HomeMy WebLinkAboutHydrologyStormDrain(Aug.1996)
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e TABLE OF CONTENTS
PAGE NO.
t INTRODUCTION ......................................................................................... I
II. HYDROLOGY ........................................................................................ 2
III. PROPOSED MAINLINE STORM DRAIN FACILITIES ............................. 3
IV. CATCH BASIN DESIGN ............................................................................ 4
V. STORM DRAIN DESIGN ............................................................................ 5
EXHIBITS
"A" LOCATION MAP
"8" SOILS MAP
"C" STORM DRAIN LOCATION
. APPENDIX
UAIt
10 -AND 100- YEAR HYDROLOGY (RATIONAL METHOD)
LINE "A" - 100 YEAR
LINE "8" - I 00 YEAR
LINE "C" - 1 00 YEAR
LINE "A" - 10 YEAR
6
22
28A
29
43
49A
LINE "8" - 10 YEAR
LINE "C" - 10 YEAR
UB"
HYDROLOGY MAP
CATCH BASIN DESIGN CALCULATIONS AND
GUTTER CAPACITY ANALYSIS ..........................................................
STORM DRAIN HYDRAULICS ANALYSIS
50
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1. INTRODUCTION
This report includes the hydrology and hydraulics calculations performed for the design of onsite
drainage facilities for Tract No. 24184 of Paloma Del Sol East, consisting ofsingIe family
residential development in the City of Temecula, California. The owner/developer is Newland
Capital.
The development site is located east ofInterstate Route 15 and north of Highway 79, as shown
on Exhibit" A". The project area is generally bound by Meadows Parkway to the west, De
Portola Road to the south, Campanula Way to the east and Leena Way to the north.
The data provided in this report was used as a basis for the design of street and storm drain
improvements. The primary objectives of this report are as follows:
1. Delineate the drainage areas tributary to the onsite and off site catch basins in Tract No.
24184.
2.
Based on drainage patterns, ground slope, land use, and soil type and using the Rational
Method as contained in the Riverside County Flood Control And Water Conservation
District's Hydrology Manual, perform a hydrologic analysis of onsite runoff to provide 10-
and 100-year design flows for the sizing of drainage facilities.
3. Based on the hydrologic results and physical site requirements, design the catch basins and
storm drain laterals to convey the computed design discharges.
Drainage from off site the project is conveyed in a pipe system along Campanula Way from Tract
No. 24186 at the east tract boundary. On-site drainage is conveyed in a pipe system in De Portola
Road to the pipe in Campanula Way. The pipe system in Campanula Way continues south to
Meadows Parkway and State Highway 79 to tie into Line "W" constructed by A.D. 159.
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San Diego Co.
rn
REGIONAL MAP
EXHIBIT A 3
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II. HYDROLOGY
In-Tract Hvdrology
Hydrologic calculations were performed using the Riverside County Rational Method from
RCFC & WCD Hydrology Manual dated April 1978. The 10- and 100-year design
discharge at each storm drain inlet was computed by generating a hydrologic "link-node"
model which divides the area into drainage subareas, each tributary to a concentration point
or hydrologic "mode" point determined by the proposed street layout. The computer results
are included in Appendix "A". The following assumptions/guidelines were applied for use
of the Rational Method: .
1. The soils map frorn the Riverside County Hydrology Manual indicates that the study
area is primarily Group "B" and "C" soils. Soil type "C' was used in the hydrologic
calculations. Soils ratings are based on a scale of A through D, where D is the least
pervious, providing the greatest storm runoff. The soils map, excerpted from the
Hydrology Manual, is included as Exhibit "B".
The runoff coefficients specified are: "1/4-acre residential lots", open space
recreation, condominium and commercial; to describe the proposed development
characteristics. Condominium land use is used for residential single family
residential lots with approximately 4500 Sq.Ft. lot size to represent a realistic runoff
for the proposed density.
2.
3. Initial subareas were drawn to be less than 100acres in size and less than 1,000 feet
in length per County guidelines.
4. Pipe travel times were computed based on preliminary computer-estimated pipe
sizes. A minimum pipe size of 18-inches were specified, and 90 percent of the actual
pipe slope was assumed available for the pipe friction losses.
5. Standard intensity-duration curve data was taken from the County Hydrology Manual
(values apply for Murrieta-Temecula and Rancho California areas). For the 100-
year analysis, the data specifies a lao-year 10-minute rainfall intensity of 3.46
inches/hour and a 100-year 60-minute rainfall intensity of 1.4d'inches/hour. For the
10-year analysis, the data specifies a 100year 10-minute rainfall intensity of 2.36
inches/hour and a 100year 60-minute rainfall intensity of 0.88 inches/hour.
The resulting 10- and 1000year discharges at proposed catch basin locations are flagged on
the Rational Method computer summar)', Appendix "A", and on the Hydrology Map,
Appendix "8". Normal flow depths for street sections were estimated using the Los Angeles
County Flood Control Street Flow charts. Appendix "C".
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ill. PROPOSED MAINLINE STORM DRAIN FACILITIES
The proposed mainline facilities are described as follows (see Exhibit "C"):
. Line "A" - beginning at the storm drain pipeline in Campanula Way and extending
upstream along De Portola Road to Dives Way; then upstream to the intersection of Dives
Way and Favara Drive.
. Line "B" - beginning at the intersection ofCampanula Way and De Portola Road,
where it ties into the storm drain in Tract 24182, and extending north along Campanula
Way to the intersection ofCampanula Way and Leena Way, where it will continue into
Tract 24186.
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n 24186
TT 24185
--
o Storm Drain Pipe Alignment
8 Direction of flow
I @ I Pipe Indentification
EXHIBIT "CO
m=--
1200'
PALOMA DEL SOL, EAST
Tract 24184
Storm Drain Schematic
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IV. CATCH BASIN DESIGN
Catch basins, shown on the Hydrology Map, have been designed to collect storm runoff from
Tract 24184. Catch basins placed in "sump" conditions are sized to accept 100% of the 100 year
design discharge according to County guidelines. Any discharge not picked up by on-grade
basins was added to the next downstream basin design discharge.
Street depths and catch basin design capacities were estimated using Los Angeles City and
County Flood Control guidelines and charts.
A secondary outlet was provided at all sump locations to preclude any flooding of building pads.
Detailed catch basin, street capacity, and gutter capacity design calculations are included in
Appendix "C".
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V. STORM DRAIN DESIGN
The results from the Rational Method hydrology and catch basin design were used to prepare a
steady-state hydraulic analysis of the storm drain system under the predicted 100-year and 10-year
flow conditions.
The computer program "Water Surface Pressure Gradient" (WSPG), published by the Los
Angeles County Flood Control District (LACFCD), capable of analyzing systems of pipes under
partial, full or pressure flow conditions, was used for design.
The WSPG output listings are contained in Technical Appendix "D". The hydraulics were
calculated using Manning's n value of 0.013 for RCP or 0.014 for CIPP where the alternative is
proposed. The hydraulic grade line is plotted on the plans.
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100 YEAR
HYDROLOGY
(RATIONAL METHOD)
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****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-90 Advanced Engineering Software (aes)
Ver. 5.8A Release Date: 8/28/90 Serial # 8198
Analysis prepared by:
KEITH INTERNATIONAL, INC. - INLAND EMPIRE
22690 CACTUS AVENUE, SUITE 300
MORENO VALLEY, CA 92507
(909) 653-0234 FAX (909) 653-5308
************************** DESCRIPTION OF STUDY **************************
* PALOMA DEL SOL *
* TRACT 24184 - STORM DRAIN - LINE "A" *
* 100 YEAR HYDROLOGY *
**************************************************************************
FILE NAME: 24184A.DAT
TIME/DATE OF STUDY: 19: 0
2/ 3/1997
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT (YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE
10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) =
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) =
100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR)
100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR)
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE =
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE =
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 I-HOUR INTENSITY (INCH/HOUR) = 1.4000
SLOPE OF INTENSITY DURATION CURVE = .5271
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
FOR FRICTION
2.360
.880
3.600
1. 400
.5505732
.5271139
.90
SLOPE =
****************************************************************************
FLOW PROCESS FROM NODE
.10 TO NODE
421.00 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-2"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 875.00
UPSTREAM ELEVATION = 1205.00
DOWNSTREAM ELEVATION = 1194.60
ELEVATION DIFFERENCE = 10.40
TC = .359*[( 875.00**3)/( 10.40)J**.2
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR)
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) = 11.94
TOTAL AREA(ACRES) = 4.50
13.096
3.123
.8493
TOTAL RUNOFF (CFS) =
11.94
~
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FLOW PROCESS FROM NODE
421.00 TO NODE
422.00 IS CODE =
****************************************************************************
6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1194.60
890.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1167.90
============================================================================
AREA "D0-3"
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00
INTERIOR STREET CROSS FALL (DECIMAL) = .017
OUTSIDE STREET CROSS FALL (DECIMAL) .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = 18.30
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .38
HALFSTREET FLOODWIDTH(FEET) = 14.80
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62
PRODUCT OF DEPTH&VELOCITY = 1.76
STREET FLOW TRAVELTIME (MIN) = 3.21 TC(MIN) = 16.31
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.782
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8442
SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) 12.68
SUMMED AREA (ACRES) = 9.90 TOTAL RUNOFF (CFS) = 24.62
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) 17.11
FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY = 1.99
FLOW PROCESS FROM NODE
421. 00 TO NODE
422.00 IS CODE =
****************************************************************************
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.31
RAINFALL INTENSITY(INCH/HR) = 2.78
TOTAL STREAM AREA (ACRES) = 9. 90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.62
FLOW PROCESS FROM NODE
422.20 TO NODE
422.00 IS CODE =
****************************************************************************
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
AREA "D0-4"
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 900.00
UPSTREAM ELEVATION = 1200.00
DOWNSTREAM ELEVATION = 1167.90
ELEVATION DIFFERENCE = 32.10
TC = .359*[( 900.00**3)/( 32.10)J**.2 = 10.631
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.486
7
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SOIL CLASSIFICATION IS tiC"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8538
SUBAREA RUNOFF(CFS) 13.39
TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) =
13.39
****************************************************************************
FLOW PROCESS FROM NODE
422.20 TO NODE
422.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 10.63
RAINFALL INTENSITY (INCH/HR) = 3.49
TOTAL STREAM AREA(ACRES) = 4.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.39
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 29.44 10.63 3.486
2 35.30 16.31 2.782
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
35.30
14.40
16.31
AS FOLLOWS:
Tc (MIN.) =
****************************************************************************
FLOW PROCESS FROM NODE
422.00 TO NODE
422.10 IS CODE =
6
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "DD-S"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1167.90
360.00
= 20.00
1162.60
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00
INTERIOR STREET CROSS FALL (DECIMAL) = .017
OUTSIDE STREET CROSS FALL (DECIMAL) = .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2
""TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 36.87
"""STREET FLOWING FULL"""
STREETFLOW MODEL RESULTS:
NOTE: STREET FLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOWDEPTH(FEET) = .52
HALFSTREET FLOODWIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.10
PRODUCT OF DEPTH&VELOCITY = 2.13
STREET FLOW TRAVELTIME(MIN) = 1.46 TC(MIN) = 17.77
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100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.659
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8421
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.13
SUMMED AREA(ACRES) = 15.80 TOTAL RUNOFF(CFS) 38.44
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .52 HALFSTREET FLOODWIDTH(FEET) 20.00
FLOW VELOCITY(FEET/SEC.) = 4.27 DEPTH*VELOCITY = 2.22
****************************************************************************
FLOW PROCESS FROM NODE
422.00 TO NODE
1
422.10 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.77
RAINFALL INTENSITY(INCH/HR) = 2.66
TOTAL STREAM AREA(ACRES) = 15.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.44
****************************************************************************
FLOW PROCESS FROM NODE
423.20 TO NODE
2
422.10 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-6"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1188.60
DOWNSTREAM ELEVATION = 1162.60
ELEVATION DIFFERENCE = 26.00
TC = .359*(( 700.00**3)/( 26.00))**.2 = 9.537
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.691
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8560
SUBAREA RUNOFF(CFS) 11.37
TOTAL AREA (ACRES) = 3.60 TOTAL RUNOFF(CFS) =
11.37
****************************************************************************
FLOW PROCESS FROM NODE
423.20 TO NODE
1
422.10 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.54
RAINFALL INTENSITY (INCH/HR) = 3.69
TOTAL STREAM AREA(ACRES) = 3.60
PEAK FLOW RATE (CFS) AT CONFLUENCE = 11.37
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME
INTENSITY
1
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NUMBER
1
2
(CFS)
32.00
46.63
(MIN.)
9.54
17.77
(INCH/HOUR)
3.691
2.659
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 46.63
19.40
17.77
AS FOLLOWS:
Tc (MIN.) =
****************************************************************************
FLOW PROCESS FROM NODE
422.10 TO NODE
423.00 IS CODE =
6
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "00-5.1"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1162.60
70.00
= 20.00
1161. 90
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK
INTERIOR STREET CROSS FALL (DECIMAL) .017
OUTSIDE STREET CROSS FALL (DECIMAL) .017
18.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 47.08
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS:
NOTE: STREETFLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOWDEPTH(FEET) = .58
HALFSTREET FLOODWIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.15
PRODUCT OF DEPTH&VELOCITY = 2.40
STREET FLOW TRAVELTIME (MIN) = .28 TC(MIN) = 18.05
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR)
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8417
SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS)
SUMMED AREA (ACRES) = 19.80 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .58 HALFSTREET FLOODWIDTH(FEET) = 20.00
FLOW VELOCITY(FEET/SEC.) = 4.19 DEPTH*VELOCITY = 2.42
C.B.'s "A.4" & "A-7"
FLOWS INTERCEPTED = 21.3+21.3 = 42.6 CFS
(AREA = 17.7 ACRES)
FLOWS FLOWBY = 5.0 CFS TO NODES 425.2 & 425.1
(2.5 CFS, 1.05 AC. PER EACH C.B.)
2.637
.89
47.52
****************************************************************************
FLOW PROCESS FROM NODE
423.00 TO NODE
7
425.00 IS CODE =
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 18.05 RAIN INTENSITY(INCH/HOUR) = 2.64
TOTAL AREA(ACRES) = 17.70 TOTAL RUNOFF(CFS) = 42.60
TOTAL FLOWS INTERCEPTED BY C.B. 's "A-4" & "A-7"
10
\6
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.
****************************************************************************
FLOW PROCESS FROM NODE
423.00 TO NODE
425.00 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.2
UPSTREAM NODE ELEVATION = 1153.10
DOWNSTREAM NODE ELEVATION = 1150.80
FLOWLENGTH(FEET) = 120.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 42.60
TRAVEL TlME(MIN.) = .16 TC(MIN.) = 18.21
****************************************************************************
FLOW PROCESS FROM NODE
423.00 TO NODE
425.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE
.10 TO NODE
424.00 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-7.s"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 900.00
UPSTREAM ELEVATION = 1205.00
DOWNSTREAM ELEVATION = 1184.30
ELEVATION DIFFERENCE = 20.70
TC = .359*[( 900.00**3)/( 20.70)]**.2 =
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =
SUBAREA RUNOFF(CFS) = 13.04
TOTAL AREA(ACRES) = 4.60
11. 606
3.328
.8520
13.04
TOTAL RUNOFF (CFS) =
****************************************************************************
FLOW PROCESS FROM NODE
.10 TO NODE
424.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.61
RAINFALL INTENSITY (INCH/HR) = 3.33
TOTAL STREAM AREA(ACRES) = 4.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.04
****************************************************************************
FLOW PROCESS FROM NODE
.20 TO NODE
424.00 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-9"
============================================================================
II
\'"
.
.
.
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 900.00
UPSTREAM ELEVATION = 1202.00
DOWNSTREAM ELEVATION = 1184.00
ELEVATION DIFFERENCE = 18.00
TC = .709*[( 900.00**3)/( 18.00)]**.2 23.571
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.291
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7134
SUBAREA RUNOFF(CFS) 2.78
TOTAL AREA (ACRES) = 1.70 TOTAL RUNOFF(CFS)
2.78
****************************************************************************
FLOW PROCESS FROM NODE
.20 TO NODE
424.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 23.57
RAINFALL INTENSITY(INCH/HR) = 2.29
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.78
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 14.41 11. 61 3.328
2 11. 76 23.57 2.291
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
14.41
6.30
AS FOLLOWS:
Tc(MIN.) =
11. 61
****************************************************************************
FLOW PROCESS FROM NODE
424.00 TO NODE
425.70 IS CODE =
6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "DD-B"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1184.30
550.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1163.20
DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00
INTERIOR STREET CROSS FALL (DECIMAL) = .017
OUTSIDE STREET CROSSFALL(DEClMAL) .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS)
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .38
HALFSTREET FLOODWIDTH(FEET) = 14.80
18.70
12.
\\.
.
.
e
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.72
PRODUCT OF DEPTH&VELOCITY = 1.80
STREET FLOW TRAVELTlME(MIN) = 1.94 TC(MIN) 13.55
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.067
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8485
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) 8.59
SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) 23.00
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95
FLOW VELOCITY(FEET/SEC.) = 5.03 DEPTH*VELOCITY = 2.02
****************************************************************************
FLOW PROCESS FROM NODE
424.00 TO NODE
425.70 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.55
RAINFALL INTENSITY (INCH/HR) = 3.07
TOTAL STREAM AREA(ACRES) = 9.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.00
****************************************************************************
FLOW PROCESS FROM NODE
425.90 TO NODE
425.70 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-8.S"
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 760.00
UPSTREAM ELEVATION = 1171.30
DOWNSTREAM ELEVATION = 1163.20
ELEVATION DIFFERENCE = 8.10
TC = .359*[( 760.00**3)/( 8.10)]**.2
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) = 15.95
TOTAL AREA(ACRES) = 5.90
12.651
3.180
.8501
TOTAL RUNOFF(CFS) =
15.95
*****.**********************************************************************
FLOW PROCESS FROM NODE
425.90 TO NODE
425.70 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 12.65
RAINFALL INTENSITY (INCH/HR) = 3.18
TOTAL STREAM AREA(ACRES) = 5.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.95
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
/3
\%
.
.
.
CONFLUENCE FORMULA USED FOR 2 STREAMS.
* * PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME
NUMBER (CFS) (MIN. )
1 37.43 12.65
2 38.39 13.55
INTENSITY
( INCH/ HOUR)
3.180
3.068
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 38.39
15.50
AS FOLLOWS:
Tc (MIN.) =
13.55
****************************************************************************
FLOW PROCESS FROM NODE
425.70 TO NODE
6
425.80 IS CODE =
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "DO-S.6"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1163.20
140.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1161.60
DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK
INTERIOR STREET CROSS FALL (DECIMAL) = .017
OUTSIDE STREET CROSSFALL(DECIMAL) .017
18.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 39.02
***STREET FLOWING FULL**."
STREET FLOW MODEL RESULTS:
NOTE: STREET FLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOWDEPTH(FEET) = .54
HALFSTREET FLOODWIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.99
PRODUCT OF DEPTH&VELOCITY = 2.15
STREET FLOW TRAVELTlME(MIN) = .58 TC(MIN) = 14.13
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.000
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8476
SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 16.00 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.00
FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH*VELOCITY = 2.19
C.B.'s "A-S" & "A-5"
FLOWS INTERCEPTED = 15.S+19.S = 35.6 CFS
(AREA = 14.3 ACRES)
FLOWS FLOWBY= 4.1 CFS TO NODE 425.2
(AREA = 1.7 ACRES)
1.27
39.66
****************************************************************************
FLOW PROCESS FROM NODE
425.80 TO NODE
7
425.00 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================
14-
\\
.
.
.
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 14.13 RAIN INTENSITY (INCH/HOUR) = 3.00
TOTAL AREA(ACRES) = 14.30 TOTAL RUNOFF (CFS) = 35.60
TOTAL FLOWS INTERCEPTED BY C.B.:S "A-S" & "A-S"
****************************************************************************
FLOW PROCESS FROM NODE
425.80 TO NODE
425.00 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.7
UPSTREAM NODE ELEVATION = 1153.70
DOWNSTREAM NODE ELEVATION = 1150.80
FLOWLENGTH(FEET) = 120.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) 35.60
TRAVEL TlME(MIN.) = .16 TC(MIN.) = 14.29
****************************************************************************
FLOW PROCESS FROM NODE
425.80 TO NODE
425.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE
.30 TO NODE
425.20 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-10"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 500.00
UPSTREAM ELEVATION = 1186.00
DOWNSTREAM ELEVATION = 1160.80
ELEVATION DIFFERENCE = 25.20
TC = .709*[( 500.00**3)/( 25.20)]**.2 =
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7441
SUBAREA RUNOFF(CFS) 2.77
TOTAL AREA (ACRES) = 1.30
15.488
2.859
2.77
TOTAL RUNOFF(CFS) =
****************************************************************************
FLOW PROCESS FROM NODE
.30 TO NODE
425.20 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.49
RAINFALL INTENSITY (INCH/HR) = 2.86
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.77
15
1R
.
.
.
****************************************************************************
FLOW PROCESS FROM NODE
423.00 TO NODE
7
425.20 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 18.05 RAIN INTENSITY(INCH/HOUR) = 2.64
TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFFICFS) = 2.50
FLOWS FLOWBY FROM C.B. "A-T"
****************************************************************************
FLOW PROCESS FROM NODE
423.00 TO NODE
1
425.20 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 18.05
RAINFALL INTENSITY(INCH/HR) = 2.64
TOTAL STREAM AREA(ACRES) = 1.05
PEAK FLOW RATEICFS) AT CONFLUENCE = 2.50
****************************************************************************
FLOW PROCESS FROM NODE
425.80 TO NODE
7
425.20 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TCIMIN) = 14.13 RAIN INTENSITY lINCH/HOUR) = 3.00
TOTAL AREA (ACRES) = 1.70 TOTAL RUNOFFICFS) = 4.10
FLOWS FLOWBY FROM C.B. "A-S"
****************************************************************************
FLOW PROCESS FROM NODE
425.80 TO NODE
1
425.20 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATIONIMIN.) = 14.13
RAINFALL INTENSITYIINCH/HR) = 3.00
TOTAL STREAM AREA(ACRES) = 1. 70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER ICFS) (MIN.) (INCH/HOUR)
1 8.58 14.13 3.000
2 8.82 15.49 2.859
3 8.65 18.05 2.637
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 8.58
4.05
AS FOLLOWS:
Tc IMIN.) =
14.13
C.B. "A.B"
lIP
~\
.
.
.
****************************************************************************
FLOW PROCESS FROM NODE
423.00 TO NODE
425.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
* * PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 41. 63 14.13 3.000
2 50.10 18.21 2.624
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
50.10
21. 75
18.21
AS FOLLOWS:
Tc (MIN.) =
****************************************************************************
FLOW PROCESS FROM NODE
425.80 TO NODE
425.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** PEAK
STREAM
NUMBER
1
2
TABLE **
TIME
(MIN. )
14.29
18.21
FLOW RATE
RUNOFF
(CFS)
74.90
81.43
INTENSITY
( INCH/HOUR)
2.983
2.624
COMPUTED CONFLUENCE
PEAK FLOW RATE (eFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 81. 43
36.05
AS FOLLOWS:
Tc (MIN.) =
18.21
****************************************************************************
FLOW PROCESS FROM NODE
425.00 TO NODE
3
425.10 IS CODE =
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 22.5
UPSTREAM NODE ELEVATION = 1150.80
DOWNSTREAM NODE ELEVATION = 1145.00
FLOWLENGTH(FEET) = 90.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) 30.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) 81.43
TRAVEL TIME(MIN.) = .07 TC(MIN.) 18.28
****************************************************************************
FLOW PROCESS FROM NODE
425.00 TO NODE
425.10 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 18.28
RAINFALL INTENSITY(INCH/HR) = 2.62
TOTAL STREAM AREA(ACRES) = 36.05
PEAK FLOW RATE (CFS) AT CONFLUENCE = 81.43
11
~'V
.
.
e
****************************************************************************
FLOW PROCESS FROM NODE
423.00 TO NODE
423.00 IS CODE =
7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 18.05 RAIN INTENSITY(INCH/HOUR) = 2.64
TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 2.50
FLOWS FLOWBY FROM C.B. "A-4"
****************************************************************************
FLOW PROCESS FROM NODE
423.00 TO NODE
425.10 IS CODE =
6
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "DD-7"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1161.90
190.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1156.00
DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00
INTERIOR STREET CROSS FALL (DECIMAL) = .017
OUTSIDE STREET CROSSFALL(DECIMAL) = .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 2.82
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .28
HALFSTREET FLOODWIDTH(FEET) = 9.02
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.48
PRODUCT OF DEPTH&VELOCITY = .99
STREET FLOW TRAVELTIME (MIN) = .91 TC(MIN) 18.96
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.569
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8404
SUBAREA AREA (ACRES) = .30 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 1.35 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .28 HALFSTREET FLOODWIDTH(FEET) =
FLOW VELOCITY (FEET/SEC.) = 3.87 DEPTH*VELOCITY =
.65
3.15
9.02
1.10
C.B. "A-3"
****************************************************************************
FLOW PROCESS FROM NODE
423.00 TO NODE
1
425.10 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 18.96
RAINFALL INTENSITY(INCH/HR) = 2.57
TOTAL STREAM AREA(ACRES) = 1.35
PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.15
****************************************************************************
FLOW PROCESS FROM NODE
90.00 TO NODE
425.10 IS CODE =
2
----------------------------------------------------------------------------
I'Z
7P
.
.
e
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-B.7"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 180.00
UPSTREAM ELEVATION = 1164.60
DOWNSTREAM ELEVATION = 1156.00
ELEVATION DIFFERENCE = 8.60
TC = .359*[( 180.00**3)/( 8.60)]**.2 = 5.267
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.047
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8666
SUBAREA RUNOFF(CFS) = 1.31
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = 1.31
C.B. "A.Z"
****************************************************************************
FLOW PROCESS FROM NODE
90.00 TO NODE
425.10 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 5.27
RAINFALL INTENSITY(INCH/HR) = 5.05
TOTAL STREAM AREA (ACRES) = .30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.31
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) ( INCH/ HOUR)
1 25.65 5.27 5.047
2 85.14 18.28 2.619
3 83.69 18.96 2.569
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 85.14
37.70
AS FOLLOWS:
Tc (MIN.) =
18.28
****************************************************************************
FLOW PROCESS FROM NODE
425.10 TO NODE
426.00 IS CODE =
3
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 14.7
UPSTREAM NODE ELEVATION = 1145.00
DOWNSTREAM NODE ELEVATION = 1132.00
FLOWLENGTH(FEET) = 620.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA (CFS) 85.14
TRAVEL TIME (MIN.) = .70 TC(MIN.) 18.98
1
I'
.
.
.
****************************************************************************
FLOW PROCESS FROM NODE
425.10 TO NODE
426.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.98
RAINFALL INTENSITY(INCH/HR) = 2.57
TOTAL STREAM AREA(ACRES) = 37.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.14
****************************************************************************
FLOW PROCESS FROM NODE
.03 TO NODE
2
426.00 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-ff.f"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNI FORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 450.00
UPSTREAM ELEVATION = 1154.00
DOWNSTREAM ELEVATION = 1147.00
ELEVATION DIFFERENCE = 7.00
TC = .303*[( 450.00**3)/( 7.00)J**.2
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS "c"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8884
SUBAREA RUNOFF (CFSl = 3.95
TOTAL AREA(ACRES) = 1.10
8.026
4.042
3.95
TOTAL RUNOFF (CFS) =
C.B. "A-f"
****************************************************************************
FLOW PROCESS FROM NODE
.03 TO NODE
1
426.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 8.03
RAINFALL INTENSITY (INCH/HR) = 4.04
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.95
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
* * PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 39.95 8.03 4.042
2 87.65 18.98 2.568
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS )
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 87.65
38.80
AS FOLLOWS:
Tc (MIN.) =
18.98
****************************************************************************
2,.0
~
e
.
e
****************************************************************************
FLOW PROCESS FROM NODE
426.00 TO NODE
3
450.00 IS CODE =
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.7 INCHES
PIPEFLOW VELOCITYIFEET/SEC.) = 11.3
UPSTREAM NODE ELEVATION = 1132.00
DOWNSTREAM NODE ELEVATION = 1128.00
FLOWLENGTH(FEET) = 400.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) = 42.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREAICFS) = 87.65
TRAVEL TIME(MIN.) = .59 TC(MIN.) 19.58
****************************************************************************
FLOW PROCESS FROM NODE
426.00 TO NODE
1
450.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATIONIMIN.) 19.58
RAINFALL INTENSITY(INCH/HR) = 2.53
TOTAL STREAM AREAIACRES) = 38.80
PEAK FLOW RATE (CFS) AT CONFLUENCE = 87.65
****************************************************************************
FLOW PROCESS FROM NODE
.50 TO NODE
2
450.00 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "00-20"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*(ILENGTH**3)/IELEVATION CHANGE)J**.2
INITIAL SUBAREA FLOW-LENGTH = 400.00
UPSTREAM ELEVATION = 1147.00
DOWNSTREAM ELEVATION = 1137.00
ELEVATION DIFFERENCE = 10.00
TC = .303*[( 400.00**3)/1 10.00)]**.2 =
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8891
SUBAREA RUNOFF (CFS) = 5.04
TOTAL AREA(ACRES) = 1.30
6.963
4.357
TOTAL RUNOFF (CFS)
C.B. "A-1.1"
FLOWS INTERCEPTED = 4.7 CFS
AREA = 1.22 ACRE
FLOWS FLOWBY =0.3 CFS TO C.B. "B-S" IN TR. 24183
****************************************************************************
5.04
FLOW PROCESS FROM NODE
.50 TO NODE
7
450.00 IS CODE =
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 6.96 RAIN INTENSITY lINCH/HOUR) = 4.36
TOTAL AREA(ACRES) = 1.22 TOTAL RUNOFF(CFS) = 4.70
TOTAL FLOWS INTERCEPTED BY C.B. "A-1.1"
2.\
".
1?
.
.
e
****************************************************************************
FLOW PROCESS FROM NODE
.50 TO NODE
450.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.96
RAINFALL INTENSITY (INCH/HR) = 4.36
TOTAL STREAM AREA(ACRES) = 1.22
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.70
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 35.88 6.96 4.357
2 90.38 19.58 2.527
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 90.38
40.02
AS FOLLOWS:
Tc (MIN.) =
19.58
**************.*************************************************************
FLOW PROCESS FROM NODE
450.00 TO NODE
3
430.00 IS CODE =
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.7 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 25.0
UPSTREAM NODE ELEVATION = 1128.00
DOWNSTREAM NODE ELEVATION = 1120.00
FLOWLENGTH(FEET) = 100.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 90.38
TRAVEL TIME (MIN.) = .07 TC(MIN.) = 19.64
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE (CFS) =
TOTAL AREA (ACRES) =
90.38
40.02
Tc (MIN.) =
19.64
============================================================================
END OF RATIONAL METHOD ANALYSIS
TO TRACT 24184 LINE "B"
zlA
lJD
.
.
.
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-90 Advanced Engineering Software (aes)
Ver. 5.8A Release Date: 8/28/90 Serial # 8198
Analysis prepared by:
KEITH INTERNATIONAL, INC. - INLAND EMPIRE
22690 CACTUS AVENUE, SUITE 300
MORENO VALLEY, CA 92507
(909) 653-0234 FAX (909) 653-5308
************************** DESCRIPTION OF STUDY
* PALOMA DEL SOL
* TRACT 24184 - STORM DRAIN - LINE "B"
* 100 YEAR HYDROLOGY
**************************
*
*
*
**************************************************************************
FILE NAME: 24184B.DAT
TIME/DATE OF STUDY: 19:33
2/ 3/1997
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE
10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) =
10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) =
100-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR)
100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR)
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE =
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE =
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY (INCH/HOUR) = 1.4000
SLOPE OF INTENSITY DURATION CURVE = .5271
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
FOR FRICTION
2.360
.880
3.600
= 1. 400
.5505732
.5271139
.90
SLOPE
****************************************************************************
FLOW PROCESS FROM NODE
21.00 TO NODE
7
420.20 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TR. 24186 - LINE "A"
TC(MIN) = 20.00 RAIN INTENSITY (INCH/HOUR) = 2.50
TOTAL AREA(ACRES) = 157.10 TOTAL RUNOFF (CFS) = 366.40
****************************************************************************
FLOW PROCESS FROM NODE
21. 00 TO NODE
3
420.20 IS CODE =
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.7 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 28.5
2.'Z-
'}'\
. UPSTREAM NODE ELEVATION = 1138.50
DOWNSTREAM NODE ELEVATION = 1121.50
FLOWLENGTH(FEET) = 370.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) = 54.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 366.40
TRAVEL TlME(MIN.) = .22 TC(MIN. ) = 20.22
*********.*****.**********************************************..************
FLOW PROCESS FROM NODE
21. 00 TO NODE
420.20 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 20.22
RAINFALL INTENSITY(INCH/HR) = 2.48
TOTAL STREAM AREA(ACRES) = 157.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 366.40
********...*****************************************************************
FLOW PROCESS FROM NODE
.10 TO NODE
420.00 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-12.1"
============================================================================
.
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 750.00
UPSTREAM ELEVATION = 1205.20
DOWNSTREAM ELEVATION = 1180.30
ELEVATION DIFFERENCE = 24.90
TC = .303*[( 750.00**3)/( 24.90)]**.2 = 8.460
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.932
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8881
SUBAREA RUNOFF(CFS) 3.49
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS)
3.49
******..****************.***************************************************
FLOW PROCESS FROM NODE
420.00 TO NODE
420.10 IS CODE =
6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "DD-1"
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1180.30
1300.00
= 32.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1136.90
DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 30.00
INTERIOR STREET CROSS FALL (DECIMAL) = .020
OUTSIDE STREET CROSS FALL (DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
e
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) =
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .38
HALFSTREET FLOODWIDTH(FEET) = 12.46
AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.25
7.11
~3
v~
.
.
e
PRODUCT OF DEPTH&VELOCITY =
STREETFLOW TRAVELTlME(MIN) = 5.09
1. 60
TC(MIN) = 13.56
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.067
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8853
SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 7.06
SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) 10.55
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.37
FLOW VELOCITY(FEET/SEC.) = 4.83 DEPTH'VELOCITY = 2.00
C.B. "8-8"
FLOW PROCESS FROM NODE
420.10 TO NODE
420.20 IS CODE =
****************************************************************************
3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 18.0
UPSTREAM NODE ELEVATION = 1131.90
DOWNSTREAM NODE ELEVATION = 1124.40
FLOWLENGTH(FEET) = 55.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPE FLOW THRU SUBAREA(CFS) = 10.55
TRAVEL TlME(MIN.) = .05 TC(MIN.) = 13.61
FLOW PROCESS FROM NODE
420.10 TO NODE
420.20 IS CODE =
****************************************************************************
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 13.61
RAINFALL INTENSITY(INCH/HR) = 3.06
TOTAL STREAM AREA(ACRES) = 3.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.55
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 257.15 13.61 3.061
2 374.96 20.22 2.484
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
AS FOLLOWS:
Tc (MIN.) =
20.22
ESTIMATES ARE
374.96
160.70
FLOW PROCESS FROM NODE
420.20 TO NODE
90.00 IS CODE =
****************************************************************************
3
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
2.4-
'2,.'
.
.
..
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 33.7
UPSTREAM NODE ELEVATION = 1121.50
DOWNSTREAM NODE ELEVATION = 1118.70
FLOWLENGTH(FEET) = 40.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) 374.96
TRAVEL TIME (MIN.) = .02 TC(MIN.) = 20.24
****************************************************************************
FLOW PROCESS FROM NODE
420.20 TO NODE
1
90.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 20.24
RAINFALL INTENSITY(INCH/HR) = 2.48
TOTAL STREAM AREA(ACRES) = 160.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 374.96
****************************************************************************
FLOW PROCESS FROM NODE
552.40 TO NODE
2
89.00 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-1.9"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 500.00
UPSTREAM ELEVATION = 1150.40
DOWNSTREAM ELEVATION = 1136.00
ELEVATION DIFFERENCE = 14.40
TC = .303*[( 500.00**3)/( 14.40)J**.2 7.401
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.219
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8888
SUBAREA RUNOFF(CFS) = 3.75
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) 3.75
C.B. "8-7"
****************************************************************************
FLOW PROCESS FROM NODE
89.00 TO NODE
3
90.00 IS CODE =
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.7
UPSTREAM NODE ELEVATION = 1130.00
DOWNSTREAM NODE ELEVATION = 1123.00
FLOWLENGTH(FEET) = 60.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) = 3.75
TRAVEL TIME (MIN.) = .08 TC(MIN.) = 7.48
1
y;
2,5
.
.
.
****************************************************************************
FLOW PROCESS FROM NODE
89.00 TO NODE
90.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.48
RAINFALL INTENSITY(INCH/HR) = 4.20
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.75
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
* * PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) ( INCH/HOUR)
1 142.35 7.48 4.195
2 377.18 20.24 2.483
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 377.18
161. 70
20.24
AS FOLLOWS:
Tc (MIN.) =
****************************************************************************
FLOW PROCESS FROM NODE
90.00 TO NODE
95.00 IS CODE =
3
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.7 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 20.1
UPSTREAM NODE ELEVATION = 1118.70
DOWNSTREAM NODE ELEVATION = 1118.00
FLOWLENGTH(FEET) = 40.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) 66.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) 377.18
TRAVEL TIME(MIN.) = .03 TC(MIN.) = 20.27
****************************************************************************
FLOW PROCESS FROM NODE
90.00 TO NODE
95.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 20.27
RAINFALL INTENSITY (INCH/HR) = 2.48
TOTAL STREAM AREA(ACRES) = 161.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 377.18
****************************************************************************
FLOW PROCESS FROM NODE
.21 TO NODE
26.30 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "8-1"
============================================================================
2lo
3\
.
.
.
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 800.00
UPSTREAM ELEVATION = 1148.60
DOWNSTREAM ELEVATION = 1136.00
ELEVATION DIFFERENCE = 12.60
TC = .303*[( 800.00**3)/( 12.60)J**.2
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR)
SOIL CLASSIFICATION IS "c"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8871
SUBAREA RUNOFF(CFS) ~ 4.45
TOTAL AREA (ACRES) = 1. 40
10.078
3.585
4.45
TOTAL RUNOFF(CFS)
C.B. "BB-6"
FLOWS INTERCEPTED = 4.2 CFS
AREA = 1.3 ACRE
FLOWS FLOWBY = 0.3 CFS TO UNE "E" IN TR. 24182
****************************************************************************
FLOW PROCESS FROM NODE
.21 TO NODE
7
26.30 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 10.08 RAIN INTENSITY(INCH/HOUR) = 3.59
TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.20
TOTAL FLOWS INTERCEPTED BY C.B. "BB-6"
****************************************************************************
FLOW PROCESS FROM NODE
26.30 TO NODE
3
95.00 IS CODE =
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 14.3
UPSTREAM NODE ELEVATION = 1130.00
DOWNSTREAM NODE ELEVATION = 1121.00
FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) = 4.20
TRAVEL TIME(MIN.) = .07 TC(MIN.) = 10.15
****************************************************************************
FLOW PROCESS FROM NODE
26.30 TO NODE
1
95.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATIONIMIN.) 10.15
RAINFALL INTENSITY (INCH/HR) = 3.57
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.20
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
1..1
?>'l/-
.
.
.
* * PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 193.04 10.15 3.572
2 380.10 20.27 2.481
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 380.10
163.00
AS FOLLOWS:
Tc (MIN.) =
20.27
****************************************************************************
FLOW PROCESS FROM NODE
95.00 TO NODE
3
430.00 IS CODE =
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 20.4
UPSTREAM NODE ELEVATION = 1118.00
DOWNSTREAM NODE ELEVATION = 1117.00
FLOWLENGTH(FEET) = 55.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) = 66.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) 380.10
TRAVEL TIME (MIN.) = .04 TC(MIN.) = 20.31
****************************************************************************
FLOW PROCESS FROM NODE
95.00 TO NODE
430.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 20.31
RAINFALL INTENSITY (INCH/HR) = 2.48
TOTAL STREAM AREA(ACRES) = 163.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 380.10
****************************************************************************
FLOW PROCESS FROM NODE
450.00 TO NODE
7
430.00 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 19.64 RAIN INTENSITY (INCH/HOUR) = 2.52
TOTAL AREA(ACRES) = 40.02 TOTAL RUNOFF(CFS) = 90.38
FROM TR. 24184 - LINE "A"
****************************************************************************
FLOW PROCESS FROM NODE
450.00 TO NODE
1
430.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 19.64
RAINFALL INTENSITY (INCH/HR) = 2.52
TOTAL STREAM AREA(ACRES) = 40.02
PEAK FLOW RATE(CFS) AT CONFLUENCE = 90.38
21A
2J;
e
.
e
****************************************************************************
FLOW PROCESS FROM NODE
.22 TO NODE
2
26.40 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "B-2"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 800.00
UPSTREAM ELEVATION = 1148.60
DOWNSTREAM ELEVATION = 1136.00
ELEVATION DIFFERENCE = 12.60
TC = .303*[( 800.00**3)/( 12.60)J**.2
100.00 YEAR RAINFALL INTENSITY lINCH/HOUR) =
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8871
SUBAREA RUNOFF(CFS) = 6.04
TOTAL AREA(ACRES) = 1.90
10.078
3.585
TOTAL RUNOFF (CFS) =
C.B. "B-6"
FLOWS INTERCEPTED = 4.7 CFS
AREA = 1.5 ACRE
FLOWS FLOWBY= 1.3 CFS TO LINE "E"IN TR. 24182
6.04
****************************************************************************
FLOW PROCESS FROM NODE
.22 TO NODE
7
26.40 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TCIMIN) = 10.08 RAIN INTENSITY (INCH/HOUR) = 3.59
TOTAL AREAIACRES) = 1.50 TOTAL RUNOFFICFSI = 4.70
FLOWS INTERCEPTED BY C.B. "B-6"
****************************************************************************
FLOW PROCESS FROM NODE
26.40 TO NODE
430.00 IS CODE =
3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
========;;;;;=;;=;;;;;;;;;;;;;=================;============================
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 15.0
UPSTREAM NODE ELEVATION = 1130.00
DOWNSTREAM NODE ELEVATION = 1119.00
FLOWLENGTHIFEET) = 70.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) = 4.70
TRAVEL TIME(MIN.) = .08 TC(MIN.) 10.16
****************************************************************************
FLOW PROCESS FROM NODE
26.40 TO NODE
1
430.00 IS CODE =
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 10.16
RAINFALL INTENSITY(INCH/HR) = 3.57
2..1 E,
:J"-.
e
e
.
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE (CFS) AT CONFLUENCE =
4.70
-- -- ..-;;;;--
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK
STREAM
NUMBER
1
2
3
FLOW RATE
RUNOFF
(CFS)
241.46
461.18
472.15
TABLE **
TIME
(MIN. )
10.16
19.64
20.31
INTENSITY
(INCH/HOUR)
3.571
2.522
2.478
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS )
TOTAL AREA(ACRES) =
ESTIMATES ARE AS FOLLOWS:
= 472.15 Te(MIN.) =
204.52
20.31
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATEICFS) = 472.15
TOTAL AREA(ACRES) = 204.52
Te (MIN.) =
20.31
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
2-5
TO TRACT 24182. LINE "B"
:f
.
.
e
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-90 Advanced Engineering Software (aes)
Ver. 5.8A Release Date: 8/28/90 Serial # 8198
Analysis prepared by:
KEITH INTERNATIONAL, INC. - INLAND EMPIRE
22690 CACTUS AVENUE, SUITE 300
MORENO VALLEY, CA 92507
(909) 653-0234 FAX (909) 653-5308
*********************~**** DESCRIPTION OF STUDY **************************
* PALOMA DEL SOL *
* TRACT 24184 STORM DRAIN LINE "C" *
* 100 YEAR HYDROLOGY *
**************************************************************************
FILE NAME: 24184C.DAT
TIME/DATE OF STUDY: 17:54
8/13/1996
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE
10-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) =
10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) =
100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR)
100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR)
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE =
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE =
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY (INCH/HOUR) = 1.4000
SLOPE OF INTENSITY DURATION CURVE = .5271
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
FOR FRICTION
2.360
.880
3.600
1. 400
.5505732
.5271139
.90
SLOPE
****************************************************************************
FLOW PROCESS FROM NODE
.03 TO NODE
2
428.00 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "D0-14"
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 500.00
UPSTREAM ELEVATION = 1154.20
DOWNSTREAM ELEVATION = 1151.20
ELEVATION DIFFERENCE = 3.00
TC = .303*[( 500.00**3)/( 3.00)]**.2
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) =
SOIL CLASSIFICATION IS "e"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8871
SUBAREA RUNOFF(CFS) 6.34
TOTAL AREA(ACRES) = 2.00
10.128
3.576
TOTAL RUNOFF (CFS) =
6.34
28.4
~(,
.
.
e
****************************************************************************
FLOW PROCESS FROM NODE
428.00 TO NODE
6
428.10 IS CODE =
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "00-15"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1151. 20
850.00
= 38.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1145.60
DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK
INTERIOR STREET CROSSFALL(DEClMAL) = .020
OUTSIDE STREET CROSS FALL (DECIMAL) = .020
36.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 10.56
STREETFLOW MODEL RESULTS:
NOTE: STREETFLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOWDEPTH(FEET) = .52
HALFSTREET FLOODWIDTH(FEET) = 19.46
AVERAGE FLOW VELOCITY(FEET/sEC.) = 2.70
PRODUCT OF DEPTH&VELOCITY = 1.39
STREETFLOW TRAVELTIME (MIN) = 5.24 TC(MIN) 15.37
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.870
SOIL CLASSIFICATION IS "c"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8845
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF (CFS)
SUMMED AREA (ACRES) = 5.30 TOTAL RUNOFF (CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .57 HALFSTREET FLOODWIDTH(FEET) = 22.32
FLOW VELOCITY(FEET/sEC.) = 2.89 DEPTH*VELOCITY = 1.65
8.38
14.72
C.B. "C-3"
****************************************************************************
FLOW PROCESS FROM NODE
428.10 TO NODE
428.10 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE
.10 TO NODE
2
427.00 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "00-12"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 680.00
UPSTREAM ELEVATION = 1205.20
DOWNSTREAM ELEVATION = 1179.20
ELEVATION DIFFERENCE = 26.00
TC = .303*[( 680.00**3)/( 26.00)J**.2 =
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ~ .8885
7.909
4.074
'288
~~
.
.
e
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
3.98
1.10 TOTAL RUNOFF(CFS)
3.98
****************************************************************************
FLOW PROCESS FROM NODE
427.00 TO NODE
429.00 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "DD-13"
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1179.20
1300.00
= 38.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1145.60
DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK 36.00
INTERIOR STREET CROSS FALL (DECIMAL) .020
OUTSIDE STREET CROSSFALL(DECIMAL) .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 9.75
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEETI ~ .41
HALFSTREET FLOODWIDTHIFEETj = 14.33
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.49
PRODUCT OF DEPTH&VELOCITY = 1.85
STREETFLOW TRAVELTIME(MIN) = 4.83 TC(MIN) 12.74
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.169
SOIL CLASSIFICATION IS lie"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8857
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS)
SUMMED AREA (ACRES I = 5.20 TOTAL RUNOFF(CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) 17.18
FLOW VELOCITY(FEET/SEC.) = 5.04 DEPTH*VELOCITY = 2.37
11.51
15.49
C.B. "C-2"
****************************************************************************
FLOW PROCESS FROM NODE
429.00 TO NODE
429.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.74
RAINFALL INTENSITY (INCH/HR) = 3.17
TOTAL STREAM AREA (ACRES) = 5.20
PEAK FLOW RATE (CFS) AT CONFLUENCE = 15.49
****************************************************************************
FLOW PROCESS FROM NODE
427.00 TO NODE
427.10 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "A-1"
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**31/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1179.20
DOWNSTREAM ELEVATION = 1163.00
1-8C
3~
.
.
.
ELEVATION DIFFERENCE = 16.20
TC = .303*[( 700.00**3)/( 16.20))**.2 8.846
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.840
SOIL CLASSIFICATION IS "c"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879
SUBAREA RUNOFF(CFS) = 4.77
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS)
4.77
FLOW PROCESS FROM NODE
427.10 TO NODE
429.00 IS CODE =
****************************************************************************
6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1163.00
600.00
= 38.00
1145.60
----------------------------------------------------------------------------
----------------------------------------------------------------------------
AREA "A-2"
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 36.00
INTERIOR STREET CROSS FALL (DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DEClMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 6.43
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .37
HALFSTREET FLOODWIDTH(FEET) = 12.05
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.09
PRODUCT OF DEPTH&VELOCITY = 1.50
STREETFLOW TRAVELTIME (MIN) ~ 2.44 TCIMIN) 11.29
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.377
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ~ .8864
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF (CFS) 3.29
SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) 8.07
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) 13.19
FLOW VELOCITY(FEET/SEC.) = 4.34 DEPTH*VELOCITY = 1.69
C.B. "C-1"
FLOW PROCESS FROM NODE
429.00 TO NODE
429.00 IS CODE =
****************************************************************************
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 11.29
RAINFALL INTENSITY (INCH/HR) = 3.38
TOTAL STREAM AREA(ACRES) = 2.50
PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.07
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
FLOW RATE
RUNOFF
ICFS)
TABLE **
TIME
IMIN. )
INTENSITY
( INCH/HOUR)
rzSO
11\
.
.
.
1
2
21. 80
23.06
11.29
12.74
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 23.06
7.70
3.377
3.169
AS FOLLOWS:
Tc(MIN.} =
12.74
FLOW PROCESS FROM NODE
****************************************************************************
428.10 TO NODE
429.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
35.26
35.61
TABLE **
TIME
(MIN. )
12.74
15.37
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS I
TOTAL AREA (ACRES) =
ESTIMATES ARE
35.61
13.00
INTENSITY
( INCH/HOUR)
3.169
2.870
AS FOLLOWS:
Tc (MIN. I =
15.37
============================================================================
END OF STUDY SUMMARY:
PEAK FLOW RATE (CFS) =
TOTAL AREA (ACRES I =
35.61
13.00
============================================================================
TO TRACT 24136 - LINE "A"
END OF RATIONAL METHOD ANALYSIS
Tc (MIN. I =
'2~~
15.37
b.,()
.
.
e
10 YEAR
HYDROLOGY
(RATIONAL METHOD)
~
.
.
e
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-90 Advanced Engineering Software (aes)
Ver. 5.8A Release Date: 8/28/90 Serial # 8198
Analysis prepared by:
KEITH INTERNATIONAL, INC. - INLAND EMPIRE
22690 CACTUS AVENUE, SUITE 300
MORENO VALLEY, CA 92507
(909) 653-0234 FAX (909) 653-5308
************************** DESCRIPTION OF STUDY
* PALOMA DEL SOL
* TRACT 24184 - STORM DRAIN - LINE "A"
* 10 YEAR HYDROLOGY
**************************
*
*
*
**************************************************************************
FILE NAME: 24184A10.DAT
TIME/DATE OF STUDY: 19: 4
2/ 3/1997
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE (INCHI = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMALI TO USE
10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) =
10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) =
100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR)
100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR)
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE =
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE =
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOUR INTENSITY (INCH/HOUR) = .8888
SLOPE OF INTENSITY DURATION CURVE = .5506
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
FOR FRICTION
2.360
.880
3.600
= 1. 400
.5505732
.5271139
SLOPE =
.90
****************************************************************************
FLOW PROCESS FROM NODE
.10 TO NODE
2
421.00 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "D0-2"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[ILENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 875.00
UPSTREAM ELEVATION = 1205.00
DOWNSTREAM ELEVATION = 1194.60
ELEVATION DIFFERENCE = 10.40
TC = .359*[( 875.00**3)/( 10.40)]**.2 =
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFFICFS) 7.66
TOTAL AREA(ACRES) = 4.50
13.096
2.055
.8289
TOTAL RUNOFF(CFS) =
7.66
2~
b...1r
e
.
e
****************************************************************************
FLOW PROCESS FROM NODE
421. 00 TO NODE
422.00 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "DD-3"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1194.60
890.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1167.90
DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00
INTERIOR STREET CROSS FALL (DECIMAL) .017
OUTSIDE STREET CROSSFALL(DEClMAL) = .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 11.66
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .34
HALFSTREET FLOODWIDTH(FEET) = 12.48
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03
PRODUCT OF DEPTH&VELOCITY = 1.38
STREETFLOW TRAVELTIME (MIN) = 3.68 TC(MIN) 16.77
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.793
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8211
SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 7.95
SUMMED AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 15.61
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64
FLOW VELOCITY(FEET/SEC.) = 4.58 DEPTH*VELOCITY = 1.66
****************************************************************************
FLOW PROCESS FROM NODE
421.00 TO NODE
422.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.77
RAINFALL INTENSITY (INCH/HR) = 1.79
TOTAL STREAM AREA(ACRES) = 9.90
PEAK FLOW RATE (CFS) AT CONFLUENCE = 15.61
****************************************************************************
FLOW PROCESS FROM NODE
422.20 TO NODE
2
422.00 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-4"
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2
INITIAL SUBAREA FLOW-LENGTH = 900.00
UPSTREAM ELEVATION = 1200.00
DOWNSTREAM ELEVATION = 1167.90
ELEVATION DIFFERENCE = 32.10
TC = .359*[( 900.00**3)/( 32.10)]**.2 10.631
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.305
~'O
30
.
.
e
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8350
SUBAREA RUNOFF(CFS) = 8.66
TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) =
8.66
****************************************************************************
FLOW PROCESS FROM NODE
422.20 TO NODE
422.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 10.63
RAINFALL INTENSITY (INCH/HR) = 2.30
TOTAL STREAM AREA(ACRES) = 4.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.66
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 18.56 10.63 2.305
2 22.35 16.77 1. 793
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
AS FOLLOWS:
Tc (MIN.) =
16.77
ESTIMATES ARE
= 22.35
14.40
****************************************************************************
FLOW PROCESS FROM NODE
422.00 TO NODE
422.10 IS CODE =
6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "DD-S"
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1167.90
360.00
= 20.00
1162.60
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 18.00
INTERIOR STREET CROSS FALL (DECIMAL) .017
OUTSIDE STREET CROSS FALL (DECIMAL) .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 23.32
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .46
HALFSTREET FLOODWIDTH(FEET) = 19.42
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.50
PRODUCT OF DEPTH&VELOCITY = 1.62
STREET FLOW TRAVELTlME(MIN) = 1.71 TC(MIN) = 18.49
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF
SUBAREA AREA(ACRES) = 1.40
SUMMED AREA(ACRES) = 15.80
1. 699
COEFFICIENT = .8179
SUBAREA RUNOFF(CFS)
TOTAL RUNOFF (CFS) =
1. 95
24.30
~~
31
.
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 19.42
FLOW VELOCITY(FEET/SEC.) = 3.65 DEPTH*VELOCITY = 1.68
****************************************************************************
FLOW PROCESS FROM NODE
422.00 TO NODE
422.10 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 18.49
RAINFALL INTENSITY (INCH/HR) = 1.70
TOTAL STREAM AREA(ACRES) = 15.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.30
****************************************************************************
FLOW PROCESS FROM NODE
423.20 TO NODE
422.10 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-6"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
.
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1188.60
DOWNSTREAM ELEVATION = 1162.60
ELEVATION DIFFERENCE = 26.00
TC = .359*[( 700.00**3)/( 26.00)]**.2 = 9.537
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.447
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8380
SUBAREA RUNOFF(CFS) 7.38
TOTAL AREA(ACRES) = 3.60 TOTAL RUNOFF (CFS) =
7.38
****************************************************************************
FLOW PROCESS FROM NODE
423.20 TO NODE
422.10 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.54
RAINFALL INTENSITY(INCH/HR) = 2.45
TOTAL STREAM AREA(ACRES) = 3.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.38
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
* * PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 19.92 9.54 2.447
e 2 29.42 18.49 1. 699
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
~~
;2.
.
.
e
PEAK FLOW RATE(CFS) =
TOTAL AREA (ACRES) =
29.42
19.40
18.49
Tc (MIN.) =
****************************************************************************
FLOW PROCESS FROM NODE
422.10 TO NODE
423.00 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "DD-5.1"
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1162.60
70.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1161. 90
DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00
INTERIOR STREET CROSSFALL(DECIMAL) = .017
OUTSIDE STREET CROSSFALL(DECIMAL) = .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 29.70
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS:
NOTE: STREETFLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOWDEPTH(FEET) = .50
HALFSTREET FLOODWIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.62
PRODUCT OF DEPTH&VELOCITY = 1.81
STREET FLOW TRAVELTIME (MIN) = .32 TC(MIN) 18.81
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.683
SOIL CLASSIFICATION IS lIC"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8173
SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) .55
SUMMED AREA(ACRES) = 19.80 TOTAL RUNOFF(CFS) = 29.97
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00
FLOW VELOCITY(FEET/SEC.) = 3.65 DEPTH*VELOCITY = 1.82
C.B.'s "A.4" & "A-7"
****************************************************************************
FLOW PROCESS FROM NODE
423.00 TO NODE
3
425.00 IS CODE =
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 11.2
UPSTREAM NODE ELEVATION = 1153.10
DOWNSTREAM NODE ELEVATION = 1150.80
FLOWLENGTH(FEET) = 120.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) = 29.97
TRAVEL TIME(MIN.) = .18 TC(MIN.) = 18.99
****************************************************************************
FLOW PROCESS FROM NODE
423.00 TO NODE
425.00 IS CODE = 10
----------------------------------------------------------------------------
'.
~~
~;
.
.
e
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
.10 TO NODE
424.00 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-7.S"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 900.00
UPSTREAM ELEVATION = 1205.00
DOWNSTREAM ELEVATION = 1184.30
ELEVATION DIFFERENCE = 20.70
TC = .359*[( 900.00**3)/( 20.70)]**.2 =
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) = 8.41
TOTAL AREA (ACRES) = 4.60
11. 606
2.196
.8325
8.41
TOTAL RUNOFF (CFSI =
****************************************************************************
FLOW PROCESS FROM NODE
.10 TO NODE
424.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 11.61
RAINFALL INTENSITY (INCH/HR) = 2.20
TOTAL STREAM AREA(ACRES) = 4.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.41
****************************************************************************
FLOW PROCESS FROM NODE
.20 TO NODE
424.00 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-9"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 900.00
UPSTREAM ELEVATION = 1202.00
DOWNSTREAM ELEVATION = 1184.00
ELEVATION DIFFERENCE = 18.00
TC = .709*[( 900.00**3)/( 18.00)]**.2 =
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6415
SUBAREA RUNOFF(CFS) = 1.62
TOTAL AREA(ACRES) = 1.70
23.571
1. 487
TOTAL RUNOFF(CFS)
1. 62
****************************************************************************
FLOW PROCESS FROM NODE
.20 TO NODE
424.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
~\.
3f
.
.
e
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 23.57
RAINFALL INTENSITY(INCH/HR) = 1.49
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.62
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 9.21 11. 61 2.196
2 7.31 23.57 1. 487
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
= 9.21
6.30
AS FOLLOWS:
Tc (MIN.) =
11. 61
****************************************************************************
FLOW PROCESS FROM NODE
424.00 TO NODE
6
425.70 IS CODE =
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA .DD-8.
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1184.30
550.00
= 20.00
DOWNSTREAM ELEVATION =1163.20
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK
INTERIOR STREET CROSS FALL (DECIMAL) = .017
OUTSIDE STREET CROSS FALL (DECIMAL) = .017
18.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 11.97
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .34
HALFSTREET FLOODWIDTH(FEETI = 12.48
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14
PRODUCT OF DEPTH&VELOCITY = 1.42
STREET FLOW TRAVELTIME (MIN) = 2.22 TC(MINI 13.82
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.995
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8272
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 5.44
SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = 14.65
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) 13.64
FLOW VELOCITY(FEET/SEC.) = 4.30 DEPTH*VELOCITY = 1.56
****************************************************************************
FLOW PROCESS FROM NODE
424.00 TO NODE
1
425.70 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
35
~~
.
.
e
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.82
RAINFALL INTENSITY(INCH/HR) = 1.99
TOTAL STREAM AREA(ACRES) = 9.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.65
****************************************************************************
FLOW PROCESS FROM NODE
425.90 TO NODE
425.70 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-B.S"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 760.00
UPSTREAM ELEVATION = 1171.30
DOWNSTREAM ELEVATION = 1163.20
ELEVATION DIFFERENCE = 8.10
TC = .359*[( 760.00**3)/( 8.10)]**.2 =
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =
SUBAREA RUNOFF(CFS) = 10.25
TOTAL AREA(ACRES) = 5.90
12.651
2.094
.8299
10.25
TOTAL RUNOFF(CFS) =
****************************************************************************
FLOW PROCESS FROM NODE
425.90 TO NODE
425.70 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.65
RAINFALL INTENSITY (INCH/HR) = 2.09
TOTAL STREAM AREA(ACRES) = 5.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.25
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 23.66 12.65 2.094
2 24.42 13.83 1. 994
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 24.42
15.50
13.83
AS FOLLOWS:
Tc (MIN.) =
****************************************************************************
FLOW PROCESS FROM NODE
425.70 TO NODE
6
425.80 IS CODE =
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "DD-B.6"
============================================================================
UPSTREAM ELEVATION =
1163.20
1161. 60
DOWNSTREAM ELEVATION =
A,\
31.
.
.
e
STREET LENGTH(FEET) = 140.00
STREET HALFWIDTH(FEET) = 20.00
6.
CURB HEIGTH(INCHES)
DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00
INTERIOR STREET CROSS FALL (DECIMAL) = .017
OUTSIDE STREET CROSSFALL(DEClMAL) = .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 24.82
***STREET FLOWING FULL***
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .48
HALFSTREET FLOODWIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.34
PRODUCT OF DEPTH&VELOCITY = 1.60
STREET FLOW TRAVELTIME (MIN) = .70 TC(MIN) = 14.52
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.941
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8257
SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = .80
SUMMED AREA(ACRES) = 16.00 TOTAL RUNOFF(CFS) = 25.22
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 20.00
FLOW VELOCITY(FEET/SEC.) = 3.39 DEPTH*VELOCITY = 1.63
c.a.'S "A.B" & "A.S"
****************************************************************************
FLOW PROCESS FROM NODE
425.80 TO NODE
425.00 IS CODE =
3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES
PIPEFLOW VELOCITY(FEET/sEC.) = 11.7
UPSTREAM NODE ELEVATION = 1153.70
DOWNSTREAM NODE ELEVATION = 1150.80
FLOWLENGTH(FEET) = 120.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) = 25.22
TRAVEL TlME(MIN.) = .17 TC(MIN.) 14.70
****************************************************************************
FLOW PROCESS FROM NODE
425.80 TO NODE
425.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE
.30 TO NODE
2
425.20 IS CODE =
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-10"
============================================================================
ASSUMED INITIAL SUBAREA UNI FORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 500.00
UPSTREAM ELEVATION = 1186.00
~
31
.
.
e
DOWNSTREAM ELEVATION = 1160.80
ELEVATION DIFFERENCE = 25.20
TC = .709*[( 500.00**3)/( 25.20)]**.2 =
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT =
SUBAREA RUNOFF(CFS) = 1.66
TOTAL AREA(ACRES) = 1.30
15.488
1. 873
.6819
1.66
TOTAL RUNOFF(CFS) =
C.B. "A.6"
****************************************************************************
FLOW PROCESS FROM NODE
423.00 TO NODE
425.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
* * PEAK FLOW RATE TABLE ..
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
1 26.11 15.49 1. 873
2 31. 46 18.99 1. 675
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
AS FOLLOWS:
Tc (MIN.) =
18.99
ESTIMATES ARE
31. 46
21.10
****************************************************************************
FLOW PROCESS FROM NODE
425.80 TO NODE
425.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
* * PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
49.56
53.36
TABLE **
TIME
(MIN. )
14.70
18.99
INTENSITY
(INCH/HOUR)
1. 928
1. 675
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 53.36
37.10
AS FOLLOWS:
Tc (MIN.) =
18.99
****************************************************************************
FLOW PROCESS FROM NODE
425.00 TO NODE
3
425.10 IS CODE =
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 19.8
UPSTREAM NODE ELEVATION = 1150.80
DOWNSTREAM NODE ELEVATION = 1145.00
FLOWLENGTH(FEET) = 90.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) = 53.36
TRAVEL TIME (MIN.) = .08 TC(MIN.) 19.06
****************************************************************************
-5\
?~
.
.
.
FLOW PROCESS FROM NODE
425.00 TO NODE
425.10 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
1
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 19.06
RAINFALL INTENSITY (INCH/HR) = 1.67
TOTAL STREAM AREA(ACRES) = 37.10
PEAK FLOW RATE (CFS) AT CONFLUENCE = 53.36
FLOW PROCESS FROM NODE
91. 00 TO NODE
425.10 IS CODE =
****************************************************************************
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
AREA "DD-T"
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 180.00
UPSTREAM ELEVATION = 1164.90
DOWNSTREAM ELEVATION = 1156.00
ELEVATION DIFFERENCE = 8.90
TC = .359*[( 180.00**3)/( 8.90)]**.2 5.231
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.405
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8529
SUBAREA RUNOFF(CFS) = .87
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) =
.87
C.B. "A-3"
FLOW PROCESS FROM NODE
423.00 TO NODE
425.10 IS CODE =
****************************************************************************
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.23
RAINFALL INTENSITY(INCH/HR) = 3.41
TOTAL STREAM AREA (ACRES) = .30
PEAK FLOW RATE (CFS) AT CONFLUENCE = .87
FLOW PROCESS FROM NODE
90.00 TO NODE
425.10 IS CODE =
****************************************************************************
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
AREA "DD-B.T"
ASSUMED INITIAL SUBAREA UNI FORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 180.00
UPSTREAM ELEVATION = 1164.60
DOWNSTREAM ELEVATION = 1156.00
ELEVATION DIFFERENCE = 8.60
TC = .359*[( 180.00**3)/( 8.60)]**.2 = 5.267
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.392
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8527
~'l
'5'l,.
.
.
e
SUBAREA RUNOFF(CFS) =
TOTAL AREA (ACRES) =
.87
.30 TOTAL RUNOFF(CFS) =
.87
C.B. "A-2"
****************************************************************************
FLOW PROCESS FROM NODE
90.00 TO NODE
425.10 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) 5.27
RAINFALL INTENSITY(INCH/HR) = 3.39
TOTAL STREAM AREA(ACRES) = .30
PEAK FLOW RATE(CFS) AT CONFLUENCE = .87
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
* * PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) ( INCH/HOUR)
1 16.38 5.23 3.405
2 16.48 5.27 3.392
3 54.21 19.06 1.671
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
54.21
37.70
AS FOLLOWS:
Tc (MIN.) =
19.06
****************************************************************************
FLOW PROCESS FROM NODE
425.10 TO NODE
3
426.00 IS CODE =
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 13.1
UPSTREAM NODE ELEVATION = 1145.00
DOWNSTREAM NODE ELEVATION = 1132.00
FLOWLENGTH(FEET) = 620.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) 54.21
TRAVEL TIME (MIN.) = .79 TC(MIN.) 19.85
****************************************************************************
FLOW PROCESS FROM NODE
425.10 TO NODE
1
426.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 19.85
RAINFALL INTENSITY (INCH/HR) = 1.63
TOTAL STREAM AREA(ACRES) = 37.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.21
5'
4\J
.
.
.
****************************************************************************
FLOW PROCESS FROM NODE
.03 TO NODE
426.00 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD.11.1"
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 450.00
UPSTREAM ELEVATION = 1154.00
DOWNSTREAM ELEVATION = 1147.00
ELEVATION DIFFERENCE = 7.00
TC = .303*[( 450.00**3)/( 7.00)]**.2 =
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS "c"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8836
SUBAREA RUNOFF(CFS). = 2.61
TOTAL AREA(ACRES) = 1.10
8.026
2.690
2.61
TOTAL RUNOFF(CFS) =
C.B. "A-1"
****************************************************************************
FLOW PROCESS FROM NODE
.03 TO NODE
426.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.03
RAINFALL INTENSITY (INCH/HR) = 2.69
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.61
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 24.53 8.03 2.690
2 55.80 19.85 1. 634
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 55.80
38.80
19.85
AS FOLLOWS:
Tc (MIN.) =
****************************************************************************
FLOW PROCESS FROM NODE
426.00 TO NODE
3
450.00 IS CODE =
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.1
UPSTREAM NODE ELEVATION = 1132.00
DOWNSTREAM NODE ELEVATION = 1128.00
FLOWLENGTH(FEET) = 400.00 MANNING'S N
ESTIMATED PIPE DIAMETER (INCH) = 36.00
PIPEFLOW THRU SUBAREA (CFS) = 55.80
= .013
NUMBER OF PIPES =
1
41
~b....
.
.
e
TRAVEL TIME (MIN.) =
.66
TC(MIN.) = 20.51
FLOW PROCESS FROM NODE
426.00 TO NODE
450.00 IS CODE =
****************************************************************************
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 20.51
RAINFALL INTENSITY (INCH/HR) = 1.60
TOTAL STREAM AREA(ACRES) = 38.80
PEAK FLOW RATE(CFSI AT CONFLUENCE = 55.80
FLOW PROCESS FROM NODE
.50 TO NODE
450.00 IS CODE =
****************************************************************************
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
AREA "D0-20"
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**31/(ELEVATION CHANGEIJ**.2
INITIAL SUBAREA FLOW-LENGTH = 400.00
UPSTREAM ELEVATION = 1147.00
DOWNSTREAM ELEVATION = 1137.00
ELEVATION DIFFERENCE = 10.00
TC = .303*[( 400.00**3)/( 10.00)J**.2 =
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "en
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846
SUBAREA RUNOFF(CFS) = 3.35
TOTAL AREA(ACRES) = 1.30
6.963
2.909
3.35
TOTAL RUNOFF (CFS) =
C.B. "A-t.t"
FLOW PROCESS FROM NODE
.50 TO NODE
450.00 IS CODE =
****************************************************************************
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 6.96
RAINFALL INTENSITY(INCH/HR) = 2.91
TOTAL STREAM AREA(ACRESI = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.35
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) ( INCH/HOUR)
1 22.29 6.96 2.909
2 57.65 20.51 1. 605
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 57.65
40.10
AS FOLLOWS:
Tc (MIN.) =
20.51
42
51
.
.
e
-
****************************************************************************
FLOW PROCESS FROM NODE
450.00 TO NODE
3
430.00 IS CODE =
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.7 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 22.0
UPSTREAM NODE ELEVATION = 1128.00
DOWNSTREAM NODE ELEVATION = 1120.00
FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 57.65
TRAVEL TIME(MIN.) = .08 TC(MIN.) 20.59
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE (CFS) =
TOTAL AREA (ACRES) =
Tc (MIN.) =
20.59
57.65
40.10
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
TO TRACT 24184 -1 LINE "B"
42A
~
.
.
.
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-90 Advanced Engineering Software (aes)
Ver. 5.8A Release Date: 8/28/90 Serial # 8198
Analysis prepared by:
KEITH INTERNATIONAL, INC. - INLAND EMPIRE
22690 CACTUS AVENUE, SUITE 300
MORENO VALLEY, CA 92507
(909) 653-0234 FAX (909) 653-5308
************************** DESCRIPTION OF STUDY **************************
* TRACT 24184 - STORM DRAIN - LINE "B" *
* 10 YEAR HYDROLOGY *
*
*
**************************************************************************
FILE NAME: 24l84BlO.DAT
TIME/DATE OF STUDY: 18: 9
2/ 4/1997
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT (YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE
10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) =
10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) =
100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR)
100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR)
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE =
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE =
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 I-HOUR INTENSITY (INCH/HOUR) = .8888
SLOPE OF INTENSITY DURATION CURVE = .5506
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
FOR FRICTION
2.360
.880
3.600
1. 400
.5505732
.5271139
.90
SLOPE
****************************************************************************
FLOW PROCESS FROM NODE
21.00 TO NODE
7
420.20 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TR. 24186. UNE "AN
TC(MIN) = 20.47 RAIN INTENSITY (INCH/HOUR) = 1.61
TOTAL AREA(ACRES) = 157.10 TOTAL RUNOFF (CFS) = 236.40
****************************************************************************
FLOW PROCESS FROM NODE
21. 00 TO NODE
3
420.20 IS CODE =
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.4 INCHES ;1
PIPEFLOW VELOCITY(FEET/SEC.) = 25.4 ~ ~
t~
. UPSTREAM NODE ELEVATION = 1138.50
DOWNSTREAM NODE ELEVATION = 1121. 50
FLOWLENGTH(FEET) = 370.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) = 45.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 236.40
TRAVEL TlME(MIN.) = .24 TC(MIN. ) = 20.71
****************************************************************************
FLOW PROCESS FROM NODE
21.00 TO NODE
420.20 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 20.71
RAINFALL INTENSITY(INCH/HR) = 1.60
TOTAL STREAM AREA(ACRES) = 157.10
PEAK FLOW RATE (CFS) AT CONFLUENCE = 236.40
****************************************************************************
FLOW PROCESS FROM NODE
.10 TO NODE
420.00 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "0D-12.1"
============================================================================
.
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 750.00
UPSTREAM ELEVATION = 1205.20
DOWNSTREAM ELEVATION = 1180.30
ELEVATION DIFFERENCE = 24.90
TC = .303*[( 750.00**3)/( 24.90)]**.2 8.460
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.613
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8832
SUBAREA RUNOFF(CFS) = 2.31
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF (CFS)
2.31
****************************************************************************
FLOW PROCESS FROM NODE
420.00 TO NODE
420.10 IS CODE =
6
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "0D-1"
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1180.30
1300.00
= 32.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1136.90
DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 30.00
INTERIOR STREET CROSSFALL(DEClMAL) .020
OUTSIDE STREET CROSS FALL (DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
.
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) =
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .32
HALFSTREET FLOODWIDTH(FEET) = 9.60
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.44
4.62
~
tt~
.
.
I.
.
PRODUCT OF DEPTH&VELOCITY =
STREET FLOW TRAVELTIME (MIN) = 4.88
1.41
TC(MIN) = 13.34
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.034
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8795
SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) 4.65
SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 6.96
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.51
FLOW VELOCITY(FEET/SEC.) = 4.82 DEPTH*VELOCITY = 1.72
C.B. "8-8"
****************************************************************************
FLOW PROCESS FROM NODE
420.10 TO NODE
420.20 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 16.0
UPSTREAM NODE ELEVATION = 1131.90
DOWNSTREAM NODE ELEVATION = 1124.40
FLOWLENGTH(FEET) = 55.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) 6.96
TRAVEL TIME(MIN.) = .06 TC(MIN.) 13.40
****************************************************************************
FLOW PROCESS FROM NODE
420.10 TO NODE
420.20 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.40
RAINFALL INTENSITY (INCH/HR) = 2.03
TOTAL STREAM AREA(ACRES) = 3.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.96
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 159.84 13.40 2.029
2 241.87 20.71 1. 596
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
241. 87
160.70
20.71
AS FOLLOWS:
Tc (MIN.) =
****************************************************************************
FLOW PROCESS FROM NODE
420.20 TO NODE
90.00 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
~
1.\-5
.
.
.
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 29.9
UPSTREAM NODE ELEVATION = 1121.50
DOWNSTREAM NODE ELEVATION = 1118.70
FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) = 241.87
TRAVEL TIME (MIN.) = .02 TC(MIN.) = 20.74
****************************************************************************
FLOW PROCESS FROM NODE
420.20 TO NODE
90.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 20.74
RAINFALL INTENSITY (INCH/HR) = 1.60
TOTAL STREAM AREA(ACRES) = 160.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 241.87
****************************************************************************
FLOW PROCESS FROM NODE
552.40 TO NODE
89.00 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-1.9"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 500.00
UPSTREAM ELEVATION = 1150.40
DOWNSTREAM ELEVATION = 1136.00
ELEVATION DIFFERENCE = 14.40
TC = .303*[( 500.00**3)/( 14.40)]**.2 =
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR)
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8842
SUBAREA RUNOFF(CFS) = 2.49
TOTAL AREA (ACRES) = 1.00
7.401
2.813
2.49
TOTAL RUNOFF(CFS) =
C.B. "8-7"
****************************************************************************
FLOW PROCESS FROM NODE
89.00 TO NODE
3
90.00 IS CODE =
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 11.2
UPSTREAM NODE ELEVATION = 1130.00
DOWNSTREAM NODE ELEVATION = 1123.00
FLOWLENGTH(FEET) = 60.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA (CFS) = 2.49
TRAVEL TIME(MIN.) = .09 TC(MIN.) = 7.49
1
(qQ
Lh.,
e
.
.
****************************************************************************
FLOW PROCESS FROM NODE
89.00 TO NODE
90.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.49
RAINFALL INTENSITY(INCH/HR) = 2.79
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.49
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 89.86 7.49 2.795
2 243.29 20.74 1. 595
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS )
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 243.29
161. 70
AS FOLLOWS:
Tc (MIN.) =
20.74
****************************************************************************
FLOW PROCESS FROM NODE
90.00 TO NODE
95.00 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 17.7
UPSTREAM NODE ELEVATION = 1118.70
DOWNSTREAM NODE ELEVATION = 1118.00
FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) = 54.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFSI = 243.29
TRAVEL TIME (MIN.) = .04 TC(MIN.) 20.77
****************************************************************************
FLOW PROCESS FROM NODE
90.00 TO NODE
95.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 20.77
RAINFALL INTENSITY(INCH/HR) = 1.59
TOTAL STREAM AREA(ACRES) = 161.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 243.29
****************************************************************************
FLOW PROCESS FROM NODE
.21 TO NODE
26.30 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "8-f"
============================================================================
41
{.o\
.
I.
.
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 800.00
UPSTREAM ELEVATION = 1148.60
DOWNSTREAM ELEVATION = 1136.00
ELEVATION DIFFERENCE = 12.60
TC = .303*[( 800.00**3)/( 12.60)]**.2 10.078
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.373
SOIL CLASSIFICATION IS "c"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8819
SUBAREA RUNOFF(CFS) = 2.93
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS)
2.93
C.B. "BB.6"
****************************************************************************
FLOW PROCESS FROM NODE
26.30 TO NODE
3
95.00 IS CODE =
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.9
UPSTREAM NODE ELEVATION = 1130.00
DOWNSTREAM NODE ELEVATION = 1121.00
FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA (CFS) = 2.93
TRAVEL TIME (MIN. I = .08 TC(MIN.) 10.16
1
****************************************************************************
FLOW PROCESS FROM NODE
26.30 TO NODE
95.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.16
RAINFALL INTENSITY (INCH/HR) = 2.36
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.93
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE ..
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) ( INCH/HOUR)
1 121. 87 10.16 2.363
2 245.27 20.77 1.594
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 245.27
163.10
20.77
AS FOLLOWS:
Tc (MIN.) =
****************************************************************************
FLOW PROCESS FROM NODE
95.00 TO NODE
3
430.00 IS CODE =
101-'-
45
e
.
.
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.1 INCHES
PIPEFLOW VELOCITYIFEET/sEC.) = 18.0
UPSTREAM NODE ELEVATION = 1118.00
DOWNSTREAM NODE ELEVATION = 1117.00
FLOWLENGTHIFEET) = 55.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) = 54.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 245.27
TRAVEL TIME (MIN.) = .05 TC(MIN.) = 20.82
****************************************************************************
FLOW PROCESS FROM NODE
95.00 TO NODE
430.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 20.82
RAINFALL INTENSITY (INCH/HR) = 1.59
TOTAL STREAM AREA(ACRES) = 163.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 245.27
****************************************************************************
FLOW PROCESS FROM NODE
450.00 TO NODE
7
430.00 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 20.59 RAIN INTENSITY (INCH/HOUR) = 1.60
TOTAL AREA(ACRES) = 40.10 TOTAL RUNOFFICFS) = 57.65
FROM TR. 24184- LINE "A"
****************************************************************************
FLOW PROCESS FROM NODE
450.00 TO NODE
430.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 20.59
RAINFALL INTENSITY (INCH/HR) = 1.60
TOTAL STREAM AREA(ACRES) = 40.10
PEAK FLOW RATE (CFS) AT CONFLUENCE = 57.65
****************************************************************************
FLOW PROCESS FROM NODE
.22 TO NODE
2
26.40 IS CODE =
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "B-2"
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2
INITIAL SUBAREA FLOW-LENGTH = 800.00
UPSTREAM ELEVATION = -1148 :60
DOWNSTREAM ELEVATION = 1136.00
t,~
48A
.
.
.
ELEVATION DIFFERENCE = 12.60
TC = .303*[( 800.00**3)/( 12.60)]**.2 = 10.078
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.373
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8819
SUBAREA RUNOFF(CFS) = 3.98
TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) =
3.98
C.B. "B.6"
****************************************************************************
FLOW PROCESS FROM NODE
26.40 TO NODE
430.00 IS CODE =
3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 14.3
UPSTREAM NODE ELEVATION = 1130.00
DOWNSTREAM NODE ELEVATION = 1119.00
FLOWLENGTH(FEET) = 70.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) 3.98
TRAVEL TIME(MIN.) = .08 TC(MIN.) 10.16
************************************************************************.***
FLOW PROCESS FROM NODE
26.40 TO NODE
1
430.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) 10.16
RAINFALL INTENSITY(INCH/HR) = 2.36
TOTAL STREAM AREA(ACRES) = 1.90
PEAK FLOW RATE (CFSI AT CONFLUENCE = 3.98
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE ..
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 152.08 10.16 2.363
2 302.86 20.59 1.602
3 305.24 20.82 1.592
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 305.24
205.10
AS FOLLOWS:
Tc (MIN.) =
20.82
============================================================================
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) =
TOTAL AREA (ACRES) =
305.24
205.10
Tc (MIN.) =
20.82
============================================================================
END OF RATIONAL METHOD ANALYSIS
TO TRACT 24182 - UNE "B"
(pl\
4<)
.
.
.
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
Ie) Copyright 1982-90 Advanced Engineering Software (aes)
Ver. 5.8A Release Date: 8/28/90 Serial # 8198
Analysis prepared by:
KEITH INTERNATIONAL, INC. - INLAND EMPIRE
22690 CACTUS AVENUE, SUITE 300
MORENO VALLEY, CA 92507
(909) 653-0234 FAX (909) 653-5308
************************** DESCRIPTION OF STUDY
* PALOMA DEL SOL
* TRACT 24184 STORM DRAIN LINE "C"
* 10 YEAR HYDROLOGY
**************************
**************************************************************************
FILE NAME: 24184CIO.DAT
TIME/DATE OF STUDY: 17:58
8/13/1996
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT (YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE
10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) =
10-YEAR STORM 60-MINUTE INTENSITY lINCH/HOUR) =
100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR)
100-YEAR STORM 60-MINUTE INTENSITY lINCH/HOUR)
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE =
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE =
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 I-HOUR INTENSITY lINCH/HOUR)
SLOPE OF INTENSITY DURATION CURVE = .5506
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
FOR FRICTION
2.360
.880
3.600
1.400
.5505732
.5271139
.90
SLOPE
.8888
****************************************************************************
FLOW PROCESS FROM NODE
.03 TO NODE
2
428.00 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "DD-14"
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 500.00
UPSTREAM ELEVATION = 1154.20
DOWNSTREAM ELEVATION = 1151.20
ELEVATION DIFFERENCE = 3.00
TC = .303*[( 500.00**3)/1 3.00)J**.2
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "e"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8818
SUBAREA RUNOFFICFS) = 4.17
TOTAL AREA(ACRES) = 2.00
10.128
2.367
TOTAL RUNOFFICFS)
4.17
4'1 A
*
*
*
~~
.
.
.
FLOW PROCESS FROM NODE
428.00 TO NODE
428.10 IS CODE =
****************************************************************************
6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1151. 20
850.00
= 38.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1145.60
----------------------------------------------------------------------------
----------------------------------------------------------------------------
AREA "00-15"
DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK
INTERIOR STREET CROSSFALL (DECIMAL) .020
OUTSIDE STREET CROSS FALL (DECIMAL) .020
36.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 6.86
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .46
HALFSTREET FLOODWIDTH(FEET) = 16.61
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38
PRODUCT OF DEPTH&VELOCITY = 1.09
STREETFLOW TRAVELTIME (MIN) = 5.95 TC(MIN) 16.08
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.835
SOIL CLASSIFICATION IS "c"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8779
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF (CFS)
SUMMED AREA (ACRES) = 5.30 TOTAL RUNOFF (CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) 18.89
FLOW VELOCITY (FEET/SEC.) = 2.57 DEPTH*VELOCITY = 1.30
5.32
9.49
FLOW PROCESS FROM NODE
428.10 TO NODE
428.10 IS CODE = 10
****************************************************************************
C.B. "C-3"
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
FLOW PROCESS FROM NODE
.10 TO NODE
427.00 IS CODE =
****************************************************************************
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
AREA "00-12"
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 680.00
UPSTREAM ELEVATION = 1205.20
DOWNSTREAM ELEVATION = 1179.20
ELEVATION DIFFERENCE = 26.00
TC = .303*[( 680.00**3)/( 26.00)]**.2
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8837
SUBAREA RUNOFF(CFS) 2.64
TOTAL AREA(ACRES) = 1.10
7.909
2.712
TOTAL RUNOFF (CFS)
2.64
4~6
~
.
.
.
FLOW PROCESS FROM NODE
427.00 TO NODE
429.00 IS CODE =
****************************************************************************
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "DD-13"
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1179.20
1300.00
= 38.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 36.00
INTERIOR STREET CROSSFALL (DECIMAL) .020
OUTSIDE STREET CROSSFALL(DEClMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
* *TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 6.32
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .37
HALFSTREET FLOODWIDTH(FEET) = 12.05
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.02
PRODUCT OF DEPTH&VELOCITY = 1.48
STREETFLOW TRAVELTIME (MIN) = 5.38 TC(MIN) = 13.29
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.038
SOIL CLASSIFICATION IS "e"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8796
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS)
SUMMED AREA (ACRES) = 5.20 TOTAL RUNOFF(CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) 14.33
FLOW VELOCITY(FEET/SEC.) = 4.60 DEPTH*VELOCITY = 1.90
7.35
9.99
1145.60
C.B. "C-2"
FLOW PROCESS FROM NODE
429.00 TO NODE
429.00 IS CODE =
****************************************************************************
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.29
RAINFALL INTENSITY (INCH/HR) = 2.04
TOTAL STREAM AREA (ACRES) = 5.20
PEAK FLOW RATE (CFS) AT CONFLUENCE = 9.99
FLOW PROCESS FROM NODE
427.00 TO NODE
427.10 IS CODE =
****************************************************************************
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
AREA "A-1"
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1179.20
DOWNSTREAM ELEVATION ~ 1163.00
ELEVATION DIFFERENCE = 16.20
TC = .303*[( 700.00**3)/( 16.20)]**.2
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS "c"
8.846
2.550
4ClC
~1.
e
.
.
COMMERCIAL DEVELOPMENT
SUBAREA RUNOFF(CFS) =
TOTAL AREA (ACRES) =
RUNOFF COEFFICIENT = .8829
3.15
1.40 TOTAL RUNOFF(CFS)
3.15
FLOW PROCESS FROM NODE
427.10 TO NODE
429.00 IS CODE =
****************************************************************************
6
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1163.00
600.00
= 38.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1145.60
----------------------------------------------------------------------------
----------------------------------------------------------------------------
AREA "A-2"
DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 36.00
INTERIOR STREET CROSS FALL (DECIMAL) .020
OUTSIDE STREET CROSSFALL(DEClMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 4.22
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .32
HALFSTREET FLOODWIDTH(FEET) = 9.77
AVERAGE FLOW VELOCITY(FEET/SEC.) 3.93
PRODUCT OF DEPTH&VELOCITY = 1.27
STREET FLOW TRAVELTlME(MIN) = 2.54 TC(MIN) 11.39
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.219
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8809
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF{CFS) 2.15
SUMMED AREA (ACRES) = 2.50 TOTAL RUNOFF (CFS) 5.30
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH{FEET) 10.91
FLOW VELOCITY (FEET/SEC.) = 4.05 DEPTH*VELOCITY = 1.40
C.B. "C-1"
FLOW PROCESS FROM NODE
429.00 TO NODE
429.00 IS CODE =
****************************************************************************
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 11.39
RAINFALL INTENSITY (INCH/HR) = 2.22
TOTAL STREAM AREA(ACRES) = 2.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.30
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
TABLE **
TIME
(MIN. )
11.39
13.29
INTENSITY
(INCH/HOUR)
2.219
2.038
FLOW RATE
RUNOFF
(CFS)
13.86
14.85
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
4'10
ft,~
e
.
e
PEAK FLOW RATE (CFS) =
TOTAL AREA (ACRES) =
14.85
7.70
Tc (MIN. )
13.29
FLOW PROCESS FROM NODE
****************************************************************************
429.00 IS CODE = 11
428.10 TO NODE
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** PEAK FLOW RATE TABLE * *
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 22.70 13.29 2.038
2 22.87 16.08 1. 835
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 22.87
13.00
AS FOLLOWS:
Tc (MIN.) =
16.08
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) =
TOTAL AREA (ACRES) =
22.87
13.00
============================================================================
TO TRACT 24136 - UNE "A"
END OF RATIONAL METHOD ANALYSIS
Tc (MIN.) =
4'1f
16.08
to\.
. e
.
.e
""'" -" - .---- .
HYDROLOGY
MAP
'V:J
e
.
.
CATCH BASIN DESIGN
CALCULATIONS &
GUTTER CAPACITY
ANALYSIS
\\
..
C.B.'A-7
r--'5
1 t~ F.8.100. Z.5
F.B. 10 _ 0.0
0100 .'f7.fcf'
a 10.1O,Dcf.
F.B. 100. 7o.S
~\ .:1 F.B. 10 - 0.0
~
C.B. 'A.4'
'~'''''''''''''''''''''''''''''__>>'_M'U''
-
C.B. Catch Basin
EJ Flow By
~o=-_
20'
-
C.B. 'A.5'
~
~"i
FAVARA DRIVE
)
~ Ul <II
~ 't> v
~ ... c
~ f'C'\ 0
!' .
~ 8 2
5 a
C.B.'A.~
01
1.
~ aj
I"'
j
/1
.
::/
,r
l
I
,
,
~ ~ ~
C"l en ~
,..: 0 ~
,
, '!
~ !! I'
o 0
>
<l:
~
III
w
>
is
C.B. 'A-2'
C.S,'A.S'
~
4 I Ii :~1
F.B.l00... ._
F.B. 10 _ 0.0
F .8. 100 _ 0.0
F.B. 10.0.0 6 Ii
..........
C.S.'A.S'
41
- I
\
\
\\,
."
"'--
HIGH 0100_ 4.0cfs
POINT a 10- 2.6m
DE PORTOLA ROAD
50
aloo.39.7cf.
a 10 _~dS
C.B. 'A."
~
it---;~
*' "f
-
PALOMA DEL SOL · TRACT 24184
Street Flow Exhibit
/\..'V
.
.
~
.
HYDRAULIC DESIGN, ON-GRADE CATCH BASIN
Project: T~ 24/84 ~L.OH4 Del... SOL-
Catch Basin Number: I A -I'
10-year Discharge (from Rational Method) (cfs): Z.(.,
100-year Discharge (from Rational Method) (cfs): 4.0
Carryover from C.B. No.
Total Design Discharge (cfs): -t.O
/
Flow Depth (ft): 1/'erI) ~ 0.33
Street Slope: /.887",
,
. J;> - O. z.~
.J .0
= (cfs): 0.0
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart L.l.. -/4
USE' ~vA"TION.
KW = "I
Discharge Intercepted (cfs): 4.0::: &'00
L,W ,:: GtIO
Carryover to Downstream Point (cfs): 0.0
Facility Receiving Carryover: -
D.SS; IS
ON eJwtr -SIDE?" Q = CW D
4>u.F:..,,':. 3.,2(11/'(0.33.)'.5: 4.5 cFS
Q~'IO:> 3.rz.(lltB!;(P.Z.'))/s-~ 3.7 CES
.'. o.K.
c."!..
eIl<TC#e:. FWv./S f7Z..to(2 To .!:&J~ ElJ3I~"TlcN .
5/
~':?
.
- - - - --
- "
- - - - - ~
-" "
MYD~AuLIC ELEMFNTS - I PROG~A~ pACKAGE
(C) Capyr~9nt 1982-88 Advanced En9~neer~ng Saftware (aes)
V~r. 2.7A k~l~ase Date: 6/2578~ Ser,al # DF1721
Espec~ally prepared far:
KEITH COio\PANIES
----------------------------------------------------------------------------
~~~~~~~~~~~~~~~;;;;;~;~;;---~;;;~;~;;;;;;;;;--;;;----;-;;;;;;;;;;;--;;;;;;;-
TIME/DATE OF STuDY: 19:16 16-AP~-96
....... ........ . .......... DE SCR I P T I ON OF S1 ~OV .. *... * * .. ... .. ....... * * . .
. FLOW DEPTH CALC. FOK C.B. "A-1"
. TRACT 24184
. PALOMA DEL SOL
. * . . * . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . * . * . . . . . . * . . . . . . . . . . . . * * . . . . * . * . .
.
. . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
~~~~~~~~~~~~~~_~~~~~_~~~~~_~~~~~~~~~~~~:~:________________________~~Q9______
CONSTANT STREET GRADE(FEET/FFET) ~ 0.018800
CONSTANT STREET FLOW(CFS) ~ 4.00
AVERAGE STREETFLDW FRICTION FACTOR(MANNING) ~ 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) ~ 38.00
. CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) ~ 0.020000
CONSTANT SYMMETRICAL CURB HEIGTH(FEET) - 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) ~ 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) ~ 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) ~ 0.12500
FLOW ASSUMED TO FILL STREET ON O~E SIDE, A~D THEN SPLIrS
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
----------------------------------------------------------------------------
STREETFLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOWDEPTH(FEET) ~ 0.33
HALF STREET FLOODWIDTH(FFET) ~ 10.72
AVERAGE FLOW VELOCITY(FEET/SEC.) ~ 3.09
PRODUCT OF DEPTM&VELOCITY ~ 1.02
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
~~~~~~~~~~~~~~_~~~~~_~~~~~_~~~~~~~~!~~~~~:_______________________~~o________
CONSTANT STREET GRADE(FEFT/FEET) ~ 0.018BOO
CONSTANT STREET FLOW(CFS) ~ 2.60
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) ~ 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) ~ 38.00
CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) ~ 0.020000
CONSTANT SYMMETRICAL CuRB HEIGTH(FEET) ~ 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) ~ 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) ~ 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) ~ 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLIIS
;;~;~;;===;==;;;;;;==;====;;----=;=~;=;;;;-;;;;-;-;;;--~;;=;;~;~;;;~~-;;~;-~
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOWDEPTH(FEET) ~ 0.29
HALFSTREET FLOODWIDTH(FEET) - 8.47
AVERAGE FLOW VELOCITY(FEET/SEC.) ~ 3.01
~ PRODUCT OF DEPTH&VELOCITY ~ 0.86
~~-~=;~~-~----;-;;;;;;==;;---;-------;---=-;;;-;-----------;---------;;---
'11>..
52..
.
HYDRAUliC DESIGN, ON-GRADE CATCH BASIN
Project: \17- f';t.. -r 2-4\ 't. 4-
Catch Basin Number: A - t. \
lQ-year Discharge (from Rational Method) (cfs): 3,4-
riXLOMAc V€'L ':;OL
100-year Discharge (from Rational Method) (cfs): 50
Carryover from C.B. No.
,.J (A.
S.O
= (cfs): xf
. Total Design Discharge (cfs):
.
0.3 \ I (dlo)
How Depth (ft): 0.3> <\-1 (d lOe ')
Street Slope: 2..0 %
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart L l - \ 4-
,.
W= 1\
Discharge Intercepted (cfs):
~ICC" 4-.l
Q.IO= ?.4
Carrv. over to Downstream Point (cfs): i:\ - O-:z.
l.)(IClO - . ~
&lO=O
Facility Receiving Carryover:
\1\\ 'T~. 74-1 'C,
&c~ lDO -== 3. \ 1.. (II) 0,05 ( 0.34-) I.~::: 4.1 Cf7
&CM 10 :::; 3.12 III )o.BSlo:~ \ y.~ - 4. \ C.f7
52A
~6
.
A A A ~ ~ A A A A A A ~ A ~ ~ A ~ ~ ~ A A ~ ~ .~ A A A ~ ~ ~ A A A A A A A A A ~ ~ ~ A ~ ~ ~ A ~ A ~ A . ~ ~ ~ A A ~ . A A A A A A A A ~ ~ A ~ A ~ ~ A ~
HYDRAuLIC ELE~ENTS - I PROGRAM PACKAGE
(C) Copyriant 1982-88 Aavanced Enaineerina Software Caes)
Ver. 2~7A Release Date: 6/25788 Serial # DE1721
Especially prepareo for:
KEITri CO,~;)ANItS
TI~E/DATE OF STUDY: 17:58 1J-FE8-97
===========~================================================================
~ ~ . *- . * ~ * . ~ * * * * * ~ ~ * * * * * ~ * .. O~ S c;~ I P T I O'~ 0 F S T 0 0Y .. ~ ~ * ~ * * * * * * ~ * * * * * * . ~ * A * ~ *
* FLO~ DEPTM CALC. FO~ C.B. "A-l.i"
. TRACT 24184
. PALO~A DEL SO:_
A.. . * * * * * * * * ~ * * * . ~ * ~ ~ . * * * * . . . * * A * * * * * * * * . * . . * * * * * . * * * * * . * * * * * * A * * * * * * . . * * *
.
.
* * * * * * * * * * * * * * * * * * . * * * * * * * . * . * . * . * * . . . * * . * . * * . . . . * . * * . . * . . * . * * * * * . . . * * . . . * * .
> > > > S T R E E T F L (; ~ i~ 0 i) ELI io,;:J 'J T I i'I;= 0 R r'l A T I O!~ < < < < &\00
CONSTANT STREET GRADE(FEET/FEET) = 0.020000
CONSTANT STREET FLO~CCFS) = 5.00
AVERAGE STREET FLOw FRICTION FACTORCMA~NING) = 0.015000
CONSTANT SY~METRICAL STREET HALF-~IDTHCFEET) = 38.00
CONSTANT SY~~ETRICAL STREET CROSSFALLCDECI~AL) = 0.020000
CONSTANT SY~~ETRICAL CuRB ~EIGT~(FEET) = 0.50
. CONSTANT SY:Y;,~ETRICAL GUiTER-W!O:riCFEcT) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125
CONSTANT SY~~ETRICAL G0TTER-riIKE(FEET) = 0.12500
FLOW ASSu~ED TO FILL STREET ON O~E SiDE, A~O ThEN SPLITS
----------------------------------------------------------------------------
----------------------------------------------------------------------------
STREETFLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOWDEPTH(FEET) = 0.34
HALFSTREET FLOODwIDTH(FEET) = 11.28
AVERAGE FLOw VELOCITYCFEET/SEC.) = 3.52
PRODuCT OF DEPTri&VELOCITY = 1.20
* . * * * * . . * . . . . * * . . * * * . * * * * * . ~ . * . . * . * . . . * * . * . . * . . * * * * * . . * . * . . . . * . . . . . . . . . . . * . *
~~~~~~~~~~~~~~_:~~~~_~~~:~_~~~~~~~~~~~~~:~_____________________~l9__________
CONSTANT STREET GRA0E(FEET/FEET) = 0.020:CO
CONSTANT STREET FLOW(CFS) = 3.40
AVERAGE STREETFLOw FRICTION FACTOR(~AN~ING) = 0.015000
CONSTANT SY~~ETRICA~ ST~Ec: MA~F-~IDTH(F:ET) = 38.0:
CONSTANT SY~~ETRICAL STREET CROSSFALL(DECI~AL) = 0.020000
CONSTANT SYM~ETRICAL CURB HEIGTH(FEET) = 0.50
CONSTANT SY~~ETRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SY~~ETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SY~~ETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSu~ED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
----------------------------------------------------------------------------
----------------------------------------------------------------------------
STREETFLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOwDEPTH(FEET)
HALFSTREET FLOODWIDTH(F
AVERAGE FLOW VELOCITY(F
PRODUCT OF DEPTH&VElOCI
4i'=========================
0.31
ET) = 9.59
ET/SEC.) = 3.18
Y = 0.98
================================================
5'Z&
'\~
.
HYDRAUUC DESIGN, ON-GRADE CATCH BASIN
Project: Ii€A "t Zt;., B f
Catch Basin Number: A -2-'
Carryover from C.B. No. f'J1A-
0.9
/. -:;
= (cis): JD
10-year Discharge (from Rational Method) (cfs):
100-year Discharge (from Rational Method) (cfs):
.
Total Design Discharge (cfs): I. ~
Flow Depth (ft):
D,oo ::: 0.2.0'
}
D,o:::: O.le/
Street Slope: 4: '1 ?o
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart L l.. -/ 4-
W = 14-'
Discharge Intercepted (cfs): 'Z . ~ ~ I.'~ == Q.oo
Carryover to Downstream Point (cfs): ?
Facility Receiving Carryover: /VIII
2.2. ') 0." =QIO
fJ = 3.12 (/4-)O.85( O,'LO'{" ::::.
'-'tAP,oo
. 6)CAP,o::::' 0.12. (14-)0.6"(0. i~Y,'J ::::.
2.(p Cf<?
Z.'2 ~
,'\
53
.
- -. - - - - - - -
- - --
- - . -.-
-. .. - - - - - -. - -....
HYDRAULIC flEMFNTS - I ~ROGRA~ ~ACKAGE
(CI Copyrig~t 1982-88 Advanced Engineering Software (aes)
Ver. 2.7A Release Date: 6/25788 Serlal I DE1721
Especially pr"epared for:
KEITel COMf'ANIfS
TIME/DATE OF STUDY: 19:19 16-A~R-96
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -. -
----------------------------------------------------------------------------
................................... OESCRIPTION OF STuDy...........................,......
. FLOW DEPTH CALC. FOR C.B. "A-2"
. TRACT 24184
. PALOMA DEL SOL
.. . .. . .. .. . . . .. .. . . . . . . . .. . . . . . . .. . . .. . .. . . . . . . .. . .. . . . .. . . . . . . . , .. .. . . . .. . . . .. . .. . , .. . . .. .. . . .
, . . .. .. .. . . . . . .. .. .. .. .. . . .. . .. .. .. .. .. .. .. .. .. . .. . .. .. .. .. .. .. . .. . .. .. .. .. . .. . .. .. .. .. .. .. .. .. . . .. . . .. . .. . . . . . . . .. . .. . .
~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~~~~~-----------------------~~QQ------
CONSTANT STREET GRADf(FEET/FEETI ~ 0.049000
CONSTANT STREET FLOW(CFS) ~ 1.30
AVERAGE STREETFLOW FRICTION FACTOR(MANNINGI ~ 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEETI ~ 20.00
. CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMALI ~ 0.023300
CONSTANT SYMMETRICAL CURB HEIGTH(FEETI ~ 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEETI ~ 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEETI; 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) ~ 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND lriEN SPLITS
;;;;;;;;;;;;;;;;;;;;;;;;;-;;;-;-;;;--;;---;;;;;--;------;--;;;---;-;-;--;;-;
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOWDEPTH(FEET) ~ 0.20
HALF STREET FLOODWIDTH(FEET); 3.97
AVERAGE FLOW VELOCITY(FEET/SEC.I ~ 4.01
PRODUCT OF DEPTH&VELOCITY ~ 0.81
. . . . . . . . . . .. . . . . .. . . . . . . . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . . . . . . .. . . . . . . . .. .. . . . .. .. .. . .. . .
))))STREETFLO~ MODEL I"PUT Ii,FORMATION"" Q
-------------------------------------------------------------------Q--------
CONSTANT STREET GRADE(FFET/FEETl ~ 0.049000
CONSTANT STREET FLOW(CFSI ~ 0.90
AVERAGE STREETFLO~ FRICTION FACTOR(MA"NING) ~ 0.015000
CONSTANT SYMMETRICAL SrREET HALF-WIDTH(FEETI ~ 20.00
CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) ~ 0.023300
CONSTANT SYMMETRICAL CURB hEIGIH(FEETI; 0.50
CONSTANT SYMMETRICAL GUTTfR-WIDTH(FEETI ~ 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEETI ~ 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET); 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
;ww____;;_;__;;;_;;;_;_;;_;;;;;;;;_;__;_;_;_____;;__;_____;;;_____;_;;___;_;
STREETFLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOWDEPTH(FEETI ~ 0.18
HALFSTREET FLoODWIDTH\FEETI ~ 2.84
AVERAGE FLOw VELOCITY\FEET/SEC.I ~ 3.83
~ PRODUCT OF DEPTH&VELOCITV ~ 0.67
~;;;;---;;;-;;-;-;-;;;;-----;-;--;---------;-;;;;---;;;;-;;;------;--;---;
"'\~
?~
.
I
I.
.
HYDRAUliC DESIGN, ON-GRADE CATCH BASIN
Project: n. -z.4-IStf
I I
Catch Basin Number: 4 ~ ?
10-year Discharge (from Rational Method) (cfs): 0. q
100-year Discharge (from Rational Method) (cfs):
111-41
Carryover from C.B. No. ~
? Cj (ING~I.l.PJN& rLOw8'()
= (cfs): '?J.t
Total Design Discharge (cfs): 3.0)
Flow Depth (ft): C:>/OO" tl,"Za I D,o'" O.Ie,'
Street Slope: 4: 8f;
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart L-L -If
f
W = 14-
Discharge Intercepted (cfs): 3.9 -== a.,loo
Carryover to Downstream Point (cfs): 0.0
Facility Receiving Carryover: ,JIll
0.0) ,.,6110
Q 3.12. ( 14,\0.55' 10.2.8)1.'7 ::: 4.4 r~
CAI\OD == \ . I I...' -, J
QCN'IO:; 3.IZ-U4jo.'Ot;"'(o. \8)1.",= 2.2 Cb
'\<\
55
.
- - - --
- .
- -
- --
- -.
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(CI Copyrignt 1982-88 Advanced Engineering Software (ae~)
Ver. 2.7A Relea~e Date: 6/25788 Serlal # OE1721
Especially prepare(j for:
KEIT~ COMPANIES
----------------------------------------------------------------------------
TIME/DATE OF STuDY: 19:21 16-A~R-96
~~~~~~~~~~;;~~~-;._._-~---------~-------~--;--;;;;-------------~------------
. ...... .... . .. . . .. .. . . .... D F SC R I ~ T I ON OF STL~D Y ..........................
. FLOW DEPTH CALC. FOR C.6. "A-3"
. TRACT 24184
. PALOMA DEL SOL
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
~~~~~~~~~~~~~~-~~~~~-~~:~~-~~~~~~~~~~~::::_----------------------~~Q-----
CONSTANT STREET GRADE(FEET/FEET) " 0.048800
CONSTANT STREET FLOW(CFSI" 3.90
AVERAGE STREETFLOW FRICTION FACTOR(MANNINGI " 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEETI" 20.00
CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) " 0.023300
. CONSTANT SYMMETRICAL CURB HEIGTH(FEETI" 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET)" 2.00
CONSTANT SY~METRICAL GUTTER-LIP(FEET)" 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET)" 0.12500
FLOW ASSUMED TO F1LL STREET ON ONE SIDE, AND [HEN SPLITS
- - - - - - - - - - - - - - - - - - - - - - - - - - - - -. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
----------------------------------------------------------------------------
STREETFLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOWDEPTH(FEET); 0.28
HALFSTREET FLOODWIDTH(FEETI" 7.34
AVERAGE FLOW VELOCITY(FEET/SEC.I" 5.07
PRODUCT OF DEPTH&VELOCITY" 1.42
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . * . * * . . . . * . . . . . . * . . . .
n>>STREfTFLOw MODEL Ii,PUT Ii,FORMATION<<<< Q
-------------------------------------------------_________________J!t_______
CONSTANT STREET GRADf(FEET/FEET) " 0.048800
CONSTANT SrREET FLO~(CFSI = 0.90
AVERAGE STREETFlOw FRICTION FACTOR(MA~NIhG) . 0.015000
CONSTANT SYMMETRICAL STREET HALF-~IDTH(FEEt). 20.00
CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMALI . 0.023300
CONSTANT SYMMETRICAL CURB hEIGTH(FEET); 0.50
CONSTANT SYMMETRICAL GUTTER-wIDTH(FffTI; 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET); 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEETI; 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, A~D T~EN SPLIrS
-~-~~~.~;~;;;-====-==--=~=.._;===-=-==---==;=;-==;--=====--===------==-;-;-;
STREETFLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOWDEPT;,(FEETI. 0.18
HALF STREET FLOODWIDTH(FEET); 2.84
AVERAGE FLOW VELOCITY(FEET/SEC.). 3.83
~ PRODUCT OF DEPTH&VELoCITY; 0.67
~===-==----==;--====_._===---=------=---=----=--=-=---===--------====---==
5'"
'@fJ
.
.
.
HYDRAUliC DESIGN, ON-GRADE CATCH BASIN
Project: 7i( . Ztl-/8 f
Catch Basin Number: A - 4 I tf. A -7) FAI/A-ICA (?/l.,Jvi!
IO-year Discharge (from Rational Method) (cfs): 7O,O/z,.'" 6.0 eA.
IOO-year Discharge (from Rational Method) (cfs): 47.5 It. :::; 2-3.15 ~t4.
Carryover from C.B. No. "'I/<- = (cfs): aO
Total Design Discharge (cfs): ~~ 1S
Flow Depth (ft): tlt"''': fJ. $ 7 I J ()/o :: (J. 4-1
Street Slope: I?o
Use City of Los Angeles (Department of Public Works) Hydraulic
Design ~lanual, Chart /..(.. _1-.,
W = 'te I
Q.t>
Discharge Intercepted (cfs): ~ I. '3 )
~o
/5.0
Carryover to Downstream Point (cfs): ~{~~ 7.5 ; 0.'0-= 0.0
/ /'
Facility Receiving Canyover: C.~. A~f;' t A'~
QC-AP,oo = Z.~2 ('J..'o)o.8'5(!. 57")1.<; ".. Z 1.'3
G.""f'IO'=' 2.c;l2 ~8)Q.85"LO.401)I'7 =- 1'7.0
51
C1"7
~
%'
(C)
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
CoPyr~9ht 1982-88 Advanced Eng~neer~n9 Software (aes)
Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721
Espec~ally prepared for:
KEITH COfllPANIES
----------------------------------------------------------------------------
TIflIE/DATE OF STUDY: 19:23 16-APR-96
;;;;;;;;;;;;;;;-----------------;--;;---------------------------;---=-------
.......................... OFSCRIPTION OF STUDY ..........................
. FLOW DEPTH CALC. FOR C.B. "A-4" & "A-7"
. TRACT 24184
. PAlOfllA DEL SOL
. . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.
. . . . . . . . . . . . . . . . . . * . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . * * . . . . * . . . . . . . . . . . . . .
~~~~~~~~~~~~~~-~~~~~_!~~~~_!~~~~~~~!~~::::_-------------------~~~---------
CONSTANT STREET GRADE(FFET/FFETl - 0.010000
CONSTANT STREET FlOW(CFS) - 47.50
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) - 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) - 20.00
CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) - 0.017000
CONSTANT SYMMETRICAL CURB HEIGTH(FEET) - 0.50
CONSTANT SYMflIETRICAL GUTTER-WIDTH(FEET) - 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) - 0.03125
CONSTANT SYflIMETRICAL GUTTER-HIKE(FEET) - 0.12500
FLOW ASSUMED TO FILL STREET EVE~LY ON BOTH SIDES
...STREET FLOWING FULL...
.--STREETFLO~-~ODEl-RESUlTS;--------------------------------------;--------
----------------------------------------------------------------------------
NOTE: STREETFLOw EXCEEDS TOP OF CURB.
THE FOLLOWING STRfETFlOW RESULTS ARE bASED ON THE ASSu~PTION
THAT NEGLIBLE FLOW OCCURS OuTSIDE OF THE STREET CHAN~EL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS ~EGLECTED.
STREET F~OwDEPTH(FEET) - 0.57
HALFSTREET FLOODWIDTH(FFETl - 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) - 4.17
PRODUCT OF DEPTH&VFLOCITY' 2.37
. * . . . . . . . . . . . . . . . . . . . . * . * . . . . . . . . . * . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . * . . . . . . .
>>>>STREETFlOioi MODFl. Ii,PUT Ii.FORloIATION<<<< 010
----------------------------------------------------------------------------
CONSTANT STREET GRADE(FFET/FEET) - 0.010000
CONSTANT SfREET FlOW(CFS) - 30.00
AVERAGE STREETFlO.. FRICTION FACTOR(MANNING) - 0.015000
CONSTANT SYMMEfRICAl STREET HAlF-WIDTH(fEEf) - 20.00
CONSTANT SYMMETRICAL STREET CROSSFALL(DFCIMAL) - 0.017000
CONSTANT SYMMETRICAL CuRB hEIGTH(FEET) - 0.50
CONSTANT SYMMETRICAL GUTTER-ioiIDTH(FEET) - 2.00
CONSTANT SYMMETRICAL GUTTER-lIP(FEET) - 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) - 0.12500
FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES
...STREET FLOWING FuLL...
-~~~;;;;;;--------------;----;;----;-----;-;------------------;-;------;----
STREET FLOW MODEL RESULTS:
.--------------------------------------------------------------------------
STREET FLoWDEPTH(FEET) - 0.49
HALFSTREET FLOODWIDTH(FEET) - 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.62
PRODUCT OF DEPTH&VFl ocr TV - 1. 78 T)1A.
-------------------------------------------------------=-=--=----=----=~~--~,,~
/0.%
.
.
.
HYDRAUliC DESIGN, ON-GRADE CATCH BASIN
Project:~. Ztl-I~f
Catch Basin Number: 'II-'~./
lO-year Discharge (from Rational Method) (cfs):
IOO-year Discharge (from Rational Method) (cfs):
~~t./z -::/t.&
'?',1/z, :0 n/6~
= (cfs): QQ
Carryover from C.B. No. N/A-
Total Design Discharge (cfs): 1~.~"
Flow Depth (ft): ~o.. ~ o. ~5 I j 1/;0 ,. 0, q.. I
Street Slope: tJ. 8 ~o
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart U ~I 3
W = 261
Discharge Intercepted (cfs): QIOO:': I~.'J
&/0 = 12,ft,
Carryover to Downstream Point (cfs): ~ 0
Facility Receiving Carryover: t'/IJ
&C"'...IOO ~
&U"'P \0 ='
o.SS ,i.5'
'2.')2 (28) (O!:j5/ '""
'2..92 (2ey.e"(CJ.4-~tS =
l o. z.. cF7
11.0 cf7
Qfr
5'1
e
HYDRAUliC DESIGN, ON-GRADE CATCH BASIN
Project: 7lt.. '2.4-1 S 4-
Catch Basin Number: A -8 I
IO-year Discharge (from Rational Method) (cfs): Z~Z/~... /t.~
IOO-year Discharge (from Rational Method) (cfs): ~0.1/1- :: /9.fI'i
Carryover from C.B. No.
"11+
= (cfs): 00
.
.
Total Design Discharge (cfs): J".BS
Flow Depth (ft): 0."0 = () t?5'; &',.." o. 4~ I
Street Slope: tJ. B '?O
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart t..t,-/~
I
W = ttl
Discharge Intercepted (cfs): 6hoo:::. is.~
Q.o"" IZ.<'
Carryover to Downstream Point (cfs): (9.'DO "" 4./
6lto -:: <I>
Facility Receiving Carryover: ',4-0'
0'l5" I.S"
/':) "Z. q Z C Zl)' . (0. IS?) =- I ~. B cf'7
~c""P ,1:)0 '" I
e <Q.CIW 10 ~ t..'1Z- (Z-I)o.8S(oA-i)'s- =- \?? Cf7
{pO
<a,~
(C)
HYDRAULIC ElE~ENTS - I PROGRAM PACKAGE
Copyright 1982-88 Advanced Engineering Software (ae5)
Ver. 2.7A Release Date: 6/25788 Ser,al # DE1721
E5pecially prepared for:
KEITH COMPANIES
----------------------------------------------------------------------------
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 19:25 16-APR-96
.......................... DESCRIPTION OF STUDy..........................
. FLOW DEPTH CALC. FOR C.B. "A-5" & "A-8"
. TRACT 241184
. PALOMA DEL SOL
. . . . * . . . * * * . . * * . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.
.
* . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . .
>>>>STREETFLOW MODEL INPUT INFORMATION<<<< 1.'1'0<::>
----------------------------------------------------------------~----------
CONSTANT STREET GRADE(FEET/FEETI ~ 0.008000
CONSTANT STREET FtOW(CFS) ~ 39.70
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) ~ 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) ~ 20.00
CONSTANT SYMMETRICAL STREET CROSSFAl.L(DECIMAL) ~ 0.017000
CONSTANT SYMMETRICAL CURB HEIGTH(FEET) ~ 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) ~ 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) ~ 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) ~ 0.12500
FLOW ASSUMED TO FILL STREET EVENLY ON 80rH SIDES
."STREET FLOWING FULL...
4It~~~~;;;;;;;;;;~~;;;;~;~~;;;;~~~;;;~;;;;;;-~~~~;;-~~~;;;~~~;~~~~;;;;;~;;;;;
STREETFLOW MODEL RESULTS:
----------------------------------------------------------------------------
NOTE: STREETFlOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREETFlOW RESULTS ANE 8ASED ON THE ASSUMPTION
THAT NEGLIBlE FLO.. OCCURS OU [SIDE OF ThE S rREEl C;1A;\oNEL.
THAT IS. ALL FlDW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOWOE?IH(FEETI ~ 0.55
HALFSTREET Fl.OODWIDTrl(FFET) ~ 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) ~ 3.74
PRODUCT Of OEPTH&VELOCITY ~ 2.06
* . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . * . . . . * . . * . . . . . . . .
~~~~~~~~~!:~~~_~~~~~_~~~~~_~~~~~~~~~~~~~~~_____________________~~o__________
CONSTANT STREET GRADE(FEET/FEET) ; 0.008000
CONSTANT STREET FLOW(CFS); 25.20
AVERAGE STREETFLOW FRICTION FACTOR(MANNINGI ~ 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) ~ 20.00
CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) - 0.017000
CONSTA~T SYMMETRICAL CURB HEIGTH(FEET) ~ 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) ~ 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) ~ 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) ~ 0.12500
FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES
'..STREET FLOWING FUl.L...
;-~--;;-;------;;;=--==============-==================-=----------=-=----=--
e STREETFLOW MODEL RESULfS:
-~STREET-fLOWDEPr~(FEET)-:--O~49------------------------------------------
HALFSTREET FlOOOWIDTH(FFET); 20.00
AVERAGE FLOW VELOCliY(FEET/SEC.) ~ 3.04 ~
PRODUCT OF DEPTH&VELOCITY; 1.50
..--~--;~-;-----------_._---------------------------------------------------
(PJ
.
HYDRAUUC DESIGN, SUMP CATCH BASIN
Project: n. 1..4./ e 4-
Catch Basin Number: A-(7) F,t:rVAILA f),(II/e.
10-year Discharge (from Rational Method) (cfs):
IOO-year Discharge (from Rational Method) (cfs):
, 'J' J
Carryover from c.B. No. II -7 ~ .4 -8
. Total Design Discharge (cfs): 9,b
Maximum Ponding Depth (ft): tl.13 7 '
'.1
~,fD (/flJet. fUJW&y)
= (cfs): 2.'<;+ 4-. I
g"~ -I- e~o I- ~IAJ =
. f,7'+{OZl.lo)-=.E'-Hf
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart LL-15
I
W =7
QcAp. ~ ,?,cx ("po.(p-7) (7y.13(O.81tlo> '" IIP.7 Cf7
Discharge Intercepted (cfs): 8. b
'* Cllee./G. IoNIJ/NGr f)(f.1'11I ;vo", 70 e.K~U:l? ~ .'
t,."tAt... ()ePUSSIt3,J It I1f" ^"A..1'44V GLt:rl;~ '"
j!ON()/I"':" 1'1114)(....
II (,0. 03
/).97
111,0. '10
.
t ~uo. t. ,f. ~ /1"I.oz. ? II{pQ,f~O tJ;:... ~
&2-
.
.
.
HYDRAUUC DESIGN, ON-GRADE CATCH BASIN
Project: Wi\<- T 2A \ 84
Catch Basin Number: 1)-("
lO-year Discharge (from Rational Method) (cfs): 4-.0
PALOI"1P.. O~\... <601..
100-year Discharge (from Rational Method) (cfs): b.O
Carryover from C.B. No.
N/A-
<P.O CF7
(d,oo ')
= (cfs): ~
Total Design Discharge (cfs):
Flow Depth (ft):
,
C>.1S
,
0.41 eeL:>)
Street Slope: 0.004-0
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart L l - I ~
w = l' Lf!.'f.;.'::,T)
Discharge Intercepted (cfs):
(Q,OO~ 4./
<s:<.,o =- 40
Carryover to Downstream Point (cfs): QIOO =- \.~
6<.10 =0
F cill. R .. Carry 1,1N"- "1":" /,\ "Tr'>. -.410')
a ty ecelvmg over: t:;' t:;.. N I......... 0'-
&? l ,,0.<05 f );'5
CIW.\.Oo=- 2-.92 7) \...cAS =
&CI':P,IO::: 2.92.L-()O.8~CO.4-I)\'S =
03
t./ cr:,
4: 0 CF')
tt;"
.
A _ _ _ _ _ _ _ _ _ ~ _ _ _ _ _ _ _ _ _ A _ ~ ~ ~ _ _ ~ _ _ _ _ _ _ _ _ _ _ ~ ~ .~ _ _ _ _ _ ~ _ _ ~ _ _ _ ~ ~ _ _ A _ _ ~ _ .~ _ ~ _ _ _ ~ _ _ ~ _ ~
(C)
HYDRAuLIC ELE~ENTS - I PROGRA, PACKAGE
Copyright 1982-88 Aevanced Engineerino Software (aes)
Ver.2.7A Release Date: 6/25788 Serial # DElnl
Especially prepared for:
KEITH CGi~:)AI~IC:S
----------------------------------------------------------------------------
TI~E/DATE OF STuDY: 16:13 10-FE8-97
-------------------------------------------------------'---------------------
------------------------------------.----------------------------------------
'" '" '" '" '" '" '" '" '" '" '" '" '" '" '" * '" * * * * * "'. '" * DES C R I PT I G N G F S T 0 0 Y '" * ~. * "'. '" '" '" '" '" '" '" '" . ~ '" k '" * k * * '" .
* FLO~ DEPTH CALC. FO~ C.B. ~B-6~
. TRACi 24184
'" PALOifJA DEL S;J~
'" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" * '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" k '" '" '" '" '" '" '" '" '" '" k '" '" '" '" . * * '" '" ~ '" '" '" ~ * '" k '" '"
.
'" '" '" * '" '" '" '" . '" '" '" * '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" * '" '" '" '" '" '" '" * '" A '" ~ '" '" '" '" * '" '" '" '" '" '" '" '" * * * '" '" '" '" '" '" '" '" '" '" * '" *
:~:~~~~~~~~~~~-~~~~~-~:~~~-~:~~~~~~~~~~~~~______________________~9~_______
CONSTANT STREET GRAOE(FEET/FEET) = O.0040GJ
CONSTANT STREET FLO~(CFS) = 6.0:
AVERAGE STREETFLO~ FRICTiON FACTORC"ANNING) = 0.015000
CONSTANT SY~~ETRICAL STREET GALF-WiDTG(FEET) = 38.00
CONSTANT SY~~~TRICAL STREET CROSSFALL(DtCI~A~) = 0.02G000
CONSTANT SY~~ETRICAL CuRB hEIGTG(FEET) = 0.50
. CO,~STAiH SYMETRICAL GUTTER-lliIDTri(FEET) = 2.[,0
CONSTANT SYM~ETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SY~~ETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSU~EO TO FILL STREET ON O~E SIDE, A~0 ThEN SPLITS
----------------------------------------------------------------------------
----------------------------------------------------------------------------
STREETFLOW MODEL RES~LTS:
----------------------------------------------------------------------------
STREET FLOWDEPTH(FEET) = 0.45
HALFSTREtT FLQOO~IOTH(FEET) = 16.91
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.00
PRODuCT OF DEPTh&VELOCiTY = 0.91
'" * '" ~ '" '" ~ ~ ~ * '" '" '" '" . '" '" '" ~ . '" '" * * * '" '" * '" '" '" * '" '" * '" * * . '" * * '" . '" * '" * '" * '" * * '" '" '" * . * * * * * * '" * '" '" '" * '" '" '" * '" .
~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~~~~~_____________________~9__________
CONSTANT STREET GRADECFEET/FEET) = 0.004000
CONSTANT STREET FLO~(CFS) = 4.00
AVERAGE STREETFLO~ FRICTION FACTOR(~ANNING) = 0.015000
CONSTANT SY~~ETRICAL STREET ~ALF-WIDTM(FEET) = 38.00
CONSTANT SY~~ETRICAL STREET CROSSFALL(DEC!~AL2 = 0.02COOO
CONSTANT SYMMETRICAL C~RB ME!GThCFEET) = O.~O
CONSTANT SYM~ETRICAL GUTTER-WIDTH(FEET) = 2.[,0
CONSTANT SY~~ETRICAL GUTTER-lIP(FEET) = 0.03125
CONSTANT SY~~ETRICAL GUTTER-HIKECFEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON O"E SIDE, AND T~EN SPLITS
============================================================================
STREETFLO~ ~uDEL RES~~TS:
STREET FLOwDE?TM(FEET)
HALFSTREET FLOOD~IDTH(F
AVERAGE FLOW VELOCITY(F
PRODUCT OF DEPTH&VELOCI
4IJ======;==================
1] .1'i
T)'~- 14.66
T/SF, ) = 1.74
= --'0.71
-----------------------------------------------
-----------------------------------------------
&4
rrolb
.
.
.
HYDRAUUC DESIGN. ON-GRADE CATCH BASIN
Project:
t1'~trt..l
241B4 PPQoMP< C€'L ~L
Catch Basin Number: P-:, g,- <0
la-year Discharge (from Rational Method) (cfs): 2,~
laO-year Discharge (from Rational Method) (cfs): 4.5
Carryover from C.B. No.
NIt>.;
= (cfs): 1>
Total Design Discharge (cfs):
1.5 ~
(ct,'=J tJ,3f/ (d,o")
Flow Depth (ft):
0.42
0,0040
Street Slope:
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart L L- - I ::,
W =1
Discharge Intercepted (cfs):
6(,00 = t.2
0,('0 =- 2.-, 9
I
Carryover to Downstream Point (cfs): 6{(00 =- 0,3 .) (S)'O =: 0
Facility Receiving Carryover: LINE' "e:.o> IN TIe, oz4-lb2-
( o.~'J. is
tQCI'<f>/ICO -= 2,92- /) lo.4L}::: 12 cfs
&CM, lO.-:O "2,"l2.. (7)0.&'5 (0, 3e)1. S ==-3. (,0 cFs
<p4A
~
.
~ _ ~ _ _ _ _ ~ ~ ~ ^ ^ ~ _ _ _ _ _ _ ~ _ _ ~ ~ ~ _ _ _ _ _ _ ^ _ _ _ _ _ ^ ^ A _ _ _ _ _ _ _ A _ ^ A _ ^ ^ _ _ ^ _ _ _ _ ^ _ _ _ ~ _ ^ _ _ _ _ ^ ^ _ ^
(C)
MY0RAuLIC ELE~ENTS - I PROGRA~ PACKAGE
Copyright 198f-88 Advance~ Engineering Soft~~re (aes)
Ver. 2.7A Reiease Date: 0/25/88 Serlal # ut1721
Especially prepared for:
KEITH CO,"PANIES
TI~E/DATE OF STUDY: 16:17 10-FEB-97
----------------------------------------------------------------------------
----------------------------------------------------------------------------
,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ~ ,. ,. ,. ,. ,. ,. * ,.,. 0 t S C RIP T I 0 ~~ 0 F S T L 0 Y ,.,.,.,.,.,.,.,.,.,.,.,.,. * ,. . ,. ,. ,. ,. ,. ,. ,. ,. ,. ,.
,. FLO~ DEPTH CA~C. FO~ C.3. "83-6"
. TRACT 24184
,. PALc-~A DEL SC~
,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ~ * ,. ,. ,. * ,. * * ,. * ,. ,. . * ,. ,. ,. * ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. .
.
.
,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. * ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. * * ,. * ,. ,. * * ,. * ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,.
> > > > S T R E E T F L [I 'N M tJ i) ELI N:) uTI I\; F G,~,~ A T I G t., < < < < Qt -...
-----------------------------------------------------------------~--------
CONSTANT STR~ET G~A0c(fEET/FEET) : 0.004000
CONSTANT STREET FLOw(CFS) = 4.50
AVERAGE STREETFLOW FRICTION FACTaR(~AN~I~G) = 0.015000
CONSTANT SY~'ETRICAL STREET nALF-WIDTri(FEET) = 38.00
CONSTANT SY"'ETRICAL STREEi CROSSFALL(DECI~A~) = 0.020000
CONSTA~T SY~T~T~ICAL C~~S ~EIGT~(FEET) = 0.50
. CO~STA~T SY~~ETRICAL GUTTER-~IOTri(FEEr) = 2.00
CONSTANT SY~~ETRICAL G~TTER-LIP(FEET) = 0.03125
CO~STANT SY,,~ETR!CAL GuTTER-H!KE(FEET) = 0.22500
FLOw ASSu~EO TO FILL STREET ON ONE SIDE, AN) THEN SPLITS
----------------------------------------------------------------------------
----------------------------------------------------------------------------
STREETFLO~ MODEL RESLlTS:
STREET FLOwDEPTh(FEET) = 0.42
HALFSTREET fL000WI0T~(rEET) = 15.22
AVERAGE FLOw VELOCITY(FEET/SEC.) = 1.83
PRODUCT OF DEPTH&VELOCITY = 0.77
- ,. ,. ,. ~ ,. ,. ,. - ,. ,. ,. ,. ,. - ,. ,. ,. . ,. ,. ,. ,. ,. ,. ,. ,. ~ * ,. * * ,. ,. ,. ,. ,. ,. . ,. ,. ,. ,. ,. ,. * ,. ,. * ,. ,. * . . ,. ,. . ,. ,. . * . ,. * ,. * * ,. ,. ,. ,. ,. ,. ,. * ,.
::::~~~~~~~~~~-~~~~:_~~~~~-~~~~~~~~~~~~~~~---------------------~~---------
CONSTANT STREET GRADE(FEET/FEET) = 0.004000
CONSTANT STREET FLOw(CFS) = 2.90
AVERAGE STREETFLOW FRICTIO~ FACTGR(~ANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-~IDTH(FEET) = 38.00
CONSTANT SY~METRICAL STREET CROSSFALL(DECI~AL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50
CONSTANT SYM~ETRICAL GUTTER-MIOTri(FEET) = 2.00
CONSTANT SYM~ETRICA~ GUTTER-LIP(FEET) = 0.03125
CONSTANT SYM~ETRICAL GUTTER-rlIKt(fEET) = 0.12500
FLOW ASS~~ED TO FI~L STREET ON O~E SIJE, A0) lrE~ SPLI~S
----------------------------------------------------------------------------
----------------------------------------------------------------------------
STREETFLOW MODE~ RES~~TS:
ST;',EET FLO"OE:'T
riALFSTREET FLOC
AVERAGE FLO~ VE
PROO,-'CT OF DEPT
...------------------
~------------------
(----.
'. r ~.::. " ) _
"I u T ," (;-
OCITY(F
&VELOCI
0.3:3
1) = 12.97
T/SEC.) = 1.59
= 0.60
-------
-------
-----------------------------------------------
------------------------------------------------
~4~
Of:>
e
HYDRAUUC DESIGN, SUMP CATCH BASIN
Project: I12ACT' VlIB4 P'AWMA 'l>e... Go!-
Catch Basin Number: 8-7
lo-year Discharge (from Rational Method) (cfs): 2.5
IOo-year Discharge (from Rational Method) (cis): :3,8
Ca.."I)'over from C.B. No.
t-J#,
(cfs): r4
Tot:J.1 Design Discharge (cfs): 3.5
. M:J..'cimum Ponding Depth (ft): (J, ??' (i.D.)
Use City of Los Angeles (Department of Public Works) Hydraclic
Design Manual, Chart LL-15
Discharge Intercepted (cfs): '?,B
tJ~e u1~112- e.Gut'\110tJ
q",p:::3,087 W /)l5
. (- \~~
41u.f' :: 3.of37 7'X.O.33.J
:: t,1 ~3t1 .: a.1!!.
W=7' UX/Sr:)
.
/p5
00
.
.
.
HYDRAUliC DESIGN, ON-GRADE CATCH BASIN
Project: I~cr ZltlBlt
Catch Basin Number: \ C> - B I
lO-year Discharge (from Rational Method) (cfs): 1.0
lOO-year Discharge (from Rational Method) (cfs): IO.IP
Carryover from C.B. No.
~/A
= (cfs): ~
Total Design Discharge (cfs): /0.1-
Flow Depth (ft): cL = 0.38' . d. =' 0 "'4'
. IDO 11O'C7
Street Slope: If.tr3~ @) STA.62-t8O
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart LL - 1'1'
W = 2.8'
Discharge Intercepted (cfs): 12.4 '> /0.1. "'&'100
Carryover to Downstream Point (cfs): tt
Facility Receiving Carryover: "'/A.
10.S,/,'1.0:: alo
(.. .0 tl,:> ;--..IS.. .
Q,CM'IOu'" .3.12.. w) ::(o.~8,1~ ,11..4- c"f7
.. ... .
6(lcP<f\O'" 3.\"2.. ci~;y.6S'C 0.34)':5 = 10. '7 cf7
<\'1;
{p(,
.
- - - - - - - - -"
. - - - - - - --
"- - - - - - -
- -
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(CI Copyright 1982-88 Advanced Engineerin9 Software (aes)
Ver. 2.7A Release Date: 6/25788 Serlal # DE1721
Especially prepared for:
KEITH COMPANIES
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 19:27 16-APR-96
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
----------------------------------------------------------------------------
........................................... DESCRIPTION OF STUDy...........................................
. FLOW DEPTH CALC. FOR C.B. "B-8"
. TRACT 24184
. PALOMA DEL SOL
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . . . . .
~~~~~~~~~~~~~~_~~~~~_~~~~~_~~~~~~~~~~~::::______________________~\9Q________
CONSTANT STREET GRADE(FEET/FEETI . 0.044300
CONSTANT STREET FlO~(CFS1' 10.60
AVERAGE STREETFlO~ FRICTION FACTOR(MANNINGI . 0.015000
CONSTANT SYMMETRICAL STREET HALF-~IDTH(FEETI' 43.00
CONSTANT SYMMETRICAL STREET CROSSFAlL(DECIMAL) . 0.020000
. CONSTANT SYMMETRICAL CuRi3 HEIGTH(FEET)' 0.50
CONSTANT SYMMETRICAL GUTTER-~IDTH(FEETI' 2.00
. CONSTANT SYMMETRICAL GUTTER-LIP(FEETI' 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(EEETI' 0.12500
FLOW ASSUMED fO FILL SrREET ON ONE SIDE, AND THEN SPLIrS
~~;;;;;;;;;;;~==;;;;;;==;==~=;=========;============;==;============~=====;=
STREETFLOw MODEL RESULTS:
----------------------------------------------------------------------------
STREET FlO~DEPrH(FEET)' 0.38
HALFSTREET FlOOD~IDTH(FEETI' 13.21
AVERAGE FLOw VELOCITY(FEET/SEC.)' 5.60
PRODUCT OF DEPTH&VELOCITY' 2.13
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~:~~~~~~~:::_--------------------~Q---------
CONSTANT STREET GRADE(FEET/FEETI . 0.044300
CONSTANT STREET FlOw(CFSI' 7.00
AVERAGE STREETFlOw FRICTION FACTOR(MANNINGI . 0.015000
CONSTANT SYMMETRICAL STREET HAlF-wIDTH(FEETI' 43.00
CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMALI . 0.020000
CONSTANT SYMMETRICAL CURB HEIGTH(FEET)' 0.50
CONSTANT SYMMETRICAL GUTTER-wIDTH(FEETI' 2.00
CONSTANT SYMMETRICAL GUTTER-lIP(FEET). 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEETI' 0.12500
FLOw ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLlrS
- .- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .- - - - - - - - - - - - - - - -
----------------------------------------------------------------------------
STREET FLOw MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOwDEPTH(FEETI' 0.34
HALF STREET FlOOD~IDTH(FEFTI' 11.29
AVERAGE FLOw VELOCITY(FEET/SEC.I' 4.92
PRODUCT OF DFPTri&VElOCITY' 1.68
~...........................................................................
&7
o...~
.
.
.
HYDRAULIC DESIGN, ON-GRADE CATCH BASIN
Project: TRAC.T 24154
Catch Basin Number: BB-2
lo-year Discharge (from Rational Method) (cfs): 2.5
10o-year Discharge (from Rational Method) (cfs): 3.5
Carryover from C.B. No.
N/A
= (cfs): f/J
Total Design Discharge (cfs): 3.5
Flow Depth (ft): .1100:: 0:2.<( d,o"" Q'2.cj
Street Slope: 4.4310 e. 'bfA. C; '2. + eo
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart LL - \4-
I
W = \4-
Discharge Intercepted (cfs):
4,(p 7 ~.B "&too
'?17 'l. '7 '" 6!.1O
Carryover to Downstream Point (cfs): <P
Facility Receiving Carryover: ,.J/A
Q CA-P,OO -= 3.12. ( \4)0.85 (o.1..f).5 :: 4.<0 C.FS
QU.f <0 :: 3.12. (14 )o.BS (o.zs)"s = '3.1 ~
<\~
(p 11\
. :. - . ~'- .
". '"
~ -- ..~ " .., '.
~'.~.:'=-" .::~~,...,.
'!~''- . . - .
.
,::;j.."'o co.
. '.. -..~ -~--- -- ---."
. .
'.".
- ~ - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE -J;'
(C) Copy r i gh t 1982 - 88 Advanc e d Eng i nee ring Softwa re (aes L_.~,,>...,c. ..
Ve r. 2.7 A Re 1 ease Dat e: 6/25/88 Se r1 a 1 IIDE1721--,:,c:''':'.'--'''''''-
\ ..~~';;;:::r--:':. .~ :::. :..~
Especially prepared for: un'"
. _c._
KEITH CO~PANIES >:7(+:..
- - TIM E i D ATE - 0 F - S T U D Y ~ - i 8 ~ 4 5 - - - 8 = A U G = 9 6" - - - - - - - - - - - - - - - -.. - - - - - - -.... :::;;?C:':'- -:. ~_:-
============================================================================
... - ,.:..~~::;.
,'- ,
...~~*...........*...*-._* DESCRIPTION OF STUDY --*_.**-*.-.----_._..-..--
* FLOW DEPTH CALC. FOR C. B. "BB-2".,)ir;.:".'...'" *
* TRACT 24184"-' ... *
* PALOMA DEL SOL tj.,. ~*
- - . - - . . - - * . . * * * * . . - - * * * * * * * . * * * * * * . - * * * * * * * . * * * * * * * * . * * * * * * * * * * * - * * * * . * . a a
* * * * * * * * * * * * * * * * * * - . . * - - - - - - - - - - * . . . * * * * * . * * * * * * * * * * . * * * * . * * * * * - a _ a a a . a"a a. . a
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~.. ~ ~ ~ ~ ~ _! ~ ~ ~ ~ _! ~ ~ ~ ~ ~ ~ ~! ~ ~ ~ ~ ~ ~ _ _ _.. _.... _ _ _ _ _ _ _ _ _.. __ ~199_..:'C__ _..:..:_ __
CONSTANT STREET GRADE(FEET/FEET) = 0.044300 .
CONSTANT STREET FlOW(CFS) = 3.80 _.,.
AVERAGE STREETFlOW FRICTION FACTOR(MANNING) = 0.015000 ._,
CON S TAN T S Y M MET R I C A l S T R E E T HAL F - WID T H ( FEE T) = 43 . 00 '.":,'
CONSTANT SYMMETRICAL STREET CROSSFAll(DECIMAl) = 0.020000 -- -
~g~~H~t ~~~~H~i~~t ~~~h~~~n~~~~HL = = oi~go .7!;.,.:~,~."._.~.;.:.;.'."':
. CONSTANT SYMMETRICAL GUTTER-lIP(FEET) = 0.03125 ..-.
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 ~~~
FLOW ASSUMEO TO FIll STREET ON ONE SIDE, AND THEN SPLITS -"~._
==================================================================~=========
STREETFlOW MODEL RESULTS: .,-
------------------------------------------------------------------~.~~-------
STREET FlOWDEPTH(FEET) = 0.29 .
HAlFSTREET FlOODWIDTH(FEET) = 8.73
AVERAGE FLOW VElOCITY(FEET/SEC.) = 4.18
PRODUCT OF DEPTH&VElOCITY = 1.22
* . . . . * * . . * * * * * * . * * . * . . * * . * * . . * * * * * * . * * * * . * * . * * * * * * * * * . . * * * . * * * * * * * . . . . . . * * * *
> > > > S T R E E TF lOW MOD Ell N PUT IN FOR MAT ION < < < < Glto .;,;:
----------------------------------------------------------------------------
CONSTANT STREET GRADE(FEET/FEET) = 0.044300 ..
CONSTANT STREET FlOW(CFS) = 2.50
AVERAGE STREETFlOW FRICTION FACToR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HAlF-WIDTH(FEET) = 43.00
CONSTANT SYMMETRICAL STREET CROSSFAll(DECIMAl) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-lIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FIll STREET ON ONE SIDE, AND THEN SPLITS
============================================================================
STREETFloW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FloWDEPTH(FEET) = 0.25
HALF STREET FlOODWIDTH(FEET) = 6.80
AVERAGE FLOW VElOCITY(FEET/SEC.) = 4.09
PRODUCT OF DEPTH&VElOCITY = 1.03
~===========================================================================
to 1 B
/'
a...'J
.
.
.
HYDRAULIC DESIGN, ON-GRADE CATCH BASIN
Project: n. t..4-/ e 4-
Catch Basin Number: Ie ~ I) - /VIf!.A.()ow!> f#(. w'(.
IO-year Discharge (from Rational Method) (cfs): 6.~
100-year Discharge (from Rational Method) (cfs): 8./
Carryover from C.B. No.
MIA
= (cis): Jd
Total Design Discharge (cfs): 8.1
Flow Depth (ft): {),oo "a 40' J
Street Slope: ~ ~
,
~.. ~ a ~5
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart L. L. -/4-
w = ~I
Discharge Intercepted (cfs): /a? ~ 8.1 @
Carryover to Downstream Point (cfs): f;
Facility Receiving Carryover: (111/+
QCAP.IOO '" 3.IZ (21)0.85(0.4-0)1.5 ~ 10.S CFs 7 9./
GeAr. /0 :: 3./Z (2))0.85(0.35)1.5::: 8.ro cFS '> $.? ~
01C
<\(0
.
- -
'(C)
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
Copyright 1982-88 Advanced Engineering Software (aes)
Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721
Especially prepared for:
'~:.:,;~"~
,v::~-;,)~
..i.;... c. ~~
. ""0;,.. KEITH COMPANIES
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 18:31 13-AUG-96
=========.===================================================================
'/"':',';\~
!:'<,!
*..*.*.-.....****......_... DESCRIPTION OF STUDY .-.-........-.-...-.-...--
. FLOW DEPTH CALC. FOR C.B. "C-1"
. TRACT 24184
. PALOMA DEL SOL
. * * * * . . a * * * * . . . . '" . _ '" _ _ _ _ _ .-. . . '" '" '" . '" '" '" '" _ . _ '" . _ '" . '" '" '" . . . '" '" . '" '" . . . '" . . . . . . _ . . . A . . .
.
.
.
. . * * * * * * * * * * '" . _ _ . . . '" '" '" '" '" . '" '" . . * * * '" '" _ _ * * '" '" '" '" '" '" '" '" . . . '" '" * * . '" '" '" '" '" '" '" . '" '" '" '" . '" '" . '" '" '" A . .
~~~ ~~! ~~~!~~ ~~ _ ~ ~~~~ _ ~ ~ ~~!_ ~ ~~ ~~~~! ~ ~~ ~ ~~ ~ _ _ _ _ _ _ _ _ _ _ _ _ _ __ _ __ _ _ _ __ _ f~!'QQ_ _ _ __
CONSTANT STREET GRADE(FEET/FEET) = 0.020000
CONSTANT STREET FLOW(CFS) = 8.10
AVERAGE STREETFLOW FRICTION FACTOR(MA~NING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 38.00
CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50
. CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
====~~2~=~~~~~~~=~~=~!~~=~~~~~~=~~=~~~=~!~~;=~~~=~~~~=~~~!~~================
STREETFLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOWDEPT~(FEET) = 0.40
HALFSTREET FLOODWIDTH(FEET) = 14.09
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.80
PRODUCT OF DEPTH8VELOCITY = 1.51
.
* * * * * *....... * "'. * "'..... '" "'.. "'. '" '" '" '" '" '" '" '" '" '" '" "'. "'. '" II< '" '" '" '" '" '" '" '" * '" '" '" '" * '" "'. I>: "',.. * '" '" '" * "'" '" '" '" *
~~~~~!~~~!~:~~_~~~::_:~~~!_:~~~~~~!:~~~~~~_________________________~{9______
CONSTANT STREET GRADE(FEET/FEET) = 0.020000
CONSTANT STREET FLOW(CFS) = 5.30
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 38.00
CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000
CONSrANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, A~D THEN SPLITS
============================================================================
STREETFLOW MODEL RESULTS:
--------~-------------------------------------------------------------------
STREET FLOWDEPTH(FEET) = 0.35
HALFSTREET FLOODWIDTH(FE T) = 11.84
AVERAGE FLOW VELOCITY(FE T/SEC. 3.42
PRODUCT OF DEPTH&VELoCIT = .21
-==~.=~=.:'.,,=========== = ==== = = = = == = = = == ==; == ======= = = = = ==== = == = = = = = = = = = =; = = =
~1 D
<\'\
e
e
HYDRAUUC DESIGN, ON-GRADE CATCH BASIN
Project: T~. t.4-/ s4
, j
Catch Basin Number: C ~Z fVI~APov.JS I'HI2.J&.WA-r
la-year Discharge (from Rational Method) (cfs): /0. &7
lOa-year Discharge (from Rational Method) (cfs): /If? t;;
Carryover from C.B. No.
foI/A-
= (cfs): 0.0
Total Design Discharge (cfs): ;G.'5
1'1 ' I
Flow Depth (ft): v/oo'" 0.48 ' C\o'" 0.42-
)
Street Slope: .z f~
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart /.l. - /4-
W = ~B'
Discharge Intercepted (cfs): Ir;.~ '0&/00
Carryover to Downstream Point (cfs): 0,0
Facility Receiving Carryover: !II/A
10.0 .: (}../O
~1 f
(\%
e'
<>:i::
~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ - -
.
HYDRAULIC ElE~ENTS - I PROGRAM PACKAGE
(C) Copyright 1982-88 Advanced Enoineering Software (aes)
Ver, 2.7A Release Date: 6/25788 Ser1al # DE1721
Especially prepared for:
,,'
." ., KEITH CO~PANIES
----------------------------------------------------------------------------
,TIME/DATE OF STUDY: 18:33 13-AUG-96
============================================================================
'"
.......................... DESCRIPTION OF STUDY .......................*.*
. FLOW DEPTH CALC. FOR C.B. "C-2" .
. TRACT 24184 .
. PALOMA DEL SOL .
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* * * * * * * * * * * * ~ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
e
>>>>STREETFlOW MODEL INPUT INFORMATION<<<< ~/OO
-----~----------------------------------------------------------------------
CONSTANT STREET GRADE(FEET/FEET) = 0.020000
CONSTANT STREET FLOW(CFS) = ' 15.50
AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SVMMETRICAl STREET HAlF-WIDTH(FEEl) = 3B.00
CONSTANT SYMMETRICAL STREET CROSSFAll(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50
CONSTANT SY~~ETRICAl GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-lIP(FEET) = 0.03125
CONSTANT SVMMETRICAl GUTTER-HIKE(FEET) = 0.12500
====~~~~=~~~~~;~=~~=~;;;=;~~;;~=~~=~~;=;;~;~=~~~=~~~~=~~;;~;================
STREETFlOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FlOWDEPTH(FEET) = 0.48
HAlFSTREET FlOODWIDTH(FEET) = 18.03
AVERAGE FLOW VElOCITV(FEET/SEC.) = 4.50
PRODUCT OF DEPTH&VElOCITY = 2.17
* * * * * * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
~~~~~~~~~~~~~~_~~~~~_~~~~~_~~~~~~~~~~~::::_______________________~/9________
CONSTANT STREET GRADE(FEET/FEET) = 0.020000
CONSTANT STREET FlOWCCFS) = 10.00
AVERAGE STREETFlOW F~ICT10N FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HAlF-WIDTH(FEET) = 38.00
CONSTANT SYMMETRICAL STREET CROSSFAll(DECIMAl) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50
CONSTANT SV~METRICAl GUTTER-WIDTH(FEEl) = 2.00
CONSTANT SYMMETRICAL GUTTER-lIP(FEET) = 0.03125
CONSTANT SVMMETRICAl GUTTER-HIKE(FEEl) = 0.12500
FLOW ASSUMED TO FIll STREET ON ONE SIDE. A~D THEN SPLITS
----------------------------------------------------------------------------
----------------------------------------------------------------------------
STREETFlOW MODEL RESULTS:
----------------------------------------------------------------------------
'ST~EET FlO~DEPTH(FEET)"= 0.42
HAlFSTREET FlOODWIDTHCFEET) = 15.22
AVERAGE FLOW VElOCITV(FEET/SEC.) = 4.06
PRODUCT OF DEPTH&VElOCITV = 1.71
-~,,,-=-~,=,_:.============= ========= == = = ==== ===== == = = = = == = = = = = = == == = = = = == = = = == = = = =
....~ .
h1 f
C\Q..
e
HYDRAUliC DESIGN, ON-GRADE CATCH BASIN
Project: (e/}(.T 241lH fMO/VI1'r ~ 70/...
Catch Basin Number: Ie -2/ ~ fblUbl..A- RoAD
la-year Discharge (from Rational Method) (cfs): (p.1
lOa-year Discharge (from Rational Method) (cfs): Q.4
Carryover from C.B. No.
IV/A
= (cfs): ri
e Total Design Discharge (cfs): CIA
Flow Depth (ft): DI(iC = 0. 41'
Street Slope: tJ. 5 Z. '10
I
DiO -: 0.42
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart i... L -13
W = 2-1
Discharge Intercepted (cfs):
6hou =- i). 4-
Ol,O :; to,;l
Carryover to Downstream Point (cfs): rjJ
Facility Receiving Carryover: NIp..,
~CAPIOD ~ 1/12(1.1 )O.~5 (O.41ji.5.:-- 12.5 tf7
e ~lM> 10 -::. 2. /12. C 2.1") 0.85 (0. 42j'~ =- /0. ~ C-F?
c;7 G
\ <!)fJ
e
~ ~ ~ ~ ^ ^ ^ ~ ^ ~ - ~ ~ ~ ~ ~ - - ~ ~ - - - - ~ ^ ^ ~ ^ ^ - ~ ~ ~ ^ ~ ^ ~ ~ ^ - - ~ ~ ^ ^ ~ ^ - - ~ - - - - ^ - ^ ^ - - - ~ - ~ - - ~ - - - - ~ -
HYDRAuLIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyrignt 1982-88 Advanced EngineerinQ Software (aes)
Ver.2.7A Release Date: 6/25188 Serial # DEl721
Especially prepareo for:
KEITH CO;llPANIES
----------------------------------------------------------------------------
TIME/DATE OF STuDY: 18:26 11-FEB-97
----------------------------------------------------------------------------
----------------------------------------------------------------------------
* * * * * * * * * * * * * * * * * * * * * * * * * * DE SC RIP T I ON G;= S T v 0 Y * * * * * * * * . . * * * * . * . * . . . . . * * *
. FLOW DEPTH CALC. FOR C.B. "C-3"
. TR,ACT 24184
. PALO~A DEL SO_
. * . * . * . . . * * . * * . * * . . * * * * * * * * . * * . * . * . * . . . * * . . * * . . . . * * . * * . * * . . . * * * * . . * * . * * . * *
* * * * * * * * * * . . * * ~ ~ * * . . * . . . . . . * * . . * * * * . * * . * * * * * * . * . * * . * * . * * . * . . * * . * * * * * . * . * . . . *
~~~~~~~~~~~~~~-~~~~:-~~~~~-~:~~~:~~~~~~~~~_________________(QJ~~_____________
CONSTANT STREET GRA0E(FEET/FEET) = C.CC52CC
CONSTA~T STREET FLOw(CFS) = 9.40
AVERAGE STREETFLO~ FRICTION FACTOR(~AN~ING) = 0.015000
CONSTANT SYM~ETRICAL STREET HALF-~IDTH(FEET) = 38.00
CONSTANT SY"~ETRICAL STREET CROSSFALL(OEeI~AL) = 0.015000
CO~STANT SY~METRICAL CL~B hEIGTri(FEET) = 0.50
CONSTANT SY~~ETRIeAL G0TTER-WIOTH(FEET) = 2.00
~ CONSTANT SY~METRICAL GUTTER-LIP(FEET) = 0.03125
~ CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASS~MED TO FI~L STREET ON O~~ SIDE, A~) T~EN S?LITS
----..-----------------------------------------------------------------------
-----------------------------------------------------------------------------
STREETFLOw MODEL RES0~TS:
----..-----------------------------------------------------------------------
STREET FLO~OEPTH(FEET) = 0.47
HAbFSTREET FLOQD~19!H(E~~T) ~ 22.81
AVeRAGE FLOw VtLu~lIY(recT/SeC.) = 2.31
PRODUCT Of DEPTH&VELOCITY = 1.08
. ~ . * . * * * ~ . . . * . * * * * * . * * * * * * * * * * . * * * * * * * . * * . * * * * * * * . * * * * . * * . * * * . * * . . * * * * * * * * * *
>>>>STREETFLOW MODEL INPUT I~FORMATION<<<< 6<1
--------------------------------------------------------------Q-------------
CONSTANT STREET GRAOE(FEET/FEET) = 0.005200
CONSTANT STREET FLOW(CFS) = 6.10
AVERAGE STREETFLOw FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIOTri(FEET) = 38.00
CONSTANT SYMMETRICAL STREET CROSSFALL(OECIMAL2 = 0.015000
CONSTANT SY~METRICAL C~~B ~EIGTH(FEET) = G.Jj
CONSTANT SYM~ETRICAL GJTTER-WIOTrl(FEET) = 2.00
CONSTANT SY~METRleAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SY~~ETRICAL G0TTER-riIKE(FEET) = 0.12500
FLOW ASSG~EO TO FILL STReET ON O~= SIDE, A~) T~E~ S0LITS
============================================================================
STREETFLOW ~O)cL RES0~TS:
STREET F
rlALFSTRc
AVE~A'3E
PRODuCT
DWOEPT (FEET)
T Fi_GOlPIOTH(F
LO~ VE. DCITY(F
r DE;) i ,~"./ELOC I
0.42
T) = 19.44
T/SEe.) =
= 0.85
2.G4
------------ ------
------------ ------
----"---
-------
-----------------------------------------------
-----------------------------------------------
e
((;1 It
\0\
Carryover from C.B. No. N/A
e Total Design Discharge (cfs): S".3
e
Ie
HYDRAUliC DESIGN, ON-GRADE CATCH BASIN
Project: TIZ PI cr. '24 ( B 4-
PA-~o J'VlA DeL. '70L..
Catch Basin Number: '(-4' bf f(;(<1oi..-A RoAD (rYlcO/ArJ)
lO-year Discharge (from Rational Method) (cfs): 3,4
lOG-year Discharge (from Rational Method) (cfs): S.3
= (cfs): rj
Flow Depth (ft):
D,OC)'" u. 40'
I
O,t) == 0.35
Street Slope: 0,0052
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart L. L - 13
I
W = 1/
Discharge Intercepted (cfs): '~'\)() ~ 5.3 &l() ::0- 3.4-
Carryover to Downstream Point (cfs): cf
Facility Receiving Carryover: N/A .
O~5 \.5
~CP<f,lOD= -z~2..ll/)' (0.40') - 57Cf<j
6;{c.P\r-IO" -z.OJ2l'l )o,tlSCO.3SYs '" 4.f., cf)
w7 1.
iV
,0
e
~ ~ ~ ~ A A ~ A A ~ A ~ A A A A A ~ A A A ~ ~ A ~ ~ A A ~ A ~ ~ A A ~ ~ ~ ~ ~ A A A ~ ~ ~ ~ A A ~ ~ ~ A .~ ~ . ~ . A ~ A . ~ ~ ~ A ~ ~ A ~ ~ ~ R ~ ~ ~ ~
(C)
HYDRAULIC ELE~ENTS - I PROG~AM PACKAGE
Cooyrlgnt 1982-88 Acvanced Enoineerlno Software (aes)
Ve~. 2.7A Release Date: 6/25788 SerIal # DE1721
Esoeclally prepared for:
KEITH CO,~PANIES
TI~E/DATE OF STUDY: 18:28 II-FE8-97
=~~=~==~~=====================~=================~===========================
* * * * * * * * * * * * * * * * * * * * * * * * * * 0 Ese RIP T ION 0 F S i _ 0 Y * * * * * * * * * * * * ~ * * * * * * * * * * * ; *
* FLOW DEPTH CALC. FQ~ C.B. "C-4~
, TRACT 24184
, PALO~A DEL SO~
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ~ * * ~ * * * * ~ * * * * * * * * * * * * * * * * * . * *
.
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * . * . * * * * . * * . * * . * * . . * . * . . * * * *
e
> > > > S - ReF T ~, r" ~ r ' - , \ ,'", - " " - - "A - I - "< < < . D
_ _ _ _ _ ~ _::: _ ~ ~:I ~ _:'::. ~:: ~ _.: ~::: ~ _.: ~ ~: ~ ~ _ ~ _:: ~ _ _ ,_ ~ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ~LO_O_ _ _ _ _ _ _ _ _ _ _ __
CONSTANT STReET GRAO~(FEcT/FEEi2 = 0.0052C0
CONSTANT STREeT FLOW(CFS) ~ J.30
AVERAGE STREETF~OW fRICTION FACTOR(~A~~I~G) = 0.015000
CONSTANT SY~MET~ICAL STREET HALF-~IDTH(FEET) = 38.00
CONSTANT SY~~ETRICAL STREET CROSSFALL(DECI~A~) = 0.015GOO
CO~STANT SYM~ETRICA~ CwRB ~EIGTH(FEET) = 0.50
CONSTANT SYt~ETRICAL G0TTER-wIOTrl(FEET) = 2.CO
CONSTANT SY~~ET~ICAL GUTTE~-LI?(FEET) = 0.03125
CONSTANT SY~~ETRICAL GJTTER-HIKECFEET) = 0.12500
FLOW ASSU~~O TO FI~L STREET ON ONE SIDt~ A~) Tr:N SPLITS
----------------------------------------------------------------------------
----------------------------------------------------------------------------
STxEETF~OW ~ODEL RESL~TS:
----------------------------------------------------------------------------
STREET FLOWDE?TH(FEET) = 0.40
HALFSTREET FLOOOWIDTri(FEET) = 18.31
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98
PRODuCT OF DEPTH&VELOCITY = 0.80
. * * * . * . * * * * * * . * . * . . * . * * * * . * * . . * . * . . . * . * * * . . . * * * . * * * * * * * * * . * * * * . * * * * * * * * * * * * *
~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~~~~~------------------~g-------------
CONSTANT STREET GRAOE(FEET/FEET) = 0.005200
CONSTANT STREET FLOW(CFS) = 3.40
AVERAGE STREETFLOW FRICTION FACTOR(MANNINGl = 0.015000
CONSTANT SYMMETRICAL STREET HALF-~IDTri(FEET) = 38.00
CONSTANT SYM~ETRICAL STREET CROSSFALL(OECI~AL) = 0.015000
CONSTANT SYMMETRICAL CuRB HEIGT~(FEET) = 0.50
CONSTANT SY~METRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYM~ETRICA~ GuTTER-LIP(FEET) = 0.03125
CONSTANT SY~~ETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSu~ED TO FILL STREET ON ONE SIDE~ A~~ T~~N S~LITS
------------------- --------------------------------------------------------
------------------- --------------------------------------------------------
STREETFLOW MODE RESuLTS:
--------- --------- --------------------------------------------------------
STRE~
jjALf~
AV~~A
P RIJi...'U
F OitJuEPT
RE T FLOG
E L.GiIIi VE..
T F DEPT
(FEET)
ioil 0 T.-i (
OCITY(
&VE~OC
0.35
I) ~_ ,14.94
,/SCL.) =
:: 0.65
~ ,-" ,-
l..oo
.=======
------
-- ------
------
------
-----------------------------------------------
-----------------------------------------------
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tol J
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-".-. - :-'>: ')':_.."::Ti: ,7'.....' ":- TUllliillk:' fl.fllliiH' .1,i::::. :.t:
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