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Fontana AutoMall
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60 Preliminary Hydrology
& Hydraulics
on
.w Dated: May 12, 1998
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******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983 -95 Advanced Engineering Software (aes)
Ver. 5.1 Release Date: 01/01/95 License ID 1206
7
Analysis prepared by: /
ASL Consulting Engineers
One Jenner, Suite 200
Irvine, CA 92718
(714) 727 -7099
* * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
* CITY OF FONTANA - 100 YR HYDROLOGY
j6 PROPOSED (DEVELOPED) CONDITION (POST -AUTO MALL CONSTRUCTION)
*
'FILE NAME: N:AUTOML2.DAT
IM TIME /DATE OF STUDY: 11:14 2/13/1998
PR USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
-- *TIME -OF- CONCENTRATION MODEL * --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90
" *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
h 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .950
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400
rw COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4000
SLOPE OF INTENSITY DURATION CURVE _ .6000
*ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD*
irr
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 2.1
------------------------------------------------------
>> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
tm >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
--------- - - - - --
INITIAL SUBAREA FLOW- LENGTH(FEET) = 590.00
ELEVATION DATA: UPSTREAM(FEET) = 1098.00 DOWNSTREAM(FEET) = 1086.50
W Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)] ** .20
iW SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.575
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.499
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
im LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 2.45 .80 .10 52 8.58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80
�rrSUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 9.74
pm
r
ON TOTAL AREA(ACRES) = 2.45 PEAK FLOW RATE(CFS) = 9.74
= =6FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 5.1
----------------------------------------------------------------------------
pm >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
I�r
>> >>>TRAVELTIME THRU SUBAREA<< <<<
--------------- - - - - --
UPSTREAM NODE ELEVATION(FEET) = 1086.50
DOWNSTREAM NODE ELEVATION(FEET) = 1081.00
W CHANNEL LENGTH THRU SUBAREA(FEET) = 335.00
CHANNEL SLOPE = .0164
W CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.000
i FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.50
CHANNEL FLOW THRU SUBAREA(CFS) = 9.74
,,,FLOW VELOCITY(FEET /SEC) = 6.72 FLOW DEPTH(FEET) _ .85
im TRAVEL TIME(MIN.) = .83 Tc(MIN.) = 9.41
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
OWFLOW PROCESS FROM NODE 103.00 TO'NODE 103.00 IS CODE = 1
----------------------------------------------------------------------------
Pm >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL I NUMBER OF STREAMS = 2
W CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
. TIME OF CONCENTRATION(MIN.) = 9.41
"'RAINFALL INTENSITY(INCH /HR) = 4.26
AREA- AVERAGED Fm.(INCH /HR) = .08
Om AREA- AVERAGED Fp(INCH /HR) = .80
NW AREA- AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 2.45
P- TOTAL STREAM AREA(ACRES) = 2.45
* PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.74
A
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
*`FLOW PROCESS FROM NODE 201.00 TO NODE 103.00 IS CODE = 2.1
----------------------------------------------------------------------------
-"" >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
Yr >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW- LENGTH(FEET) = 970.00
ELEVATION DATA: UPSTREAM(FEET) = 1099.00 DOWNSTREAM(FEET) = 1081.00
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.565
Mir* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.969
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
im LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 4.80 .80 .10 52 10.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 16.80
TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 16.80
irr
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
low
TOTAL NUMBER OF STREAMS = 3
iN CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) =
11.11
I" RAINFALL INTENSITY(INCH /HR) =
3.85
AREA- AVERAGED Fm(INCH /HR) _
.08
AREA- AVERAGED Fp(INCH /HR) _
.80
pt AREA- AVERAGED Ap = .10
' EFFECTIVE STREAM AREA(ACRES)
= 7.25
ikr TOTAL STREAM AREA(ACRES) =
7.25
PEAK FLOW RATE(CFS) AT CONFLUENCE
= 25.88
IM
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
ON FLOW PROCESS FROM NODE 211.00 TO NODE 104.00 IS CODE = 2.1
--------------------------------------------------------------------------
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
pa >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW- LENGTH(FEET) = 980.00
ELEVATION DATA: UPSTREAM(FEET) = 1098.00 DOWNSTREAM(FEET) = 1078.00
it Tc = K* [ ( LENGTH* * 3.00)/(ELEVATION CHANGE) ] * * .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.409
pm * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.005
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
pm LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 3.64 .80 .10 52 10.41
`--SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF ( CFS ) = 12.86
TOTAL AREA(ACRES) = 3.64 PEAK FLOW RATE(CFS) = 12.86
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
" FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1
----------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 3
*' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
W TIME OF CONCENTRATION(MIN.) = 10.41
RAINFALL INTENSITY(INCH /HR) = 4.00
AREA- AVERAGED Fm(INCH /HR) _ .08
AREA- AVERAGED Fp(INCH /HR) _ .80
AREA- AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 3.64
TOTAL STREAM AREA(ACRES) = 3.64
it PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.86
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 2.1
we ---------------------------------------------------------------------------
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW- LENGTH(FEET) 540.00
6w ELEVATION DATA: UPSTREAM(FEET) = 1102.00 DOWNSTREAM(FEET) = 1093.25
n•
9
y
e
pq
w
IN
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.588
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.494
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH /HR)
COMMERCIAL A 6.85 .80
Ap
(DECIMAL)
.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 27.22
TOTAL AREA(ACRES) = 6.85 PEAK FLOW RATE(CFS) _
27.22
SCS Tc
CN (MIN.)
52 8.59
im FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 5.1
----------------------------------------------------------------------------
p , >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
>> >>>TRAVELTIME THRU SUBAREA<< <<<
UPSTREAM NODE ELEVATION(FEET) = 1093.25
pm DOWNSTREAM NODE ELEVATION(FEET) = 1086.00
ow CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00
CHANNEL SLOPE _ .0201
pm CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 99.000
MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) _ .50
CHANNEL FLOW THRU SUBAREA(CFS) = 27.22
pm FLOW VELOCITY(FEET /SEC) = 3.72 FLOW DEPTH(FEET) _ .27
TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 10.20
r.
FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 8.1
---------------------------------------------------------------------- - - - - --
P- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Pl FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 5.1
IN ---------------------------------------------------------------------------
>> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
» » >TRAVELTIME THRU SUBAREA « «<
-----------------
--- ------ --- ------ - - - - -- -
UPSTREAM NODE ELEVATION(FEET) = 1086.00
DOWNSTREAM NODE ELEVATION(FEET) = 1080.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00
V CHANNEL SLOPE _ .0089
CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 2.000
p•
r.
MAINLINE Tc(MIN) = 10.20
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.054
SUBAREA LOSS RATE DATA(AMC III):
•
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp Ap
SCS
LAND USE GROUP
(ACRES) (INCH /HR) (DECIMAL)
CN
COMMERCIAL A
5.60 .80 .10
52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 5.60
SUBAREA RUNOFF(CFS) = 20.03
EFFECTIVE AREA(ACRES) = 12.45
AREA- AVERAGED Fm(INCH /HR) _
.08
AREA- AVERAGED Fp(INCH /HR) _ .80
AREA- AVERAGED Ap = .10
TOTAL AREA(ACRES) = 12.45
PEAK FLOW RATE(CFS) =
44.53
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Pl FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 5.1
IN ---------------------------------------------------------------------------
>> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
» » >TRAVELTIME THRU SUBAREA « «<
-----------------
--- ------ --- ------ - - - - -- -
UPSTREAM NODE ELEVATION(FEET) = 1086.00
DOWNSTREAM NODE ELEVATION(FEET) = 1080.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00
V CHANNEL SLOPE _ .0089
CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 2.000
p•
r.
pw
MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00
CHANNEL FLOW THRU SUBAREA(CFS) = 44.53
FLOW VELOCITY(FEET /SEC) = 7.74 FLOW DEPTH(FEET) = 1.70
TRAVEL TIME (MIN. ) = 1.34 Tc(MIN.) = 11.54
ilm
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
ilr FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 8.1
----------------------------------------------------------------------------
p, >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------- --------------------
MAINLINE Tc(MIN) = 11.54
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.765
SUBAREA LOSS RATE DATA (AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 3.82 .80 .10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 3.82 SUBAREA RUNOFF(CFS) = 12.67
EFFECTIVE AREA(ACRES) = 16.27 AREA- AVERAGED Fm(INCH /HR) _ .08
AREA- AVERAGED Fp(INCH /HR) _ .80 AREA- AVERAGED Ap = .10
TOTAL AREA(ACRES) = 16.27 PEAK FLOW RATE(CFS) = 53.97
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
�,. FLOW PROCESS FROM NODE 304.00 TO NODE 104.00 IS CODE = 5.1
---------------------------------------------------------------------------
�"" >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
>> >>>TRAVELTIME THRU SUBAREA<< <<<
- ------ - - - - --
6w UPSTREAM NODE ELEVATION(FEET) = 1080.50
DOWNSTREAM NODE ELEVATION(FEET) = 1078.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00
CHANNEL SLOPE _ .0083
bw CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 2.000
MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00
CHANNEL FLOW THRU SUBAREA(CFS) = 53.97
6 - FLOW VELOCITY (FEET /SEC) = 7.96 FLOW DEPTH(FEET) = 1.84
TRAVEL TIME(MIN.) _ .63 Tc(MIN.) = 12.16
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
w. FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 8.1
---------------------------------------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 12.16
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.647
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A .93 .80 .10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .93 SUBAREA RUNOFF(CFS) = 2.99
EFFECTIVE AREA(ACRES) = 17.20 AREA- AVERAGED Fm(INCH /HR) _ .08
AREA- AVERAGED Fp(INCH /HR) _ .80 AREA- AVERAGED Ap = .10
TOTAL AREA(ACRES) = 17.20 PEAK FLOW RATE(CFS) = 55.23
..
FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE =
1
6 >> >>>DESIGNATE INDEPENDENT STREAM
FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED
STREAM VALUES<< <<<
j TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
W TIME OF CONCENTRATION(MIN.) = 12.16
;RAINFALL INTENSITY(INCH /HR) = 3.65
AREA- AVERAGED Fm(INCH /HR) _ .08
AREA- AVERAGED Fp(INCH /HR) _ .80
"w AREA- AVERAGED Ap = .10
INEFFECTIVE STREAM AREA(ACRES) =
17.20
TOTAL STREAM AREA(ACRES) = 17.20
PP PEAK FLOW RATE(CFS) AT CONFLUENCE
= 55.23
** CONFLUENCE DATA **
STREAM Q Tc Intensity
Fp(Fm) Ap Ae SOURCE
W NUMBER (CFS) (MIN.) (INCH /HR)
(INCH /HR) (ACRES)
NODE
1 25.81 9.95 4.114
.80( .08) .10 6.72
.00
im 1 25.88 11.11 3.851
.80( .08) .10 7.25
.00
2 12.86 10.41 4.005
.80( .08) .10 3.64
.00
-A M 3 55.23 12.16 .3.647
.80( .08) .10 17.20
.00
bw
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
..CONFLUENCE FORMULA USED FOR 3 STREAMS.
:4
■r ** PEAK FLOW RATE TABLE **
A STREAM Q Tc Intensity
Fp(Fm) Ap Ae
SOURCE
6w NUMBER (CFS) (MIN.) (INCH /HR)
(INCH /HR) (ACRES)
NODE
1 89.5 9.95 4.114
.796( .080) .10 24.3
.00
"" 2 90.7 10.41 4.005
.796( .080) .10 25.3
.00
3 91.6 11.11 3.851
.796( .080) .10 26.6
.00
4 91.4 12.16 3.647
.796( .080) .10 28.1
.00
on
COMPUTED CONFLUENCE ESTIMATES ARE
6 "
AS FOLLOWS:
PEAK FLOW RATE (CFS) = 91.56
Tc (MIN. ) = 11.11
EFFECTIVE AREA(ACRES) = 26.60
AREA- AVERAGED Fm(INCH /HR)
_ .08
AREA- AVERAGED Fp(INCH /HR) _ .80
AREA- AVERAGED Ap = .10
mw TOTAL AREA(ACRES) = 28.09
FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 2.1
----------------------------------------------------------------------------
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
fr »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
"INITIAL SUBAREA FLOW- LENGTH(FEET) = 520.00
ow ELEVATION DATA: UPSTREAM(FEET) = 1091.00 DOWNSTREAM(FEET) = 1080.60
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.111
bw * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.651
W SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 7.35 .80 .10 52 8.11
A
r.
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm)
Pm AND LOW LOSS FRACTION ESTIMATIONS
rrr
(C) Copyright 1989 -95 Advanced Engineering Software (aes)
■* Ver. 5.1 Release Date: 01/01/95 License ID 1206
Analysis prepared by:
ASL Consulting Engineers
One Jenner, Suite 200
Irvine, CA 92718
w (714) 727 -7099
m
nw
* ** NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm)
AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III:
TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.80 (inches)
SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE
TYPE (Acres) PERVIOUS AREA NUMBER Fp(in. /hr.) YIELD
1 28.09 5.00 52.( 32.) .742 .941
TOTAL AREA (Acres) = 28.09
.� AREA- AVERAGED LOSS RATE, Fm (in. /hr.) _ .037
bm AREA- AVERAGED LOW LOSS FRACTION, Y = .059
PM
wo
R.
trr
on
No
0
0
m
IN
ru
m
r.
`.
on
SMALL AREA UNIT HYDROGRAPH MODEL
(C) Copyright 1989 -95 Advanced Engineering Software (aes)
Ver. 5.1 Release Date: 01/01/95 License ID 1206
Analysis prepared by:
ASL Consulting Engineers
One Jenner, Suite 200
Irvine, CA 92718
(714) 727 -7099
ws.
■r
RATIONAL METHOD CALIBRATION COEFFICIENT =
.90
TOTAL CATCHMENT AREA(ACRES) = 28.09
Q
SOIL -LOSS RATE, Fm,(INCH /HR) _ .034
(HOURS)
LOW LOSS FRACTION = .059
(CFS)
TIME OF CONCENTRATION(MIN.) = 11.11
on ---------------------------------------------------------------------------
r" RATIONAL METHOD PEAK FLOW RATE (DEFINED BY
USER)
IS USED FOR SMALL AREA PEAK Q
r .08
USER SPECIFIED RAINFALL VALUES ARE USED
.00
RETURN FREQUENCY(YEARS) = 100
.26
5- MINUTE POINT RAINFALL VALUE(INCHES) =
.39
•� 30- MINUTE POINT RAINFALL VALUE(INCHES) =
1.00
1 -HOUR POINT RAINFALL VALUE(INCHES) =
1.45
3 -HOUR POINT RAINFALL VALUE(INCHES) =
2.60
6 -HOUR POINT RAINFALL VALUE(INCHES) =
3.75
..
24 -HOUR POINT RAINFALL VALUE(INCHES) =
8.80
ir.
5.45
----------------------------------------------------------------------------
P
1.00
TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 17.62
TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 2.98
0
"TIME
VOLUME
Q
0. 25.0 50.0 75.0 100.0
(HOURS)
(AF)
(CFS)
on ---------------------------------------------------------------------------
r .08
.0000
.00
Q
.26
.0412
5.39
Q
*w .45
.1237
5.40
Q
.63
.2066
5.43
Q .
.82
.2899
5.45
Q .
1.00
.3736
5 .4 9
Q
1.19
.4577
5.50
Q
x "1.37
.5421
5.54
Q
1.56
.6270
5.56
Q
1.74
.7123
5.59
Q
1rr 1.93
.7980
5.61
Q -
2.11
.8842
5.65
Q
**2.30
.9708
5.67
Q
2.48
1.0578
5.71
Q
2.67
1.1453
5.73
Q -
,,., 2.85
1.2332
5.77
Q -
3.04
1.3217
5.79
Q
`3.22
1.4106
5.83
Q -
3.41
1.5000
5.85
Q
no
0
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15.63
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20.56
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x!5.81
10.2333
26.99
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10.7056
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16.19
11.6720
91.56
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M J6.37
12.5503
23.23
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6.56
12.8582
17.02
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6.74
13.0963
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16.93
13.2989
12.38
Q
x.7.11
13.4792
11.19
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bt7.30
13.6431
10.23
Q ,
17.48
13.7944
9.53
Q .
?".7.67
13.9359
8.96
Q
X7.85
14.0695
8.49
Q
18.04
14.1963
8.08
Q
x }.8.22
14.3272
9.03
Q
8.41
14.4632
8.74
Q
6 18.59
14.5949
8.48
Q
18.78
14.7229
8.24
Q
"8.96
14.8474
8.03
Q
X9.15
14.9687
7.83
Q
19.33
15.0873
7.65
Q
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15.2031
7.49
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9.70
15.3166
7.34
Q
, f9.89
15.4278
7.20
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0.07
15.5369
7.06
Q
'0.26
15.6440
6.94
Q
6 20.44
15.7493
6.82
Q
20.63
15.8528
6.71
Q
""':0.81
15.9548
6.61
Q
1.00
16.0551
6.51
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21.18
16.1540
6.42
Q
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16.2515
6.33
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16.5363
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16.7204
5.94
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16.8108
5.87
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16.9002
5.81
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16.9886
5.75
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23.04
17.0761
5.69
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17.1627
5.63
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23.41
17.2484
5.57
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17.3333
5.52
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5.37
Q
24.33
17.6243
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Q
W - --------------------------------------------------------------------------
to
FLOW- THROUGH DETENTION BASIN MODEL
PM
r
SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS:
CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 11.110
P „ DEAD STORAGE (AF ) _ .00
SPECIFIED DEAD STORAGE(AF) FILLED = .00
ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = .00
rrr INFLOW
P"
aw
on
im
V
detention
basin 1 <-->
V
OUTFLOW
effective depth
(and volume)
....V .............
outflow
storage basin outlet
P"
DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION:
TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES =
6
*BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH
STORAGE OUTFLOW
(FEET) (ACRE -FEET) (CFS)
** (FEET) (ACRE -FEET) (CFS)
.000 .000 .000
** 1.000
.380 .000*
* 2.000 .780 28.260
** 3.000
1.210 79.930*
O M
* 4.000 1.670 146.840
** 5.000
2.160 226.080*
- --------------------------------------------------------------------------
�"'
BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES:
INTERVAL DEPTH (S- O *DT /2}
(S +0 *DT /2}
'"�
NUMBER (FEET) (ACRE -FEET)
(ACRE -FEET)
r.
1 .00 .00000
.00000
2 1.00 .38000
.38000
on
3 2.00 .56377
.99623
4 3.00 .59841
1.82159
5 4.00 .54645
2.79355
6 5.00 .43015
3.88985
WHERE S= STORAGE (AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.)
- -------------------------------------------------------------------------
DETENTION BASIN ROUTING RESULTS:
NOTE: COMPUTED BASIN DEPTH, OUTFLOW,
AND STORAGE
QUANTITIES
OCCUR AT THE GIVEN TIME.
BASIN INFLOW VALUES
REPRESENT THE
AVERAGE INFLOW DURING THE
RECENT HYDROGRAPH
UNIT INTERVAL.
TIME DEAD- STORAGE INFLOW
EFFECTIVE OUTFLOW
EFFECTIVE
(HRS) FILLED(AF) (CFS)
DEPTH(FT) (CFS)
VOLUME(AF)
- --------------------------------------------------------------------------
.185 .000 .0
.00 .0
.000
.370 .000 .0
.00 .0
.000
.556 .000 5.4
.22 .0
.082
.741 .000 5.4
.43 .0
.165
.926 .000 5.4
.65 .0
.248
1.111 .000 5.5
.87 .0
.332
•
1.296 .000 5.5
1.06 .8
.403
1.481 .000 5.5
1.15 3.0
.442
1.667 .000 5.5
1.18 4.8
.453
1.852 .000 5.6
1.19 5.3
.457
0
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l!1 In M I
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t I I I 11 t I E I I I 11 11 [ I I l [` I a I a I [ I ff I I I it I I I � l
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
FONTANA AUTO MALL - CATAWBA AVE. STORM DRAIN
HEADING LINE NO 2 IS -
AUGUST 1997 - FILE NAME: 2050.DAT
HEADING LINE NO 3 IS -
PAGE NO 3
DESIGN BY: KIM ROBINSON CHECK BY: BILL LAWSON
DATE: 2/25/1998
TIME: 9:52
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 3 0 0.00 3.50 8.00 0.00 0.00 0.00
CD 2 4 5.25
CD 3 4 4.00
CD 4 4 3.00
I 11 I I t I I I I I [ 1 [ 1 f I F I I I I I IF I I I It 1 t I it I I" I I I
PAGE NO 2
W S ELEV
1075.00
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
45.00 0.00 0.00 1
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
* * *
Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
61.5 0.0 1072.50 0.00 30.00 0.00
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
*
W S ELEV
=i
F 0 5 1 5 P
WATER SURFACE
PROFILE
- ELEMENT CARD LISTING
ELEMENT
NO
1
IS
A
SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
999.10
1071.40
1
ELEMENT
NO
2
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
1015.10
1071.48
1
0.013
ELEMENT
NO
3
IS
A
TRANSITION
U/S DATA
STATION
INVERT
SECT
N
1027.10
1071.54
2
0.013
ELEMENT
NO
4
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
1057.67
1071.69
2
0.013
ELEMENT
NO
5
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
1150.00
1072.18
2
0.013
ELEMENT
NO
6
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2
N
1154.67
1072.50
2 4 0
0.014
ELEMENT
NO
7
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
1456.67
1075.50
2
0.013
ELEMENT
NO
8
IS
A
TRANSITION
U/S DATA
STATION
INVERT
SECT
N
1465.67
1075.86
3
0.013
ELEMENT
NO
9
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
1716.17
1079.60
3
0.013
ELEMENT
NO
10
IS
A
SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
PAGE NO 2
W S ELEV
1075.00
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
45.00 0.00 0.00 1
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
* * *
Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
61.5 0.0 1072.50 0.00 30.00 0.00
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
*
W S ELEV
=i
[" t I I 1 i t 1 ! I I I 1 1 I I [ I I I [ 1 [ 1 C 1 F i it 1 a v [ I i i r' - l
1720.83 1079.67 3 0.00
NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
mx
r,.._7 r I t i 1 i t I t i t I t 1 t l t i t 1 t i i i t i t I t l t I t i t I
LICENSEE:
A.S.L. CONSULTING
ENGINEERS
F0515P
PAGE
1
WATER
SURFACE
PROFILE LISTING
a
FONTANA AUTO MALL - CATAWBA AVE.
STORM DRAIN
AUGUST
1997 -
FILE NAME:
2050.DAT
DESIGN
BY: KIM
ROBINSON
CHECK BY: BILL
LAWSON
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM SO
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
SF AVE HF
NORM DEPTH
ZR
999.10
1071.40
1.673
1073.073
219.9
16.43
4.193
1077.266
0.00
2.864
3.50
8.00
0.00
0
0.00
16.00
0.00500
.017313
0.28
2.536
0.00
1015.10
1071.48
1.625
1073.105
219.9
16.91
4.440
1077.545
0.00
2.864
3.50
8.00
0.00
0
0.00
TRANS STR
0.00500
.011917
0.14
0.00
1027.10
1071.54
4.187
1075.727
219.9
11.88
2.191
1077.918
0.00
4.187
5.25
0.00
0.00
0
0.00
30.57
0.00491
.005551
0.17
4.652
0.00
1057.67
1071.69
4.387
1076.077
219.9
11.38
2.011
1078.088
0.00
4.187
5.25
0.00
0.00
0
0.00
92.33
0.00531
.005312
0.49
4.391
0.00
1150.00
1072.18
4.390
1076.570
219.9
11.37
2.008
1078.578
0.00
4.187
5.25
0.00
0.00
0
0.00
JUNCT STR
0.06852
.004733
0.02
0.00
1154.67
1072.50
5.424
1077.924
158.4
7.32
0.831
1078.755
0.00
3.562
5.25
0.00
0.00
0
0.00
24.52
0.00993
.002835
0.07
2.735
0.00
1179.19
1072.74
5.250
1077.994
158.4
7.32
0.831
1078.825
0.00
3.562
5.25
0.00
0.00
0
0.00
53.03
0.00993
.002653
0.14
2.735
0.00
1232.22
1073.27
4.787
1078.058
158.4
7.65
0.908
1078.966
0.00
3.562
5.25
0.00
0.00
0
0.00
HYDRAULIC
JUMP
0.00
1232.22
1073.27
2.602
1075.873
158.4
14.80
3.402
1079.275
0.00
3.562
5.25
0.00
0.00
0
0.00
23.73
0.00993
.011867
0.28
2.735
0.00
1255.95
1073.51
2.587
1076.093
158.4
14.91
3.450
1079.543
0.00
3.562
5.25
0.00
0.00
0
0.00
87.74
0.00993
.012795
1.12
2.735
0.00
1343.69
1074.38
2.493
1076.871
158.4
15.63
3.795
1080.666
0.00
3.562
5.25
0.00
0.00
0
0.00
62.81
0.00993
.014544
0.91
2.735
0.00
1406.50
1075.00
2.403
1077.405
158.4
16.40
4.174
1081.579
0.00
3.562
5.25
0.00
0.00
0
0.00
50.17
0.00993
.016541
0.83
2.735
0.00
1456.67
1075.50
2.317
1077.817
158.4
17.20
4.592
1082.409
0.00
3.562
5.25
0.00
0.00
0
0.00
TRANS STR
0.04000
.016001
0.14
0.00
1465.67
1075.86
3.021
1078.881
158.4
15.56
3.759
1082.640
0.00
3.657
4.00
0.00
0.00
0
0.00
116.33
0.01493
.014008
1.63
2.973
0.00
1582.00
1077.60
3.096
1080.693
158.4
15.18
3.576
1084.269
0.00
3.657
4.00
0.00
0.00
0
0.00
85.83
0.01493
.012972
1.11
2.973
0.00
1667.83
1078.88
3.253
1082.131
158.4
14.47
3.251
1085.382
0.00
3.657
4.00
0.00
0.00
0
0.00
1 11 11 1 1 11 C I E l f I F I [ I Ir I It I It I 11 ! I I l [ 7 l 1 t- .I
36.63
0.01493
.011804
0.43
2.973 0.00
1704.46
1079.42 3.434 1082.859
158.4 13.80 2.955
1085.814 0.00 3.657
4.00 0.00 0.00 0 0.00
11.71
0.01493
.010937
0.13
2.973 0.00
1716.17
1079.60 3.657 1083.257
158.4 13.15 2.685
1085.942 0.00 3.657
4.00 0.00 0.00 0 0.00
1720.83
1079.67 3.657 1083.327
158.4 13.15 2.685
1086.012 0.00 3.657
4.00 0.00 0.00 0 0.00
RA
ism
on
pa
on
III
ASL Consulting Engineers SHEET N0, OF
ENGINEER � LDq"j DATE 2/Z C 5l o 2 JOB NO. Zo_JO.O p
SUBJECT V ! v n eN A U - L � L -A- � L� CHECKED BY
I
i
00
s T n('--M C Kykl f\j
OFFICE TELEPHONE
I t I I I t I 1 I t l I I t I I I t" I t I t I t I t I E I t 'I t l r I t I
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
FONTANA AUTO MALL - CATAWBA AVE. STORM DRAIN (LATERAL)
HEADING LINE NO 2 IS -
FEBRUARY 1998 - FILE NAME: 2050L.DAT
HEADING LINE NO 3 IS -
PAGE NO 3
DESIGN BY: KIM ROBINSON CHECK BY: BILL LAWSON
f $
I l I I I I E I 11 I I 11 r 1 F 1 F l 9 1 1 I 1 l It l [ 1 9 1 r . 1 [ l t l
DATE: 2/25/1998
TIME: 10: 0
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 4 3.00
f
l.. ) r . 1 a 11 E) 11 F I F"" I F, I I I F... I I l F l F l E l F f F I I I F l
LICENSEE:
A.S.L. CONSULTING ENGINEERS
F0515P
PAGE
1
WATER
SURFACE PROFILE LISTING
FONTANA AUTO MALL - CATAWBA AVE.
STORM DRAIN (LATERAL)
FEBRUARY 1998
- FILE NAME: 2050L.DAT
DESIGN BY: KIM
ROBINSON CHECK BY:
BILL LAWSON
I
STATION
INVERT
DEPTH W.S.
Q VEL
VEL ENERGY SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL. ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM SO
SF AVE HF
NORM DEPTH
ZR
100.00
1072.50
5.420 1077.920
61.5 8.70
1.175 1079.095 0.00
2.528
3.00
0.00
0.00
0
0.00
58.32
0.05000
.008436 0.49
1.341
0.00
158.32
1075.42
3.000 1078.416
61.5 8.70
1.175 1079.591 0.00
2.528
3.00
0.00
0.00
0
0.00
1.68
0.05000
.007921 0.01
1.341
0.00
t
L
160.00
1075.50
2.906 1078.406
61.5 8.78
1.198 1079.604 0.00
2.528
3.00
0.00
0.00
0
0.00