HomeMy WebLinkAboutTract 16205HYDROLOGY STUDY
AND
HYDRAULIC ANALYSIS
CONDOMINIUM PROJECT
TRACT NO. 16205
In the City of Fontana, California
Rev. May 4, 2004
Prepared By:
C & V Consulting Group
One Technology Drive, Suite B-109
Irvine, California 92618
(949) 450-8100 FAX(949)450-0880
Contact: Vincent Scarpati, P.E
•. C.,7A
No t 20
EXPIRES
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C I V l ��rQ
r
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SITE DESCRIPTION:
Tract No. 16205 is a subdivision of a 3.5 acre parcel into a multi -family residential
development. The site is bordered by railroad tracks to the north, Sierra Avenue to the
east, Ceres Avenue to the south and existing developed property to the west.
The site drainage system is to be designed per the city's guidelines and will be
constructed by the developer and discharge into the surrounding public streets.
PURPOSE OF THE STUDY:
This study will evaluate the run-off from the site and design the proposed facilities
needed to convey runoff from and through the site to the existing streets.
METHODOLOGY:
The modified rational method was used to analyze the run-off from the project site.
Runoff was calculated using the AES program for San Bernardino County and was
calculated for a 25 -year storm per City requirements.
SUMMARY:
The study shows that the project adequately discharges run-off from the property using
= on-site gutters, swales, area drains and parkway culverts. Run-off is discharged by two
parkway culverts in Ceres Avenue, and by one parkway culvert in Sierra Avenue. The
culverts are oversized for the tributary flows calculated in the hydrology portion of the
study.
The on-site system is designed for Q25, insuring that the project is adequately protected.
• No off-site storm drains exist in the vicinity of the project, therefore run-off will flow
along the street similar to the existing site prior to development.
REFERENCES:
1. County of San Bernardino, "Hydrology Manual", August, 1986.
2. "Handbook of Hydraulics", King and Brater, 6th Edition, 1976.
3. "Open Channel Hydraulics", Chow, 1959.
4. "Standard Plans for Public Works Construction", American Public Works
Association, 1994 Edition.
5. "Standard Drawings for the City of Rancho Cucamonga", City of Rancho
Cucamonga, May, 1992 Edition.
6. Hydrology Map for Tract No. 16205, prepared February, 2004, by the C & V
Consulting Group.
7. Subdivision Improvement Plans For Tract No. 16205, prepared February, 2004, by the
C & V Consulting Group.
8. Water Surface and Pressure Gradient (WSPG) Hydraulic Analysis System, Computer
Program, Los Angeles County Department of Public Works Program No. F0515P,
April 1979.
9. Advanced Engineering Software, RATSC6 Rational Method for San Bernardino
County, HELE1 Hydraulic Elements I for Street Flooding and Catch Basin Design,
1996 version.
DESIGN ASSUMPTIONS:
1. The property is located in Valley Rainfall Zone, per isohyetals Figures B-3 and B-4 of
the County Hydrology Manual.
2. The property is located in Soil Group `A' per Figure C-13 of the Hydrology Manual.
3. The site was analyzed for a 25 -year storm event per the requirements of the
Hydrology Manual. A Rational Method Analysis was performed and the appropriate
calculations are provided herein.
4. Drainage improvements were sized for a 25 -year storm.
5. The project is located in the southwest portion of the County, therefore a Slope of
Intensity Duration is 0.60 per page D-6 of the Hydrology Manual.
6. The Hydrology Map attached at the rear of this study is made a part of the study.
7. Site has a Condominium Land Use.
8. Antecedent Moisture Condition H (AMC 11) per page C-9 of the Hydrology Manual
for 25 -year storm and AMC111 for 100 -year storm.
9. Parkway culverts are proposed for discharge of on-site drainage into adjacent public
streets.
HYDROLOGY STUDY
25 -YEAR ANALYSIS
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-96 Advanced Engineering Software (aes)
_a Ver. 6.1 Release Date: 01/01/96 License ID 1429
Analysis prepared by:
THE SP CONSULTING GROUP
8175 EAST KAISER BOULEVARD
ANAHEIM, CALIFORNIA 92808
(714) 921-8472 FAX (714) 921-8471
************************** DESCRIPTION OF STUDY **************************
-� * 25 -YEAR HYDROLOGY ANALYSIS
*
* TRACT NO. 16205
*
- * CITY OF FONTANA
**************************************************************************
FILE NAME: 268-025.TOM
TIME/DATE OF STUDY: 1: 1 2/ 5/2004
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
-----------------
--*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .01
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.000
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.500
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.1755
SLOPE OF INTENSITY DURATION CURVE = .6000
*ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
_____ ----------------- ------
1 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = .00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = .0 (FT*FT/S)
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2.1
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00
ELEVATION DATA: UPSTREAM(FEET) = 45.90 DOWNSTREAM(FEET) = 45.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.158
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.063
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A .92 .98 .35 32 12.16
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .35
SUBAREA RUNOFF(CFS) = 2.25
TOTAL AREA(ACRES) _ .92 PEAK FLOW RATE(CFS) = 2.25
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2.1
---------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR•INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 47.50 DOWNSTREAM(FEET) = 44.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
9.375
* 25 YEAR RAINFALL INTENSITY(INCH/HR) =
3.580
SUBAREA Tc AND LOSS RATE
DATA(AMC II):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
CONDOMINIUMS
A .36
.98
.35 32 9.38
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR) _
.98
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= .35
SUBAREA RUNOFF(CFS) =
1.05
TOTAL AREA(ACRES) _ .36 PEAK FLOW RATE(CFS) _
k
1.05
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 2.1
----------------------------------------------------------------------------
�. » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
' INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00
ELEVATION DATA: UPSTREAM(FEET) = 49.60 DOWNSTREAM(FEET) = 44.80
xe
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.142
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.415
SUBAREA Tc AND LOSS RATE DATA(AMC II):
- DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A .92 .98 .35 32 10.14
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .35
SUBAREA RUNOFF(CFS) = 2.55
�. TOTAL AREA(ACRES) _ .92 PEAK FLOW RATE(CFS) = 2.55
****************************************************************************
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 9
----------------------------------------------------------------------------
"' >> >>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM NODE ELEVATION(FEET) = 44.80
DOWNSTREAM NODE ELEVATION(FEET) = 42.60
CHANNEL LENGTH THRU SUBAREA(FEET) = 385.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) _ .160
PAVEMENT LIP(FEET) _ .030 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) _ .02000
MAXIMUM DEPTH(FEET) _ .50
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.896
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A .79 .98 .35 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .35
-• TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.45
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.00
AVERAGE FLOW DEPTH(FEET) _ .33 FLOOD WIDTH(FEET) = 16.99
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.21 Tc(MIN.) = 13.35
4 SUBAREA AREA(ACRES) _ .79 SUBAREA RUNOFF(CFS) = 1.82
EFFECTIVE AREA(ACRES) = 1.71 AREA -AVERAGED Fm(INCH/HR) _ .34
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .35
, TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 3.93
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) _ .34 FLOOD WIDTH(FEET) = 18.20
FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC) _ .69
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE =
2.1
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
» >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 165.00
ELEVATION DATA: UPSTREAM(FEET) = 47.50 DOWNSTREAM(FEET) =
42.80
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.654
„. * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.850
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN (MIN.)
CONDOMINIUMS A .14 .98 .35
32 5.65
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .35
SUBAREA RUNOFF(CFS) _ .57
TOTAL AREA(ACRES) _ .14 PEAK FLOW RATE(CFS) _ .57
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) _ .14 TC(MIN.) = 5.65
EFFECTIVE AREA(ACRES) _ .14 AREA -AVERAGED Fm(INCH/HR)=
.34
' AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .35
PEAK FLOW RATE(CFS) _ .57
------------------------------------------------------
-------------------------------
END OF RATIONAL METHOD ANALYSIS
HYDRAULIC ANALYSIS
Parkway Culvert Design
C and V Consulting, Inc. I Calculation Sheet
Prepared By:
Thomas A. Petersen, RE
len► elY-w (,ULtih: F -T 'A
Date: 2/04404 -
Page 1 of I
i {� = D.o►3
�j7 Gs p, OZO
L16 e45
�=
' �Wb'5 �kQe00k' V+
li QK
Z
(2.3) o,013))
4.0-7
I7/6 = 0.27
` 0,33
`— ` � 2 � t�• � ZS � �-(AUL. G il`t �t
r'A R Y -WA ( (,ULV1E2T
C
— 0.3
u5C Z —o,•
Gv Vy vz'�
PaQ►:w AY LUO/E �--i ' G'
0,33
��b ' �►"I b =
o, r7 4 j 1,54x 1.2y = Z.¢3 �c��
I
i fA lei AEk i rig
-38 HANDBOOK OF HYDRAULICS
r ,
U w. Table 7-10. Values of K in Formula Q = n Dlis% for
Trapezoidal Channels
D - depth of water b e bottom width of channel
D
Side elopes of channel, ratio of horizontal to vertical
b
Ver-
y_1
1-1
l j-1
2-1
2;4-1
3-1
4-1
tical
5.04
5.52
6.47
146.7 147.2
147.6
148.0
2.85
148.3 148.8
149.2
149.5
4.55
149.9
.01
150.5
.02
72.4•
72.9
73.4
73.7
740
74.5
74.9
75.3
75.6
76.3
.03
47.6
48.2
48.6
49.0
49.3
49.8
50.2
50.6
50.9
51.6
.04
35.3
35.8
36.3
36.6
36.9
37.4
37.8
38.2
38.6
39.3
.05
27.9
28.4
28.9
29.2
29.L
30.0
30.5
30.9
31.2
32.0
.06
23.0
23.5
23.9
24.3
24.6
25.1
25.5
26.0
26.3
27.1
.07
19.5
20.0
20.4
20.8
21.1
21.6
22.0
22.4
22.8
23.6
.08
16.8
17.3
17.8
18.1
18.4
18.9
19.4
19.8
20.2
21.0
.09
14.8
15.3
15.7
16.1
16.4
16.9
17.4
17.8
18.2
19.0
.10
13.2
13.7
14.1
14.4
14.8
15.3
15.7
16.2
16.6
17,4
.1111.83
2.66
12.33
12.76
13.11
13.42
13.9
14.4
14.9
15.3
16.1
12
10.73
11.23
11.85
12.00
12.31
12.6
13.3
13.8
14.2
15.0
.13
9.80
10.29
10.71
11.06
11.37
11.9
12.4
12.8
13.3
14.1
.14
9.00
9.49
9.91
10.26
10.57
11.1
11.6
12.0
12.5
13.4
15
8.32
B.80
9.22
9.67
9.88
10.4
10.9
1104
11.8
12.7
.16
7.72
8.20
8.61
8.96
9.27
9.81
10.29
10.75
11.20
12.1
.17
7.19
7.67
8.08
8.43
8.74
9.28
9.77
10.23
10.68
11.6
.18
6.7d
7.20
7.61
7.96
8.27
8.81
9.30
9.76
10.21
11.1
.19
6.31
6.78
7.19
7.54
7.85
8.39
8.88
9.34
9.80
10.7
.20
5.94
6.40
6.81
7.16
7.47
8.01
8.50
8.97
9.43
10.3
.21
5.60
6.06
6.47
6.82
7.12
7.67
8.16
8.63
9.09
10.GC
.22
5.30
5.76
6.16
6.51
6.82
7.36
7.86
8.33
8.79
9.7
.23
5.02
5.48
5.87
6.22
6.53
7.08
7.58
8.05
8.51
9.43
.24
4.77
5.22
5.62
5.96
6.27
8.82
7.32
7.79
8.26
1
.25
4.54
4.98
5.38
5.73
6.04
6.58
7.08
7.56
8.03
1174
.26
4.32
4.77
5.16
5.61
5.82
6.37
6.87
7.35
7.81
.27
4.13
4.57
4.96
5.31
5.62
6.17
6.67
7.15
7.62
8.54
.28
3.95
4.38
4.77
5.12
5.43
5.98
6.48
6.96
7.43
8.3
.29
3.78
4.21
4.60
4.95
5.25
5.81
6.31
6.79
7.26
8.1
.30
3.62
4.05
4.44
4.78
5.09
5.64
6.15
6.63
7.10
8.04
.31
3.48
3.90
4.29
4.63
4.94
5.49
6.00
8.48
6.96
7.8
32
3.34
3.77
4.15
4.49
4.80
5.35
6.86
6.34
6.82
7.7
.33
3.21
3.64
4.02
4.36
4.67
5.22
5.73
6.21
8.89
7.82
34
3.09
3.51
3.89
4.23
4.54
5.10
5.60
6.09
6.56
7.5
.35
2.98
3.40
3.78
4.12
4.43
4.98
5.49
5.97
6.45
7.3
.36
2.88
3.29
3.67
4.01
4.31
4.87
5.38
5.86
6.34
7.2
.37
2.78
3.19
3.57
3.90
4.21
4.76
5.27
5.76
6.24
7.1
38
2.88
3.09
3.47
3.81
4.11
0.67
5.17
5.66
6.14
7.0
.39
2.59
3.00
3.38
3.71
4.02
4.57
5.08
5.57
6.05
6.9
.40
2.51
2.92
3.29
3.62
3.93
4.48
4.99
5.48
5.96
6.91
41
2.43
2.83
3.20
3.54
3.85
4.40
4.91
5.40
5.88
8.83
2.36
2.76
3.13
3.48
3.77
4.32
4.83
5.32
5.80
6.7
.42
2.29
2.68
3.05
3.38
3.89
4.24
4.76
5.25
5.73
6.67
.43
2.22
2.61
2.98
3.31
3.62
4.17
4.68
5.17
5.66
6.6
.44
.45
2.15
2.55
2.91
3.29
3.55
4.10
4.61
5.11
5.59
8.
11
STEADY UNIFORM FLOW IN OPEN CHANNELS 7-39
Table 7-10. Values of K in Formula Q = n D%s5i for
Trapezoidal Channels (Continued)
D e depth of water b m bottom width of channel
Side elopes of channel, ratio of horizontal to vertical
D_
b
teal
135-1
2-1
2;j-1
3-1
4-1
5.04
5.52
6.47
46
2.09
2.48
2.85
3.18
3.48
4.04
4.55
.47
2.03
2.42
2.78
3.12
3.42
3.97
4.49
4.98
5.46
6.41
.48
1.98
2.36
2.72
3.06
3.36
3.91
4.43
4,92
5.40
6.35
1.92
2.31
2.67
3.00
3.30
3.85
4.37
4.86
5.34
6.29
.49
.50
1.87
2.2'
2.61
2.94
3.25
3.80
4.31
4.81
5.29
6.24
.51
1.82
2.20
2.56
2.89
3.19
3.75
4.26
4.75
5.24
6.19
1.78
2.16
2.51
2.84
3.14
3.70
4.21
4.70
5.19
6.14
.52
1.73
2.11
2.46
2.79
3.09
3.65
4.16
4.65
5.14
6.09
.53
.54
1.69
2.06
2.42
2.74
3.05
3.60
4.11
4.61
5.09
6.04
.55
1.65
2.02
2.37
2.70
3.00
3.55
4.07
4.56
5.05
6.00
1.61
1.98
2.33
2.66
2.96
3.51
4.02
4.52
5.00
5.96
.56
.57
1.57
1.94
2.29
2.61
2.92
3.47
3.98
4.48
4.96
5.92
581.53
1,90
2.25
2.57
2.87
3.43
3.94
4.44
4.92
5.88
1.50
1.86
2.21
2.53
2.84
3.39
3.90
4.40
4.88
5.84
.59
.60
1.46
1.83
2.17
2.50
2.80
3.35
3.86
4.36
4.84
5.80
.61
1.43
1.79
2.14
2.46
2.76
3.31
3.83
4.32
4.81
5.76
62
1.40
1.76
2.10
2.43
2.73
3.28
3.79
4.29
4.77
5.73
1.37
1.73
2.07
2.39
2.69
3.24
3.76
4.25
4.74
5.70
.63
64
1.34
1.70
2.04
2.36
2.66
3.21
3.73
4.22
4.71
5.66
.65
1.31
1.67
2.01
2.33
2.63
3.18
3.69
4.19
4.68
5.63
66
1.28
1.64
1.98
2.30
2.60
3.15
3.66
4.16
4.64
5.60
1.26
1.61
1.95
2.27
2.57
3.12
3.63
4.13
4.61
5.57
.67
1.23
1.58
1.92
2.24
2.54
3.09
3.60
4.10
4.59
5.54
.68
1.21
1.56
1.89
2.21
2.51
3.06
3.58
4.07
4.56
5.51
.69
.70
1.18
1.53
1.87
2.19
2.48
3.03
3.55
4.04
4.53
5.49
71
1.16
1.61
1.84
2.16
2.46
3.01
3.52
402
4.50
5.46
1.14
1.48
1.82
2.13
2.43
2.98
3.50
3.99
4.48
5.44
.72
1.12
1.46
1.79
2.11
2.41
2.96
3.47
3.97
4.45
5.41
.73
1.10
1.44
1.77
2.09
2.38
2.93
3.45
3.94
4.43
5.39
.74
.75
1.08
1.41
1.75
2.06
2.36
2.91
3.42
3.92
4.41
5.36
1.056
1.39
1.73
2.04
2.33
2.88
3.40
3.90
4.38
5.34
.76
77
1.037
1.37
1.70
1.68
2.02
2.00
2.31
2.29
2.86
2.84
3.38
3.35
3.87
3.85
4.36
4.34
5.32
5.30
.78
1.018
1.000
1.35
1.33
1.66
1.97
2.27
2.82
3.33
3.83
4.32
5.28 ,
.79
.80
.982
1.31
1.64
1.95
2.25
2.80
3.31
3.81
4.30
5.26
.81
.965
1.30
1.62
1.93
2.23
2.21
2.78
2.76
3.29
3.27
3.79
3.77
4.28
4.26
5.24
5.22
.82
83
.949
1.28
1.26
1.60
1.69
1.92
1.90
2.19
2.74
3.25
3.75
4.24
5.20
.933
1.24
1.57
1.88
2.17
2.72
3.23
3.73
4.22
5.18
.84
.85
.917
.902
1.23
1.55
1.86
2.15
2.70
3.22
3.71
4.20
5.16
.86
.887
1.21
1.20
1.53
1.52
1.84
1.83
2.14
2.12
2.68
2.67
3.20
3.18
3.70
3.68
4.18
4.17
5.14
6.12
.87
.88
.872
.858
1.18
1.50
1.81
2.10
2.09
2.65
2.03
3.16
3.15
3.66
3.64
4.15
4.13
5.11
5.09
.89
90
.844
.831
1.17
1.15
1.49
1.47
1.79
1.78
2.07
2.82
3.13
3.63
4.12
5.08
CATCH BASIN DESIGN
C & V Consulting, Inc.
One Technology, Suite B-109
Irvine, California 92618
Catch Basin Calculation Sheet
Prepared By:
Thomas A. Petersen, P.E. Date:
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C & V Consulting, Inc.
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Thomas A. Petersen, P.E. Date:
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One Technology, Suite B-109
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CATCH BASIN AND PIPE SIZE ANALYSIS
MAP
HYDROLOGY MAP