.98 min.
Rainfall intensity = 4.285(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 3.467 20.44 2.988
2 0.697 10.98 4.285
Largest stream flow has longer time of concentration
Qp = 3.467 + sum of
Qb Ia /Ib
0.697 * 0.697 = 0.486
Qp = 3.952
Total of 2 main streams to confluence:
Flow rates before confluence point:
3.467 0.697
Area of streams before confluence:
1.627 0.194
Results of confluence:
• Total flow rate = 3.952(CFS)
Time of concentration = 20.440 min.
Effective stream area after confluence = 1.821(Ac.)
+.++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 201.000 to Point /Station 202.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 471.900(Ft.)
Downstream point /station elevation = 467.100(Ft.)
Pipe length = 341.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.952(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.952(CFS)
Normal flow depth in pipe = 6.97(In.)
Flow top width inside pipe = 17.53(In.)
Critical Depth = 9.13(In.)
Pipe flow velocity = 6.26(Ft /s)
Travel time through pipe = 0.91 min.
Time of concentration (TC) = 21.35 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 202.000 to Point /Station 203.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 477.000(Ft.)
End of street segment elevation = 472.900(Ft.)
Length of street segment = 885.000(Ft.)
• Height of curb above gutter flowline = 12.0(In.)
Width of half street (curb to crown) 24.500(Ft.
Distance from crown to crossfall grade break = 14.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.250
Slope from grade break to crown (v /hz) 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 0.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 4.000(Ft.)
Gutter hike from flowline = 12.000(In.)
Manning's N in gutter = 0.0250
Manning's N from gutter to grade break = 0.0250
Manning's N from grade break to crown = 0.0150
No street inlet installed at this point
Pipe calculations for under street flow rate of 3.952(CFS)
Using a pipe slope = 0.508 %
Upstream point /station elevation = 477.000(Ft.)
Downstream point /station elevation = 472.900(Ft.)
Pipe length = 885.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.952(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.952(CFS)
Normal flow depth in pipe = 9.29(In.)
Flow top width inside pipe = 17.99(In.)
Critical Depth = 9.13(In.)
Pipe flow velocity = 4.29(Ft /s)
Travel time through pipe = 3.44 min.
Time of concentration (TC) = 24.78 min.
Maximum flow rate of street inlet(s) = 0.000(CFS)
Maximum pipe flow capacity = 3.952(CFS)
Remaining flow in street below inlet = 0.000(CFS)
Adding area flow to street
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.697
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 2.672(In /Hr) for a 100.0 year storm
Subarea runoff = 16.360(CFS) for 8.782(Ac.)
Total runoff = 20.313(CFS) Total area = 10.603(Ac.)
Street flow at end of street = 16.360(CFS)
Half street flow at end of street = 16.360(CFS)
Depth of flow = 1.616(Ft.), Average velocity = 3.133(Ft /s)
Warning: depth of flow exceeds top of curb
Flow width (from curb towards crown)= 6.463(Ft.)
<<< NOTE: 100% of subarea flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 203.000 to Point /Station 203.000
* * ** SUBAREA FLOW ADDITION * * **
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.697
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
• Time of concentration = 24.78 min.
Rainfall intensity = 2.672(In /Hr) for a 100.0 year storm
Subarea runoff = 4.134(CFS) for 2.219(Ac.)
Total runoff = 24.447(CFS) Total area = 12.822(Ac.)
<<< NOTE: 100% of subarea flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 203.000 to Point /Station 212.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 461.800(Ft.)
Downstream point /station elevation = 455.600(Ft.)
Pipe length = 445.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 24.447(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 24.447(CFS)
Normal flow depth in pipe = 15.09(In.)
Flow top width inside pipe = 30.00(In.)
Critical Depth = 20.23(In.)
Pipe flow velocity = 9.89(Ft /s)
Travel time through pipe = 0.75 min.
Time of concentration (TC) = 25.53 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 202.000 to Point /Station 212.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 12.822(Ac.)
• Runoff from this stream = 24.447(CFS)
Time of concentration = 25.53 min.
Rainfall intensity = 2.626(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 210.000 to Point /Station 211.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 846.000(Ft.)
Top (of initial area) elevation = 480.200(Ft.)
Bottom (of initial area) elevation = 473.300(Ft.)
Difference in elevation = 6.900(Ft.)
Slope = 0.00816 s(percent)= 0.82
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 16.289 min.
Rainfall intensity = 3.408(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.773
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 14.059(CFS)
Total initial stream area = 5.336(Ac.)
Pervious area fraction = 0.600
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 211.000 to Point /Station 212.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 473.300(Ft.)
End of street segment elevation = 467.600(Ft.)
Length of street segment = 768.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (2) side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 20.665(CFS)
Depth of flow = 0.454(Ft.), Average velocity = 2.812(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.974(Ft.)
Flow velocity = 2.81(Ft /s)
Travel time = 4.55 min. TC = 20.84 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.759
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 2.954(In /Hr) for a 100.0 year storm
Subarea runoff = 13.062(CFS) for 5.828(Ac.)
Total runoff = 27.122(CFS) Total area = 11.164(Ac.)
Street flow at end of street = 27.122(CFS)
Half street flow at end of street = 13.561(CFS)
Depth of flow = 0.492(Ft.), Average velocity = 3.069(Ft /s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + ++ + + + + ++ + + + + + + + ++
Process from Point /Station 211.000 to Point /Station 212.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 11.164(Ac.)
Runoff from this stream = 27.122(CFS)
Time of concentration = 20.84 min.
Rainfall intensity = 2.954(In /Hr)
Program is now starting with Main Stream No. 3
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
• Process from Point /Station 220.000 to Point /Station 221.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 683.000(Ft.)
Top (of initial area) elevation = 483.800(Ft.)
Bottom (of initial area) elevation = 474.800(Ft.)
Difference in elevation = 9.000(Ft.)
Slope = 0.01318 s(percent)= 1.32
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 13.585 min.
Rainfall intensity = 3.787(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.783
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 12.456(CFS)
Total initial stream area = 4.201(Ac.)
Pervious area fraction = 0.600
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 221.000 to Point /Station 212.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 474.800(Ft.)
End of street segment elevation = 467.600(Ft.)
Length of street segment = 525.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 17.655(CFS)
Depth of flow = 0.392(Ft.), Average velocity = 3.409(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.858(Ft.)
Flow velocity = 3.41(Ft /s)
Travel time = 2.57 min. TC = 16.15 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.774
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 3.425(In /Hr) for a 100.0 year storm
Subarea runoff = 10.243(CFS) for 3.866(Ac.)
Total runoff = 22.699(CFS) Total area = 8.067(Ac.)
Street flow at end of street = 22.699(CFS)
Half street flow at end of street = 11.349(CFS)
Depth of flow = 0.424(Ft.), Average velocity = 3.626(Ft/s)
Flow width (from curb towards crown)= 17.479(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 221.000 to Point /Station 212.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 8.067(Ac.)
Runoff from this stream = 22.699(CFS)
Time of concentration = 16.15 min.
Rainfall intensity = 3.425(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 24.447 25.53 2.626
2 27.122 20.84 2.954
3 22.699 16.15 3.425
Largest stream flow has longer or shorter time of concentration
Qp = 27.122 + sum of
Qa Tb /Ta
24.447 * 0.816 = 19.955
Qb Ia /Ib
22.699 * 0.863 = 19.579
Qp = 66.655
Total of 3 main streams to confluence:
Flow rates before confluence point:
24.447 27.122 22.699
Area of streams before confluence:
12.822 11.164 8.067
Results of confluence:
Total flow rate = 66.655(CFS)
Time of concentration = 20.842 min.
Effective stream area after confluence = 32.053(Ac.)
<<< NOTE: Total street flow at Node 212 is 46.7 cfs. >>>
<<< 6.1 cfs intercepted by catch basin. >>>
<<< 40.6 cfs overflows or flows by to low point at Node 213. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 212.000 to Point /Station 213.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 467.600(Ft.)
End of street segment elevation = 465.800(Ft.)
Length of street segment = 263.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
• Manning's N from gutter to grade break = 0.0150.
Manning's N from grade break to crown = 0.0150
User - specified maximum inlet flow capacity of 6.100(CFS)
Number of street inlets = 1
Pipe calculations for under street flow rate of 30.547(CFS)
Using a pipe slope = 0.646 %
Upstream point /station elevation = 467.600(Ft.)
Downstream point /station elevation = 465.800(Ft.)
Pipe length = 263.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 30.547(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 30.547(CFS)
Normal flow depth in pipe = 19.48(In.)
Flow top width inside pipe = 35.88(In.)
Critical Depth = 21.49(In.)
Pipe flow velocity = 7.83(Ft /s)
Travel time through pipe = 0.56 min.
Time of concentration (TC) = 21.40 min.
Maximum flow rate of street inlet(s) = 6.100(CFS)
Maximum pipe flow capacity = 30.547(CFS)
Remaining flow in street below inlet = 36.109(CFS)
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.781
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.909(In /Hr) for a 100.0 year storm
Subarea runoff = 10.262(CFS) for 4.517(Ac.)
Total runoff = 76.917(CFS) Total area = 36.570(Ac.)
Street flow at end of street = 46.370(CFS)
Half street flow at end of street = 23.185(CFS)
Depth of flow = 0.599(Ft.), Average velocity = 3.403(Ft /s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 4.96(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
End of computations, total study area = 36.57 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.655
Area averaged RI index number = 56.0
<<< NOTE: 100% of street flow intercepted by catch basins >>>
<<< and conveyed by pipe to Retention Basin 2A. >>>
•
•
•
•
DRAINAGE AREA 2B
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 230.000 to Point /Station 231.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 577.000(Ft.)
Top (of initial area) elevation = 480.100(Ft.)
Bottom (of initial area) elevation = 474.000(Ft.)
Difference in elevation = 6.100(Ft.)
Slope = 0.01057 s(percent)= 1.06
TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 12.323 min.
Rainfall intensity = 4.007(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.807
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 4.784(CFS)
Total initial stream area = 1.480(Ac.)
Pervious area fraction = 0.500
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 231.000 to Point /Station 232.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 474.000(Ft.)
End of street segment elevation = 469.700(Ft.)
Length of street segment = 767.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.464(Ft.), Average velocity = 2
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 19.470(Ft.)
Flow velocity = 2.48(Ft /s)
Travel time = 5.15 min. TC = 17.47 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.791
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
000(Ft.)
19.208(CFS)
484(Ft /s)
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.273(In /Hr) for a 100.0 year storm
Subarea runoff = 28.713(CFS) for 11.092(Ac.)
Total runoff = 33.497(CFS) Total area = 12.572(Ac.)
Street flow at end of street = 33.497(CFS)
Half street flow at end of street = 16.749(CFS)
Depth of flow = 0.554(Ft.), Average velocity = 2.921(Ft /s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 2.70(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
<<< NOTE: 6.6 cfs intercepted per catch basin (13.2 cfs total). >>>
<<< 20.3 cfs flows by to Node 233. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 231.000 to Point /Station 232.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 12.572(Ac.)
Runoff from this stream = 33.497(CFS)
Time of concentration = 17.47 min.
Rainfall intensity = 3.273(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 240.000 to Point /Station 241.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 420.000(Ft.)
•
Top (of initial area) elevation = 484.500(Ft.)
Bottom (of initial area) elevation = 481.800(Ft.)
Difference in elevation = 2.700(Ft.)
Slope = 0.00643 s(percent)= 0.64
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 9.221 min.
Rainfall intensity = 4.741(In /Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.884
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 2.908(CFS)
Total initial stream area = 0.694(Ac.)
Pervious area fraction = 0.100
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 241.000 to Point /Station 242.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 481.800(Ft.)
End of street segment elevation = 477.200(Ft.)
Length of street segment = 933.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 36.000(Ft.)
Distance from crown to crossfall grade break = 17.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.875(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.592(CFS)
Depth of flow = 0.437(Ft.), Average velocity = 2.077(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.049(Ft.)
Flow velocity = 2.08(Ft /s)
Travel time = 7.49 min. TC = 16.71 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.879
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction
= 0.900
Rainfall intensity = 3.359(In /Hr) for a 100.0
year storm
Subarea runoff = 5.291(CFS) for 1.793(Ac.)
Total runoff = 8.199(CFS) Total area =
2.487(Ac.)
Street flow at end of street = 8.199(CFS)
Half street flow at end of street = 8.199(CFS)
Depth of flow = 0.489(Ft.), Average velocity = 2.281(Ft
/s)
Flow width (from curb towards crown)= 18.651(Ft.)
<<< NOTE: 100% of flow intercepted by catch basin.
>>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 242.000 to Point /Station 232.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 472.900(Ft.)
Downstream point /station elevation = 463.800(Ft.)
Pipe length = 1003.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.199(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 8.199(CFS)
Normal flow depth in pipe = 12.40(In.)
Flow top width inside pipe = 16.67(In.)
Critical Depth = 13.32(In.)
Pipe flow velocity = 6.32(Ft /s)
Travel time through pipe = 2.65 min.
Time of concentration (TC) = 19.35 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 242.000 to Point /Station 232.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.487(Ac.)
Runoff from this stream = 8.199(CFS)
Time of concentration = 19.35 min.
Rainfall intensity = 3.084(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 33.497 17.47 3.273
2 8.199 19.35 3.084
Largest stream flow has longer or shorter time of concentration
Qp = 33.497 + sum of
Qa Tb /Ta
8.199 * 0.903 = 7.400
Qp = 40.897
Total of 2 main streams to confluence:
Flow rates before confluence point:
33.497 8.199
Area of streams before confluence:
12.572 2.487
Results of confluence:
Total flow rate = 40.897(CFS)
Time of concentration = 17.468 min.
Effective stream area after confluence = 15.059(Ac.)
<<< NOTE: Total street flow leaving Node 242 is 20.3 cfs. >>>
<<< Total pipe flow leaving Node 242 is 20.6 cfs. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 232.000 to Point /Station 233.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 469.700(Ft.)
End of street segment elevation = 468.300(Ft.)
Length of street segment = 273.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (2) side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
User - specified maximum inlet flow capacity of 6.600(CFS)
Number of street inlets = 2
Pipe calculations for under street flow rate of 21.399(CFS)
Using a pipe slope = 0.510 %
Upstream point /station elevation = 469.700(Ft.)
Downstream point /station elevation = 468.300(Ft.)
Pipe length = 273.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 21.399(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 21.399(CFS)
Normal flow depth in pipe = 16.92(In.)
Flow top width inside pipe = 35.94(In.)
Critical Depth = 17.85(In.)
Pipe flow velocity = 6.56(Ft /s)
Travel time through pipe = 0.69 min.
Time of concentration (TC) = 18.16 min.
Maximum flow rate of street inlet(s) = 13.200(CFS)
Maximum pipe flow capacity = 21.399(CFS)
Remaining flow in street below inlet = 19.498(CFS)
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.789
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.200(In /Hr) for a 100.0 year storm
Subarea runoff = 12.826(CFS) for 5.080(Ac.)
Total runoff = 53.723(CFS) Total area = 20.139(Ac.)
Street flow at end of street = 32.324(CFS)
Half street flow at end of street = 16.162(CFS)
Depth of flow = 0.556(Ft.), Average velocity = 2.800(Ft /s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 2.78(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
<<< NOTE: 8.7 cfs intercepted per catch basin (17.4 cfs total). >>>
<<< 14.9 cfs flows by to low point at Node 234. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 233.000 to Point /Station 234.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 468.300(Ft.)
End of street segment elevation = 466.400(Ft.)
Length of street segment = 324.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
is Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
User - specified maximum inlet flow capacity of 8.700(CFS)
Number of street inlets = 2
Pipe calculations for under street flow rate of 38.799(CFS)
Using a pipe slope = 0.590 %
Upstream point /station elevation = 468.300(Ft.)
Downstream point /station elevation = 466.400(Ft.)
Pipe length = 324.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 38.799(CFS)
Given pipe size = 42.00(In.)
Calculated individual pipe flow = 38.799(CFS)
Normal flow depth in pipe = 21.05(In.)
Flow top width inside pipe = 42.00(In.)
Critical Depth = 23.23(In.)
Pipe flow velocity = 8.04(Ft /s)
Travel time through pipe = 0.67 min.
Time of concentration (TC) = 18.83 min.
Maximum flow rate of street inlet(s) = 17.400(CFS)
Maximum pipe flow capacity = 38.799(CFS)
0 Remaining flow in street below inlet = 14.924(CFS)
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.787
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.133(In /Hr) for a 100.0 year storm
Subarea runoff = 22.821(CFS) for 9.252(Ac.)
Total runoff = 76.544(CFS) Total area = 29.391(Ac.)
Street flow at end of street = 37.745(CFS)
Half street flow at end of street = 18.873(CFS)
Depth of flow = 0.573(Ft.), Average velocity = 3.056(Ft /s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 3.65(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
End of computations, total study area = 29.39 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.466
Area averaged RI index number = 56.0
<<< NOTE: 100% of street flow intercepted by catch basins >>>
<<< and conveyed by pipe to Retention Basin 2A. >>>
i
•
DRAINAGE AREA 2C
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 250.000 to Point /Station 251.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 873.000(Ft.)
Top (of initial area) elevation = 478.100(Ft.)
Bottom (of initial area) elevation = 472.300(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.00664 s(percent)= 0.66
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 17.186 min.
Rainfall intensity = 3.304(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.770
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 20.460(CFS)
Total initial stream area = 8.042(Ac.)
Pervious area fraction = 0.600
+++++++++++++++++++++++++++++++++++++++ + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 251.000 to Point /Station 252.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 472.300(Ft.)
End of street segment elevation = 469.400(Ft.)
Length of street segment = 575.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 27.951(CFS)
Depth of flow = 0.530(Ft.), Average velocity = 2.689(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 1.48(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 2.69(Ft /s)
Travel time = 3.56 min. TC = 20.75 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.759
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 2.962(In /Hr) for a 100.0 year storm
Subarea runoff = 14.856(CFS) for 6.609(Ac.)
Total runoff = 35.316(CFS) Total area = 14.651(Ac.)
Street flow at end of street = 35.316(CFS)
Half street flow at end of street = 17.658(CFS)
Depth of flow = 0.575(Ft.), Average velocity = 2.840(Ft /s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 3.74(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
<<< NOTE: 9.9 cfs intercepted per catch basin (19.8 cfs total). >>>
<<< 15.5 cfs flows by to low point at Node 253. >>>
Process from Point /Station 252.000 to Point /Station 253.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 469.400(Ft.)
End of street segment elevation = 466.000(Ft.)
Length of street segment = 656.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
•
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
User - specified maximum inlet flow capacity of 9.900(CFS)
Number of street inlets = 2
Pipe calculations for under street flow rate of 19.800(CFS)
Using a pipe slope = 0.534 %
Upstream point /station elevation = 469.400(Ft.)
Downstream point /station elevation = 466.000(Ft.)
Pipe length = 656.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 19.800(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 19.800(CFS)
Normal flow depth in pipe = 17.81(In.)
Flow top width inside pipe = 29.47(In.)
Critical Depth = 18.12(In.)
Pipe flow velocity = 6.53(Ft /s)
Travel time through pipe = 1.68 min.
Time of concentration (TC) = 22.42 min.
Maximum flow rate of street inlet(s) = 19.800(CFS)
Maximum pipe flow capacity = 19.800(CFS)
Remaining flow in street below inlet = 15.516(CFS)
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.754
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 2.832(In /Hr) for a 100.0 year storm
Subarea runoff = 32.064(CFS) for 15.015(Ac.)
Total runoff = 67.380(CFS) Total area = 29.666(Ac.)
Street flow at end of street = 47.580(CFS)
Half street flow at end of street = 23.790(CFS)
Depth of flow = 0.635(Ft.), Average velocity = 3.079(Ft /s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 6.73(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
End of computations, total study area = 29.67 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.600
Area averaged RI index number = 56.0
<<< NOTE: 100% of street flow intercepted by catch basins >>>
<<< and conveyed by pipe to Retention Basin 2A. >>>
•
•
DRAINAGE AREA 2D
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 260.000 to Point /Station 261.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 615.000(Ft.)
Top (of initial area) elevation = 470.400(Ft.)
Bottom (of initial area) elevation = 465.900(Ft.)
Difference in elevation = 4.500(Ft.)
Slope = 0.00732 s(percent)= 0.73
TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 13.607 min.
Rainfall intensity = 3.783(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.802
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction =
0.500
Initial subarea runoff = 11.563(CFS)
Total initial stream area = 3.809(Ac.)
Pervious area fraction = 0.500
End of computations, total study area = 3.81
(Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.500
Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basins
>>>
<<< and conveyed by pipe to Retention Basin 2B.
>>>
i
•
DRAINAGE AREA 2E
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 270.000 to Point /Station 271.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 532.000(Ft.)
Top (of initial area) elevation = 469.400(Ft.)
Bottom (of initial area) elevation = 465.600(Ft.)
Difference in elevation = 3.800(Ft.)
Slope = 0.00714 s(percent)= 0.71
TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 12.902 min.
Rainfall intensity = 3.902(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.805
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 12.268(CFS)
Total initial stream area = 3.907(Ac.)
Pervious area fraction = 0.500
End of computations, total study area = 3.91 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.500
Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basins >>>
<<< and conveyed by pipe to Retention Basin 2A. >>>
•
DRAINAGE AREA 3A
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 300.000 to Point /Station 301.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 351.000(Ft.)
Top (of initial area) elevation = 486.800(Ft.)
Bottom (of initial area) elevation = 484.200(Ft.)
Difference in elevation = 2.600(Ft.)
Slope = 0.00741 s(percent)= 0.74
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 8.343 min.
Rainfall intensity = 5.024(In /Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.884
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 1.462(CFS)
Total initial stream area = 0.329(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.33 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basin and conveyed >>>
<<< by pipe to water Feature (Retention Area 3). >>>
•
is
DRAINAGE AREA 3B
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 310.000 to Point /Station 311.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 233.000(Ft.)
Top (of initial area) elevation = 488.200(Ft.)
Bottom (of initial area) elevation = 484.200(Ft.)
Difference in elevation = 4.000(Ft.)
Slope = 0.01717 s(percent)= 1.72
TC = k(0.300) *[(length ^3) /(elevation change)) ^0.2
Initial area time of concentration = 5.986 min.
Rainfall intensity = 6.091(In /Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 1.610(CFS)
Total initial stream area = 0.298(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.30 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basin and conveyed >>>
<<< by pipe to Water Feature (Retention Area 3). >>>
r
DRAINAGE AREA 3C
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 320.000 to Point /Station 321.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 215.000(Ft.)
Top (of initial area) elevation = 487.800(Ft.)
Bottom (of initial area) elevation = 486.800(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.00465 s(percent)= 0.47
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 7.526 min.
Rainfall intensity = 5.334(In /Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.885
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 1.714(CFS)
Total initial stream area = 0.363(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.36 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
• Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basin and conveyed >>>
<<< by pipe to Water Feature (Retention Area 3). >>>
r1
DRAINAGE AREA 3D
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 330.000 to Point /Station 331.000
* * ** INITIAL AREA EVALUATION * * **
•
Initial area flow distance = 168.000(Ft.)
Top (of initial area) elevation = 487.800(Ft.)
Bottom (of initial area) elevation = 487.000(Ft.)
Difference in elevation = 0.800(Ft.)
Slope = 0.00476 s(percent)= 0.48
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 6.787 min.
Rainfall intensity = 5.663(In /Hr) for a 100.0 year
storm
COMMERCIAL subarea type
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction =
0.900
Initial subarea runoff = 1.159(CFS)
Total initial stream area = 0.231(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.23
(Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 56.0
•
<<< NOTE: 100% of flow intercepted by catch basin and
conveyed >>>
<<< by pipe to Water Feature (Retention Area 3).
>>>
•
•
DRAINAGE AREA 3E
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 340.000 to Point /Station 341.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 112.000(Ft.)
Top (of initial area) elevation = 488.000(Ft.)
Bottom (of initial area) elevation = 486.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.01786 s(percent)= 1.79
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Warning: TC computed to be less than 5 min.; program is
assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.888
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction =
0.900
Initial subarea runoff = 0.714(CFS)
Total initial stream area = 0.119(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.12
(Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basin and
conveyed >>>
<<< by pipe to Water Feature (Retention Area 3).
>>>
•
•
DRAINAGE AREA 3F
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 350.000 to Point /Station 351.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 168.000(Ft.)
Top (of initial area) elevation = 486.800(Ft.)
Bottom (of initial area) elevation = 484.300(Ft.)
Difference in elevation = 2.500(Ft.)
Slope = 0.01488 s(percent)= 1.49
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 5.404 min.
Rainfall intensity = 6.464(In /Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.556(CFS)
Total initial stream area = 0.097(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.10 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 56.0
• <<< NOTE: 100% of flow intercepted by catch basin and conveyed >>>
<<< by pipe to Water Feature (Retention Area 3). >>>
•
0
•
•
RATIONAL METHOD ANALYSIS
10 -YEAR
Riverside County Rational Hydrology Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 08/29/07
------------------------------------------------------------------------
1721 GRIFFIN RANCH
TRACT NO. 32879
10 -YEAR STORM
------------------------------------------------------------------------
********* Hydrology Study Control Information * * * * * * * * **
English (in -lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6041
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity- duration curves data (Plate D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.980(In /Hr)
Slope of intensity duration curve = 0.5800
DRAINAGE AREA 1A
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 120.000 to Point /Station 121.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 417.000(Ft.)
Top (of initial area) elevation = 492.600(Ft.)
Bottom (of initial area) elevation = 490.100(Ft.)
Difference in elevation = 2.500(Ft.)
Slope = 0.00600 s(percent)= 0.60
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 9.324 min.
Rainfall intensity = 2.885(In /Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.867
Decimal fraction soil group A = 0.467
Decimal fraction soil group B = 0.533
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 44.79
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 5.075(CFS)
Total initial stream area = 2.028(Ac.)
Pervious area fraction = 0.100
<<< NOTE: 100% of flow intercepted by catch basin. >>>
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 121.000 to Point /Station 131.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 487.400(Ft.)
Downstream point /station elevation = 480.700(Ft.)
Pipe length = 1262.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.075(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 5.075(CFS)
Normal flow depth in pipe = 9.14(In.)
Flow top width inside pipe = 23.31(In.)
Critical Depth = 9.53(In.)
Pipe flow velocity = 4.62(Ft /s)
Travel time through pipe = 4.55 min.
Time of concentration (TC) = 13.88 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 121.000 to Point /Station 131.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.028(Ac.)
Runoff from this stream = 5.075(CFS)
Time of concentration = 13.88 min.
Rainfall intensity = 2.291(In /Hr)
Program is now starting with Main Stream No. 2
Process from Point /Station 123.000 to Point /Station 122.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 420.000(Ft.)
Top (of initial area) elevation = 492.600(Ft.)
Bottom (of initial area) elevation = 490.400(Ft.)
Difference in elevation = 2.200(Ft.)
Slope = 0.00524 s(percent)= 0.52
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 9.607 min.
Rainfall intensity = 2.836(In /Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 1.820(CFS)
Total initial stream area = 0.733(Ac.)
Pervious area fraction = 0.100
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 122.000 to Point /Station 131.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 485.900(Ft.)
Downstream point /station elevation = 480.700(Ft.)
Pipe length = 491.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.820(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.820(CFS)
Normal flow depth in pipe = 5.00(In.)
Flow top width inside pipe = 16.12(In.)
Critical Depth = 6.09(In.)
Pipe flow velocity = 4.55(Ft /s)
Travel time through pipe = 1.80 min.
Time of concentration (TC) = 11.41 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 122.000 to Point /Station 131.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.733(Ac.)
Runoff from this stream = 1.820(CFS)
Time of concentration = 11.41 min.
Rainfall intensity = 2.567(In /Hr)
Program is now starting with Main Stream No. 3
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++
Process from Point /Station 130.000 to Point /Station 131.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 639.000(Ft.)
Top (of initial area) elevation = 490.500(Ft.)
• Bottom (of initial area) elevation = 484.600(Ft.)
Difference in elevation = 5.900(Ft.)
Slope = 0.00923 s(percent)= 0.92
TC = k(0.480) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 16.232 min.
Rainfall intensity = 2.092(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.623
Decimal fraction soil group A = 0.231
Decimal fraction soil group B = 0.769
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 50.46
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 3.067(CFS)
Total initial stream area = 2.354(Ac.)
Pervious area fraction = 0.800
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 130.000 to Point /Station 131.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 2.354(Ac.)
Runoff from this stream = 3.067(CFS)
Time of concentration = 16.23 min.
Rainfall intensity = 2.092(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 131.000 to Point /Station 132.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 480.700(Ft.)
Downstream point /station elevation = 476.500(Ft.)
Pipe length = 815.00(Ft.) Manning's N = 0.013
• No. of pipes = 1 Required pipe flow = 9.322(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 9.322(CFS)
Normal flow depth in pipe = 13.03(In.)
Flow top width inside pipe = 23.91(In.)
Critical Depth = 13.09(In.)
Pipe flow velocity = 5.35(Ft /s)
Travel time through pipe = 2.54 min.
Time of concentration (TC) = 16.42 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 132.000 to Point /Station 132.000
* * ** SUBAREA FLOW ADDITION * * **
COMMERCIAL subarea type
Summary of stream data:
Runoff Coefficient = 0.870
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min)
(In /Hr)
1 5.075 13.88 2.291
1.000
2 1.820 11.41 2.567
0.000
3 3.067 16.23 2.092
0.000
Largest stream flow has longer or shorter
time of concentration
Qp = 5.075 + sum of
Impervious fraction
= 0.900
Qb Ia /Ib
min.
1.820 * 0.892 = 1.624
/Hr) for a 10.0
year storm
Qa Tb /Ta
for 1.587(Ac.)
3.067 * 0.855 = 2.622
Total area =
6.702(Ac.)
Qp = 9.322
>>>
Total of 3 main streams to confluence:
Flow rates before confluence point:
5.075 1.820 3.067
Area of streams before confluence:
2.028 0.733 2.354
Results of confluence:
Total flow rate = 9.322(CFS)
Time of concentration = 13.878 min.
Effective stream area after confluence =
5.115(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 131.000 to Point /Station 132.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 480.700(Ft.)
Downstream point /station elevation = 476.500(Ft.)
Pipe length = 815.00(Ft.) Manning's N = 0.013
• No. of pipes = 1 Required pipe flow = 9.322(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 9.322(CFS)
Normal flow depth in pipe = 13.03(In.)
Flow top width inside pipe = 23.91(In.)
Critical Depth = 13.09(In.)
Pipe flow velocity = 5.35(Ft /s)
Travel time through pipe = 2.54 min.
Time of concentration (TC) = 16.42 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 132.000 to Point /Station 132.000
* * ** SUBAREA FLOW ADDITION * * **
COMMERCIAL subarea type
Runoff Coefficient = 0.870
Decimal fraction soil group A =
0.000
Decimal fraction soil group B =
1.000
Decimal fraction soil group C =
0.000
Decimal fraction soil group D =
0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100;
Impervious fraction
= 0.900
Time of concentration = 16.42
min.
Rainfall intensity = 2.078(In
/Hr) for a 10.0
year storm
Subarea runoff = 2.869(CFS)
for 1.587(Ac.)
Total runoff = 12.190(CFS)
Total area =
6.702(Ac.)
<<< NOTE: 100% of flow intercepted by catch basin.
>>>
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station •132.000 to Point /Station 133.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 476.500(Ft.)
Downstream point /station elevation = 467.000(Ft.)
Pipe length = 251.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.190(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 12.190(CFS)
Normal flow depth in pipe = 7.92(In.)
Flow top width inside pipe = 26.45(In.)
Critical Depth = 14.04(In.)
Pipe flow velocity = 11.75(Ft /s)
Travel time through pipe = 0.36 min.
Time of concentration (TC) = 16.77 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 132.000 to Point /Station 133.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 6.702(Ac.)
Runoff from this stream = 12.190(CFS)
Time of concentration = 16.77 min.
Rainfall intensity = 2.052(In /Hr)
Program is now starting with Main Stream No. 2
• +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 134.000 to Point /Station 135.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 701.000(Ft.)
Top (of initial area) elevation = 488.200(Ft.)
Bottom (of initial area) elevation = 482.700(Ft.)
Difference in elevation = 5.500(Ft.)
Slope = 0.00785 s(percent)= 0.78
TC = k(0.480) *((length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 17.402 min.
Rainfall intensity = 2.009(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.581
Decimal fraction soil group A = 0.438
Decimal fraction soil group B = 0.562
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 45.49
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 2.641(CFS)
Total initial stream area = 2.262(Ac.)
Pervious area fraction = 0.800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 135.000 to Point /Station 133.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 482.700(Ft.)
09 End of street segment elevation = 479.400(Ft.)
Length of street segment = 638.000(Ft.)
Height of curb above gutter flowline = 12.0(In.)
Width of half street (curb to crown) = 24.500(Ft.)
Distance from crown to crossfall grade break = 14.500(Ft
Slope from gutter to grade break (v /hz) = 0.250
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 0.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 4.000(Ft.)
Gutter hike from flowline = 12.000(In.)
Manning's N in gutter = 0.0250
Manning's N from gutter to grade break = 0.0250
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.947(Ft.), Average velocity = 2
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.000(Ft.)
Flow velocity = 2.20,(Ft /s)
Travel time = 4.83 min. TC = 22.23 min.
Adding area flow to street
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.610
Decimal fraction soil group A = 0.122
Decimal fraction soil group B = 0.878
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 53.07
Pervious area fraction = 0.800; Impervious fraction
Rainfall intensity = 1.743(In /Hr) for a 10.0
Subarea runoff = 2.559(CFS) for 2.409(Ac.)
Total runoff = 5.200(CFS) Total area =
Street flow at end of street = 5.200(CFS)
Half street flow at end of street = 5.200(CFS)
3.952(CFS)
202(Ft /s)
= 0.200
year storm
671 (Ac.)
Depth of flow = 1.048(Ft.), Average velocity = 2.369(Ft/s)
Warning: depth of flow exceeds top of curb
Flow width (from curb towards crown)= 4.190(Ft.)
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 135.000 to Point /Station 133.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 4.671(Ac.)
Runoff from this stream = 5.200(CFS)
Time of concentration = 22.23 min.
Rainfall intensity = 1.743(In /Hr)
Program is now starting with Main Stream No. 3
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 136.000 to Point /Station 137.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 514.000(Ft.)
Top (of initial area) elevation = 488.000(Ft.)
Bottom (of initial area) elevation = 482.900(Ft.
Difference in elevation = 5.100(Ft.)
Slope = 0.00992 s(percent)= 0.99
• TC = k(0.480) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 14.666 min.
Rainfall intensity = 2.219(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.669
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 2.341(CFS)
Total initial stream area = 1.577(Ac.)
Pervious area fraction = 0.800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 137.000 to Point /Station 133.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 482.900(Ft.)
End of street segment elevation = 479.400(Ft.)
Length of street segment = 646.000(Ft.)
Height of curb above gutter flowline = 12.0(In.)
Width of half street (curb to crown) = 24.500(Ft.)
Distance from crown to crossfall grade break = 14.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.250
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 0.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 4.000(Ft.)
Gutter hike from flowline = 12.000(In.)
Manning's N in gutter = 0.0250
Manning's N from gutter to grade break = 0.0250
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.753(CFS)
Depth of flow = 0- 921(Ft.), Average velocity = 2.212(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.000(Ft.)
Flow velocity = 2.21(Ft /s)
Travel time = 4.87 min. TC = 19.53 min.
Adding area flow to street
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.642
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 1.879(In /Hr) for a 10.0 year storm
Subarea runoff = 2.742(CFS) for 2.272(Ac.)
Total runoff = 5.083(CFS) Total area = 3.849(Ac.)
Street flow at end of street = 5.083(CFS)
Half street flow at end of street = 5.083(CFS)
Depth of flow = 1.030(Ft.), Average velocity = 2.393(Ft/s)
Warning: depth of flow exceeds top of curb
Flow width (from curb towards crown)= 4.122(Ft.)
<<< NOTE: 100% of flow intercepted by catch basin. >>>
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 137.000 to Point /Station 133.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is
listed:
In Main Stream number: 3
Stream flow area = 3.849(Ac.)
Runoff from this stream = 5.083(CFS)
Time of concentration = 19.53 min.
Rainfall intensity = 1.879(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall
Intensity
No. (CFS) (min)
(In /Hr)
1 12.190 16.77 2.052
2 5.200 22.23 1.743
3 5.083 19.53 1.879
Largest stream flow has longer or shorter
time of concentration
Qp = 12.190 + sum of
Qa Tb /Ta
5.200 * 0.755 = 3.924
Qa Tb /Ta
5.083 * 0.859 = 4.365
Qp = 20.479
Total of 3 main streams to confluence:
Flow rates before confluence point:
12.190 5.200 5.083
Area of streams before confluence:
6.702 4.671 3.849
Results of confluence:
Total flow rate = 20.479(CFS)
Time of concentration = 16.775 min.
Effective stream area after confluence =
15.222(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 133.000 to Point /Station 143.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 467.000(Ft.)
Downstream point /station elevation = 466.000(Ft.)
Pipe length = 206.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 20.479(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 20.479(CFS)
Normal flow depth in pipe = 13.62(In.)
Flow top width inside pipe = 50.26(In.)
Critical Depth = 14.95(In.)
Pipe flow velocity = 6.12(Ft /s)
Travel time through pipe = 0.56 min.
Time of concentration (TC) = 17.34 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 133.000 to Point /Station 143.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 15.222(Ac.)
Runoff from this stream = 20.479(CFS)
Time of concentration = 17.34 min.
• Rainfall intensity = 2.014(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 140.000 to Point /Station 141.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 666.000(Ft.)
Top (of initial area) elevation = 494.000(Ft.)
Bottom (of initial area) elevation = 489.800(Ft.)
Difference in elevation = 4.200(Ft.)
Slope = 0.00631 s(percent)= 0.63
TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 14.471 min.
Rainfall intensity = 2.236(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.651
Decimal fraction soil group A = 0.981
Decimal fraction soil group B = 0.019
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 32.46
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 4.691(CFS)
Total initial stream area = 3.224(Ac.)
Pervious area fraction = 0.500
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 141.000 to Point /Station 142.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 489.800(Ft.)
End of street segment elevation = 485.800(Ft.)
• Length of street segment = 649.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 7.530(CFS)
Depth of flow = 0.340(Ft.), Average velocity = 2.046(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.286(Ft.)
Flow velocity = 2.05(Ft /s)
Travel time = 5.29 min. TC = 19.76 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.595
Decimal fraction soil group A = 0.853
Decimal fraction soil group B = 0.147
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 35.53
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 1.867(In /Hr) for a 10.0 year storm
Subarea runoff = 5.563(CFS) for 5.008(Ac.)
Total runoff = 10.255(CFS) Total area = 8.232(Ac.)
Street flow at end of street = 10.255(CFS)
Half street flow at end of street = 5.127(CFS)
Depth of flow = 0.375(Ft.), Average velocity = 2.206(Ft /s)
Flow width (from curb towards crown)= 14.997(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 141.000 to Point /Station 142.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 8.232(Ac.)
Runoff from this stream = 10.255(CFS)
Time of concentration = 19.76 min.
Rainfall intensity = 1.867(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 142.100 to Point /Station 142.200
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 923.000(Ft.)
Top (of initial area) elevation = 494.000(Ft.)
Bottom (of initial area) elevation = 487.600(Ft.)
Difference in elevation = 6.400(Ft.)
Slope = 0.00693 s(percent)= 0.69
TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 16.179 min.
Rainfall intensity = 2.096(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.665
Decimal fraction soil group A = 0.800
Decimal fraction soil group B = 0.200
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 36.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 6.612(CFS)
Total initial stream area = 4.744(Ac.)
Pervious area fraction = 0.500
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 142.200 to Point /Station 142.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 487.600(Ft.)
End of street segment elevation = 485.800(Ft.)
Length of street segment = 410.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 9.663(CFS)
Depth of flow = 0.388(Ft.), Average velocity = 1.913(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.655(Ft.)
Flow velocity = 1.91(Ft /s)
Travel time = 3.57 min. TC = 19.75 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.629
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.867(In /Hr) for a 10.0 year storm
Subarea runoff = 5.959(CFS) for 5.077(Ac.)
Total runoff = 12.572(CFS) Total area = 9.821(Ac.)
Street flow at end of street = 12.572(CFS)
Half street flow at end of street = 6.286(CFS)
Depth of flow = 0.421(Ft.), Average velocity = 2.041(Ft /s)
Flow width (from curb towards crown)= 17.336(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 142.200 to Point /Station 142.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 9.821(Ac.)
Runoff from this stream = 12.572(CFS)
Time of concentration = 19.75 min.
Rainfall intensity = 1.867(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 10.255 19.76 1.867
2 12.572 19.75 1.867
Largest stream flow has longer or shorter time of concentration
Qp = 12.572 + sum of
Qa Tb /Ta
10.255 * 1.000 = 10.252
Qp = 22.823
Total of 2 streams to confluence:
Flow rates before confluence point:
10.255 12.572
Area of streams before confluence:
8.232 9.821
Results of confluence:
Total flow rate = 22.823(CFS)
Time of concentration = 19.751 min.
Effective stream area after confluence = 18.053(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + ++ + + + + + + + + + ++ + + + + + ++
Process from Point /Station 142.000 to Point /Station 143.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 485.800(Ft.)
End of street segment elevation = 481.500(Ft.)
Length of street segment = 713.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
• Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 25.839(CFS)
Depth of flow = 0.499(Ft.), Average velocity = 2.828(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 2.83(Ft /s)
Travel time = 4.20 min. TC = 23.95 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.639
Decimal fraction soil group A = 0.417
Decimal fraction soil group B = 0.583
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 45.99
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 1.669(In /Hr) for a 10.0 year storm
Subarea runoff = 5.893(CFS) for 5.528(Ac.)
Total runoff = 28.716(CFS) Total area = 23.581(Ac.)
Street flow at end of street = 28.716(CFS)
Half street flow at end of street = 14.358(CFS)
• Depth of flow = 0.518(Ft.), Average velocity = 2.899(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 0.90(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
<<< NOTE: 12.4 cfs intercepted per catch basin (24.8 cfs total). >>>
<<< 3.9 cfs flows by to low point at Node 102. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 143.000 to Point /Station 143.000
* * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
Rainfall intensity = 1.669(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.692
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
User specified values are as follows:
TC = 23.95 min. Rain intensity = 1.67(In /Hr)
Total area = 23.58(Ac.) Total runoff = 24.80(CFS)
is
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 143.000 to Point /Station 143.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 23.581(Ac.)
Runoff from this stream = 24.800(CFS)
Time of concentration = 23.95 min.
Rainfall intensity = 1.669(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 20.479 17.34 2.014
2 24.800 23.95 1.669
Largest stream flow has longer time of concentration
Qp = 24.800 + sum of
Qb Ia /Ib
20.479 * 0.829 = 16.979
QP = 41.779
Total of 2 main streams to confluence:
Flow rates before confluence point:
20.479 24.800
Area of streams before confluence:
15.222 23.581
Results of confluence:
Total flow rate = 41.779(CFS)
Time of concentration = 23.950 min.
Effective stream area after confluence = 38.803(Ac.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 143.000 to Point /Station 103.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 466.000(Ft.)
Downstream point /station elevation = 464.400(Ft.)
Pipe length = 336.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 41.779(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 41.779(CFS)
Normal flow depth in pipe = 19.69(In.)
Flow top width inside pipe = 56.34(In.)
Critical Depth = 21.66(In.)
Pipe flow velocity = 7.46(Ft /s)
Travel time through pipe = 0.75 min.
Time of concentration (TC) = 24.70 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + ++
Process from Point /Station 143.000 to Point /Station 103.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 38.803(Ac.)
Runoff from this stream = 41.779(CFS)
Time of concentration = 24.70 min.
Rainfall intensity = 1.640(In /Hr)
Program is now starting with Main Stream No. 2
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 150.000 to Point /Station 151.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 881.000(Ft.)
Top (of initial area) elevation = 491.500(Ft.)
Bottom (of initial area) elevation = 484.500(Ft.)
Difference in elevation = 7.000(Ft.)
Slope = 0.00795 s(percent)= 0.79
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 16.642 min.
Rainfall intensity = 2.062(In /Hr) for a 10.0
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.678
Decimal fraction soil group A = 0.327
Decimal fraction soil group B = 0.673
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 48.15
year storm
Pervious area fraction = 0.600; Impervious fraction = 0.400'
Initial subarea runoff = 5.671(CFS)
Total initial stream area = 4.055(Ac.)
Pervious area fraction = 0.600
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 151.000 to Point /Station 152.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 484.500(Ft.)
End of street segment elevation = 482.800(Ft.)
•
Length of street segment = 357.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 10.635(CFS)
Depth of flow = 0.394(Ft.), Average velocity = 2.020(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.994(Ft.)
Flow velocity = 2.02(Ft /s)
Travel time = 2.95 min. TC = 19.59 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.706
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 1.876(In /Hr) for a 10.0 year storm
•
Subarea runoff = 9.790(CFS) for 7.387(Ac.)
Total runoff = 15.461(CFS) Total area = 11.442(Ac.)
Street flow at end of street = 15.461(CFS)
• Half street flow at end of street = 7.731(CFS)
Depth of flow = 0.444(Ft.), Average velocity = 2.214(Ft /s)
Flow width (from curb towards crown)= 18.483(Ft.)
<<< NOTE: 100% of flow intercepted by catch basins. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 152.000 to Point /Station 103.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 478.300(Ft.)
Downstream point /station elevation = 464.400(Ft.)
Pipe length = 247.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.461(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 15.461(CFS)
Normal flow depth in pipe = 8.82(In.)
Flow top width inside pipe = 23.14(In.)
Critical Depth = 17.01(In.)
Pipe flow velocity = 14.77(Ft /s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 19.87 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + ++ + + + + + + + + ++ + + ++
Process from Point /Station 152.000 to Point /Station 103.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
• Stream flow area = 11.442(Ac.)
Runoff from this stream = 15.461(CFS)
Time of concentration = 19.87 min.
Rainfall intensity = 1.861(In /Hr)
Program is now starting with Main Stream No. 3
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + ++
Process from Point /Station 160.000 to Point /Station 161.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 343.000(Ft.)
Top (of initial area) elevation = 492.600(Ft.)
Bottom (of initial area) elevation = 490.700(Ft.)
Difference in elevation = 1.900(Ft.)
Slope = 0.00554 s(percent)= 0.55
TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 10.805 min.
Rainfall intensity = 2.649(In /Hr) for a 10.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.737
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 1.566(CFS)
Total initial stream area = 0.802(Ac.)
Pervious area fraction = 0.350
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 161.000 to Point /Station 162.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 490.700(Ft.)
End of street segment elevation = 489.100(Ft.)
Length of street segment = 511.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 34.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1) side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.875(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
User - specified maximum inlet flow capacity of 3.000(CFS)
Number of street inlets = 1
Note: Single inlet capacity is greater than 1/2 street flow
Pipe calculations for under street flow rate of 1.566(CFS)
Using a pipe slope = 0.300 %
Upstream point /station elevation = 490.700(Ft.)
Downstream point /station elevation = 489.100(Ft.)
Pipe length = 511.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.566(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.566(CFS)
Normal flow depth in pipe = 6.42(In.)
Flow top width inside pipe = 17.24(In.)
Critical Depth = 5.63(In.)
Pipe flow velocity = 2.77(Ft /s)
Travel time through pipe = 3.07 min.
Time of concentration (TC) = 13.88 min.
Maximum flow rate of street inlet(s) = 1.566(CFS)
Maximum pipe flow capacity = 1.566(CFS)
Remaining flow in street below inlet = 0.000(CFS)
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.726
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 2.291(In /Hr) for a 10.0 year storm
Subarea runoff = 1.551(CFS) for 0.933(Ac.)
Total runoff = 3.117(CFS) Total area = 1.735(Ac.)
Street flow at end of street = 1.551(CFS)
Half street flow at end of street = 1.551(CFS)
Depth of flow = 0.325(Ft.), Average velocity = 1.287(Ft /s)
Flow width (from curb towards crown)= 10.434(Ft.)
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 162.000 to Point /Station 163.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 489.100(Ft.)
End of street segment elevation = 487.900(Ft.)
Length of street segment = 511.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 34.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.875(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
User - specified maximum inlet flow capacity of 3.000(CFS)
Number of street inlets = 1
Note: Single inlet capacity is greater than 1/2 street flow
Pipe calculations for under street flow rate of 3.117(CFS)
Using a pipe slope = 0.300 %
Upstream point /station elevation = 489.100(Ft.)
Downstream point /station elevation = 487.900(Ft.)
Pipe length = 511.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.117(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 3.117(CFS)
Normal flow depth in pipe = 8.20(In.)
Flow top width inside pipe = 22.77(In.)
Critical Depth = 7.39(In.)
Pipe flow velocity = 3.28(Ft /s)
Travel time through pipe = 2.59 min.
Time of concentration (TC) = 16.47 min.
Maximum flow rate of street inlet(s) = 1.551(CFS)
Maximum pipe flow capacity = 3.117(CFS)
Remaining flow in street below inlet = 0.000(CFS)
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.758
Decimal fraction soil group A = 0.507
Decimal fraction soil group B = 0.493
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 43.83
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 2.074(In /Hr) for a 10.0 year storm
Subarea runoff = 1.627(CFS) for 1.035(Ac.)
Total runoff = 4.744(CFS) Total area = 2.770(Ac.)
Street flow at end of street = 1.627(CFS)
Half street flow at end of street = 1.627(CFS)
Depth of flow = 0.342(Ft.), Average velocity = 1.166(Ft /s)
Flow width (from curb towards crown)= 11.309(Ft.)
<<< NOTE: 100% of flow intercepted by catch basin. >>>
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 163.000 to Point /Station 164.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 487.900(Ft.)
End of street segment elevation = 486.400(Ft.)
Length of street segment = 579.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 34.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.875(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
User - specified maximum inlet flow capacity of 3.700(CFS)
Number of street inlets = 1
Note: Single inlet capacity is greater than 1/2 street flow
Pipe calculations for under street flow rate of 4.744(CFS)
Using a pipe slope = 0.300 %
Upstream point /station elevation = 487.900(Ft.)
Downstream point /station elevation = 486.400(Ft.)
Pipe length = 579.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.744(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 4.744(CFS)
• Normal flow depth in pipe = 10.30(In.)
Flow top width inside pipe = 23.76(In.)
Critical Depth = 9.19(In.)
Pipe flow velocity = 3.68(Ft /s)
Travel time through pipe = 2.62 min.
Time of concentration (TC) = 19.09 min.
Maximum flow rate of street inlet(s) = 1.627(CFS)
Maximum pipe flow capacity = 4.744(CFS)
Remaining flow in street below inlet = 0.000(CFS)
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.788
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 1.904(In /Hr) for a 10.0 year storm
Subarea runoff = 2.086(CFS) for 1.390(Ac.)
Total runoff = 6.830(CFS) Total area = 4.160(Ac.)
Street flow at end of street = 2.086(CFS)
Half street flow at end of street = 2.086(CFS)
Depth of flow = 0.362(Ft.), Average velocity = 1.284(Ft /s)
Flow width (from curb towards crown)= 12.283(Ft.)
<<< NOTE: 100% of flow intercepted by catch basin. >>>
C J
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 164.000 to Point /Station 166.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 477.600(Ft.)
Downstream point /station elevation = 477.400(Ft.)
Pipe length = 73.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.830(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 6.830(CFS)
Normal flow depth in pipe = 13.08(In.)
Flow top width inside pipe = 23.90(In.)
Critical Depth = 11.12(In.)
Pipe flow velocity = 3.90(Ft /s)
Travel time through pipe = 0.31 min.
Time of concentration (TC) = 19.41 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 164.000 to Point /Station 166.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 4.160(Ac.)
Runoff from this stream = 6.830(CFS)
Time of concentration = 19.41 min.
Rainfall intensity = 1.886(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 165.100 to Point /Station 165.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 674.000(Ft.)
Top (of initial area) elevation = 488.000(Ft.)
Bottom (of initial area) elevation = 484.700(Ft.)
Difference in elevation = 3.300(Ft.)
Slope = 0.00490 s(percent)= 0.49
TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 14.511 min.
Rainfall intensity = 2.232(In /Hr) for a 10.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.799
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 2.215(CFS)
Total initial stream area = 1.241(Ac.)
Pervious area fraction = 0.350
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 165.000 to Point /Station 166.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 480.700(Ft.)
Downstream point /station elevation = 477.400(Ft.)
Pipe length = 674.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.215(CFS)
Given pipe size = 18.00(In.)
• Calculated individual pipe flow = 2.215(CFS)
Normal flow depth in pipe = 6.77(In.)
Flow top width inside pipe = 17.44(In.)
Critical Depth = 6.74(In.)
Pipe flow velocity = 3.64(Ft /s)
Travel time through pipe = 3.09 min.
Time of concentration (TC) = 17.60 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 165.000 to Point /Station 166.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 1.241(Ac.)
Runoff from this stream = 2.215(CFS)
Time of concentration = 17.60 min.
Rainfall intensity = 1.996(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 6.830 19.41 1.886
•2 2.215 17.60 1.996
Largest stream flow has longer time of concentration
Qp = 6.830 + sum of
Qb Ia /Ib
2.215 * 0.945 = 2.093
QP = 8.922
Total of 2 streams to confluence:
Flow rates before confluence point:
• 6.830 2.215
Area of streams before confluence:
4.160 1.241
Results of confluence:
Total flow rate = 8.922(CFS)
Time of concentration = 19.405 min.
Effective stream area after confluence = 5.401(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 166.000 to Point /Station 169.200
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 477.400(Ft.)
Downstream point /station elevation = 471.600(Ft.)
Pipe length = 455.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.922(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 8.922(CFS)
Normal flow depth in pipe = 9.79(In.)
Flow top width inside pipe = 23.59(In.)
Critical Depth = 12.79(In.)
Pipe flow velocity = 7.41(Ft /s)
Travel time through pipe = 1.02 min.
Time of concentration (TC) = 20.43 min.
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 166.000 to Point /Station 169.200
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 5.401(Ac.)
Runoff from this stream = 8.922(CFS)
Time of concentration = 20.43 min.
Rainfall intensity = 1.831(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 169.000 to Point /Station 169.100
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 207.000(Ft.)
Top (of initial area) elevation = 486.800(Ft.)
Bottom (of initial area) elevation = 484.400(Ft.)
Difference in elevation = 2.400(Ft.)
Slope = 0.01159 s(percent)= 1.16
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 6.175 min.
Rainfall intensity = 3.664(In /Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
• Initial subarea runoff = 0.790(CFS)
Total initial stream area = 0.245(Ac.)
Pervious area fraction = 0.100
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 169.100 to Point /Station 169.200
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 482.400(Ft.)
Downstream point /station elevation = 471.600(Ft.)
Pipe length = 121.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.790(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.790(CFS)
Normal flow depth in pipe = 2.90(In.)
Flow top width inside pipe = 6.00(In.)
Critical Depth = 5.31(In.)
Pipe flow velocity = 8.41(Ft /s)
Travel time through pipe = 0.24 min.
Time of concentration (TC) = 6.42 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 169.100 to Point /Station 169.200
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 0.245(Ac.)
• Runoff from this stream = 0.790(CFS)
Time of concentration = 6.42 min.
Rainfall intensity = 3.584(In /Hr)
• Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 8.922 20.43 1.831
2 0.790 6.42 3.584
Largest stream flow has longer time of concentration
Qp = 8.922 + sum of
Qb Ia /Ib
0.790 * 0.511 = 0.404
Qp = 9.326
Total of 2 streams to confluence:
Flow rates before confluence point:
8.922 0.790
Area of streams before confluence:
5.401 0.245
Results of confluence:
Total flow rate = 9.326(CFS)
Time of concentration = 20.429 min.
Effective stream area after confluence = 5.646(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 169.200 to Point /Station 103.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 471.600(Ft.)
Downstream point /station elevation = 464.400(Ft.)
Pipe length = 184.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.326(CFS)
Given pipe size = 24.00(In.)
is Calculated individual pipe flow = 9.326(CFS)
Normal flow depth in pipe = 7.44(In.)
Flow top width inside pipe = 22.20(In.)
Critical Depth = 13.09(In.)
Pipe flow velocity = 11.25(Ft /s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 20.70 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 169.200 to Point /Station 103.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 5.646(Ac.)
Runoff from this stream = 9.326(CFS)
Time of concentration = 20.70 min.
Rainfall intensity = 1.817(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 41.779 24.70 1.640
2 15.461 19.87 1.861
3 9.326 20.70 1.817
Largest stream flow has longer time of concentration
Qp = 41.779 + sum of
Qb Ia /Ib
15.461 * 0.881 = 13.626
• Qb I 0.90
9.326 * 0.903 = 8.418
Qp = 63.823
Total of 3 main streams to confluence:
• Flow rates before confluence point:
41.779 15.461 9.326
Area of streams before confluence:
38.803 11.442 5.646
Results of confluence:
Total flow rate = 63.823(CFS)
Time of concentration = 24.701 min.
Effective stream area after confluence = 55.891(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 103.000 to Point /Station 104.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 464.400(Ft.)
Downstream point /station elevation = 464.000(Ft.)
Pipe length = 75.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 63.823(CFS)
Given pipe size = 6O.00(In.)
Calculated individual pipe flow = 63.823(CFS)
Normal flow depth in pipe = 23.95(In.)
Flow top width inside pipe = 58.77(In.)
Critical Depth = 27.02(In.)
Pipe flow velocity = 8.73(Ft /s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 24.84 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 103.000 to Point /Station 104.000
• * * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 55.891(Ac.)
Runoff from this stream = 63.823(CFS)
Time of concentration = 24.84 min.
Rainfall intensity = 1.634(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.100 to Point /Station 104.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 380.000(Ft.)
Top (of initial area) elevation = 483.100(Ft.)
Bottom (of initial area) elevation = 464.000(Ft.)
Difference in elevation = 19.100(Ft.)
Slope = 0.05026 s(percent)= 5.03
TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 7.242 min.
Rainfall intensity = 3.341(In /Hr) for a 10.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.825
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 4.511(CFS)
•
Total initial stream area = 1.637(Ac.)
Pervious area fraction = 0.350
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.100 to Point /Station 104.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.637(Ac.)
Runoff from this stream = 4.511(CFS)
Time of concentration = 7.24 min.
Rainfall intensity = 3.341(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 63.823 24.84 1.634
2 4.511 7.24 3.341
Largest stream flow has longer time of concentration
Qp = 63.823 + sum of
Qb Ia /Ib
4.511 * 0.489 = 2.207
Qp = 66.029
Total of 2 main streams to confluence:
Flow rates before confluence point:
63.823 4.511
Area of streams before confluence:
55.891 1.637
Results of confluence:
Total flow rate = 66.029(CFS)
Time of concentration = 24.844 min.
Effective stream area after confluence = 57.528(Ac.)
End of computations, total study area = 81.11 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.561
Area averaged RI index number = 48.6
<<< NOTE: Runoff conveyed by pipe to Retention Basin 1. >>>
1�1
DRAINAGE AREA 1B
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 100.000 to Point /Station 101.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 396.000(Ft.)
Top (of initial area) elevation = 485.000(Ft.)
Bottom (of initial area) elevation = 481.900(Ft.)
Difference in elevation = 3.100(Ft.)
Slope = 0.00783 s(percent)= 0.78
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 8.659 min.
Rainfall intensity = 3.012(In /Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.877
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 2.128(CFS)
Total initial stream area = 0.806(Ac.)
Pervious area fraction = 0.100
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + ++ + + ++ + + ++
Process from Point /Station 100.000 to Point /Station 101.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
• The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.806(Ac.)
Runoff from this stream = 2.128(CFS)
Time of concentration = 8.66 min.
Rainfall intensity = 3.012(In /Hr)
Program is now starting with Main Stream No. 2
<<< NOTE: 3.9 cfs enters from flow -by of catch basins at Node 143. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 101.000 to Point /Station 101.000
* * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
Rainfall intensity = 1.669(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.591
Decimal fraction soil group A = 0.772
Decimal fraction soil group B = 0.228
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 37.47
Pervious area fraction = 0.600; Impervious fraction = 0.400
User specified values are as follows:
TC = 23.95 min. Rain intensity = 1.67(In /Hr)
Total area = 23.58(Ac.) Total runoff = 3.90(CFS)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 101.000 to Point /Station 101.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 23.581(Ac.)
Runoff from this stream = 3.900(CFS)
Time of concentration = 23.95 min.
Rainfall intensity = 1.669(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 2.128 8.66 3.012
2 3.900 23.95 1.669
Largest stream flow has longer time of concentration
Qp = 3.900 + sum of
Qb Ia /Ib
2.128 * 0.554 = 1.180
Qp = 5.080
Total of 2 main streams to confluence:
Flow rates before confluence point:
2.128 3.900
Area of streams before confluence:
0.806 23.581
Results of confluence:
Total flow rate = 5.080(CFS)
Time of concentration = 23.950 min.
Effective stream area after confluence = 24.387(Ac.)
Process from Point /Station 101.000 to Point /Station 102.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 481.900(Ft.)
End of street segment elevation = 479.100(Ft.)
Length of street segment = 451.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 6.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.590(CFS)
Depth of flow = 0.310(Ft.), Average velocity = 1.909(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.787(Ft.)
Flow velocity = 1.91(Ft /s)
Travel time = 3.94 min. TC = 27.89 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.863
Decimal fraction soil group A = 0.000
• Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 1.528(In /Hr) for a 10.0 year storm
Subarea runoff = 1.141(CFS) for 0.865(Ac.)
Total runoff = 6.221(CFS) Total area = 25.252(Ac.)
Street flow at end of street = 6.221(CFS)
Half street flow at end of street = 3.111(CFS)
Depth of flow = 0.321(Ft.), Average velocity = 1.959(Ft /s)
Flow width (from curb towards crown)= 12.301(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 101.000 to Point /Station 102.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 25.252(Ac.)
Runoff from this stream = 6.221(CFS)
Time of concentration = 27.89 min.
Rainfall intensity = 1.528(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 110.000 to Point /Station 111.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 515.000(Ft.)
Top (of initial area) elevation = 485.400(Ft.)
Bottom (of initial area) elevation = 482.200(Ft.)
Difference in elevation = 3.200(Ft.)
Slope = 0.00621 s(percent)= 0.62
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 14.103 min.
Rainfall intensity = 2.270(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.729
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 1.901(CFS)
Total initial stream area = 1.148(Ac.)
Pervious area fraction = 0.600
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 111.000 to Point /Station 102.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 482.200(Ft.)
End of street segment elevation = 479.100(Ft.)
Length of street segment = 633.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft
• Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (2) side(s) of the street
• Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.954(CFS)
Depth of flow = 0.328(Ft.), Average velocity = 1.772(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.672(Ft.)
Flow velocity = 1.77(Ft /s)
Travel time = 5.95 min. TC = 20.06 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.705
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 1.850(In /Hr) for a 10.0 year storm
Subarea runoff = 7.960(CFS) for 6.104(Ac.)
Total runoff = 9.861(CFS) Total area = 7.252(Ac.)
Street flow at end of street = 9.861(CFS)
Half street flow at end of street = 4.930(CFS)
Depth of flow = 0.384(Ft.), Average velocity = 2.004(Ft /s)
Flow width (from curb towards crown)= 15.447(Ft.)
Process from Point /Station 111.000 to Point /Station 102.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 7.252(Ac.)
Runoff from this stream = 9.861(CFS)
Time of concentration = 20.06 min.
Rainfall intensity = 1.850(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 6.221 27.89 1.528
2 9.861 20.06 1.850
Largest stream flow has longer or shorter time of concentration
Qp = 9.861 + sum of
Qa Tb /Ta
6.221 * 0.719 = 4.474
Qp = 14.335
Total of 2 main streams to confluence:
Flow rates before confluence point:
6.221 9.861
Area of streams before confluence:
25.252 7.252
Results of confluence:
Total flow rate = 14.335(CFS)
Time of concentration = 20.057 min.
Effective stream area after confluence = 32.504(Ac.)
<<< NOTE: 100% of flow intercepted by catch basins. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
• Process from Point /Station 102.000 to Point /Station 105.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 471.500(Ft.)
Downstream point /station elevation = 471.000(Ft.)
Pipe length = 117.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.335(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 14.335(CFS)
Normal flow depth in pipe = 11.77(In.)
Flow top width inside pipe = 47.64(In.)
Critical Depth = 12.47(In.)
Pipe flow velocity = 5.27(Ft /s)
Travel time through pipe = 0.37 min.
Time of concentration (TC) = 20.43 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 102.000 to Point /Station 105.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 32.504(Ac.)
Runoff from this stream = 14.335(CFS)
Time of concentration = 20.43 min.
Rainfall intensity = 1.831(In /Hr)
Program is now starting with Main Stream No. 2
• +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 105.100 to Point /Station 105.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 416.000(Ft.)
Top (of initial area) elevation = 481.700(Ft.)
Bottom (of initial area) elevation = 471.000(Ft.)
Difference in elevation = 10.700(Ft.)
Slope = 0.02572 s(percent)= 2.57
TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 7.495 min.
Rainfall intensity = 3.275(In /Hr) for a 10.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.856
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 5.152(CFS)
Total initial stream area = 1.837(Ac.)
Pervious area fraction = 0.200
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 105.100 to Point /Station 105.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.837(Ac.)
• Runoff from this stream = 5.152(CFS)
Time of concentration = 7.50 min.
Rainfall intensity = 3.275(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 14.335 20.43 1.831
2 5.152 7.50 3.275
Largest stream flow has longer time of concentration
Qp = 14.335 + sum of
Qb Ia /Ib
5.152 * 0.559 = 2.880
Qp = 17.215
Total of 2 main streams to confluence:
Flow rates before confluence point:
14.335 5.152
Area of streams before confluence:
32.504 1.837
Results of confluence:
Total flow rate = 17.215(CFS)
Time of concentration = 20.427 min.
Effective stream area after confluence = 34.341(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++
Process from Point /Station 105.000 to Point /Station 192.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 471.000(Ft.)
Downstream point /station elevation = 469.800(Ft.)
Pipe length = 117.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 17.215(CFS)
Given pipe size = 60.00(In.) .
Calculated individual pipe flow = 17.215(CFS)
Normal flow depth in pipe = 10.38(In.)
Flow top width inside pipe = 45.39(In.)
Critical Depth = 13.69(In.)
Pipe flow velocity = 7.57(Ft /s)
Travel time through pipe = 0.26 min.
Time of concentration (TC) = 20.68 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 105.000 to Point /Station 192.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 34.341(Ac.)
Runoff from this stream = 17.215(CFS)
Time of concentration = 20.68 min.
Rainfall intensity = 1.818(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 190.000 to Point /Station 191.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 625.000(Ft.)
• Top (of initial area) elevation = 485.500(Ft.)
Bottom (of initial area) elevation = 481.300(Ft.)
Difference in elevation = 4.200(Ft.)
Slope = 0.00672 s(percent)= 0.67
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 15.001 min.
Rainfall intensity = 2.190(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.725
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 5.817(CFS)
Total initial stream area = 3.663(Ac.)
Pervious area fraction = 0.600
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 191.000 to Point /Station 192.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 476.100(Ft.)
Downstream point /station elevation = 469.800(Ft.)
Pipe length = 301.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.817(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.817(CFS)
Normal flow depth in pipe = 7.72(In.)
is Flow top width inside pipe = 17.82(In.)
Critical Depth = 11.18(In.)
Pipe flow velocity = 8.03(Ft /s)
Travel time through pipe = 0.63 min.
Time of concentration (TC) = 15.63 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + ++
Process from Point /Station 191.000 to Point /Station 192.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.663(Ac.)
Runoff from this stream = 5.817(CFS)
Time of concentration = 15.63 min.
Rainfall intensity = 2.139(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 17.215 20.68 1.818
2 5.817 15.63 2.139
Largest stream flow has longer time of concentration
Qp = 17.215 + sum of
Qb Ia /Ib
5.817 * 0.850 = 4.944
Qp = 22.159
Total of 2 main streams to confluence:
Flow rates before confluence point:
17.215 5.817
•
Area of streams before confluence:
34.341 3.663
Results of confluence:
• Total flow rate = 22.159(CFS)
Time of concentration = 20.684 min.
Effective stream area after confluence = 38.004(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 192.000 to Point /Station 106.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 469.800(Ft.)
Downstream point /station elevation = 469.600(Ft.)
Pipe length = 51.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.159(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 22.159(CFS)
Normal flow depth in pipe = 14.94(In.)
Flow top width inside pipe = 51.89(In.)
Critical Depth = 15.61(In.)
Pipe flow velocity = 5.81(Ft /s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 20.83 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 192.000 to Point /Station 106.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 38.004(Ac.)
Runoff from this stream = 22.159(CFS)
Time of concentration = 20.83 .min.
Rainfall intensity = 1.810(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 106.100 to Point /Station 106.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 580.000(Ft.)
Top (of initial area) elevation = 485.000(Ft.)
Bottom (of initial area) elevation = 469.600(Ft.)
Difference in elevation = 15.400(Ft.)
Slope = 0.02655 s(percent)= 2.66
TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 8.507 min.
Rainfall intensity = 3.043(In /Hr) for a 10.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.854
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 5.680(CFS)
Total initial stream area = 2.186(Ac.)
Pervious area fraction = 0.200
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
• Process from Point /Station 106.100 to Point /Station 106.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.186(Ac.)
Runoff from this stream = 5.680(CFS)
Time of concentration = 8.51 min.
Rainfall intensity = 3.043(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 22.159 20.83 1.810
2 5.680 8.51 3.043
Largest stream flow has longer time of concentration
Qp = 22.159 + sum of
Qb Ia /Ib
5.680 * 0.595 = 3.379
Qp = 25.538
Total of 2 main streams to confluence:
Flow rates before confluence point:
22.159 5.680
Area of streams before confluence:
38.004 2.186
Results of confluence:
Total flow rate = 25.538(CFS)
Time of concentration = 20.831 min.
Effective stream area after confluence = 40.190(Ac.
Process from Point /Station 106.000 to Point /Station 181.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 469.600(Ft.)
Downstream point /station elevation = 467.300(Ft.)
Pipe length = 462.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 25.538(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 25.538(CFS)
Normal flow depth in pipe = 15.12(In.)
Flow top width inside pipe = 52.10(In.)
Critical Depth = 16.78(In.)
Pipe flow velocity = 6.59(Ft /s)
Travel time through pipe = 1.17 min.
Time of concentration (TC) = 22.00 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 106.000 to Point /Station 181.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 40.190(Ac.)
Runoff from this stream = 25.538(CFS)
Time of concentration = 22.00 min.
Rainfall intensity = 1.754(In /Hr)
Program is now starting with Main Stream No. 2
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 180.000 to Point /Station 181.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 972.000(Ft.)
Top (of initial area) elevation = 486.300(Ft.)
Bottom (of initial area) elevation = 480.200(Ft.)
Difference in elevation = 6.100(Ft.)
Slope = 0.00628 s(percent)= 0.63
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 18.146 min.
Rainfall intensity = 1.961(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.712
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 11.843(CFS)
Total initial stream area = 8.483(Ac.)
Pervious area fraction = 0.600
<<< NOTE: 100% of flow intercepted by catch basins. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 180.000 to Point /Station 181.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 8.483(Ac.)
Runoff from this stream = 11.843(CFS)
Time of concentration = 18.15 min.
Rainfall intensity = 1.961(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 25.538 22.00 1.754
2 11.843 18.15 1.961
Largest stream flow has longer time of concentration
Qp = 25.538 + sum of
Qb Ia /Ib
11.843 * 0.894 = 10.592
Qp = 36.130
Total of 2 main streams to confluence:
Flow rates before confluence point:
25.538 11.843
Area of streams before confluence:
40.190 8.483
Results of confluence:
Total flow rate = 36.130(CFS)
Time of concentration = 22.000 min.
Effective stream area after confluence = 48.673(Ac.)
End of computations, total study area = 48.67 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.550
Area averaged RI index number = 47.0
<<< NOTE: Runoff conveyed by pipe to Retention Basin 1. >>>
•
•
DRAINAGE AREA 1C
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 170.000 to Point /Station 171.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 530.000(Ft.)
Top (of initial area) elevation = 486.300(Ft.)
Bottom (of initial area) elevation = 482.800(Ft.)
Difference in elevation = 3.500(Ft.)
Slope = 0.00660 s(percent)= 0.66
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 14.093 min.
Rainfall intensity = 2.271(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.730
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 2.940(CFS)
Total initial stream area = 1.775(Ac.)
Pervious area fraction = 0.600
End of computations, total study area = 1.77 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.600
Area averaged RI index number = 56.0
<<< NOTE: 100% of street flow intercepted by catch basins >>>
<<< and conveyed by pipe to Retention Basin 1. >>>
•
DRAINAGE AREA 2A
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 200.000 to Point /Station 201.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 882.000(Ft.)
Top (of initial area) elevation = 480.600(Ft.)
Bottom (of initial area) elevation = 475.700(Ft.)
Difference in elevation = 4.900(Ft.)
Slope = 0.00556 s(percent)= 0.56
TC = k(0.480) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 20.440 min.
Rainfall intensity = 1.830(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.638
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 1.899(CFS)
Total initial stream area = 1.627(Ac.)
Pervious area fraction = 0.800
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 200.000 to Point /Station 201.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 1.627(Ac.)
Runoff from this stream = 1.899(CFS)
Time of concentration = 20.44 min.
Rainfall intensity = 1.830(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 202.000 to Point /Station 201.100
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 318.000(Ft.)
Top (of initial area) elevation = 477.000(Ft.)
Bottom (of initial area) elevation = 475.600(Ft.)
Difference in elevation = 1.400(Ft.)
Slope = 0.00440 s(percent)= 0.44
TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 10.976 min.
Rainfall intensity = 2.625(In /Hr) for a 10.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.810
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
• RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 0.413(CFS)
Total initial stream area = 0.194(Ac.)
• Pervious area fraction = 0.350
<<< NOTE: 100% of flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 202.000 to Point /Station 201.100
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.194(Ac.)
Runoff from this stream = 0.413(CFS)
Time of concentration = 10.98 min.
Rainfall intensity = 2.625(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 1.899 20.44 1.830
2 0.413 10.98 2.625
Largest stream flow has longer time of concentration
Qp = 1.899 + sum of
Qb Ia /Ib
0.413 * 0.697 = 0.288
Qp = 2.187
Total of 2 main streams to confluence:
Flow rates before confluence point:
1.899 0.413
Area of streams before confluence:
1.627 0.194
Results of confluence:
• Total flow rate = 2.187(CFS)
Time of concentration = 20.440 min.
Effective stream area after confluence = 1.821(Ac.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 201.000 to Point /Station 202.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 471.900(Ft.)
Downstream point /station elevation = 467.100(Ft.)
Pipe length = 341.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.187(CFS)
Given pipe size = 18.0O(In.)
Calculated individual pipe flow = 2.187(CFS)
Normal flow depth in pipe = 5.10(In.)
Flow top width inside pipe = 16.23(In.)
Critical Depth = 6.69(In.)
Pipe flow velocity = 5.31(Ft /s)
Travel time through pipe = 1.07 min.
Time of concentration (TC) = 21.51 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 202.000 to Point /Station 203.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 477.000(Ft.)
End of street segment elevation = 472.900(Ft.)
Length of street segment = 885.000(Ft.)
• Height of curb above gutter flowline = 12.0(In.)
Width of half street (curb to crown) 24.500(Ft.
Distance from crown to crossfall grade break = 14.500(Ft.)
• Slope from gutter to grade break (v /hz) = 0.250
Slope from grade break to crown (v /hz) 0.020
Street flow is on [1) side(s) of the street
Distance from curb to property line = 0.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 4.000(Ft.)
Gutter hike from flowline = 12.000(In.)
Manning's N in gutter = 0.0250
Manning's N from gutter to grade break = 0.0250
Manning's N from grade break to crown = 0.0150
No street inlet installed at this point
Pipe calculations for under street flow rate of 2.187(CFS)
Using a pipe slope = 0.508 %
Upstream point /station elevation = 477.000(Ft.)
Downstream point /station elevation = 472.900(Ft.)
Pipe length = 885.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.187(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.187(CFS)
Normal flow depth in pipe = 6.66(In.)
Flow top width inside pipe = 17.38(In.)
Critical Depth = 6.69(In.)
Pipe flow velocity = 3.68(Ft /s)
Travel time through pipe = 4.01 min.
Time of concentration (TC) = 25.52 min.
Maximum flow rate of street inlet(s) = 0.000(CFS)
Maximum pipe flow capacity = 2.187(CFS)
Remaining flow in street below inlet = 0.000(CFS)
Adding area flow to street
SINGLE FAMILY (1 Acre Lot)
• Runoff Coefficient = 0.616
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 1.609(In /Hr) for a 10.0 year storm
Subarea runoff = 8.704(CFS) for 8.782(Ac.)
Total runoff = 10.891(CFS) Total area = 10.603(Ac.)
Street flow at end of street = 8.704(CFS)
Half street flow at end of street = 8.704(CFS)
Depth of flow = 1.286(Ft.), Average velocity = 2.632(Ft/s)
Warning: depth of flow exceeds top of curb
Flow width (from curb towards crown)= 5.143(Ft.)
<<< NOTE: 100% of subarea flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 203.000 to Point /Station 203.000
* * ** SUBAREA FLOW ADDITION * * **
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.616
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
• Time of concentration = 25.52 min.
Rainfall intensity = 1.609(In /Hr) for a 10.0 year storm
• Subarea runoff = 2.199(CFS) for 2.219(Ac.)
Total runoff = 13.091(CFS) Total area = 12.822(Ac.)
<<< NOTE: 100% of subarea flow intercepted by catch basin. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 203.000 to Point /Station 212.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 461.800(Ft.)
Downstream point /station elevation = 455.600(Ft.)
Pipe length = 445.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.091(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 13.091(CFS)
Normal flow depth in pipe = 10.65(In.)
Flow top width inside pipe = 28.71(In.)
Critical Depth = 14.60(In.)
Pipe flow velocity = 8.38(Ft /s)
Travel time through pipe = 0.89 min.
Time of concentration (TC) = 26.41 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 202.000'to Point /Station 212.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 12.822(Ac.)
• Runoff from this stream = 13.091(CFS)
Time of concentration = 26.41 min.
Rainfall intensity = 1.577(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 210.000 to Point /Station 211.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 846.000(Ft.)
Top (of initial area) elevation = 480.200(Ft.)
Bottom (of initial area) elevation = 473.300(Ft.)
Difference in elevation = 6.900(Ft.)
Slope = 0.00816 s(percent)= 0.82
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 16.289 min.
Rainfall intensity = 2.088(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.720
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 8.016(CFS)
Total initial stream area = 5.336(Ac.)
Pervious area fraction = 0.600
.7
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
• Process from Point /Station 211.000 to Point /Station 212.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 473.300(Ft.)
End of street segment elevation = 467.600(Ft.)
Length of street segment = 768.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 11.734(CFS)
Depth of flow = 0.379(Ft.), Average velocity = 2.446(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.244(Ft.)
Flow velocity = 2.45(Ft /s)
Travel time = 5.23 min. TC = 21.52 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.700
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
• Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 1.776(In /Hr) for a 10.0 year storm
Subarea runoff = 7.243(CFS) for 5.828(Ac.)
Total runoff = 15.258(CFS) Total area = 11.164(Ac.)
Street flow at end of street = 15.258(CFS)
Half street flow at end of street = 7.629(CFS)
Depth of flow = 0.412(Ft.), Average velocity = 2.609(Ft /s)
Flow width (from curb towards crown)= 16.880(Ft.)
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 211.000 to Point /Station 212.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 11.164(Ac.)
Runoff from this stream = 15.258(CFS)
Time of concentration = 21.52 min.
Rainfall intensity = 1.776(In /Hr)
Program is now starting with Main Stream No. 3
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 220.000 to Point /Station 221.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 683.000(Ft.)
Top (of initial area) elevation = 483.800(Ft.)
Bottom (of initial area) elevation = 474.800(Ft.)
is Difference in elevation = 9.000(Ft.)
Slope = 0.01318 s(percent)= 1.32
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 13.585 min.
Rainfall intensity = 2.319(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.732
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 7.132(CFS)
Total initial stream area = 4.201(Ac.)
Pervious area fraction = 0.600
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 221.000 to Point /Station 212.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 474.800(Ft.)
End of street segment elevation = 467.600(Ft.)
Length of street segment = 525.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
•
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 10.059(CFS)
Depth of flow = 0.329(Ft.), Average velocity = 2.972(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.719(Ft.)
Flow velocity = 2.97(Ft /s)
Travel time = 2.94 min. TC = 16.53 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.719
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 2.070(In /Hr) for a 10.0 year storm
Subarea runoff = 5.750(CFS) for 3.866(Ac.)
Total runoff = 12.883(CFS) Total area = 8.067(Ac.)
Street flow at end of street = 12.883(CFS)
Half street flow at end of street = 6.441(CFS)
Depth of flow = 0.355(Ft.), Average velocity = 3.156(Ft /s)
Flow width (from curb towards crown)= 14.023(Ft.)
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
• Process from Point /Station 221.000 to Point /Station 212.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 8.067(Ac.)
Runoff from this stream = 12.883(CFS)
Time of concentration = 16.53 min.
Rainfall intensity = 2.070(In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 13.091 26.41 1.577
2 15.258 21.52 1.776
3 12.883 16.53 2.070
Largest stream flow has longer or shorter time of concentration
Qp = 15.258 + sum of
Qa Tb /Ta
13.091 * 0.815 = 10.668
Qb Ia /Ib
12.883 * 0.858 = 11.054
Qp = 36.980
Total of 3 main streams to confluence:
Flow rates before confluence point:
13.091 15.258 12.883
Area of streams before confluence:
12.822 11.164 8.067
Results of confluence:
Total flow rate = 36.980(CFS)
Time of concentration = 21.522 min.
• Effective stream area after confluence = 32.053(Ac.)
<<< NOTE: Total street flow at Node 212 is 26.3 cfs. >>>
<<< 6.1 cfs intercepted by catch basin. >>>
<<< 20.2 cfs overflows or flows by to low point at Node 213. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 212.000 to Point /Station 213.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 467.600(Ft.)
End of street segment elevation = 465.800(Ft.)
Length of street segment = 263.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
User- specified maximum inlet flow capacity of 6.100(CFS)
Number of street inlets = 1
Pipe calculations for under street flow rate of 19.191(CFS)
Using a pipe slope = 0.646 %
• Upstream point /station elevation = 467.600(Ft.)
Downstream point /station elevation = 465.800(Ft.)
•
Pipe length = 263.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 19.191(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 19.191(CFS)
Normal flow depth in pipe = 14.88(In.)
Flow top width inside pipe = 35.46(In.)
Critical Depth = 16.85(In.)
Pipe flow velocity = 6.95(Ft /s)
Travel time through pipe = 0.63 min.
Time of concentration (TC) = 22.15 min.
Maximum flow rate of street inlet(s) = 6.100(CFS)
Maximum pipe flow capacity = 19.191(CFS)
Remaining flow in street below inlet = 17.790(CFS)
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.731
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.747(In /Hr) for a 10.0 year storm
Subarea runoff = 5.770(CFS) for 4.517(Ac.)
Total runoff = 42.750(CFS) Total area = 36.570(Ac.)
Street flow at end of street = 23.559(CFS)
Half street flow at end of street = 11.780(CFS)
Depth of flow = 0.479(Ft.), Average velocity = 2.832(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
End of computations, total study area = 36.57 (Ac.)
•
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.655
Area averaged RI index number = 56.0
<<< NOTE: 100% of street flow intercepted by catch basins >>>
<<< and conveyed by pipe to Retention Basin 2A. >>>
•
•
•
DRAINAGE AREA 2B
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 230.000 to Point /Station 231.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 577.000(Ft.)
Top (of initial area) elevation = 480.100(Ft.)
Bottom (of initial area) elevation = 474.000(Ft.)
Difference in elevation = 6.100(Ft.)
Slope = 0.01057 s(percent)= 1.06
TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 12.323 min.
Rainfall intensity = 2.454(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.765
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 2.780(CFS)
Total initial stream area = 1.480(Ac.)
Pervious area fraction = 0.500
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 231.000 to Point /Station 232.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 474.000(Ft.)
End of street segment elevation = 469.700(Ft.)
Length of street segment = 767.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 10.923(CFS)
Depth of flow = 0.388(Ft.), Average velocity = 2.162(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.657(Ft.)
Flow velocity = 2.16(Ft /s)
Travel time = 5.91 min. TC = 18.23 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.743
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
• Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
• Rainfall intensity = 1.955(In /Hr) for a 10.0 year storm
Subarea runoff = 16.115(CFS) for 11.092(Ac.)
Total runoff = 18.895(CFS) Total area = 12.572(Ac.)
Street flow at end of street = 18.895(CFS)
Half street flow at end of street = 9.448(CFS)
Depth of flow = 0.462(Ft.), Average velocity = 2.474(Ft/s)'
Flow width (from curb towards crown)= 19.348(Ft.)
<<< NOTE: 4.9 cfs intercepted per catch basin (9.8 cfs total). >>>
<<< 9.1 cfs flows by to Node 233. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 231.000 to Point /Station 232.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 12.572(Ac.)
Runoff from this stream = 18.895(CFS)
Time of concentration = 18.23 min.
Rainfall intensity = 1.955(In /Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 240.000 to Point /Station 241.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 420.000(Ft.)
Top (of initial area) elevation = 484.500(Ft.)
• Bottom (of initial area) elevation = 481.800(Ft.)
Difference in elevation = 2.700(Ft.)
Slope = 0.00643 s(percent)= 0.64
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 9.221 min.
Rainfall intensity = 2.904(In /Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 1.766(CFS)
Total initial stream area = 0.694(Ac.)
Pervious area fraction = 0.100
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 241.000 to Point /Station 242.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 481.800(Ft.)
End of street segment elevation = 477.200(Ft.)
Length of street segment = 933.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 36.000(Ft.)
Distance from crown to crossfall grade break = 17.000(Ft
Slope from gutter to grade break (v /hz) = 0.020
• Slope from grade break to crown (v /hz) = 0.020
Upstream point /station elevation = 472.900(Ft.)
Downstream point /station elevation = 463.800(Ft.)
Pipe length = 1003.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.867(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.867(CFS)
Normal flow depth in pipe = 8.86(In.)
Flow top width inside pipe = 18.00(In.)
Critical Depth = 10.17(In.)
Pipe flow velocity = 5.62(Ft /s)
Travel time through pipe = 2.97 min.
Time of concentration (TC) = 20.65 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 242.000 to Point /Station 232.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.487(Ac.)
Runoff from this stream = 4.867(CFS)
Time of concentration = 20.65 min.
Rainfall intensity = 1.819(In /Hr)
•
Street flow is on [1] side(s) of the street
•
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.875(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.366(CFS)
Depth of flow = 0.378(Ft.), Average velocity = 1.838(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.096(Ft.)
Flow velocity = 1.84(Ft /s)
Travel time = 8.46 min. TC = 17.68 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.869
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0'.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 1.991(In /Hr) for a 10.0 year storm
Subarea runoff = 3.102(CFS) for 1.793(Ac.)
Total runoff = 4.867(CFS) Total area = 2.487(Ac.)
Street flow at end of street = 4.867(CFS)
Half street flow at end of street = 4.867(CFS)
Depth of flow = 0.420(Ft.), Average velocity = 2.009(Ft /s)
Flow width (from curb towards crown)= 15.189(Ft.)
<<< NOTE: 100% of flow intercepted by catch basin. >>>
•
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 242.000 to Point /Station 232.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 472.900(Ft.)
Downstream point /station elevation = 463.800(Ft.)
Pipe length = 1003.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.867(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.867(CFS)
Normal flow depth in pipe = 8.86(In.)
Flow top width inside pipe = 18.00(In.)
Critical Depth = 10.17(In.)
Pipe flow velocity = 5.62(Ft /s)
Travel time through pipe = 2.97 min.
Time of concentration (TC) = 20.65 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 242.000 to Point /Station 232.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.487(Ac.)
Runoff from this stream = 4.867(CFS)
Time of concentration = 20.65 min.
Rainfall intensity = 1.819(In /Hr)
•
Summary of stream data:
• Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 18.895 18.23 1.955
2 4.867 20.65 1.819
Largest stream flow has longer or shorter time of concentration
Qp = 18.895 + sum of
Qa Tb /Ta
4.867 * 0.883 = 4.297
Qp = 23.193
Total of 2 main streams to confluence:
Flow rates before confluence point:
18.895 4.867
Area of streams before confluence:
12.572 2.487
Results of confluence:
Total flow rate = 23.193(CFS)
Time of concentration = 18.235 min.
Effective stream area after confluence = 15.059(Ac.)
<<< NOTE: Total street flow leaving Node 242 is 9.1 cfs. >>>
<<< Total pipe flow leaving Node 242 is 14.1 cfs. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 232.000 to Point /Station 233.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 469.700(Ft.)
End of street segment elevation = 468.300(Ft.)
Length of street segment = 273.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
•
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
User - specified maximum inlet flow capacity of 4.900(CFS)
Number of street inlets = 2
Pipe calculations for under street flow rate of 14.667(CFS)
Using a pipe slope = 0.510 %
Upstream point /station elevation = 469.700(Ft.)
Downstream point /station elevation = 468.300(Ft.)
Pipe length = 273.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.667(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 14.667(CFS)
Normal flow depth in pipe = 13.71(In.)
Flow top width inside pipe = 34.96(In.)
Critical Depth = 14.65(In.)
Pipe flow velocity = 5.93(Ft /s)
Travel time through pipe = 0.77 min.
Time of concentration (TC) = 19.00 min.
Maximum flow rate of street inlet(s) = 9.800(CFS)
Maximum pipe flow capacity = 14.667(CFS)
•
Remaining flow in street below inlet = 8.525(CFS)
Adding area flow to street
• SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.741
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.909(In /Hr) for a 10.0 year storm
Subarea runoff = 7.183(CFS) for 5.080(Ac.)
Total runoff = 30.375(CFS) Total area = 20.139(Ac.)
Street flow at end of street = 15.708(CFS)
Half street flow at end of street = 7.854(CFS)
Depth of flow = 0.441(Ft.), Average velocity = 2.286(Ft/s)
Flow width (from curb towards crown)= 18.333(Ft.)
<<< NOTE: 6.2 cfs intercepted per catch basin (12.4 cfs total). >>>
<<< 3.3 cfs flows by to low point at Node 234. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 233.000 to Point /Station 234.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 468.300(Ft.)
End of street segment elevation = 466.400(Ft.)
Length of street segment = 324.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
•
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (2] side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
User - specified maximum inlet flow capacity of 6.200(CFS)
Number of street inlets = 2
Pipe calculations for under street flow rate of 27.067(CFS)
Using a pipe slope = 0.590 %
Upstream point /station elevation = 468.300(Ft.)
Downstream point /station elevation = 466.400(Ft.)
Pipe length = 324.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 27.067(CFS)
Given pipe size = 42.00(In.)
Calculated individual pipe flow = 27.067(CFS)
Normal flow depth in pipe = 17.16(In.)
Flow top width inside pipe = 41.29(In.)
Critical Depth = 19.24(In.)
Pipe flow velocity = 7.32(Ft /s)
Travel time through pipe = 0.74 min.
Time of concentration (TC) = 19.74 min.
Maximum flow rate of street inlet(s) = 12.400(CFS)
Maximum pipe flow capacity = 27.067(CFS)
Remaining flow in street below inlet = 3.308(CFS)
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
•
Runoff Coefficient = 0.738
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.867(In /Hr) for a 10.0 year storm
Subarea runoff = 12.756(CFS) for 9.252(Ac.)
Total runoff = 43.131(CFS) Total area = 29.391(Ac.)
Street flow at end of street = 16.064(CFS)
Half street flow at end of street = 8.032(CFS)
Depth of flow = 0.435(Ft.), Average velocity = 2.418(Ft /s)
Flow width (from curb towards crown)= 18.020(Ft.)
End of computations, total study area = 29.39 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.466
Area averaged RI index number = 56.0
<<< NOTE: 100% of street flow intercepted by catch basins >>>
<<< and conveyed by pipe to Retention Basin 2A. >>>
•
•
•
DRAINAGE AREA 2C
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 250.000 to Point /Station 251.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 873.000(Ft.)
Top (of initial area) elevation = 478.100(Ft.)
Bottom (of initial area) elevation = 472.300(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.00664 s(percent)= 0.66
TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 17.186 min.
Rainfall intensity = 2.024(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.716
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 11.650(CFS)
Total initial stream area = 8.042(Ac.)
Pervious area fraction = 0.600
+++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + + + + + ++ + + + + ++ + + ++ + + + + ++
Process from Point /Station 251.000 to Point /Station 252.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 472.300(Ft.)
End of street segment elevation = 469.400(Ft.)
Length of street segment = 575.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 15.857(CFS)
Depth of flow = 0.444(Ft.), Average velocity = 2.277(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.459(Ft.)
Flow velocity = 2.28(Ft /s)
Travel time = 4.21 min. TC = 21.39 min.
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.700
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
• Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 1.782(In /Hr) for a 10.0 year storm
Subarea runoff = 8.247(CFS) for 6.609(Ac.)
Total runoff = 19.896(CFS) Total area = 14.651(Ac.)
Street flow at end of street = 19.896(CFS)
Half street flow at end of street = 9.948(CFS)
Depth of flow = 0.477(Ft.), Average velocity = 2.415(Ft /s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
<<< NOTE: 7.5 cfs intercepted per catch basin (15.0 cfs total). >>>
<<< 4.9 cfs flows by to low point at Node 253. >>>
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 252.000 to Point /Station 253.000
* * ** STREET INLET + AREA + PIPE TRAVEL TIME * * **
Top of street segment elevation = 469.400(Ft.)
End of street segment elevation = 465.900(Ft.)
Length of street segment = 656.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side(s) of the street
Distance from curb to property line = 10.500(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.375(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
•
Manning's N from grade break to crown = 0.0150
User - specified maximum inlet flow capacity of 7.500(CFS)
Number of street inlets = 2
Pipe calculations for under street flow rate of 15.000(CFS)
Using a pipe slope = 0.534 %
Upstream point /station elevation = 469.400(Ft.)
Downstream point /station elevation = 465.900(Ft.)
Pipe length = 656.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.000(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 15.000(CFS)
Normal flow depth in pipe = 15.00(In.)
Flow top width inside pipe = 30.00(In.)
Critical Depth = 15.68(In.)
Pipe flow velocity = 6.11(Ft /s)
Travel time through pipe = 1.79 min.
Time of concentration (TC) = 23.18 min.
Maximum flow rate of street inlet(s) = 15.000(CFS)
Maximum pipe flow capacity = 15.000(CFS)
Remaining flow in street below inlet = 4.896(CFS)
Adding area flow to street
SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.694
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
Rainfall intensity = 1.701(In /Hr) for a 10.0 year storm
Subarea runoff = 17.731(CFS) for 15.015(Ac.)
•
Total runoff = 37.627(CFS) Total area = 29.666(Ac.)
Street flow at end of street = 22.627(CFS)
Half street flow at end of street = 11.314(CFS)
Depth of flow = 0.490(Ft.), Average velocity = 2.585(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
End of computations, total study area = 29.67 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.600
Area averaged RI index number = 56.0
<<< NOTE: 100% of street flow intercepted by catch basins >>>
<<< and conveyed by pipe to Retention Basin 2A. >>>
•
:7
•
DRAINAGE AREA 2D
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 260.000 to Point /Station 261.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 615.000(Ft.)
Top (of initial area) elevation = 470.400(Ft.)
Bottom (of initial area) elevation = 465.900(Ft.)'
Difference in elevation = 4.500(Ft.)
Slope = 0.00732 s(percent)= 0.73
TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 13.607 min.
Rainfall intensity = 2.317(In /Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.760
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 6.707(CFS)
Total initial stream area = 3.809(Ac.)
Pervious area fraction = 0.500
End of computations, total study area = 3.81 (Ac.)
The following figures may
b d f
e use or a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.500
• Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basins >>>
<<< and conveyed by pipe to Retention Basin 2B. >>>
•
0
DRAINAGE AREA 2E
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 270.000 to Point /Station 271.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 532.000(Ft.)
Top (of initial area) elevation = 469.400(Ft.)
Bottom (of initial area) elevation = 465.600(Ft.)
Difference in elevation = 3.800(Ft.)
Slope = 0.00714 s(percent)= 0.71
TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 12.902 min.
Rainfall intensity = 2.390(In /Hr) for a 10.0
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.763
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction
Initial subarea runoff = 7.123(CFS)
Total initial stream area = 3.907(Ac.)
Pervious area fraction = 0.500
End of computations, total study area = 3.
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.500
Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basins
year storm
= 0.500
91 (Ac.)
<<< and conveyed by pipe to Retention Basin 2A.
P-j
DRAINAGE AREA 3A
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 300.000 to Point /Station 301.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 351.000(Ft.)
Top (of initial area) elevation = 486.800(Ft.)
Bottom (of initial area) elevation = 484.200(Ft.)
Difference in elevation = 2.600(Ft.)
Slope = 0.00741 s(percent)= 0.74
TC = k(0.300) *[(length ^3) /(elevation change)) ^0.2
Initial area time of concentration = 8.343 min.
Rainfall intensity = 3.077(In /Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.877
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.888(CFS)
Total initial stream area = 0.329(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.33 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
• Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basin and conveyed >>>
<<< by pipe to Water Feature (Retention Area 3). >>>
•
17J
DRAINAGE AREA 38
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 310.000 to Point /Station 311.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 233.000(Ft.)
Top (of initial area) elevation = 488.200(Ft.)
Bottom (of initial area) elevation = 484.200(Ft.)
Difference in elevation = 4.000(Ft.)
Slope = 0.01717 s(percent)= 1.72
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 5.986 min.
Rainfall intensity = 3.731(In /Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.979(CFS)
Total initial stream area = 0.298(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.30 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
• Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basin and conveyed >>>
<<< by pipe to Water Feature (Retention Area 3). >>>
J
C:
DRAINAGE AREA 3C
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 320.000 to Point /Station 321.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 215.000(Ft.)
Top (of initial area) elevation = 487.800(Ft.)
Bottom (of initial area) elevation = 486.800(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.00465 s(percent)= 0.47
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 7.526 min.
Rainfall intensity = 3.267(In /Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.878
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction =
0.900
Initial subarea runoff = 1.041(CFS)
Total initial stream area = 0.363(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.36
(Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
• Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basin and
conveyed >>>
<<< by pipe to Water Feature (Retention Area 3).
>>>
11
•
•
DRAINAGE AREA 3D
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 330.000 to Point /Station 331.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 168.000(Ft.)
Top (of initial area) elevation = 487.800(Ft.)
Bottom (of initial area) elevation = 487.000(Ft.)
Difference in elevation = 0.800(Ft.)
Slope = 0.00476 s(percent)= 0.48
TC = k(0.300) *((length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 6.787 min.
Rainfall intensity = 3.469(In /Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.879
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.704(CFS)
Total initial stream area = 0.231(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.23 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basin and conveyed >>>
<<< by pipe to Water Feature (Retention Area 3). >>>
DRAINAGE AREA 3E
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 340.000 to Point /Station 341.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 112.000(Ft.)
Top (of initial area) elevation = 488.000(Ft.)
Bottom (of initial area) elevation = 486.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.01786 s(percent)= 1.79
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Warning: TC computed to be less than 5 min.; program is
assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 4.141(In /Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.882
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction =
0.900
Initial subarea runoff = 0.435(CFS)
Total initial stream area = 0.119(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.12
(Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basin and
conveyed >>>
<<< by pipe to Water Feature (Retention Area 3).
>>>
0
•
DRAINAGE AREA 3F
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 350.000 to Point /Station 351.000
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 168.000(Ft.)
Top (of initial area) elevation = 486.800(Ft.)
Bottom (of initial area) elevation = 484.300(Ft.)
Difference in elevation = 2.500(Ft.)
Slope = 0.01488 s(percent)= 1.49
TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 5.404 min.
Rainfall intensity = 3.959(In /Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.881
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.338(CFS)
Total initial stream area = 0.097(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.10 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 56.0
<<< NOTE: 100% of flow intercepted by catch basin and conveyed >>>
<<< by pipe to Water Feature (Retention Area 3). >>>
0
•
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VICINITY MAP
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HIGHWAY 111 DR. CARREON BLVD
AVENUE 48
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VICINITY MAP
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NATIONAL FLOOD INSURANCE PROGRAM
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FLOOD INSURANCE RATE MAP
RIVERSIDE
COUNTY,
CALIFORNIA
')
AVENUE 54
UNINCORPORATED AREA
PANEL 2300 OF 3600
f�
(SEE MAP INDEX FOR PANELS NOT PRINTED)
SITE�
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COMMUNITY -PANEL NUMBER
060245 2300 B
AVENUE 5ti
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MAP REVISED:
" MARCH 22, 1983
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Emergency Management Agency
This is an official copy of a portion of the above referenced flood map. It
;+
was extracted using F -MIT On -Line. This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title block. For the latest product information about National Flood Insurance
_
Program flood maps check the FEMA Flood Map Store at www.msc.fema.gc
•
•
•
SOIL SURVEY MAP
RIVERSIDE COUN.TY, CALIFORNIA
TABLE 12. —Soil and water features
77
�bsence of an entry indicates the feature is not a concern. See text for descriptions of symbols and such terms as "rare,"
"brief," and "perched." The symbol < means less than; > means greater than]
4
4
Soil name and
map symbol
Hydro-
logic
group
Flooding
High water table
Bedrock
Frequency
Duration
Months
Depth
Kind
Months
Depth
Hardness
Pe
is
Badlands
BA.
Borrow pits:
B P.
Bull Trail:
BtE----------- - - - - --
B
None - - - - --
-------- - - - - --
------ - - - - --
>6.0
-------- - - - - --
------ - - - - --
>60
Ca'on:
�l-----------
A
None
- - - - -.
- - - - --
-------- - - - - --
------ - - - - --
>6.0
-------- - - - - --
------ - - - - --
>60
---- - - - - --
Ca'on Variant:
None
CbD----------- - - - - --
A
- - - - --
-------- - - - - --
------ - - - - --
>6.0
-------- - - - - --
------ - - - - --
>60
---- - - - - --
Carrizo:
CcC----------- - - - - --
A
Rare- - - - - --
-------- - - - - --
------ - - - - --
>6.0
-------- - - - - --
------ - - - - --
>60
..........
Carsitas•
CdC, CdE, ChC, CkB.
A
None___ ___
--------------
------ - - - - --
>6.0
_
CfB---------- -- - - - ---
A
None - - - - --
-------- - - - - --
------ - -- - --
2.0 -4.0
Apparent - - ---
Jan- Dec_ -__
>60
Carsitas Variant:
CmB, CmE----- - - - - --
C
None - - - - --
-------- - - - - --
------ - - - - --
>6.0
-------- - - - - --
------ - - - - --
6-20
Rippable.
Chuckawalla:
Co B, Co D, CnC, CnE.
B
None - - - - --
-------- - - - - --
------ - - - - --
>6.0
-------- - - - - --
------ - - - - --
>60
---- - - - - --
s:
pA pB, CsA - - - - --
None ------
None
-------- -- - - --
------ - - - - --
>6.0
-------- - - - - --
----- - - - - - --
>60
---- - - - ---
------- - - - - --
- - - - --
-------- - - - - --
------ - - - - --
3.0 -5.0
Apparent- - - --
Jan- Dec - - --
>60
--- - - - - - --
Fluvaquents:
Fa______ _____________
D
Frequent_ -_
Very long -----
Apr-Sep ----
0.5 -2.0
Apparent_ -__-
Jan- ,Dec - -
>60
Fluvents:
Fe------------- - - - - --
A/D
Occasional__
Very brief - - --
Jan- Dec - - --
>6.0
-------- - - - - --
------ - ----
>60
---- - - - - --
Gilman
Ga GbA bB,GeA.
GrA GfA-
Rare- - - - - --
None
-------- - - - - --
------ - - - - --
>6.0
-------- - - - - --
------ - - - - --
>60
---- - - - - --
, , - - --
- - - - --
-------- - - - - --
------ - - - - --
3.0,5.0
Apparent - - - --
Apr - Oct- - --
>60
---- - -- - --
3rGvPel pits and dumps:
Imperial:
PIA
------------------
D
None - - - - --
-------- - - - - --
------ - - - - --
>6.0
--------
>60
IfA------------------
D
None - - - - --
--------------------
- - - - --
1.0 -3.0
- - - - --
Apparent - - - --
------ - - - - --
Jan - Dec - - --
>60
----------
---- - - - - --
ImC is
I up al part- - - - - --
Gup ed land part.
D
None - - - - --
-------- - - - ---
-- ---- - - - - --
>6.0
-------- - - - - --
------ - - - - --
>60
---- -- -- --
'.m rial:
IoC t:
Imperial part - - - - - --
G p ed land part.
D
None - - - - --
-------- - - - - --
------ - - - - --
1.5 -5.0
Apparent - - - --
Jan- Dec - - --
>60
---- - - - - --
n'
IIIs- - --- - - - - -=
None - - - - --
-------- - - - - --
------ - - - - --
>6.0
-------- - - - - --
------ - - - - --
>60
---- - - - - --
---
r, - -- - - --
None - - - - --
-------- - - - - --
------ - - - - --
3.0 -5.0
Apparent - - - --
Jan- Dec -- --
>60 ----
- - - - --
.ithic Torripsamments:
L R i :..
Lithic
Torripsammentspaii.'
D
None -- - - --
- ------- - - - - -- ------
- - -- --
>6.0 --
- -- - - -_ _
1 -10
Hard.
1 Rock outcrop part.
- --
--- - - - - -_
78 SOIL SURVEY
TABLE 12. Soil and water features— Continued
Soil name and
map symbol
Hydro-
logic
group
Flooding
High water table
Bedrock
Frequency
Duration
Months
Depth
Kind
Months
Depth
Hardness
Ft
In
MaB MaD----- - - - - --
��
(A)
��
None - - - - --
----- --- - -- - --
----- - - - - - --
>6.0
-- — -- - - - - --
- ----- - - - - --
>60
---- - - - - --
-----------------
None - - - - --
- ------- - - - - --
---- -- -- - - --
1.5 -5.0
Apparent-----
Jan- Dec - --
>60
---- - - - - --
Niland:
NaB------- --- - - - - - --
C
None - - - - --
------- - --- - --
------ - -- - --
>6.0
-------- - - - - --
----- - - - -
NbB-----------------
C
None - - -- --
- ------- - - - - --
------ - - - - --
1.5 -5.0
Apparent - - - --
--
Jan - Dec - - --
>60
- --- -- - - --
Omstott:
OmD- --------- - - - - --
C
None - - - - --
-------- - - - - --
------ - -- - --
>6.0
-------- - - - - --
-- ---- - - - - --
4-20
Rippable.
Or':
Omstott part- - - - ---
Rock outcrop part.
C
None - - - - --
---------------
--- --- - - - - --
>6.0
-------- - - - - --
------ - -- - --
4-20
Rippable.
Riverwash:
RA.
Rock outcrop:
RO.
RTI:
Rock outcrop part.
Lithic
Torripsamments part.
D
None__ _____
__ ___ __ __ ____
- ___ ----------------------
1 -10
Hard.
Rubble land:
RU.
Salton:
Sa, Sb------ --- -- - - --
D
None - - - - --
--- -- --- -- -- --
------ - - - ---
2.0 -5.0
Apparent - - - --
Jan- Dec - - --
>60
_
Soboba:
SoD, SpE------------
A
None - - - - -=
--- ----- - - - - --
------ - - - - --
>6.0
-------- - - - - --
------ - - - - --
>60
---- - - - - --
Torriorthents:
TO 1:
Torriorthents part.
Rock outcrop part.
Tujunga:
TPE, TrC, TsB- - - - - --
A
None - - - - --
-------- - - - - --
------ - - - - --
>6.0
-------- - - - - --
------ - - - - --
>60
---- - - - - --
'This mapping unit is made up of two or more dominant kinds of soil. See mapping unit description for the composition and
behavior of the whole mapping unit.
parent; and the months of the year that the water
table commonly is high. Only saturated zones above a
depth of 5 or 6 feet are indicated.
Information about the seasonal high water table
helps in assessing the need for specially designed
foundations, the need for specific kinds of drainage
systems, and the need for footing drains to insure dry
basements. Such information is also needed to decide
whether or not construction of basements is feasible
and to determine how septic tank absorption fields and
other underground installations will function. Also, a
seasonal high water table affects ease of excavation.
Depth to bedrock is shown for all soils that are
underlain by bedrock at a depth of 5 to 6 feet or less.
For many soils, the limited depth to bedrock is a part
of the definition of the soil series. The depths shown
are based on measurements made in many soil borings
and on other observations during the mapping of the
soils. The kind of bedrock and its hardness as related
to ease of excavation is also shown. Rippable bedrock
can be excavated with a single -tooth ripping attach-
ment on a 200 - horsepower tractor, but hard bedrock
generally requires blasting.
Formation, Morphology, and
Classification of the Soils
This section contains descriptions of the major fac-
tors of soil formation as they occur in the Coachella
Valley Area, a summary of significant morphological
characteristics of the soils of the Area, an "explanation
of the current system of classifying soils by categories
broader than the series, and a table showing the clas-
dT7T
,,yT) alai f'
1 a � ' �•$i;.� �.' � e Y ���// ,....x'..x -"mss- ���..�F3." - -?� r� �'
.g''
,, j�1
IRSERRIW � y
r
4 fA x •? y� i 5 ?'t � '^ yye Mk-I"
1 ��` ••r r'��7fr�;� itS��i,, t�. Fr }i 2�a�Cl,�*. t�iti+�tr+- ��5,'''a,f ♦t�� "!t y` '
i .���+er�-`�
d
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rte• - .���,,` limitfrf.- - l
7e' ..fig. r, kv ttxy
•
0
c:
PRECIPITATION
MAP
Ui
M=
llrwoml�
tgiy
Armae 46
City of La Quinta
'4
6b r 3.90
Legend 1�
•
C]
•
RCFC &WCD
HYDROLOGY MANUAL
REFERENCE PLATES
0
0
•
INSTRUCTIONS FOR RATIONAL METHOD HYDROLOGY CALCULATIONS
(Based on the Rational Formula, Q = CIA)
1. On map of drainage area, draw drainage system and block off subareas
tributary to it.
2. Determine the initial time of concentration, "T ", using Plate D-3.
The initial area should be less than 10 acres, have a flow path of
less than 1,000 feet, and be the most upstream subarea.
3. Using the time of concentration, determine "I ", intensity of rain-
fall in inches per hour, from the appropriate intensity- duration
curve for the particular area under study. For areas where stan-
dard curves are available, use Plates D -4.1 and D -4.2 to reproduce
the standard curve. For areas where curves have not been published
by the District, use Plates D -4.3 through D -4.7 to develop a suit-
able intensity- duration curve.
4. Determine "C", the coefficient of runoff, using the runoff coeffi-
cient curve which corresponds as closely as possible with the soil,
cover type and development of the drainage area. Standard curves
(Plates D -5.1 through D -5.4) have been developed by the District
for the common case of urban landscaping type cover. Where these
curves are not applicable, curves may be developed using Plates
D -5.5 through D -5.8.
5. Determine "A ", the area of the subarea in acres.
6. Compute Q = CIA for the subarea.
7. Measure the length of flow to the point of inflow of the next sub-
area downstream. Determine the velocity of flow in this reach for
the peak Q in the type of conveyance being considered (natural
channel, street, pipe, or open channel), using the tabling aids on
Plates D-6 through D -9.
Using the reach length and velocity determined above, compute the
travel time, and add this time to the time of concentration for the
previous subarea to determine a new time of concentration.
8. Calculate Q for the new subarea, using steps 3 through 6 and the
new time of concentration. Determine "Q ^ �", the peak Q for all sub-
areas tributary to the system to this poi+nt by adding Q for the
new subarea to the summation of Q for all upstream subareas. Deter-
mine the time of concentration for the next subarea downstream using
Step 7. Continue tabling downstream in similar fashion until a
junction with a lateral drain is reached.
RCFC a WCD
r�YDROLOGY JMANUAL
PLATE D -1 0 of 2 )
9. Start at the upper end of the lateral and table its Q down to the
junction with the main line, using the methods outlined in the
previous steps.
10. Compute the peak Q at the junction. Let QA, TA, IA correspond to
the tributary area with the longer time .of concentration, and QB,
TB, IB correspond to the tributary area with the shorter time of
concentration and Qp, Tp correspond to the peak Q and time of
concentration.
a. If the tributary areas have the same time of concentration,
the tributary Q's are added directly to obtain the combined
peak Q.
Qp = QA + QB
T = TA - TB
b. If the tributary areas have different times of concentration,
the smaller of the tributary Q's must be corrected as follows:
(1) The usual case is where the tributary area with the lon-
ger time of concentration has the larger Q. In this case,
the smaller Q is corrected by a ratio of the intensities
and added to the larger Q to obtain the combined peak Q.
The tabling is then continued downstream using the longer
time of concentration.
Qp = QA + QB IA T - TA
IB
(2) In some cases, the tributary area with the shorter time
of concentration has the larger Q. In this case, the
smaller Q is corrected by a ratio of the times of concen-
tration and added to the larger Q to obtain the combined
peak Q. The tabling is then continued downsteam using
the shorter time of concentration.
Qp = QB + QA TB T = TB
TA
RCFC IS WCD
J-JYDROLOGY MANUAL
RATIONAL METHOD
INSTRUCTIONS
PLATE D -1 (2 of 2 )
•
•
•
INSTRUCTIONS FOR SYNTHETIC UNIT HYDROGRAPH
METHOD HYDROLOGY CALCULATIONS
A. Synthetic Unit Hydrograph Development
1. On a USGS topographic quandrangle sheet or other map of suit-
able scale, outline the proposed drainage system and outline the
area or subareas tributary to it.
2. From the map of the drainage system, determine the following basin
physical factors and enter them on Sheet 1 of Plate E -2.1.
A = Drainage area - square miles
L = Length of longest watercourse - miles
Lca = Length along the longest watercourse, measured
upstream to a point opposite the centroid of
the area - miles
H = Difference in elevation between the concentration
point and the most remote point'of the basin -feet
S = Overall slope of longest watercourse between
headwaters and concentration point - feet per
mile (S = H /L)
3. Determine lag time using Plate E -3 or the following expression
(See Sheet 1 of Plate E -2.1):
Lag (hours) = 24H [�_Lca](.38)
S�
where:
n = The visually estimated mean of the n (Mannings
formula) values of all collection streams and
channels within the watershed.
4. Select a unit time period. To adequately define the unit hydro -
graph the unit time period should be about 25- percent of lag
time, and never more than 40- percent of lag time. For ease of
calculation, the unit time should match the times for which pre-
cipitation patterns are available (Plate E -5.9). Also see Sheet
1 of Plate E -2.1.
5. Utilizing the S -graph applicable to the drainage basin (Plates
E -4.1 through E -4.4), determine the average percentage of the
ultimate discharge for each unit period. In reading the percentage
of discharge from the S- graph, the average ordinate over the time
RCFC a WCD
rJYDROLOGY MANUAL
PLATE E-I.I 0 of 6)
5. (continued)
increment should be determined rather than the mean of the
ordinates at the beginning and end of the time increment. See
Columns 16 and 17 of Plate E -2.2.
6. Compute the unit distribution graph by subtracting from the per-
centage of ultimate discharge for each unit time period, the
percentage of ultimate discharge for the previous time period.
See Column 18 of Plate E -2.2.
7. Compute the ordinates of the synthetic unit hydrograph (unit
graph) by multiplying the distribution graph values by the
ultimate discharge K, using:
K (cfs- hours /inch) = 645A
where:
A = Drainage area - square miles
See Column 19 of Plate E -2.2.
B. F1ood.Hydrograph Development
1. Determine the average point rainfall over the area for the storm
duration and frequency desired using Plates E -5.1 through E -5.7.
Adjust the average point rainfall for areal effect using Plate
E -5.8. See Sheet 1 of Plate E -2.1.
2. Determine the unit period rainfall amounts using the pattern
percentages.from Plate E -5.9 times the adjusted average point
rainfall, and convert them to rainfall rates in inches per hour.
See Columns 20 and 21 of Plate E -2.2.
3. Find the pervious area loss rates for subareas within the drain-
age area using Plates E -6.1 and E-6.2. Adjust these rates to
account for impervious area using the relationship below, and
then compute a weighted average loss rate for the watershed. See
Sheet 2 of Plate E -2.1.
F = Fp (1.00 - 0.9Ai)
where:
F = Adjusted loss rate - inches/hour
pp = Loss rate for pervious areas - inches/hour
(Plate E -6.2)
A. = Impervious area
1 (Plate E -6.3)
RCFC a WCD
rJYDROLO Y MANUAL
(actual) - decimal percent
SYNTHETIC UNIT
HYDROGRAPH METHOD
INSTRUCTIONS
PLATE E -I.I (2 of 6)
•
•
•
4. For 3 and 6 -hour duration storms assume the weighted average loss
rate is a constant defining the maximum loss rate for each unit
time period. For 24 -hour storms use the variable loss rate
function below to compute the maximum loss rate for each unit
time period:
1.55
FT (inches /hour) = C (24- .(T /60)) + Fm
where:
C = (F - Fm) /54
F = Adjusted loss rate - inches/hour (as previously
defined)
T = Time from beginning of storm - minutes
Fm = Minimum value on loss rate curve - inches/hour
('typically 50 to 75- percent of F)
The time "T" used should be from the start of the storm to the
middle of each unit time period, i.e., for a unit time of 30-
minutes the maximum loss rate would be computed for T=15-min-
utes for period one, T =45- minutes for period two, etc. Enter
the maximum loss rates (constant or variable) on Column 22 of
Plate E -2.2.
5. Compute the low loss rate for each unit time period where the
maximum loss rate exceeds the rainfall rate for that period.
The low loss rate should normally be 80 to 90- percent times
the rainfall rate. See Column 22 of Plate E -2.2.
6. Compute the effective rainfall rate for each unit time period
by subtracting the loss rate from the rainfall rate. See
Column 23 of Plate E -2.2. Be sure to use the low loss rate
where the maximum loss rate exceeds unit period intensity.
7. Compute the flood hydrograph using one of the following two
methods. Do not use the simplified method until the long form
method is thoroughly understood:
(a) Long form method (use Plate E -2.3):
(1) Multiply the effective rainfall rate for the first
unit time period times each synthetic unit hydrograph
value to determine the flood hydrograph which would
result from that rainfall increment.
(2) Repeat the above process for each suceedinq effective
rainfall value, advancing the resultant flood hydrographs
one unit time period for each cycle.
RCFC a WCD
J- JYDROLO Y JMANUAL
PLATE E -I.I (3of 6)
7. (continued)
(3) Sum the flow ordinates found in the steps above to
determine the average flow ordinate per unit time
period for the design storm flood hydrograph.
(b) Simplified Method:
(1) List the unit graph values (Column 19,-Plate E -2.2)
in reverse order on the right hand side of a separate
sheet of paper.
(2) Align the separate sheet with the effective rain
column (Column 23 of Plate E -2.2) so that the bottom
unit graph value is adjacent to the top effective
rain value. The product of these values is the flood
hydrograph value in cfs for the first unit period
(Column 24 of Plate E -2.2).
(3) Move the separate sheet down one unit time period.
The sum of the products of the first two effective
rain values, times the adjacent unit graph values,
is the flood hydrograph value for the second unit
time period.
(4) Move the separate sheet down one unit time period
to compute each successive flood hydrograph value.
The flood hydrograph value in each case is the sum
of the products of each effective rain value times
the adjacent unit graph value. The procedure is
illustrated by the example on the next page. Con-
tinue this process until the hydrograph is completely
defined (the top unit graph value will be opposite
the bottom effective rain value).
The flood hydrograph value computed for any positioning of the
separate sheet is always entered opposite the unit graph value
at the bottom of the separate sheet.
It is possible to determine the peak discharge without defining
the entire hydrograph by aligning the maximum unit graph values
just above the maximum effective rain values, and then comput-
ing enough flood hydrograph values to identify the peak discharge.
8. If desired add base flow to the flood hydrograph ordinates deter-
. mined in Step 7.
RCFC a WCD
rJYDROLOrY MANUAL
PLATE E -I.I (4 of 6)
0
•
0
PLATE E -I.I (5of 6)
EXAMPLE OF SIMPLIFIED
METHOD
OF FLOOD HYDROGRAPH COMPUTATION
9
Flood
7
Hydrograph
9
7
[2 3]
C24]
7
7
Effective
Flow
17
Rain
cfs
14
In /Hr
17
�21] — [2 2]
Separate Sheet
21
Plate E -2.2
24
26
.13
10
31
.21
54
38
.23
145
45
.22
254
50
.35
343
64
.40
430
Unit Graph Values
85
.48
545
Listed in Reverse
109
.53
680
The position of the unit
Order
158
.77
827
graph values on the sep-
257
1.17
1037
arate sheet in this exam -
479
1.06
1344
ple gives the value of
515
.17
1615
1188 cfs in column [24]
288
1579
.
To get all of the values
78
1188
for the flood hydrograph
758
the separate sheet must
513
moved from the top to the
382
bottom of column �23] .
300
Start with 78 adjacent
241
to .13 and finish with 9
202
adjacent to .17. The
172
flood hydrograph ordin-
145
ate for any position of
124
the separate sheet is
107
the sum of the products
94
of all adjacent unit
80
graph and effective rain
67
values. The computed
58
flow value is entered
48
opposite the bottom unit
36
graph value (78 in this
32
case) for any position
30
of the separate sheet.
27
20
11
2
R C F C a
w C D
SYNTHETIC UNIT
HYDROLOGY
MANUAL
HYDROGRAPH METHOD
INSTRUCTIONS
PLATE E -I.I (5of 6)
9. The hydrograph may be plotted by drawing a smooth curve through
flow ordinates (at the center of each unit time period) so that
the average flow value under the curve matches the average ordinate
for each unit time period (see example calculations).
10. Additional steps may be necessary
as conditions dictate, including
channel and reservoir routing.
RCFC a WCD
r�YDROLOGY 1N /JANUAL
for complicated drainage systems
combining subarea hydrographs, and
SYNTHETIC UNIT
HYDROGRAPH METHOD
INSTRUCTIONS
PLATE E -I,I (6 of 6)
•
•
•
INSTRUCTIONS FOR SHORT CUT SYNTHETIC
HYDROGRAPH HYDROLOGY CALCULATIONS
1. Determine drainage area and lag time. Use Steps A -1 through A -3
on Plate E -1.1.
2. Determine that the area is suitable for development of a Short Cut
hydrograph, i.e., the area is no more than 100 to 200 -acres in size,
and lag time is less than 7 to 8- minutes.
3. Select a suitable unit time equal to from 100 to 200 - percent of
lag. Normally, 5 to 10- minutes for 3 and 6 -hour storms, and 15-
minutes for 24 -hour storms will be adequate.
4. Compute effective rainfall rates using steps B -1 through B -6 on
Plate E -1.1.
5. Compute flood hydrograph ordinates for each unit time period by
multiplying the effective rainfall rate (inches per hour) times
the drainage area in acres. The resultant values are discharge
in cfs.
6. The three hour storm peak discharge should normally compare well
with rational peaks. If adjustments are necessary, use a shorter
unit time period to raise the peak, and a longer unit time period
to lower them.
RCFC a WCD
HYDROLOGY MANUAL
PLATE E -1.2
•
is
•
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II
Cover Type (3) Quality of Soil Group
Cover (2)1 A I B I C I D
NATURAL COVERS
Barren
58
78
86
91
93
(Rockland, eroded and graded land)
Residential or Commercial Landscaping
(Lawn, shrubs, etc.)
Good
32
56
69
Chaparrel, Broadleaf
Poor
53
70
80
85
(Manzonita, ceanothus and scrub oak)
Fair
40
63
75
81
Good
31
57
71
78
Chaparrel, Narrowleaf
Poor
71
82
88
91
(Chamise and redshank)
Fair
55
72
81
86
Grass, Annual or Perennial
Poor
67
78
86
89
Fair
50
69
79
84
Good
38
61
74
80
Meadows or Cienegas
Poor
63
77
85
88
(Areas with seasonally high water table,
Fair
51
70
80
84
principal vegetation is sod forming grass)
Good
30
58
72
78
Open Brush
Poor
62
76
84
88
(Soft wood shrubs - buckwheat, sage, etc.)
Fair
46
66
77
83
Good
41
63
75
81
Woodland
Poor
45
66
77
83
(Coniferous or broadleaf trees predominate.
Fair
36
60
73
79
Canopy density is at least 50 percent)
Good
28
55
70
77
Woodland, Grass
Poor
57
73
82
86
(Coniferous or broadleaf trees with canopy
Fair
44
65
77
82
density from 20 to 50 percent)
Good
33
58
72
79
URBAN COVERS -
Turf
(Irrigated and mowed grass)
AGRICULTURAL COVERS -
Fallow
(Land plowed but not tilled or seeded)
RCFC 15 WCD
rJYDROLOGY MANUAL
Poor
58
74
83
87
Fair
44
Residential or Commercial Landscaping
(Lawn, shrubs, etc.)
Good
32
56
69
75
Turf
(Irrigated and mowed grass)
AGRICULTURAL COVERS -
Fallow
(Land plowed but not tilled or seeded)
RCFC 15 WCD
rJYDROLOGY MANUAL
Poor
58
74
83
87
Fair
44
65
77
82
Good
33
58
72
79
76
85
90
92
RUNOFF INDEX NUMBERS
FOR
PERVIOUS AREAS
PLATE E-6.1 0 of 2)
1
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II
Quality of
Soil Group
Cover Type (3)
Cover ( 2)
A
B
I C
D
AGRICULTURAL COVERS (cont.) -
Legumes, Close Seeded
Poor
66
77 85
89
(Alfalfa, sweetclover, timothy, etc.)
Good
58
72 81
85
Orchards, Deciduous
See
Note 4
(Apples, apricots, pears, walnuts, etc.)
Orchards, Evergreen
Poor
57
73 82
86
(Citrus, avocados, etc.)
Fair
44
65 77
82
Good
33
58 72
79
Pasture, Dryland
Poor
67
78 86
89
(Annual grasses)
Fair
50
69 79
84
Good
38
61 74
80
Pasture, Irrigated
Poor
58
74 83
87
(Legumes and perennial grass)
Fair
44
65 77
82
Good
33
58 72
79
Row Crops
Poor
72
81 88
91
(Field crops - tomatoes, sugar beets, etc.)
Good
67
78 85
89
Small Grain
Poor
65
76 84
88
(Wheat, oats, barley, etc.)
Good
63
75 83
87
Vineyard
See
Note 4
Notes:
1. All runoff index (RI) numbers are for Antecedent Moisture Condition
(AMC) II.
2. Quality of cover definitions:
Poor - Heavily grazed or regularly burned areas. Less than
50 per-
cent of the ground surface is protected by plant cover or brush
and tree canopy.
Fair - Moderate cover with 50 percent to
75 percent of the ground sur-
face protected.
Good -Heavy or dense cover with more than 75 percent of
the
ground
surface protected.
3. See Plate C -2 for a detailad description
of cover types.
4. Use runoff index numbers based on ground
cover type. See discussion
under "Cover Type Descriptions" on Plate
C -2.
5. Reference Bibliography item 17.
R C F C a W C D RUNOFF INDEX
NUMBERS
HYDROLOGY MANUAL.
FOR
PERVIOUS
AREAS
PLATE E -6.1 (2of 2)
•
C7
r]
L
ACTUAL IMPERVIOUS COVER
Recommended Value
Land Use (1) Range- Percent For Average
Conditions- Percent(2
Natural or Agriculture 1 0 - 10 1 0
Single Family Residential: (3)
40,000 S. F. (1 Acre) Lots 10 - 25 20
20,000 S. F. (� Acre) Lots 30 - 45 40
7,200 - 10,000 S. F. Lots 45 - 55 50
Multiple Family Residential:
Condominiums
45
- 70
65
Apartments
65
- 90
80
Mobile Home Park
60
- 85
75
Commercial, Downtown
80
-100
90
Business or Industrial
Notes:
1. Land use should be based on ultimate development of the watershed.
Long range master plans for the County and incorporated cities
should be reviewed to insure reasonable land use assumptions.
2. Recommended values are based on average conditions which may not
apply to a particular study area. The percentage impervious may
vary greatly even on comparable sized lots due to differences in
dwelling size, improvements, etc. Landscape practices should also
be considered as it is common in some areas to use ornamental grav-
els underlain by impervious plastic materials in place of lawns and
shrubs. A field investigation of a study area should always be made,
and a review of aerial photos, where available may assist in estimat-
ing the percentage of impervious cover in developed areas.
3. For typical horse ranch subdivisions increase impervious area 5 per-
cent over the values recommended in the table above.
RCFC a WCD
rIYDROLOGY 1\/IANUAL
IMPERVIOUS COVER
FOR
DEVELOPED AREAS
PLATE E-6.3
•
HYDROLOGY MAPS
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•
BOLD R
293 50
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9.� 2 C �s:
3 OFFSITE RUNOFF WILL COLLECT IN EXISTING
TYPE DELINEATION
302 DEPRESSION WITH BERM AT BASE OF PROPOSE, ✓
295 WALL ACTING AS LEVEE. ONE FOOT FREEBOARD J1/ 89
• Dirt I
88 z
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�g 0 ow : ILI SOIL GROUP BOUNDARY
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*S•• IN I I 1/ 77,4 17
c l ) 0 0 4 1 1 \ - - 1� f 1 103
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NOTE: 1-ACRE LOTS ON SEATTLE SLEW-5WAY < 70
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SFR-20k m
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it i I 1 0 68 132
O
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252 34 33 IMACBETH STREET
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LW 139
140
Lu 67 141 142 143
144
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U. T uAH1F 58
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SOIL GROUP B
179
LJU B SFR-20k 4.273 AC
1 1 233 SOIL 156
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ETENTI LOT "M" 152 RETENTION
21 153 BASIN 2A
vy.) loo=4 214 213 201 191 BOTTOM=459.5
212 202 190 180 -- WSEloo=463.9
Asp 234 178 157
F -
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uj
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V) a 235 203 177 z 164
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BASIN 1-10 m >
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17- 23 1 . C. '�h 176 0 162
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2 m 159
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4.0 228
231 227 205 198 187 183 175 160 161 166
LL' �< \ 248 221 209 194 148
0 241
7
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THUNDER GULCH THUNDER GULCH WA
WAY
NTERCONNECT
PIPE 167
168
242 232 226 ETENT /GOLF
247 246 243 240 225 195 186 185 184 172 171 170 169 10
245 244 224 208 207 206 197 196 174 173
SOIL GR:)UP B
239 223 222
J!
1 1.468 AC
A6i
all- j
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DRAINAGE AREA 1
AREA (AC)
VOLUME (AC-FT)_
SOIL GROUP A: SFR-40k
1.700
0.15
SFR-20k
9.202
0.98
SFR-10k
10.425
1.23
OFFSITE STREET
3.207
0.48
SOIL GROUP 8: SFR-40k
10.661
1.24
SFR-20k
37.482
5.08
SFR-1 Ok
0.999
0.15
RETENTION
4.068
0.44
OFFSITE STREET
4.952
0.81
CLUBHOUSE
6.978
1.28
RETENTION BASIN 2A
TOTAL
89.674
11.84 AC-FT
15.89
AC -FT
100 -YR WATER SURFACE ELEVATION = 463.9
RETENTION BASIN
1A
RETENTION BASIN CAPACITY 4.9 DEEP) 13.78 AC-FT
100-YR WATER SURFACE ELEVATION = 478.4
DRAINAGE AREA 2
AREA (AC)
VOLUME (AC-FT)
SOIL GROUP B: SFR-40k
12.678
1.47
SOIL GROUP B: OFFSITE STREET
SFR-20k
53.465
7.25
SFR- 1 Ok
32.268
4.76
RETENTION STORAGE CAPACITY (2.5' DEEP) 0.95 AC-FT
RETENTION GOLF
5.741
0.62
OFFSITE STREET
2.487
0.40
TI,
A StTI20BN
CITY OF LA QUINTA, CALIFORNIA
TOTAL
106.833
14.50
AC -FT
SYNTHETIC UNIT HYDROGRAPH MAP
RETENTION BASIN 2A
Eloo=463.
460
RETENTION BASIN CAPACITY
15.89
AC -FT
100 -YR WATER SURFACE ELEVATION = 463.9
TRACT MAP NO. 32879
RETENTION BASIN 2B
RETENTION BASIN CAPACITY (4.6' D--EP)
0.94
AC-FT
100-YR WATER SURFACE ELEVATION = 463.9
BOTH BASINS INTERCONNECTED AND EQUALIZED.
[TOTAL INTERCONNECTED BASIN CAPACITY
16.83
AC-FT
DRAINAGE AREA 3
AREA (AC)
VOLUME (AC-FT)
k,
SOIL GROUP B: OFFSITE STREET
3.035
0.59 AC-FT
RETENTION AREA 3 - WEST ENTRANCE WATER
FEATURE
RETENTION STORAGE CAPACITY (2.5' DEEP) 0.95 AC-FT
100-YR WATER SURFACE ELEVATION = 480.2
k,
TI,
A StTI20BN
CITY OF LA QUINTA, CALIFORNIA
SYNTHETIC UNIT HYDROGRAPH MAP
Eloo=463.
460
GRIFFIN RANCH
TRACT MAP NO. 32879
EMERG,FNcn;
MSA CONSULTING, INC.
OVERFL I UW
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MAiNmRo, SmrrH & Anocams, INC.
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34200 BOB HOPE DRm ■ RANcEio MmAoE ■ CA 92270
TELmHoNE (760) 320-9811 ■ FAx (760) 323-7893
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